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Home My WebLink About3722 Saltmarsh Lp 17-3738; NEW SFH1 --73 e3 COUNTY OF SEMINOLE 1307-., IMPACT FEE STATEMENT J4 STATEMENT NUMBER: 17100007 DATE: October 30, 2017 BUILDING APPLICATION 4: 17-10000793 BUILDING PERMIT NUMBER: 17-10000793 UNIT ADDRESS: SALTMARSH LP 3722 17-20-31-502-0000-0030 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE ENTERPRISE LLC ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32811 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3722 SALTMARSH LOOP WYNDHAM PRESERVE LOT 3 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single FamilHousing 705.00 1.000 dwl unit 705.00 ROADS-COLLECTORSN/A Single Family Housing 00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Sin le Family Housing54.00 1.000 dwl unit 54.00 SCHOOLS Single Family CO -WIDE ORD Housing 5,000.00 1.000 dwl unit 5,000.00 PARK S N/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT D 5,759.00 STATEMENT RECEIVED BY: f t> t c-accSIGNATURE: PLEASE PRINT NAME) DATE: NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: I-BLDG DEPT 3-APPLICANT 2- FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT T IS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD, FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE'ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE, BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THE REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER AND SHOULD 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON RE -QUEST. CALL 407-665-7356. CITY OF SANFORD el) BUILDING & FIRE PREVENTION PERMIT APPLICATION 3% Application No: f Documented Construction Value: S ? ,_~ 1 kz7s-, `-' I Job Address: 3722 Saltmarsh Loop, Sanford 32771 (Lot 3) Historic District: Yes [I No Parcel ID: 17-20-31-502-0000-0030 Residential © Commercial Type of Work: New 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: mparkisonanparksguarehomes.com Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/ Engineer Information Name: Eng. / Don Bolden Eng. Phone: Archd 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783 Debary FL 32753 Fax: _ City, St, Zip: Bonding Company: Address: E- mail: Arch. 407-629-6711 Ena. 386-668-7606 Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 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. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5m Edition (2014) Florida Building Code Revised: June 30, 2015 permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent D e Signature of Contractor/Agent Date Vishaal Gupta Vishaal Gupta _ Print Owner/Agent's NAi<e Print Contractor/ aertt`'s Name r1Ovz— A 00 Signah e of Notary -State of o Signatu e of Notary- ate of Florid Date MICHELLE PARKISON MICHELLE PARKISON Notary Public - State of Florida 1 ; Commission # GG 157861 ". l. r Notary Public - State of Florida My Comm. Expires Nov 5, 2021 { Commission # GG 157861 My Comm. Expires Nov 5, 2021 banded through National Notary Assn. rn ... Borxlad tivougfi National Notary Assn- Owner/Agent is Personally Known to Me or Contractor/Agent is e o a r7o TnTo 0 Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building® Electrical El Mechanical [a Plumbing Gas[]Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: % Min. Occupancy Load: 1 # of Stories: Z- New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No a # of Heads APPROVALS: ZONING: 1 UTILITIES: ENGINEERING: FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 2--7 • Z 10 ; 1 fi C Tr cot, - Plumbing - # of Fixtures lit Fire Alarm Permit: Yes No WASTE WATER: BUILDING: ; (S Revised_ June 30, 2015 Permit Application Yt CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATIONLea r 151 n Application No: 7 cy Documented Construction Value: $ 126,502.00 Job Address: 3722 Saltmarsh Loop, Sanford 32771 (Lot 3) Historic District: Yes No Parcel ID: 17-20-31-502-0000-0030 Residential ® Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move El Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Title: Permitting Manager Email: mparkison0parksguarehomes.com Property Owner Information Phone: 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 as 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 530785, Deba[y 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 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. Signature of Owner/Agent D e Vishaal Print Owne P; Signature of Contractor/Agent Date Vishaal Gupta Print Contractor/Ag s Name MICHELLE PARKISON - NlY I .... r... Notary Public - State of Florida 1 Commission # GG 157861 ' My Comm. Expires Nov 5, 2021 4 L"•;;;'. Bonded Ih=ugh National Notary Am. Owner/Agent is Personally Known to Me or Contractor/Agent is e o a Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY MICHELLE PARKISON Notary Public - State of Florida Commission 0 GG 157861 My Comm. Expires Nov 5, 2021 Bonded through Nation4 Notary Assn. Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: - WASTEWATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application PI P in7-1 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: mparkisonCa)parksquarehomes.com Property Address: 3722 Saltmarsh Loop Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-0030 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: A 1 New structure F-1 Existing Structure (pre-2007 FIRM adoption) F-1 Expansion/Addition 0 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) 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: F-1 The parcel is in the:Ejfloodplain [::Ifloodway F--l A portion of the parcel is in the:E] floodplain El floodway FE-1 The parcel is not in the: FEW floodplain Ejfloodway El The structure is in the: El floodplain F-1 floodway 0 The structure is not in the: E] floodplain F-I floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-3738 Reviewed by: Michael Cash, CFM Date: January 2, 2018 I 1 P I Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & 7- Landscaping in Right -of -Way www,santordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407,688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know whers below. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig. 1, Project Location/Address:' 2. Proposed Activity: o Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4, Brief Description of Work: Construction of new driveway for new single family residence This application is submitted by: Property Owner. Signature: Print Name: Vishaal Gupta Address 5200 Vineland Rd Suite 200 Orlando, Fl_ 32811 Phone: (407) 529-3135 Fax: Email: mparkison@parksquarehomes.com Date: IYIalnLe rldnG6 R4"SpOn51GIlILIE,'Sn rlU(: Rlr11y1GaL1Cln 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. 1 have re and understand the above statement and by signing this application I agree to its terms, Signature: Date: This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering Date: T Site Inspected by: Special Permit Conditions: Date: November 2015 HUw Use Dnveway.pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: (! ! Z' / 2 1 hereby nai e and appoint: David Mercer an agent of: Park Square Homes Name o[Corripany) 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: Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: STATE OF FLORIDA COUNTY OF Orange 12/31/17 A- - - The foregoing instrument was acknowledged before me this day 20/ by Vishaal Gupta who is sonally known to me or o who has produced identification and who did (did not) take an oatb-------,-\ 8i gl aire Notary Seal) Print or type name EzMjcHF- LLE PARKISON , Public - State ol Florida Notary Public - State of Notary CoMrt) isjr; # GG 157R61 Commission No. (,G t I My Comm. Expires Nov 5,2021 11 ded MrokO 0n My Commission Expires: JaOGLI atj()nal Notz,'Y Ass NRev. 08.12) as w Paae 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 10I Winter Park, FL 32789 lliilff iifif liiil fifii fllfl iifil Ifif fill n}; ,r : ? ;0i.1f.T 0S';F7r3LL_.. C'tEPK'S ?y24;4171'47;.3UI 4 TAt. Y t1'.G 41 ACE ABOVE THIS LINE FOR RECORDING DAT 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 Sumrnerlin 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/Pagel44 CFN#2017078301 Page 1 of 4 http:/fofficialrecordsbv.seminoleclerk.or-r`BrowserView/ 8/?4`T017 M* Page I of I IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be executed as of the day and year first above written. Signed, Sealed and Delivered in the Presence of. Print Name:t3o-LE e-sc- Print Name-- R. Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON LN VESTNIENTS LLC, a Florida limited liability, company By: Ro ert tkiss0ert epAAuthoritepresentative 71c The foregoing instrument was acknowledged before me this 2 day of July, 2017, by Robert Zlatkiss, as Authorized Representative of Brisson Investments LLC, a Florida limited liability company, on behalf of said entity. He is personally known to me or ham- p;44AiaeJ- ROWAW MUM my 00MM=*N S W40 W4. it- W.-Y won. Book8965/Page145 CFNr4r2017078301 NotaryPublic, tate of on a Seal) Page 2 of 4 http:,/,' offic'lalr--cordsbv.seminoleclerk.orailBrowserView,,' 8/2 4,112 0 17 a Page 1 of 1 Exhibit "A" Legal Description Lots 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99, 100, 104, 105, 106, 107, 108, 112, 113, 114, 115, 139, 140, 141, 142, 143, 144, 149, 150, 155, 156, 157, 162, 163, 164, 179, 180, 210, 211, 212, 216, 217, 218, 219, 220. 221, 2241 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/Pagel46 CFN#2017078301 Page 3 of 4 http: r%officialrecordsbv.seminoleclerk.org;BrowserView/ 8/24/?017 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). S. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 635 (as to Lot 113). 9. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 636 (as to Lot 114). 10. Zoning, ordinances and/or restrictions and prohibitions imposed by governmental Authorities. Book8965/Pagel47 CFN#2017078301 Page 4 of 4 http:r'iofficialrecordsbv.seminoleclerk.orc,lBrowserView,' 8`24 2?017 THIS INSTRUMENT PREPARED BY: t " A Name: Michelle Parkison Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number. Parcel ID Number: 17-20-31-502-0000-0030 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Lot 3 Wyndham Preserve Plat Book 81 / Pages 93-102 3722 Saltmarsh Loop Sanford, FL 32773 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property: Fee Simple Fee Simple Title Holder (if other than owner listed above) Name: Address: 4. CONTRACTOR: Name: Park Square Homes Phone Number: 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 5. SURETY (If applicable, a copy of the payment bond is attached): Name: N/A N/A Amount of Bond: N/A 6. LENDER: Name: Fifth Third Bank Phone Number: Address: 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Phone Number: Address: 8. In addition, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Signature of r w Le e, w rr's o essee's Authorized Officer r/P V r/Manager) State of '•dot- c4. County of Vishaal Gupta, Executive Vice President Print Name and Provide Signatory's TittelOffice) The foregoing instrument was acknowledged before me this r . day of G>Jv cox , 20 by Y l 6V-\c o.1 G An' ;. Wh s ersonally known to me OR Name o person making statement who has produced identification O type of identification produced 1 KISONMICHELL:# GG f ' Notary Public -State of Florida Commissio157861 My Comm. Exov 5, 2021 Bonded through NotaryAsm. N ARi°'® CERTIFICATE OF LIABILITY INSURANCE F DATE (MM/DDIYYYY) 6/1/2017 THIS CERTIFICATE IS ISSUED AS A MATTER OF INFORMATION ONLY AND CONFERS NO RIGHTS UPON THE CERTIFICATE HOLDER. THIS CERTIFICATE DOES NOT AFFIRMATIVELY OR NEGATIVELY AMEND, EXTEND OR ALTER THE COVERAGE AFFORDED BY THE POLICIES BELOW. THIS CERTIFICATE OF INSURANCE DOES NOT CONSTITUTE A CONTRACT BETWEEN THE ISSUING INSURER(S), AUTHORIZED REPRESENTATIVE OR PRODUCER, AND THE CERTIFICATE HOLDER. IMPORTANT. If the certificate holder is an ADDITIONAL INSURED, the policy(ies) must be endorsed. If SUBROGATION IS WAIVED, subject to the terms and conditions of the policy, certain policies may require an endorsement. A statement on this certificate does not confer rights to the certificate holder in lieu of such ondorsement(s). PRODUCER Brown 6 Brown of Florida, Inc. 2290 Lucien Way Suite 400 Maitland FL 32751 CONTACT AM Julie Rwack PHONE (407) 660-8282 FAX (407)660-2012 MARLAQQESS.jkwack@bborlando.cam INSURERS AFFORDING COVERAGE NAIC fl INSURERA:United Specialty Insurance Co. INSURED Park Square Enterprises, LLC, DBA: Park Square Homes 5200 Vineland Road, Suite 200 Orlando FL 32811 INSURERB:Travelers Casualty Co. 41769 INSURER C:Amerisure Mutual Insurance Co 23396 INSURER D31avi ators Specialty Insurance INSURER E INSURER F : COVERAGES CERTIFICATE NUMBER CL1753111504 REVISION NUMBER: THIS IS TO CERTIFY THAT THE POLICIES OF INSURANCE LISTED BELOW HAVE BEEN ISSUED TO THE INSURED NAMED ABOVE FOR THE POLICY PERIOD INDICATED, NOTWITHSTANDING ANY REQUIREMENT, TERM OR CONDITION OF ANY CONTRACT OR OTHER DOCUMENT WITH RESPECT TO WHICH THIS CERTIFICATE MAY BE ISSUED OR MAY PERTAIN, THE INSURANCE AFFORDED BY THE POLICIES DESCRIBED HEREIN IS SUBJECT TO ALL THE TERMS, EXCLUSIONS AND CONDITIONS OF SUCH POLICIES. LIMITS SHOWN MAY HAVE BEEN REDUCED BY PAID CLAIMS, INSR LTRPOLICYTYPEOFINSURANCEADDLSUBRI NUMBER POLICY EFF M ( /YYYY(MMIDDrYYYYi POLICY EXP LIMITS X COMMERCIAL GENERAL LIABILITY EACH OCCURRENCE 1,000,000 A CLAIMS -MADE OCCUR A A occunenI .a jEa 300,000 MED EXP (Any one person) ExcludedATNATL17104106/1/2017 6/1/2018 PERSONAL & ADV INJURY 1,000,000 GEN'L AGGREGATE LIMIT APPLIES PER GENERAL AGGREGATE 2,000,000 POLICY I JEOT LOC PRODUCTS - COMP/OP AGG 2,000,000 BI I PD adn/or Personal & AdOTHER: AUTOMOBILE LIABILITY C M IN IN LE UMi Ea accitlem 1,000,000 BODILY INJURY (Per person) X ANY AUTO B ALL OWNED SCHEDULED AUTOS AUTOS BA-8B637451-17-SEL 6/1/2017 6/l/2018 BODILY INJURY (Per accident) PROPERTY DAMAGE Per accident NON -OWNED HIRED AUTOS AUTOS PIP -Basic 10,000 UMBRELLA LIAR OCCUR EACH OCCURRENCE 5,000,000 AGGREGATE r 5,000,000AXEXCESSLIARCLAIMS -MADE BTN1743932 DED 1 X I RETENTI N$ 0 6/1/2017 6/1/2018 WORKERS COMPENSATION X PER OTH- TAT T RANDEMPLOYERS' LIABILITY YIN ANY PROPRIETOWPARTNER/EXECUTIVE E.L. EACH ACCIDENT 1,000,000 OFFICER/MEMBER EXCLUDED? N f A E.L. DISEASE - EA EMPLOYE 1 , 000 , 000CMandatoryInNH) WC2105269 6/1/2017 6/1/2018 If yes, describe under DESCRIPTION OF OPERATIONS below E.L. DISEASE - POLICY LIMIT 1,000,000 A Excess Liability BUM1710005 6/1/2017 6/1/2018 Each 0ccunence $4,000,000 4M xis of $5M Aggregate $4,000,000 DESCRIPTION OF OPERATIONS I LOCATIONS I VEHICLES (ACORD 101, Additional Remarks Schedule, may be attached if more space is required) Exess Liability - $5M XS of $9M Carrier: Navigators Specialty Insurance Company Policy #: IS17EXC810641IC Effective: 6/l/2017 to 6/1/2018 Limits: Each Occurence or Event - $5,000,000 City of Sanford P.O. Box 1788 Sanford, FL 32772-1788 SHOULD ANY OF THE ABOVE DESCRIBED POLICIES BE CANCELLED BEFORE THE EXPIRATION DATE THEREOF, NOTICE WILL BE DELIVERED IN ACCORDANCE WITH THE POLICY PROVISIONS. AUTHORIZED REPRESENTATIVE T D`Avanzo, CPCU, CPA""' 1988-2014 ACORD CORPORATION. All rights reserved. ACORD 25 (2014/01) The ACORD name and logo are registered marks of ACORD INS025 (midnn Additional Named Insureds Other Named Insureds East Red Bug Road Development LLC Limited Liability Company, Additional Named Insured Park Square Dellagio, LLC Limited Liability Company, Additional Named Insured Park Square Enterprises, Inc. Park Square Homes Corporation, Additional Named Insured Doing Business As OFAPPINF (02/2007) COPYRIGHT 2007, AMS SERVICES INC COMMENTS/REMARKS General Aggregate - $5,000,000 Products Completed Operations Aggregate - $5,000,000 Inland Marine Carrier: Amerisure Mutual Insurance Company Policy 4: IM2105271 Effective: 6/1/2017 to 6/1/2018 Limit: Rented/Leased Equipment - $40,000 Max Limit Any One Item Deductible: 1,000 per occurrence I OFRFMARK COPYRIGHT 2000, AMS SERVICES INC. I REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # 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 s .sy ' .UG,tz" f%.Fr;.f'"-" Min Max Wain fi ' .. Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final AECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 003 Tribeca A RHG - S Builder Name: One Stop Cooling and Heating Street: 3722 Saltmarsh Loop Permit Office: City of sanford City, State, Zip: Sanford , FL , Permit Number: j,;.,.„ 1 Owner: Park Square Homes Jurisdiction: 15 0 c Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 1. New construction or existing New (From Plans) 9. Wall Types (2674.7 sqft.) Insulation%YPea 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1368.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1050.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 256.67 ft2 4. Number of Bedrooms 4 d. N!A R= ft2 10. Ceiling Types (1313.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1313.00 ft2 6. Conditioned floor area above grade (ft2) 2087 b. N/A R= ft2 c. N/A R= ft2 Conditioned floor area below grade (ft2) 0 11. Ducts R ft2 7. Windows(226.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 397.2 a. U-Factor: Dbl, U=0.55 115.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.29 a. Central Unit 41.0 SEER:16.00 c. U-Factor: Dbl, U=0.54 47.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 39.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.059 ft. Area Weighted Average SHGC: 0.246 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2087.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1028.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 774.00 ft2 None c. other (see details) R= 285.00 1112 15. Credits Pstat Glass/Floor Area: 0.108 Total Proposed Modified Loads: 64.50 PASSSSTotalBaselineLoads: 67.32 7.7 I hereby certify that the plans and specifications covered by Review of the plans and i [ E STg7 this calculation are in compliance with the Florida Energ r Digitally signe by Michael specifications covered by this IN, ,Q Code. MichaelkConway calculation indicates compliance conwa Date:2017.12.19 17:22:01 with the Florida Energy Code. Before construction is completed urarr 0 PREPARED BY: DATE: nsnn this building will be inspected for Q compliance with Section 553.908 hereby certify that this buiyinq a- s 8&4ned, is in compliance Florida Statutes. with the Florida Energy Cod f r OWNER/AGEN- QD Klv- BUILDING OFFICIAL: DATE: _ _ r rl--3 T DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. 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. 12/19/2017 5:20 PM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 003 Tribeca A RHG - S Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2087 Lot # 03 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 Angie: 90 Street: 3722 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 IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Sanford FL—ORLANDO—SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2087 19091.4 SPACES Number— Name Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 1 st Floor 1028 9560,4 Yes 0 0 1 Yes Yes Yes 2 2nd Floor 1059 9531 No 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor ---- ---- 184 ft2 11 0.29 0 0.71 2 Raised Floor 2nd Floor ---- ---- 101 ft2 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1 st Floor 112.5 ft 0 1028 ft2 0.29 0 0.71 4 Floor Over Other Space 2nd Floor ---- ---- 774 it-' 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch V # Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1578 ft2 0 ft2 Dark 0.9 N 0.9 No 0 33.7 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1313 ft2 N N 12/19/2017 5:20 PM EnergyGauge(& USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R40..r P014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 1313 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below S nt Io 1ACa11 Typa __ Space RFI IA Araa_j_L31UE F_caGtiAbS4[.wGCade_°la-- 1 N=>E Exterior Frame - Wood 2nd Floor 11 47 0 9 0 423.0 f1:2 0 0.25 0.8 0 2 N=>E Exterior Concrete Block - Int Insul 1 st Floor 4.1 32 6 9 4 303.3 ft2 0 0 0.8 0 3 E=>S Exterior Frame - Wood 2nd Floor 11 29 0 9 0 261.0 ft2 0 0.25 0.8 0 4 E=>S Exterior Concrete Block - Int Insul 1st Floor 4.1 10 0 9 4 93.3 ft2 0 0 0.8 0 5 S=>W Exterior Frame - Wood 2nd Floor 11 47 0 9 0 423.0 ft2 0 0.25 0.8 0 6 S=>W Exterior Concrete Block - Int Insul 1st Floor 4.1 41 0 9 4 382.7 ft2 0 0 0.8 0 7 W=>N Exterior Frame - Wood 2nd Floor 11 29 0 9 0 261.0 ft2 0 0.25 0.8 0 8 W=>N Exterior Concrete Block - Int Insul 1st Floor 4.1 29 0 9 4 270.7 ft2 0 0 0.8 0 9 NE Garage Frame - Wood 1 st Floor 11 27 6 9 4 256.7 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area m Ft In Ft In 1E=>S Insulated 1 st Floor None 39 3 8 24 ft2 2 -=> NE Wood 1st Floor None 39 2 8 8 21.3 ft2 WINDOWS Orientation shown is the entered orientation (=>) changed to As Built (rotated 90 degrees). Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N=>E 1 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 2 N=>E 1 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 3 E=>S 3 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 4 E=>S 3 Metal Low-E Double Yes 0.54 0.25 12.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 5 E=>S 4 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 5 ft 4 in 1 ft 4 in Drapes/blinds None 6 S=>W 5 Metal Law-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 7 S=>W 5 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 8 S=>W 6 Metal Low-E Double Yes 0.54 0.25 16.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 9 S=>W 6 Metal Law-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 10 W=>N 7 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 11 W=>N 7 Metal Low-E Double Yes 0.54 0.25 3.0 ft2 1 ft 0 in 1 ft 4 in Drapes/blinds None 12 W=>N 8 Metal Low-E Double Yes 0.55 0.22 40.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 13 E=>S 4 Metal Low-E Double Yes 0.58 0.29 64.0 ft2 8 ft 0 in 1 ft 4 in None None 12/ 19/2017 5:20 PM EnergyGaugeg USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE 1 Floor Area w Ceiling Area 394 W 394 ft2 Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation-_ 44 ft 9,3 ft INFILTRATION Scope 1 Wholehouse Method Proposed ACH(50) SLA 000407 CFM 50 ELA EqLA ACH ACH 50 2227.3 122.28 229.96 .3657 7 HEATING SYSTEM v__#_ _System 1 Type Electric Heat Pump Subtype Split Efficiency Capacity Block HSPF:9 39 kBtu/'hr 1 Ducts sys#1 COOLING SYSTEM 1 System Type Central Unit Subtype Split Efficiency Capacity Air Flow SHR Block SEER: 16 41 kBtu/hr 1230 cfm 0.75 1 Ducts sys#1 HOT WATER SYSTEM 1 System Type SubType Electric None Location Garage EF Cap Use SetPnt Conservation 0.9 50 gal 60 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name None None Collector Storage System Model # Collector Model # Area Volume W FEF DUCTS 1 Supply ---- Location R-Value Area Attic 6 397.2 ft Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handier TOT OUT ON RLF Attic 99.3 ft2 Prop. Leak Free 2nd Floor --- cfm 62.6 cfm 0.03 0.50 HVAC # Heat Cool 1 1 12/1 9/2C 17 5:20 PM EnergyGauge« USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan Feb Mar Apr May Jun fXI JuAug Sep O NovDec Hea ing Jan Feb Mar Apr I MayI Jun Jul Aug Xj Sep OctNovDec Ventling Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov I , 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 so 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 1219/2017 5:20 PM EnergyGaugeCR, 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: 3722 Saltmarsh Loop Permit Number: Sanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 13 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. 0 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 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 L/s) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 13 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 13 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 13 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 L/min) 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 ctm (113 L/min) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 12/19/2017 5:20 PM EnergyGaugeCJ USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 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. 13 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. 0 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 Yz inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank, R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140°F (38°C to 601C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 13 R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 12/19/2017 5:20 PM EnergyGaugeS USA - FlaRes2014 - Section R405.4.1 Corn Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature, Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 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. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55°F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 12/19/2017 5:20 PM EnergyGauge4§) 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 (W) 7. Windows" Description a. U-Factor: Dbl, U=0.55 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.29 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: 3722 Saltmarsh Loop, Sanford, FL, New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=11.0 1368.00 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1050.00 ft2 1 c. Frame - Wood, Adjacent R=11.0 256.67 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1313.00 W 2087 b. N/A R= ft2 c. N/A R= ft2 Area 11. Ducts R ft2 115.00 ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 397.2 64.00 ft2 12. Cooling systems kBtu/hr Efficiency 47.00 ft2 a. Central Unit 41.0 SEER:16.00 3,059 ft. 0.246 S. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1028.00 ft2 b. Floor Over Other Space R=0.0 774.00 ft2 c. other (see details) R= 285.00 ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant ature . Builder Signature: /'"---- Date: f a"1 - l `1 Address of New Home: 31aa ` 1A1r r o,} 1 ( City/FL Zip:Q kBtu/hr Efficiency 39,0 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat FIE Sr w a_ w Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff, Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 12/19/2017 5:20 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 Sandscove Gout Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0reStopCooling.com License: CAC032444 For: Park Square Homes 3722 Saltmarsh Loop, Sanford, FL Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Outside db 44 IF Inside db 68 IF Design TD 24 IF Heating Summary Structure 18395 Btuh Ducts 2797 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 21192 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 He tin Cooling Area ft 2 2180 218 Volume (ft3) 19906 19906 Air changges hour 0.41 0.21 Equiv. AVF (cfm) 136 70 Heating Equipment Summary Make Trane Trade TRANE Model 4TW R6042H1 AHRI ref 7563302 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 29 OF 9 HSPF 39000 Btuh @ 47°F 0 0 0 cfm 0 cfm/Btuh 0.50 in H2O Job: Lot 003 Tribeca A RHG - S Date: 11 /27/2017 13y. LF/LM/MC Plan: RHG Summer Design Conditions Outside db 93 OF Inside db 74 IF Design TD 19 IF Daily range L Relative humidity 50 Moisture difference 46 grAb Sensible Cooling Equipment Load Sizing Structure 21208 Btuh Ducts 9420 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data n Rate/swin multiplier 0.98EquipmAsensible29893 Btuh Latent Cooling Equipment Load Sizing Structure 3164 Btuh Ducts 1924 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 5088 Btuh Equipment Total Load (Sen+Lat) 34981 Btuh Req. total capacity at 0.75 SHR 3.3 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6042H1 Coil TEM6A0C42H41++TDR AHRI ref 7563302 Efficiency 13.0 EER, 16 SEER Sensible cooling 30750 Btuh Latent cooling 10250 Btuh Total cooling 41000 Btuh Actual air flow 1367 cfm Air flow factor 0.045 cfm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.86 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. P.F wrigtitsoft 2017-Dec-1917:17:50 n-- -••• Right-Sule@Urrversa12018 18.0,04 RSU25029 Page 1 Tribeca A RHG - S`Lot 003 Tribeca A RHG - S.rtp Cale - MA Frond Door faces: S wrightsoft` Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 -6920 Fax: (407) 629 - 9307 Web: ww.0rvStopCoolirg.com License: CAC032444 Job: Lot 003 Tribeca A RHG - S Date: 11 /2712017 By'. LFILMIMC Plan: RHG 1 Room name Entire House FOY 2 Exposed well 275.5 ft 18.5 it 3 Room height 9.1 ft d 9.3 ft heaV=l 4 Room dimensions 1.0 x 73.0 It 5 Room area 2179.5 ft2 73.0 W Ty Construction number U-value Btumr-+F Or HTM Btuhv) Area M) or perimeter (ft) Load Btuh) Area (ire) or perimeter (ft) Load Btuh) Heat Cool Gross NFS Heat Cool Gross NFPS Heat Coal 6 4( 12B-Osv 0.097 n 2.31 2.89 450 431 995 1244 0 0 0 0 4A5-2om 0.550 n 13.09 1351 15 0 196 203 0 0 0 0G I-( 465-2im 0.540 n 12.85 13.78 4 0 51 55 0 0 0 0 W 13A-4ocs 0.143 n 3.40 3.00 326 326 1108 975 0 0 0 0 11 0,097 e 2.31 289 261 234 540 675 0 0 0 0 T= 12B-Osw 4A5-2om 0.550 e 13.09 27.55 15 0 196 413 0 0 0 0 465-21m 13A-4ocs 0.540 0.143 e e 12.85 3.40 29.73 3.00 12 93 0 65 154 221 357 195 0 56 0 32 0 108 0 95 j 4B5.2fm 11 DO 0.540 0.390 e e 12.85 9.28 13.78 12.54 4 24 4 24 51 223 55 301 0 24 0 24 0 223 0 301 F--G I- D y 12B-0sw 0.097 s Z31 2.89 450 431 995 1244 0 0 0 0 4A5.2om 0.550 s 13.09 13.72 15 12 196 206 0 0 0 0f-G L-G 465-2hn 0.540 s 12.85 13.78 4 4 51 55 0 0 0 0 13A-4ocs 4B5.2fm 0.143 0.540 s s 3.40 12.85 3.00 13.78 405 12 389 12 1322 154 1164 165 116 0 112 0 382 0 336 0 465-2fm 0.540 s 12.85 15.08 4 0 51 60 4 0 51 60 12B-0sw 0.097 w 2.31 2.89 261 228 526 658 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 30 0 393 827 0 0 0 0 4B5-2fm 13A-4ocs 0.540 0.143 w w 12.85 3.40 29,73 3.00 3 270 0 166 39 564 89 496 0 0 0 0 0 0 0 0 4A5-2om 0 550 w 13.09 27.55 40 0 524 1102 0 0 0 0 I P 4A5-2omd 12C-Osw 0.580 0.091 w 13.80 Z17 24,10 1.57 64 256 43 234 883 508 1542 368 0 0 0 0 0 0 0 0 11 DO 0 390 n 9.28 12-54 21 21 198 267 0 0 0 0 C 16&30ad 0.032 0.76 1.78 1291 1291 983 2299 48 48 37 85 F 19A-Obsp 0.295 264 2.06 131 131 346 271 0 0 0 0 F 19C-19csm 0.049 0.40 0.32 191 191 77 60 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 969 118 3300 0 73 19 520 0 6 c) AED excursion 1591 28 Envelope loss/gain 14848 16938 1321 850 12 a) Infiltration 3547 1420 243 97 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 5 1150 0 0 Applianoevother 1700 0 Subtotal (lines 6 to 13) 18395 21208 1563 947 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 1563 947 14 Subtotal 1 &195 21208 0 0 15 Dud loads 1 15% 44 % 2797 9420 15 % 4A% 0 0 Total room load 21192 30628 0 0 Air required (cfm) 0 136 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. r}&- 2017-Dec-19 17 17,50 Right-Suito)Urrversal 2018 18.0.04 RSU25029 Page i Tribeca A RHG - S\Lot 003 Tribeca A RHG - S.rup Cale - tvWB From Door faces: S 7- wrightsoft° Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandsoove Coun. W irter Park, L 32792 Panne: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwmOneStopCoolirg.eom Llcerse: CAGO32444 Job: Lot 003 Tribeca A RHG - S Date: 11 /27/2017 By. LF/LM/MC Plan: RHG 1 Room name HALL IvIBED 2 Exposed wall 4.0 It 29.0 it 3 Room height 9.0 It heaUcool 9.0 it heat/cool 4 Room dimensions 1_0 x 168.8 It 1.0 x 220.5 it 5 Room area 168.8 W 220.5 It' Ty Construction number U-value Btutuit +- Or HTM Btuh/ tz) Area (Its) or perimeter (ft) Load Btuh) Area (ft) I or perimeter (ft) Load Btuh) Heat Cool Gross N RS Heat Cool Gross N/RS Heat Cool 6 128.Osw 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 485-2fm 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 n 3.40 3,00 0 0 0 0 0 0 0 0 11 126-0sw 0.097 e 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0550 e 13.09 27.55 0 0 0 0 0 0 0 0 4B5-2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4135-21n1 0.540 e 12.85 13.78 0 0 0 0 0 0 0 0 11 DO 0.390 e 9.28 12.54 0 0 0 0 0 0 0 0 12B-09w 0.097 s Z31 2.89 36 36 83 104 126 126 291 364 4A5.2om 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0 L-G 4B5-2fm 0.540 s 12,85 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4B5-2fm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 485-2fm 0.540 s 12.85 15.08 0 0 0 0 0 0 0 0 126-0sw 0.097 w 2,31 2.89 0 0 0 0 135 105 242 303 4A5-2om 0.550 w 13.09 275.5 0 0 0 0 30 0 393 827 4135-2rm 13A-4ocs 0.540 0.143 w w 1285 3.40 29.73 3,00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 R L-D 4A5-2omd 12C-Osw 0.580 0.091 w 13.80 2.17 24.10 1,57 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 0.390 n 9.28 12.54 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 169 169 129 301 221 221 168 393 F 19A-Obscp 0.295 264 2.06 0 0 0 0 0 0 0 0 F 19C-19csdo 0.049 0.40 0.32 28 28 11 9 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 16 251 Envelope loss/gain 223 398 1094 2137 12 a) Infiltration 51 20 368 147 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 2 460 Appliances/other 0 0 Subtotal (lines 6 to 13) 274 418 1462 2744 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 274 418 19 28 14 Subtotal 0 0 1481 2773 15 Duct loads 1 15°i 44 / 0 0 15 l 44/ol 2251 1232 Total room load 0 0 1706 4004 Air required (dm) 0 0 0 179 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightCsu t 2017-Dec-1917:17,50 RightSweOUrrversal 20!8 18.0.04 RSU25029 Page 2 Tnbeca A RHG - S1Lot 003 Tribeca A RHG - S.rup Calc - W8 Front Door faces: S wrightsoit% Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Gout, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 • 9307 Web: wwwOneStopCoolirg.com License: CAC032444 Job: Lot 003 Tribeca A RHG - S Date: 11/27/2017 By. LF(LM/MC Plan: RHG 1 Room name METH MTOI 2 3 Exposed vall Room height 5.5 It 9.0 It heat/cool 3.5 It 9.0 It heat/cool 4 5 Room dimensions Room area 1.0 x 104.3 It 104.3 It' 1.0 x 17.3 It 17.3 It' Ty Construction number U-value Btutuft=+ Or HTM BtuhV) Area Ml) or perimeter (ft) Load Btuh) Area M) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N!P/S Heat Cool 6\t 128-0sw 4A5-2om 485-2fm 0.097 0.550 0,540 n n n 231 13.09 1285 2.89 13.51 13.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 W 13A-4ocs 12B-0sN 0.143 0.097 n e 3.40 2.31 3.00 2-89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4B5.2(m 13A-4oes 0.550 0.540 0.143 e e e 13.09 12.85 3,40 27.55 29.73 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-2fm 11 DO 0.540 0.390 e e 12.85 9.28 13.78 12.54 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 126-Qsw 4A5.2om 4B5-2fm 0.097 0.550 0.540 s s s 2.31 13.09 12.85 2.89 13.72 13.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 4B5-2(m OJ 43 0,540 s s 3.40 1225 3.00 13.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 465-2(m 12E-0sw 4A5-2om 4B5-2(m 13A-4ocs 4A5-2om 0.540 0.097 0.550 0.540 0.143 0.550 s w w w w w 12.85 2.31 13.09 1285 3.40 13.09 15.08 2,89 27.55 29.73 3.00 2755 0 50 0 3 0 0 0 47 0 0 0 0 0 107 0 39 0 0 0 134 0 89 0 0 0 32 0 0 0 0 0 32 0 0 0 0 0 73 0 0 0 0 0 91 0 0 0 0 L ( PI 4A5-2omd 12C-OsN 0580 0.091 w 13.80 2.17 24.10 1.57 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 U 1 t DO 16B-30ad 0.390 0.032 n 9.28 0.76 1254 1.78 0 104 0 104 0 79 0 186 0 17 0 17 0 13 0 31C F 19A-Obscp 0.295 264 2.06 62 62 162 127 17 17 45 36 F 19C-19cscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 O 0 0 0 0 0 0 0 6 c) AED excursion 19 6 Envelope loss/gain 388 555 131 151 12 a) Infiltration b) Room ventilation 70 0 28 0 44 0 18 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 457 583 176 169 Less external load 0 0 0 0 Less transfer Redistribution 0 0 0 0 0 0 0 0 14 Subtotal 457 583 176 169 15 Dud loads t 5% 44% 7O 259 t 5°r, 4a% 27 75 Total room load 527 842 20El Air required (dm) 0 38 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 20t7•Dao-i917;17:50 Ri -SateC Udversa120t- Y& 8 18.0.04 RSU25029 Page 3 Tribeca A RHG - S`Lot 003 Tribeca A RHG - S.np Calc = MJ8 From Door faces: S F wrightsoft? Right -JCR? Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cou t, Winter Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooltrg.wm License: CAC032444 Job: Lot 003 Tribeca A RHG - S Date: 11 /27/2017 By. LF1LM/MC Plan: RHG 1 Room name MWIC BEDRM3 2 Exposed wall 18.5 ft 11.5 ft 3 Room height 9.0 It heaUcool 9.0 ft heaucool 4 Room dimensions 5.0 x 13.5 it 1.0 x 154.3 ft 5 Room area 67.5 1C' 154.3 ft2 Ty Construction U-Value or HTM Area (ft) load Area (ft) Load number BtuhAI 017) Btuh/ft) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross Nb'/S Heat Coal Gross N/P/S Heat Cool 6 V)J 12B-Osw 4A5-2om 4B5-2fm 0.097 0.550 0.540 n n n 231 13.09 12.85 2.89 1351 13.78 122 0 0 122 0 0 280 0 0 351 0 0 104 15 0 89 0 0 204 196 0 255 203 0 11 W 13A-4ocs 128-0sw 0.143 0.097 n e 3.40 2.31 3.00 2.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 485-2fm 13A-4ocs 0.550 0.540 0.143 e e e 13.09 1285 3.40 27.55 29.73 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ttt GGG 4B5.2fm 11 DO 0.540 0.390 e e 12.85 9.28 13.78 12.54 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12MSw 4A5-2om 4B5-2hn 0.097 0.550 0.540 s s s 2-31 13.09 1285 2.89 13.72 13.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 4B5-2fm 0.143 0.540 s s 3.40 12.85 3.00 13.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 49&2fm 12B-09N 0.540 0.097 s w 12.85 2.31 15.08 2.89 0 45 0 45 0 104 0 130 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 W C 4B5-2fm 13A-4ocs 4A5-2om 0.540 0.143 0.550 w w w 12.85 3.40 13.09 29.73 3.00 27.55 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__ r 4A5-2omd 0.5W w 13.80 24.10 0 0 0 0 0 0 0 0 P 12C-0sw 0.091 2.17 1.57 0 0 0 0 0 0 0 0 I--D 11DO 16B-30ad 0.390 0.032 n 9.28 0.76 12.54 138 0 68 0 68 0 51 0 120 0 154 0 154 0 117 0 275C F 19A-Ob.c p 0.295 2-64 2.06 53 53 138 108 0 0 0 0 F 19C-19csm 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 fi c) AED e.,s7on 29 37 Envelope lossigain 574 680 518 696 13 a) Infiltration b) Room ventilation 235 0 94 0 146 0 58 0 Internal gains: Occupants @ 230 0 0 1 230 Appliancestother 0 0 Subtotal (lines 6 to 13) 809 774 664 985 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 85 130 14 Subtotal 809 774 749 1115 Duct loads 15 % 44% 123 344 15 % 44%, 114 495 r15 Total room load 1 932 1118 863 1610 Air required (cfm) 0 50 0 72 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. rj._+- "' `2017-Dec-1917.17:50 Righ-Sutee:rive120t8 18.0.04 RSU'25029 Page 4TribeaARHG-S,Lot003TribecaARHG-S.rLp CalcsvJ8 Frort Door faces: S 111 1. wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sarld'scove Coot, W rler Park, FL 32792 Phone: (407 629 - 6920 Fax (407) 629 - 9307 Web: wmu0 eStoloCooling.corn Licerse: CAC032444 Job: Lot 003 Tribeca A RHG - S Date: 11/27/2017 By. LFILM(MC Plan: RHG 1 Room name BED2 2 Exposed wall 13.0 It 0 It 3 Room height 9.0 It heat/cool 9.0 It heattcool 4 5 Room dimensions Room area 1. 0 x 135.8 It 135. 8 W 5. 5 x 3.5 It 19. 3 112 Ty Construction number U- value Btul- M-+F Or HTM Btuh fr) Area ( It) or perimeter (tt) Load Btuh) I Area (( t) or perimeter (R) Load BNhI Heat Cool I Gross NrPrS Heat Cool Gross NFS Heat Cool 6 V(/ 12B-Osw 4A5- 2om 465- 21m 0. 097 0550 0. 540 n n n 2. 31 13. 09 12, 85 2. 89 1351 13. 78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 a 11 W 13A-4ocs 12B- 0sw 0, 143 0. 097 n e 3. 40 2. 31 3. 00 2. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2om 465- 2tm 13A- 4ocs 0550 0540 0. 143 e e e 1 a09 12. 85 3. 40 27. 55 29. 73 3. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135- 21m 11 DO 0. 540 0. 390 e e 12. 85 9. 28 13. 78 12. 54 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D126- e9n+ 4A5- 2om 4135- 2fm 0. 097 0. 550 0. 540 s s s 231 13. 09 12. 85 2B9 13. 72 13. 78 117 15 0 102 12 0 235 196 0 294 206 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 4ocs 4135- 2fm 0. 143 0540 s s 3. 40 12. 85 3. 00 13. 78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yJ E-- G 465- 21m 12B- Osw 4A5- 2om 0. 540 0. 097 0. 550 s w w 12. 85 2. 31 13. 09 15. 08 2. 89 2755 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 y/ 4B5- 2fm 13A- 4ocs 0. 540 0. 143 w w 1285 3. 40 2973 3. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 G P 4A5- 2omd 12C- Osw 05W 0. 091 w 13.80 2. 17 24. 10 1. 57 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 168- 30ad 0. 390 0. 032 n 928 0. 76 1254 1. 78 0 136 0 136 0 103 0 242 0 19 0 19 0 15 0 34 CF 19A-Obscp 0.295 264 2.06 0 0 0 0 0 0 0 0 F 19C-19= 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 34 1 Envelope loss/gain 535 708 15 33 12 a) Infiltration b) Room ventilation 165 0 66 0 0 0 0 0 13 Internal gains: Occupants@ 230 1 230 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 700 1004 15 33 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 53 90 15 33 14 Subtotal 753 1094 0 0 15 Duct loads 15°! 44% 115 486 15 % 44°/ 01 0 Total room load I 868 11580 0 10 Air required (ctm) 0 71 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017- Dee-1917a7:50 Right- SWe Uriversa12O'ffff rj, t v..rigA ts+oft^ 8 18.0.04 RSU25029 Page 5 Tribeca A RHG - SrLot 003 Tribeca A RHG - S.rtp Calc = tv1J8 Fronk Door faces: S q- wrightsoft, Right -JCR? Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, Winder Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 -9307 Web: wwwOneStopCooling.com License: CAC032444 Jab: Lot 003 Tribeca A RHG - S Date: 11 /27/2017 By. LF/LM(MC Plan: RHG 1 Room name LAUN BTH2 2 Exposed wall 14.5 It 6.0 It 3 Room height 9.0 It heaticool 9.0 It heaticool 4 Room dimensions 6.0 x 8.5 It 6.0 x 6.0 If 5 Room area 51.0 ft2 36.0 ft2 Ty Construction number U-value BtuhW F) Or HTM Btu ft2) Area (ft2) or perimeter (ft) Load Btuh) Area (ft2) I or perimeter (tt) Load Btuh) Heat Cool Gross N/RS Heat Cool Gross NrPiS Heat Cool 6 12B-0sw 0.097 n 2.31 2.89 0 0 0 0 54 54 125 156 4A5-2om 0550 n 13.09 1351 0 0 0 0 0 0 0 0 4B5-25n 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 n 3,40 3.00 0 0 0 0 0 0 0 0 11 126-09w 0.097 e 2.31 2.89 54 54 125 156 0 0 0 0 4A5-2om 0550 e 13.09 27,55 0 0 0 0 0 0 0 0 465.21m 0540 e 1285 29.73 0 0 0 0 0 0 0 0 13A-4ocs 0.143 e 3,40 3.00 0 0 0 0 0 0 0 0 4135-2(m 05C e 12.85 13.78 0 0 0 0 0 0 0 0 11 DO 0.390 e 9.28 12.54 0 0 0 0 0 0 0 0 1213-09w 0.097 s 2.31 2.89 77 73 167 209 0 0 0 0 4A5-2om 0550 s 13.09 13.72 0 0 0 0 0 0 0 0 4B5-2tm 0.540 s 1285 13.78 4 4 51 55 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 485-2(m 05C s 12.85 13.78 0 0 0 0 0 0 0 0 4B5-2fm 0.540 s 12.85 15.08 0 0 0 0 0 0 0 0 f 12B-Osv 0.097 w 2.31 2.89 0 0 0 0 0 0 0 0 G 4A5-2om 0550 w 13.09 2755 0 0 0 0 0 0 0 0 4B5-21m 0.540 w 1285 29.73 0 0 0 0 0 0 0 0 L-G 13A-4ocs 0.143 w 3A0 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 2755 0 0 0 0 0 0 0 0 L - 4A5-2omd 0.5W w 13.80 24.10 0 0 0 0 0 0 0 0 PI - L-D 12C-Osw 0.091 2.17 1,57 0 0 0 0 0 0 0 0 11130 0.390 n 9.28 12.54 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.78 51 51 39 91 36 36 27 64 F 19A-Obscp 0.295 264 2.06 0 0 0 0 0 0 0 0 F 19C-19csm 0.049 0.40 0,32 0 0 0 0 0 0 0 0 F 22A-tam 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 39 9 Envelope lossigain 382 472 152 211 12 a) Infiltration 184 74 76 30 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 500 0 Subtotal (lines 6 to 13) 566 1046 228 241 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 541 833 32 49 14 Subtotal 1108 1878 260 290 15 Dud loads 1 15 l 44 % 168 834 15 % 44 f 40 129 Total room load 1276 2713 300 419 Air required (dm) 0 121 0 19 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlghtsoi`t•' 2017-Dec-1917a7:50 RigM-Sute(0Universal 201$ 18.0.04 RSU25029 Page 6 Tribeca A RHG - SU_ot 003 Tribeca A RHG - Sxulo Calc = MJ$ Front Door faces: S 7 - wrightsoft` Right-JQ Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, Winter Park, FL 32792 Plane: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wvwsOneStopCoolirg.com License: CAC032444 Job: Lot 003 Tribeca A RHG - S Date: 11l27/2017 By'. LF/LM/MC Plan: RHG 1 Room name T012 BED4 2 Exposed wall 6.0 it 36.0 It 3 Room height 9.0 it heat/col 9.0 1t heaUcwl 4 Room dimensions 6.0 x 6.0 It 1.0 x 146.3 It 5 Room area 36.0 fF 146.3 tt' Ty Construction number U-value Btuh-11Q-`q Or HTM 8tuh/tF) Area (III) or perimeter (it) Load Btuh) Area (its) or perimeter (R) Load Btuh) Heat Cool Gross NiP/S Heat Cool Gross N/P/S Heat Cool 6 0.097 n 2.31 2.89 54 50 115 144 117 117 270 338 T 12B-OsN 4A5-2om 0.550 n 13.09 1351 0 0 0 0 0 0 0 0 485-21m 0.540 n T2.85 13.78 4 0 51 55 0 0 0 0 W 13A-flocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 126-0-9w 0,097 e 2.31 2.89 0 0 0 0 113 98 225 281 4A5-2om 0.550 e 13.09 27.55 0 0 0 0 15 0 196 413 4B5-21m 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 4135-2hn 0.540 e 12.85 13.78 0 0 0 0 0 0 0 0 11 DO 0.390 e 9.28 12.54 0 0 0 0 0 0 0 0 12B-0sw 0.097 s 131 289 0 0 0 0 95 95 218 273 4A5-2om 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0 C 465-21m 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 13A-4ocs 465.2fm 0.143 0.540 s s 140 12.85 100 13.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 465-2fm 0.540 s 12.85 15D8 0 0 0 0 0 0 0 0 12B-Osw 0,097 w 2.31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0S50 w 13.09 27.55 0 0 0 0 0 0 0 0 485-2hn 13A-4ocs 0.540 0.143 w w t Z85 3.40 29.73 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 2755 0 0 0 0 0 0 0 0 PI 4A5-2omd 12C-Osw 0580 0.091 w 13.80 2.17 24.10 1.57 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L 11 DO 16B-30ad 0.390 0.032 n 928 0.76 12.54 1.78 0 36 0 36 0 27 0 64 0 146 0 146 0 111 0 260 D C F 19A-Obscp 0.295 2.64 2A6 0 0 0 0 0 0 0 0 F 19C-19csco 0.049 0.40 0.32 12 12 5 4 146 146 59 46 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion t i 7 Envelope loss/gain 199 257 1080 1619 12 a) Infiltration 76 30 457 183 b) Room ventilation 0 0 0 0 13 Internal gains Occupants @ 230 0 0 1 230 Applianoes/other 1 0 0 Subtotal (lines 6 to 13) 275 287 1537 2032 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 32 49 48 73 14 Subtotal 307 336 1585 2105 15 Dud loads 15% 44*/ 47 149 15% 441/. 241 935 Total room load 354 485 1826 3040 Air required (dm) 0 22 1 0 136 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrigN tsoft^ 2017-Dec- 19 17 17,50 Right-SuteeUrtiversal 2418 78.0.04 RSU25029 ?age 7 Tribeca A RHG - S Lot 003 Tribeca A RHG - S.rq; Calc = W8 From Door faces S Aj- wrightsoft, Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Cou•t Wirser Park, FL 32792 Ptnne: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg.com License: CAC032444 Job: Lot 003 Tribeca A RHG - S Date: 11 /27?2017 By.. LF/LM/MC Plan: RHG 1 Room name STR2 DIN 2 Exposed wall 10.5 ft 23.0 it 3 Room height 9.0 It heat/cool 9.3 It heatlowl 4 Room dimensions 13.5 x 4.0 It 12.5 x 10.5 It 5 Room area 54.0 tt2 131.3 It' Ty Construction number U-value Btuw-+F Or HTM Btu hrtt) Area w) or perimeter (ft) Load Btuh) Area (n or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross NtP/S Heat Cool 6 12B-Osw 0.097 n 2.31 2.89 0 0 0 0 0 0 0 0 T 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0Ga4135-2fm 0.540 n 1285 13.78 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 98 98 332 293 11 1213-0-11Y 0.097 e 2.31 2.89 95 83 190 238 0 0 0 0 4A5-2om 0.550 e 1309 27.55 0 0 0 0 0 0 0 0 465-21m 0540 e 12.85 29.73 12 0 154 357 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 0 0 0 0 f-G 4135-2fm 0.540 e 12.85 13.78 0 0 0 0 0 0 0 0 D 11 DO 0.390 e 9.28 12.54 0 0 0 0 0 0 0 0 V G 126-0sw OD97 s Z31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0I- G 485-,for 0540 s 12S5 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4135-2tm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 4B5-2rm 0.540 s 12.85 15.08 0 0 0 0 0 0 0 0 12B-Osw 0.097 w Z31 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 2755 0 0 0 0 0 0 0 0 4B5-2(m 13A-40cs 0.540 0.143 w w 12.85 3.40 29.73 3.00 0 0 0 0 0 0 0 0 0 116 0 52 0 178 0 157 4A5.2om 0550 w 13.09 27.55 0 0 0 0 0 0 0 0 4A5.2omd 0.580 w 13.80 24.10 0 0 0 0 64 43 88.3 1542 P. 12C-Osw 0.091 2.17 157 0 0 0 0 0 0 0 0 11 DO 0.390 n 9.28 12.54 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.76 1.78 54 54 41 96 0 0 0 0 F 19A-Obscp 0.295 264 2.06 0 0 0 0 0 0 0 0 F 19C-19c= 0.049 0.40 0.32 5 5 2 2 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 131 23 646 0 6 c) AED excursion 55 1252 Envelopelossfgain 388 747 2040 3243 12 a) Infiltration 133 53 302 121 b) Room ventilation 0 0 f 0 0 13 Intemalgains: Occupants@ 230 0 0 0 0 Appliances'other 01 0 Subtotal (lines 6 to 13) 521 801 2341 3364 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 521 801 O 0 14 Subtotal 0 0 2341 3364 151 Dud loads 15 % 44 % 0 0 15 % 44 % 356 1494 Total room load 0 0 2697 4858 Air required (dm) 0 0 0 217 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wr(ghtscs*t"' 201 7-Dec- 19 17.17.50 ACA - " - Rig x-Suter ; rversa12018 18.G.Oa RSU25029 Page 8 Tribeca A RHG - S'Lot 003 Tribeca A RHG - S.,t Caic = MJ8 Frorx Door Laces: S wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 SaMscove CoLin, Winter Park, FL 32792 Phow (407) 629 - 6920 Fax: (407) 629 -9307 Web: wwwOneStopCooling.com License: CAC032444 Job: Lot 003 Tribeca A RHG - S Date: 11/27/2017 By. LF/LM/MC Plan: RHG 1 Room name GATH KIT 2 Exposedvell 58.0 If 14.0 If 3 Room height 9.3 It heat1cool 9.3 It heat/cool 4 Room dimensions 1.0 x 441.5 If 1.0 x 221 A ft 5 Room area 441.5 W 221 B 112 Ty Construction number U-value Btuft#L -j Or HTM Btuh/W) Area (ft2) or perimeter (ft) Load Btuh) Area (fr) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V! GG 12B-0sw 4A5-2om 4B5-21m 0.097 0.550 0.540 n n n 231 13.09 t2.85 2.89 13.51 13.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 W 13Aaocs 126-09w 0.143 0.097 n e 3.40 2.31 3.00 2.89 98 0 98 0 332 0 293 0 130 0 130 0 443 0 390 0 4A5-20m 4B5-2(m 13A-4ocs OZ50 0.540 0.143 e e e 1309 12.85 3.40 27.55 29.73 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485-21m 11 DO 0.540 0.390 e e 12.85 9.28 13.78 12.54 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 126.0sw 4A5-2om 485-2fm 0.097 0.550 0.540 s s s 2.31 13.09 1285 2.89 13.72 13.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 4B5-2(m 0.143 0.540 s s 3.40 12.85 3.00 13.78 288 12 276 12 940 154 828 165 0 0 0 0 0 0 0 0 465.2fm 128-0sw 4A5-2om 0,540 0.097 0.550 s w w 12.85 231 13.09 15.08 2.89 2755 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5.2Im 13A-4ocs 0.540 0.143 w w 1285 3.40 29.73 3.00 0 153 0 113 0 386 0 340 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 40 0 524 1102 0 0 0 0 P 4A5.2omd 12C-0sw 0.580 0.091 w 13.80 2.17 24.10 1.57 0 0 0 0 0 0 0 0 0 60 0 39 0 85 0 61 11 DO 166-30ad 0.390 0.032 n 928 0.76 12.54 1,78 0 0 0 0 0 0 0 0 21 0 21 0 198 0 267 0C F 19A-0lascp 0.295 264 2D6 0 0 0 0 0 0 0 0 F 19C-19csd7 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 442 58 1629 0 221 14 393 0 6 c) AED excursion 307 71 Envelope lossigain 3966 3035 1119 648 12 a) Infiltration 761 305 184 74 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliances/other 0 1200 Subtotal (lines 6 to 13) 4726 3339 1303 1921 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 654 400 171 120 14 Subtotal 5381 3739 1474 2041 Ductloads 1 15 la 44 % 818 1661 11 44%m) 224 906 f Total room load 6199 5400 16% 2947 Air required (d 0 241 0 132 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. fj4- vtrrlgM GsoTC^ 2017-Dec- 1917.17.50 c ""'"'' Right-SuiteSUrfversa1201818.0.04RSU25029 Page TribecaA RHG - S'Lot 003 Tribeca ARHG - S.rLp Calc= MJ8 Front Door faces: S wrightsoft, Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sandscove Cont. Winter Park, FL 32792 Prone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web ww .OneStopCoolirq.com License: CAC032444 Job: Lot 003 Tribeca A RHG - S Date: 11 /27/2017 By. LF/LMIMC Plan: RHG 1 Room name STR1 PWDR 2 Exposed well 0 ft 4D It 3 Room height 9.3 ft heat/cool 9.3 ft heaUcool 4 Room dimensions 17.0 x 4.0 It 4.0 x 8.5 ft 5 Room area 68.0 IF 34A tF Ty Construction number U-value Btuhdtz°h) or HTM 8tuh IC) I Area (P) or perimeter (ft) Load Btuh) Area or perimeter (tt) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/RIS Heat Cool 6 V+/ 12B-09w 0.097 n Z31 2.89 0 0 0 0 0 0 0 0 CC 4A5-2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4B5-2m 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 i t 126-0sv 0.097 e 2.31 2.89 0 0 0 0 0 0 0 0 4A5.2om 0.550 e 13.09 27.55 0 0 0 0 0 0 0 0 465.2fm 0.540 e 12.85 29.73 0 0 0 0 0 0 0 0 13A-4ocs 0.143 e 3.40 3.00 0 0 0 0 37 33 113 99 4B5-2fm 0.540 e 12.85 13.78 0 0 0 0 4 4 51 55 11 DO 0.390 e 9.28 12.54 0 0 0 0 0 0 0 0 Vj1 l-G 12B-0sv 4A5.2om 0.097 0.550 s s Z31 13.09 2.89 13.72 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L-G 4135-2fm 0.5C s 12.85 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4B5-2fm 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 4B5-2trn 0.540 s 12.85 15.08 0 0 0 0 0 0 0 0 126-09w 0.097 w 231 2.89 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 2735 0 0 0 0 0 0 0 0 4135-2fm 13A-4ocs 0.540 0.143 w w 1Z85 3.40 29.73 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 P. 4A5-2omd 12C-Osw 0580 0.091 w 13.80 2.17 24.10 157 0 116 0 116 0 252 0 182 0 79 0 79 0 171 0 124 11 DO 0.390 n 9.28 1254 0 0 0 0 0 0 0 0 C 166-30ad 0.032 0.76 1.78 0 0 0 0 32 32 24 57 F 19A-Obscp 0.295 Z64 2.06 0 0 0 0 0 0 0 0 F 19C-19cscp 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 68 0 0 0 34 4 112 0 6 c) AED excursion 7 13 Envelope lossfgain 252 176 472 323 12 a) Infiltration 0 0 52 21 b) Roam ventilation 0 0 0 0 13 Internal gains: Ccoupantsr?a 230 0 0 0 0 Appliancesrother 0 0 Subtotal (lines 6 to 13) 252 176 525 344 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 252 176 989 603 14 Subtotal 0 0 1514 947 15 Dud loads 1 15 % 44%1 0 0 15 % 44 % 230 421 Total room load 0 0 T 1744 1368 Air required (dm) 0 01 0 61 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. L r wrYghtsott^ 2017-Dec-1917.1750 Rigt4-Sute'aJUrrversa12016 16.O.Oa RSU25029 Page 109CA9 Tribeca A RHG - S'Lot 003 Tribeca A RHG • S.rup Calc = t,AJB Front Door faces: S Static Pressure and Friction Rate Job: Lot 003 Tribeca A RHG • S wrightsoft` Date: 11/27/2017 Entire House By LF/LM/MC One Stop Cooling and Heating Plan: RHG 7225 Sarnscove Court, WirBer Park, FL 32792 Phore: (407) 629 - 6920 Pax: (407) 629 - 9307 Web: wmmOneStopGool%com Licerse: CAC032444 For: Park Square Homes 3722 Saltmarsh Loop, Sanford, FL Heating Cooling in H2O) in H2O) External static pressure 0.50 0.50 Pressurelosses 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 Effective Length', Supply Return ft) ft) Measured length of run -out 13 7 Measured length of trunk 22 16 Equivalent length of fittings 130 50 Total length 165 73 Total effective length 238 Supply Ducts Return Ducts Friction Rate Heating in/100ft) 0.143 OK 0.143 OK Cooling in/100ft) 0.143 OK 0.143 OK Fittin • • • Details Supply 4X=35, 11 A=20, 11 G=5, 11 G=5, 11 A=20, 11 G=5, 1 A=35, 11 G=5: TotaIEL=130 Return 6M=20, 11 G=5,11 G=5, 5E1=10, 11 G=5,11 G=5: Total EL=50 wrightsafC" 2017-Dec-19 17:17:52 Riga-SuteOUnversa12018 18.0.04 RSU25029 Page 1 Cck ...Tribeca A RHG - S'Lot 003 Tribeca A RHG - S.rip Galc = W8 From Door faces: S Ducta stem Summary Job: Lot 003 Tribeca A RHG -S wrightsoW Date: 11/27/2017 Entire House By. LF/LM/MC One Stop Cooling and Heating Plan: RHG 7225 Sa dscove Coirt, Winter Park, FL 32792 Phone: (407} 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStooCooh-q.cem License: CAC032444 For: Park Square Homes 3722 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 0.236 / 0.104 in H2O 0.143 in/100ft 0 cfm M Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.236 / 0.104 in H2O 0.143 in/100ft 1367 cfm Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 1580 0 71 0.194 6.0 Ox 0 VIFx 16.5 105.0 st2 BED4 c 3040 0 136 0.187 7.0 Ox 0 VIFx 20.9 105.0 st2 BEDRM 3 c 1610 0 72 0.197 6.0 Ox 0 VI Fx 14.6 105.0 st2 6TH2 c 419 0 19 0.196 4.0 Ox 0 VIFx 15.1 105.0 st2 DIN c 4858 0 217 0.174 0 Ox 0 VIFx 25.6 110.0 SO GATH c 2700 0 121 0.175 7.0 Ox 0 VIFx 24.5 110.0 st1 GATH-A c 2700 0 121 0.173 7.0 Ox 0 VIFx 26.0 110.0 SO KIT c 2947 0 132 0.186 7.0 Ox 0 VIFx 16.5 110.0 st1 LAUN c 2713 0 121 0.193 6.0 Ox 0 VIFx 17,0 105.0 st2 MBED c 4004 0 179 0.143 8.0 Ox 0 VIFx 34.8 130.0 st3 METH c 842 0 38 0.148 4.0 Ox 0 VIFx 29.0 130.0 st3 MTOI c 244 0 11 0.147 4.0 Ox 0 VIFx 30.5 130.0 st3 MWIC c 1118 0 50 0.148 4.0 Ox 0 VIFx 28.8 130.0 st3 PWDR c 1368 0 61 0.183 4.0 Ox 0 VIFx 19.0 110.0 st1 T0I2 c 485 0 22 0.186 4.0 Ox 0 VIFx 16.7 110.0 st2 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st1 PeakAVF 0 650 0.173 608 14.0 0 x 0 VInlFlx st3 PeakAVF 0 277 0.143 627 9.0 0 x 0 VlnlFlx st2 st2 PeakAVF 0 717 0.143 670 14.0 0 x 0 VinlFlx wrightsoft, 2017-Dec-19 17:17:52 M ..•. ,••.,.,.- ., .. ,..-M Rig lt-SuteOUniversal 2018 18.0.04 RSU25029 Page i Tribeca A RHG - Slot 003 Tribeca A RHG - S.rip Calc = MJ8 Front Door faces: S Return Branchh, D6IaIVThbIj.e-- Grille Htg Cig TEL Design Veloc Diam H x W Stud/Joist Duct Name Sze (in) Cfm) Cfm) ft) FR fpm) in) in) Opening (in) Matt Trunk rb2 OX0 0 72 72.9 0.143 269 7.0 Ox 0 AFx rt2 rb3 Ox 0 0 277 59.6 0.175 627 9.0 Ox 0 AFx rt2 rb4 OX0 0 71 47.0 0.222 264 7.0 Ox 0 AFx rbl OX0 0 948 1 66.1 1 0.158 1 679 16.0 1 Ox 0 AFx rt2 Return ,Trunk Detail Table Name Trunk Type Htg Cfm) Cig Cfm) Design FIR Veloc fpm) Diarn in) H x W in) Duct Material Trunk rt2 PeakAVF 0 1296 0.143 594 20.0 0 x 0 VinIFIx wrightsoft, 2017-Dec-19 17:17:52 Rigrl-SateSUnversal 2018 18.0.04 RSU25029 Paget Tribeca A RHG - Slot 003 Tribeca A RHG - Snp Calc - W8 From Door faces: S FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 003 Tribeca A RHG - S Builder Name: One Stop Cooling and Heating Street: 3722 Saltmarsh Loop Permit Office: City of sanford City, State, Zip: Sanford , FL , Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 12/19/2017 5:20 PM EnergyGaugec- USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 Level 1 EF1 = 50 CFM Far ,.J! EF2 = 80 CFM Fan EF3 = 11 0_CFM Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase — Condensate Thermostat 1818 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Field Built Box Level 2 EFI VT, 8X4 11 cfm MBT MTOI 8X4 MWIC 38 cfm I0XI0-1MB8X4 ED 411 179 ch 4 , 50cfm 8 2X12 SIY4 77 cfm 94OX 18 CTM 7 6' fm 9 BED2 71 cfm 7 1 OXQ BEDIRM 3 8X4 10X10 19 drn 20 71 cfmFIB911""' Sup Riser 7 44 14 8X4 I OX6,'! 4 22 cfm 121 cfm 101, 7 PTH2 6 4 FEI VtM STR2r. 4"1", 4, 1ox1o, TO 12 91, I OX8 EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase Condensate Thermostat 18/ 8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Field Built Box 136cfm lox lo BEN Zone Damper 1 - 14" Zone Damper 2 - 14" Bypass Damper - 10" cJ( skirl ur PTCORD COPY tv4,,A)D(h" AE DESCRIPTION AS FURNISHED: Lot 3, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records Of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LAKT AIARY ILL 17D VARIABLE WIDTH RIGHT-OF-WAY) t`4 }ell R, Ok to construct single family home with setbacks and impervious area shown on plan. .`7. "to e, LOT 4 U) SETBACKS AS FURNISHED FRONT = 251(") REAR = 20' SIDE = 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET - 25' (60' & 75' LOT) _ 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' S 89°42'17" W 40.00' 5, 68' R• 25' BUFFER, ' WALL, LANDSCAPE SIDEWALK ESMT. 100.93' LOT 3 L LOT 2 lJ AC 16.7 n 5.66' o tutu r2.o 5.66' w PROPOSED RESIDENCE ti 1086-TR18ECA-A 2 CAR GARAGE RIGHT Z) ^4 ENTRY bH1 r9a' 5.66' I 25.18' 2 f5.18' 10' UTIL. ESMT. 5' CONC WALK _ S 8904217" W 40.00' 15.00' P.C. SAL THA i " Ki 7 -Z PLOT PLAN ONLY 50' PRIVATE ROAD) NOT A SURVEY CTPROPOSED = FINSHED SPOT GRADE ELEVATIONS I' F0NAGE P DRAI00 TOTAL LOT AREA 7,178 t SQUARE FEET FLATWORK ON TOTAL ROPOSEDPLANSDRAINAGE FLOW 29 DRIVE WALKS 03/ 1I0=413 t SQUARE FEET 57/ 200= FOUNDOAT ION/PAD 1,321 t SQUARE FEET LOT GRADING TYPE A Q 257 t SQUARE FEET REAR PATIO 96 t SQUARE FEET PROPOSED F.F. PER PLANS = 30.4' SOD 5,2401 130 = 5,370 t SQUARE FEET FRONT PORCH DECK 50 t SQUARE FEET POOL DECK N/A t SQUARE FEET NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT ' NOT FIELD VERIFIED CRUSE'NfIErEJ?-ASC0T T ASSOC, INC. - LAND SUR I ErORAS LEGEND - LEGEND - 5400 E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 PF PLATFIELD PDLTYP. POINT ON LINE TYPICAL NOTES: I.P. IRON PIPE COON ROD PAC. P.C.C. POINT OF REVERSE C %ATIRRE POINT OF COMPOUND CURYATURE 1, THE UNDERSIGNED GOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C CONCRETE MONUMENT RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER S1-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO'SECIION 472.027, FLORIDA STATUES SiSE/ I.R. 1/2' [R. •/BLB A$% NA. NA. NON-RAp1AL 2. UNLESS EMBOSSED WIRI SURVEYOR'S SIGNATURE AND ORIGINAL RINSED SEAL, THIS SURVEY MAP OR COPt6S ARE NOT YAUD, REC. RECOVERED VP. WITNESS POINT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. THERE AIRY BE OTHER RESTRICTIONS P.O.B. POINT OF BEGINNING CALL. CALCULATE OR EASEMENTS TINT AFFECT THIS PROPERTY. P.00. POINT OF COMMENCEMENT PARFF. PERMANENT REFERENCE MONUMENT 4. NO UNDEROROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. - EN p CENTERLINE NAIL 0 DISK BSL FINISHED FLOOR K LINE IONBUILDINGSETBACKLINE 6 THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. R/W RIGHT-GF-WAY BH. BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES, ESMT. EASEMENT 9.9. BASE BEARING 7, BWINOS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (8.8.) DRAIN. UTTL DRAINAGE B. CEVATIONS• IF SHOW, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED CLFC. CHAIN LINK FENCECHAIN. 9. CERTIFICATE OF AUTHORIZATION No. 4398. WOFC. WOOD FENCE C/B CONCRETE BLOCK SCALE I-- I' - --1 DRAWN 8Y: MLT P.C. P.T. DESC. POINT OF CURVATURE3O' POINT OF TANGENCY DESCRIPTION CERTIFIED BY: DATE ORDER No. R RADIUS PLOT PLAN 09-08-2017 3853-17 L ADRELCTLENGTH PLOT PLAN 11-21-2017 5122-17 C CHORD C.D. CHORD BEARING NORTH THIS BUILDING\PROPERTY DOES NOT UE WITHIN 4.E THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' GRUSEN EVER, R.L.S. / 4714 W. SCOTT. R.L.S / 4801 ZONE 'X' MAP / 12105CO235H (12-22-16) L2 10 Filename: PARK 8Q ZRZBBCA.rrr Ligbting and Small Appliance/Laundry Circuits Floor Area 8mApp0o LaoodNu Line Neutral I986 2 I Lighting Summary Standard 5,610 5,6I0 Optional 10,458 5,6I0 Bangea & Ovens Range No. 0o? Nameplate Line Neutral I I 8000 2 0 O 3 O U Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 Drl/ero Dryer No. No? Nameplate Line Neutral I I 5000 2 O 3 0 Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 Beating and Cooling: Actual Number = I Name M? Pb No Amps \7oIto VA BP Line Neutral I M I l 22.0 240 5,380 O I DV I I 2,0 240 480 O I M I I 5.0 240 I,200 0 I l I I 22 240 l 5,280 0 Beat/Cool Summary Standard 12,240 0 Optional 12,240 U Fixed Appliances: Actual Number = 6 Name y4? Ph No Amps Volts \A BP Line Neutral DISP l l I20 600 600 600 I)ZG]8 l l 120 I200 I,200 1,200 MICRO l l I20 1200 1,200 I,200 VQACEB BEATER I l I8.5 240 4,440 O 0p]r POOL l I lO 240 2,400 0 OPT POOL HEAT I l 31 240 7,440 0 Fixed Appliance Summary Standard 12,960 2,250 Optional 17,280 2,250 Other Appliances: Actual Number = O Name M? Ph No Amps Volts VD BP Line Neutral Other Am)lianoe Summary Standard O O Optional 0 0 25% of Max Motor: Line is Std Only; Neutral for Both n1 Heat/Cool 1 Phase 22 Amps 240 Volts Fixed Appl. 1 Phase 22 Amps 240 Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,320 0 SUMMARY Standard Line Neutral Total Total - 43,53015,840 Maximum Amperage = 181 66 Service Voltage = 240 Service Phase = 1 Optional --'-------------- Line Neutral Total Total = 34,535 15,840 Maximum Amperage = 144 66 Service Voltage = 240 Service Phase = 1 U) w LU r U) D z LU z 0 0 z z Lli U) U) z 0 cc P: ui 0 X LU F- z 0 z to 0 U) W Z 0 0 z LU LLI 0- U) U) am of 0 ry LL W z Uj 0i < L- 10 U) — co MLli UJ z < 0 ui cr- d 'IfLLJ LLI -IT z z 04 3: D h Z LIJ L) to Uj < to LLJ CL cl) Q < 0 F- 00 _j Z LL < I M J_ 24":: 20"i 7_7 24" 101-01, GARAGE 19*- 4" FIRST FLOOR 16" 20" iw 12'- 8" APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4X2 TOP = 4x2 2x4 Cont. Band 9. 7 TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM= 2 x 4 12TOP= 2x4 6.OPP' ad 0 12 12 TRUSS END DETAIL J L 4 - HUS26 1- PLY HGR A t-\ 11 - HHUS46 FLR HGR 0 1 - THA422 FLR STRAP HGR MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS RUS S S'ST71 '4^ HEN IS:0NE-, w OAOS 0,.YRC 8e -PH HP5 e ':_ES : R0 ijRF:CrIN- 3:,-K_N C-: :Xp S- __:?, Park Square Homes 1986 - A TRAYCLG. OPT Tribeca - A REVISED STAIR 0'P' E"N"i'N"G' P1986A-T '-_-c "',x- ) nb?- , NIA 6-4-17 Bmax Lumber design vo|ueoanainaccnrdancevvithANSKTPi1 meotion6.3 These truss designs rehon|umberva|u*sestab|imhedbyothers, K[ODD[OPT RE: Park n ' MiTek USA, Inc. 0SO4PodmEastB|vd Site Information: ' .J o-4115 Customer Info: PARK SC>UAREHK8S Pn mctName: P1086A-Ty ode|:TR|BECA 188G'7\//xa, Lot/Block: 3 Subdivision: VVYNDHAM PRESERVE4O' Address: 37228ALTK8ARSHLOOP Cih/:SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License#: Address: City: State: General Truss Engineering Criteria & Design Loads (individual Truss Design Drawings Show Special Loading Conditions): Design Code FBC2014/TP12007 Design K4iTek20/2076 Wind Code: /\SCS7-l0 [All DeighU Wind Speed: 140mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 46 individual, Truss Design Drawings and 0 AdditionalDrawings. With myseal affixed Uothis sheet, | hereby certify that |omthe Truss Design Engineer and this index sheet conforms to 61G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules. This item has been electronically signed andaeoled by Velez,Joaquin, PE using a Digital Signature. Printed copies ofthis document are not considered signed and sealed and the signature must boverified onany electronic copies The truss dm*ng(o) referenced above have been prepared by K4iTckUSA, Inc. under mydirect supervision based onthe pu,mnoter provided by Mid -Florida Lumber Acquisitions. Inc.. Truss Design Engineer's Name: Velez, Joaquin My license renewal date for the state ofFlorida is February 28, 2019. IMPORTANT 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 parlicular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSIfTPI 1, Chapter 2. that the engineer named is licensed in the jurisdiction( s) identified and that the September Velez, Joaquin I of 2 RE: P1S88A-T-Park GqHm/Trbeca+188S-A-T Site Information: Customer Info: PARK SQUARE HMS 1988-A/TRAY Lot/Block: 3 Subdivision: VVYNDHANPRESERVE 4O' Address: 3722SALTKxARSHLOOP City: SANFORO State: FLORIDA 198GA-T Al Mid -Florida Lumber, Bartow, FL. ID 3zzrE5595gH1 10-0 7-3.11 _ 14.4_0 21-4-5 1.0-0 7-3-11 7-0-5 7-0-5 4x4 6 00 If12 4 Park Sq Hm,Tribeca-1986-A-T 1 C,gLMiTel,nnl 7.640 s Aug 16 2017 MiTek Intlasfnes. Inc. Fri BROW R6OYzkwee-11532Xx4XgQ5h')yOE 7.3-11 T12090671 kdr8jcl ybAmq 49MQi 1.010 Scale = 1 51.1 n I9 3x4 = 3x6 = 3x4 = 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) 0.31 8-10 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0,83 Vert(TL) 0.56 8-10 610 180 BCLL 0.0 Rep Stress Incr YES WB 025 Horz(TL) 0.08 6 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-M) LUMBER- BRACING. PLATES GRIP MT20 244/190 Weight: 131 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purlins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1207/0-4-0, 6=1207/0-4-0 Max Horz 2=-155(LC 6) Max Uplift2=-315(LC 8), 6=-315(LC 8) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1930/486, 3-4=-1696/482, 4-5=-1696/482, 5-6=-1930/486 BOT CHORD 2-10=-335/1704, 10-17=-127/1109, 9-17=-127/1109, 9-18=-127/1109, 8-18=-127/1109, 6-8=-335/1651 WEBS 4-8=-153/697, 5-8=-414/223, 4-10=-153/697, 3-10=-414/223 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=251ft; B=45ft, L=29ft, eave=4ft: 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 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, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 lb uplift at joint 6. 6) "Semi -rigid pjtchbreaks 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 dasign parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this tlesign into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web antlror chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the - fabrication, storage, delivery. erection and bracing of trusses and truss systems.. see ANSIfTP11 Quality Criteria, OSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610 b i1russ buss type IUty jPly Park Sq HmrTnbeca-1986-A-T T1209%72 986A-T IA2 'HIP 12 I 1 la Lumber. Banew, PL. 7 640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 22 06:13-.30 2017 Page 1 ID:3zzrE 5595gHBgKdR O WR6OYZkwee-DUfSGtyi I7rHjra9au Wcvxbv_BYpa2CtsVuH8UybAmp 6-9-4 15.6-0 21.70-12 u 28-8-0 29-8-0 1-0-0 6-9-4 6-2-12 2-8.0 6-2-12 6-9-4 1-0-01 Scale = 1:53.1 4x8 4x4 = 4 5 I6 13 12 10 9 3x6 — 1.5x4 II 3x4 = 3x4 = 1.5x4 II 3x6 = 3x8 6-9-4 6-2-12-2-12 Plate Offsets (X Y}-- j4:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,44 Vert(LL) -0,09 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,53 Vert(TL) -0.26 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WS 0,58 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FSC20141TP12007 (Matrix-M) Weight: 152 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-5 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) 2=120710-4-0, 7=1207/0-4-0 Max Horz 2=142(LC 7) Max Uplift2=-315(LC 8), 7=-315(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2000/475, 3-4=-1443/398, 4-5=-1215/394, 5-6=-1445/398, 6-7=-1999/475 BOT CHORD 2-13=-330/1716, 12-13=-330/1716, 11-12=-151/1214, 10-11=-151/1214, 9-10=-330/1715, 7-9=-330/ 1715 WEBS 3-13=0/260, 3-12=-584/206, 4-12=-72/370, 5-10=-73/372, 6-10=-583/205, 6-9=0/258 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasil=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft, 13=45ft; L=29ft. eave=4ft, Cat. 11, Exp 6, Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 lb uplift at joint 7. 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 AWARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111-7477 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeKO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of tlesign parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IF fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 q11 Truss Truss Type Oty Ply Irian, sq Hnn/Tribeca-1986-A-T T72040673 A3 HIP 2 1 1 1 lorida Lumber, Bartow, FL. 7.640 s Aug 16 2017 Welk Industries, Inc. Fri Sep 22 0613.31 2017 Page 1 ID 3zzrE5595gHBgKdROwR60Yzkwee-thDgTDzK3R_8K?9L8c1rR98_PbuHJafl59dggwybAmo 11- 0-0 _ 17-8-0 22-10-12 28.8.09 8 0 1- 0-0 5-9-4 5-2-12 6-8-0 5-2-12 5-9-4 1-0-0 Scale = 1, 51.2 4x8 = 20 4x4 = 21 5 13 12 10 9 3x4 = 1.5x4 11 3.4 3x4 = 3x6 = 1.5x4 11 3x4 = 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 FBC2014ITP12007 22: 10-12 CSI. DEFL. in (loc) I/defl Ud TC 0.72 Vert(LL) 0.08 12 >999 240 BC 0.52 Vert(TL) 0.2510-12 >999 180 WB 0.31 Horz(TL) 0.09 7 n/a n/a Matrix- M) PLATES GRIP MT20 244/190 Weight: 146 to FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 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 WEBS 1 Row at midpt 4-10 REACTIONS. ( lb/size) 2=1207/0-4-0, 7=1207/0-4-0 Max Horz 2=-121(LC 6) Max Uplift2=-315(LC 8), 7=-315(LC 8) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2036/486, 3-4=1609/428, 4-20=-1384/416, 20-21=-1384/416, 5-21=-1384/416, 5- 6=-1609/427, 6-7=-2036/486 BOT CHORD 2-13=-348/1756, 12-13=-348/1756, 11-12=-207/1383, 10-11=-207/1383, 9- 1 0=-348/1756, 7- 9=-34811756 WEBS 3-12=-439/162, 4-12=-43/399, 5- 1 0=-42/399, 6-10=439/162 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4,2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=2911; eave=4ft; Cat. II; Exp B, Encl_ GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 lb uplift at joint 7. 7)' Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO.7473 rev. 10107/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web 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 N! fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, OSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa.. FL 36610 b Iruss buss Type Qty Ply Park Sit Hmlrribeca-1986-A-T 1986A-T A4 HIP I 1 I 1 T120W674 Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries. Inc. Fri Sep 22 06.13.31 2017 Page 1 ID 3zzrE5595gHBgKdRQwR60Yzkwee-ihDgTDzK3R_BK?9L8clrR9846bgNJc0159dggwybAmo 4-9-4 9-0.0 14-4-0 i 19-8-0 23-10-12 28-8-0 29-8-0 1-0-0 4-9-44-9-4 4-2-12 5.4-0 5-4-0 4-2-12 4-9-4 1-0-0 Scale = 1:51,2 4x8 = 20 1.5x4 II 4x8 = 5 21 6 6d w q11 0 13 11 10 3xfi 3x4 = 3x4 = 3x8 = 3x4 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.12 13-16 999 240 TCDL 10.0 Lumber DOL 1,25 BC 0.77 Vert(TL) 0,3413-16 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.09 8 n/a n/a BCDL 10D Code FBC2014ITP12007 Matrix-M) PLATES GRIP MT20 244/190 Weight: 145 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1207/0-4-0, 8=1207/0-4-0 Max Horz 2=-101(LC 6) Max Uplift2=-315(LC 8), 8=-315(LC 8) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2029/531, 3-4=-1756/456, 4-20=-1779/510, 5-20=-1779/510, 5-21=-1779/510, 6-21=-17791510, 6-7=-1756/456, 7-8=-2029/531 BOT CHORD 2-13=-398/1763, 12-13=-260/1524, 11-12=-260/1524, 10-11=-260/1524, 8-10=-398/1763 WEBS 3-13=-283/157, 4-13=-25/347, 4-11=-98/424, 5-11=-363/147, 6-11=-98/424, 6- 1 0=-25/347. 7- 1 0=-283/157 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 6=45ft, L=29ft, eave=oft; Cat. 11, Exp 6; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 lb uplift at joint 8. 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 AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,1I1-7473 rev. 1010312015 BEFORE USEis DesignvalidforuseonlywithMiTeMconnectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312.. Alexandria, VA 22314. Tampa, FL 36610 2-3- 4 3--6 3- 5-a-6 -o 23- 2-12 z- 9-4 1-0- 0 2-3-4 3-4.6 3-4-6 3-6-i2 3-5-10 3-5-10 4-2-12 4-9-4 LO.O 5x8 = 29 4 1.5x4 I) 3x4 = 4x8 = 5 6 30 7 Scale = 1:51.4 6.00 112 3x4 3x4 3 8 2x4 1I d 28 2 IJ t7 t6 5xi2la l•- 2x4 II 3x4 = 1 18 14 13 12 11 400 r 1 5x4 II 1.5x4 II 302 = 3x4 = 1.5x4 II 3z4 = 4xi2 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL t25 TC 0.75 TCDL 10.0 Lumber DOL 1,25 BC 0,95 BCLL 0.0 ' Rep Stress Incr YES WB 0.62 BCDL 10.0 Code FBC2014(TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except' 1-4: 2x6 SP No.1 BOT CHORD 2x4 SP No.2 'Except' 2-15: 2x6 SP No.2, 5-14: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except' 18-19: 2x4 SP No.2 OTHERS 2x6 SP No.1 LBR SCAB 1-4 2x6 SP No.1 one side 16-22.6 19- 0 -10-12® DEFL. in (loc) Well Ltd PLATES GRIP Vert(LL)-0,1715-16 >999 240 MT20 244/190 Vert(TL)-0,4215-16 >809 180 Horz(TL) 0.25 9 n/a n/a Weight: 199 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9-2 oc bracing. REACTIONS. (lb/size) 1=1144/0-4-0, 9=1193/0-4-0 Max Horz 1=-100(LC 6) Max Uplift 1=-273(LC 8), 9=-313(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2932/687, 3-29=-2165/526, 4-29=-2105/532, 4-5=-2189/570, 5-6=-2174/567, 6-30=-1685/477, 7-30=-1685/477, 7-8=-1710/448, 8-9=-2022/484 BOT CHORD 2-17=-549/2737, 16-17=-549/2737, 15-16=-321/1904, 12-13=-251/1483, 11-12=-356/1751, 9-11=-356/1751 WEBS 4-16=-95/523, 4-15=-97/463, 13-15=-286/1624, 6-15=-130/708, 6-13=-723/179, 7-13=-82/411, 7-12=-41/283, 8.12=-325/122, 3-17=-26/266, 3-16=-947/257 NOTES- 1) Attached 10-2-10 scab 1 to 4, front facets) 2x6 SP No.1 with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.except starting at 1-8.6 from end at joint 1, nail 2 row(s) at 2" o.c. for 2-11-3. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 13=4511; L=29ft, eave=4ft; Cat 11, Exp B. Encl_ GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 313 lb uplift at joint 9. Printed copies of this document are 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. not considered Signed and Sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the If fabricationstorage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314. ( Tampa. FL 36610 runs type Park Sq Hmfrn1heca-1986-A-T P1986A-T IA5 T12090676 lonce Lumber, Barlow, FL. 7 640 s Aug 16 2017 MiTek Industries. Inc. Fri Sep 22 06.13.33 2017 Page 1 ID 3zzrE5595gHBgKdROwR60Yzkwee-e3Kauv_ab2EsaJJkFl3JXaDJHPUQnMAKYT6xlpybAm 1-0-0 3-9-4 7-0-0 11 10 1 16-9-15 21-8-0 24 10-12 28-8-0 9-8-0 1-0-0 3-4-4 3-2-12 4-10-1 4-11.13 4-10-1 3-2-12 3-9-4 1-0-0 Scale = 1:51.2 5x5 = 3x4 = 1.5x4 11 5x5 = 520 21 22 6 2324 25 7 15 14 - " 12 " " 11 4x8 3x4 = 6x8 MT20HS = 4x8 = 3x4 = 40 4x6 = CSI, LOADING(psf) SPACING- v 2-0-0 DEFL- in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.25 12-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,92 Vert(TL) -0,62 12-14 >553 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.82 Horz(TL) 0.14 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 169 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-2 oc purlins. 4-7: 2x4 SP No,1 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. BOT CHORD 2x6 SP No.1 WEBS 2x4 SP ND.3 REACTIONS. (lb/size) 2=1981/0-4-0, 9=2210/0-4-0 Max Horz 2=-81(LC 6) Max Uplift2=-556(LC 8), 9=-648(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3960/1090, 3-4=-3768/1037, 4-20=-5021/1444, 5-20=-5021/1444, 5-21=-5019/1473, 21-22=-501911473, 6-22=-5019/1473, 6-23=-5019/1473, 23-24=-5019/1473, 24-25=-5019/1473, 7-25=-501911473, 7-8=4287/1246, 8-9=-4477/1294 BOT CHORD 2-15=-908/3521, 14-15=-806/3318, 13-14=-130115021, 13-26=-1301/5021, 26-27=-1301/5021,12.27=-130115021,12-28=-992/3779.28-29=-99213779, 11-29=-992/3779,9-11=-1089/3980 WEBS 4-15=-52/286, 4-14=-616/2161, 5-14=-419/200, 6-12=-576/298, 7-12=-416/1571, 7-11=-84/620 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf, BCDL=3.Opsf, h=25ft, 6=4511, L=29ft, eave=oft; Cat. 11, 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chard 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 556 lb uplift at joint 2 and 648 lb uplift at joint 9. 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) 105 lb down and 106 lb up at 13-7-4, 105 lb down and 106 lb up at 15-7-4, 109 lb down and 106 lb up at 17-7-4, and 112 lb down and 106 lb up at 19-7-4, and 187 lb down and 207 lb up at 21-8-0 on top chord, and 778 lb down and 219 lb up at 12-9-8, 66 lb down at 13-7-4, 66 lb down at 15-7-4. 66 lb down at 17-7-4, 66 lb down at 19-7-4, and 66 lb down at 21-7-4, and 268 lb down and 100 lb up at 21-8-0 on bottom chord, *einted Copies Of this document are design/selection of such connection device(s) is the responsibility of others. not considered Sinned and sealed and 10) In the LOAD CASE($) section, loads applied to the face of the truss are noted as front (F) or back (6)- the Signature must be Verified On LOAD CASE(S) Standard any electronic copies AWARNING - Var/ty design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7471 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicateo is to prevent bucKling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the New fabrication. storage, delivery.. erection and bracing of trusses and truss systems. see ANSl1TPII quality Criteria, DSB-89 and BCSf Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 b 'Truss 'Truss Type IOty Ply Park So Hm,'rrbeca-1986-A-T T12090676 986A-T AS 'HIP i i eanow, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 22 06:13:33 2017 Page 2 ID 3zzrE5595gHBgKdROwR6OYzkwee-e3Kauv_ab2EsaJJkFt3JXaDJHPUQnMAKYT6xlpybAmm LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1,25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 14=-60, 4-7=-60, 7-10=60, 2-9=-20 Concentrated Loads (Ib) Vert: 7=-140(F) 13=-778(F) 11=-309(F=-41) 21=97(F) 22=-97(F) 24=-97(F) 25=-97(F) 26=41(F) 27=-41(F) 28=-41(F) 29=-41(F) A WARNING - Var fy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE RAGE Mtb7473 rw. 1"312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 12-8-12 2- 77-2-6 i 21-8-0 24-1at2 26-8.0 9-6 2-3-4 2-8-12 2-a0 3-0.2 2-8-10 4-170 4-6-10 3-2-12 3-&4 1-a0 Scale = 1.51.4 5x8 2x4 II 4x4 = 3x6 = 5x8 = 6.00 F12 31 4 32 5 33 6 34 35 7 36 37 8 zu 15 14 13 12 400 — 1.5z4 11 2x4 ll 4x14 = 3x4 = 1.5x4 ll 3x4 = 4x12 = APPLY 2 X 6 SP DSS SCAB TO ONE FACE OF TRUSS ATTACH WITH (0. 131" X 3") NAILS PER THE FOLLOWING NAIL SCHEDULE. 2 x 3'S - 1 ROW. 2 x 4'S - 2 ROWS. 2 x 6'S Q AND LARGER - 3 ROWS. SPACED @i 3" O.C. USE 2" MEMBER END DISTANCE. z-3 a-2-e 1 2Q }—Z4o a taps®2g 12 + IZ2&1-&•4 _ 2a-tatz ) 2e 6-0 Q -0.2 2-&10 4.51( 4-5-10 3-2-12 _ 3-9-4 LOADING (psf) SPACING- 2-0-0 TCLL 20,0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1,25 BCLL 0.0 " Rep Stress Incr NO BCDL 10.0 Code FBC2014rTP12007 LUMBER - TOP CHORD 2x6 SP DSS 'Except' 4-8: 2x6 SP No.2, 8-11: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except' 2-16: 2x6 SP No, 1, 6-15: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except" 20-21 2x4 SP No.2 OTHERS 2x6 SP DSS LBR SCAB 1-4 2x6 SP DSS one side CSI. DEFL. in (loc) I/deft Lid TC 0.64 Vert(LL) 0,21 16-17 >999 240 BC 0.81 Vert(TL) 0,5316-17 >646 180 WB 0.83 Horz(TL) 0.28 10 BIB n/a Matrix-M) PLATES GRIP MT20 244/190 Weight 397 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=2191/041-0, 10=2168/0-4-0 Max Horz 1=-79(LC 6) Max Uplift 1=-660(LC 8), 10=-659(LC 8) FORCES. (lb) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6761/2056, 3-31=-5704/1765, 4-31=-5673/1772, 4-32=-6330/1957, 5-32=-633011957, 5-33=-6330/1957, 6-33=-6330/1957, 6-34=-7014/2166, 34-35=-7014/2166, 7-35=-7014l2166,7-36=-4675/1470,36-37=-4673/1470,8-37=-4670/1469, 8-9=-3946/1217, 9- 1 0=-3989/1183 BOT CHORD 2-19=-1829/6306, 18-19=-1829/6306, 18-38=-1489/5174, 17-38=-1489/5174, 17-39=-2041/7072, 16-39=-2043/7080, 6-16=0/355, 15-40=-1141446, 40-41 =- 114/446, 1441 =- 1141446, 14-42=-974/3533, 42-43=-974/3533, 13-43=-974/3533, 12-13=-983/3495, 10-12=- 983/3495 WEBS 4- 18=-437/1394, 4-17=-447/1518, 14-16=1259/4379, 7-16=-804/2653, 7-14=-1892/682, 8-14=- 451/1489,8-13=-62/522,9-13=-254/169,6-17=-1003/293, 3-19=-154/599, 3-18=- 1442/434 NOTES- 1) 2- ply truss to be connected together with 10d (0.131 "IrY) nails as follows Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc, 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 (6), unless otherwise indicated. 3) na 4) Unbalanced roof live loads have been considered for this design. Printed Copies Of this document are 5) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft, 6=45ft: L=29ft; eave=oft; Cat Illfot Considered signed and Sealed and Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 the signature must be verified on 6) Provideadequatedrainagetopreventwaterponding. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, any electronic Copies 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 WARNING • verify design parameters and READ NOTES ON iH15 AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE .r.r. USE. Design valid for use only won MiTek(& connectors. This design is based only upon parameters shown. and is for an individual building component, not gum a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate Ihis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the - - fabrication, storage, delivery.. erection and bracing of trusses and truss systems. we ANSIITPII Ouality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandna. VA 22314. Tampa. FL 36610 NOTES- 9) Bearing at joint(s) i considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 660 lb uplift at joint 1 and 659 lb uplift at joint 10, 11) "Semi -rigid pitchbreaks 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) 29 lb down and 90 lb up at 7-0-0, 26 lb up at 9-0-12, 26 lb up at 11-0-12, 97 lb down and 106 lb up at 13-0-12, 97 Ib down and 106 lb up at 14-4-0, 97 lb down and 106 lb up at 15-7-4, 97 lb down and 106 lb up at 17-7-4, and 97 lb down and 106 lb up at 19-7-4, and 189 lb down and 205 lb up at 21-8-0 on top chord, and 502 lb down and 231 lb up at 7-0-0, 180 lb down and 76 lb up at 9-0-12, 180 lb down and 76 lb up at 11-0-12, 66 lb down at 12-10-8, 66 lb down at 14-4-0, 66 lb down at 15-7-4, 66 lb down at 17-7-4, and 66 lb down at 19-7-4, and 327 lb down and 97 lb up at 21-7-4 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, 4-8=-60, 8-11=-60, 1-20=-20, 16-24=-20, 15-27=-20 Concentrated Loads (lb) Vert: 4=-1(F) 8=-142(F) 6=-97(F) 18=502(F) 16=-41(F) 13=-327(F) 34=-97(F) 35=-97(F) 36=-97(F) 37=-97(F) 38=-180(F) 39=-180(F) 40=41(F) 41=-41(F) 42=41(F) 43-41(F) AWARNING • Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 - 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use.. the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the faMicatlon. storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street.. Suite 312, Alexandria, VA 22314. Tampa.. FL 36610 Park 1986A-T (61 !SPECIAL 1 t Tt202 ZJob Reference (qotionall Mid -Florida Lurnper, Banaw, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 22 06.13.35 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-aSSLJbOg7fUapcT6NS6nc?JenCDyFFRd?nb2phybAmk 3-30 6-3-8 9-1-11 12-5-5-14 15.7-9 18.11-4 3-3.0 3-0-8 3-0-3 3-1-15 3-1-15 3-3-11 Scale = 1 33.8 1.5x4 II 3 9 34 i 3x8 = 4x4 II 8x10 MT20HS = 2.4 1! 7x12 — 4x4 it 3-3-0 —}-3• . 9-3-11 12-c.L-iSZ.__..-.__ t5.7-9 1---. - 4 i 3-0-3 3-1-15 3-1-15 3-3 11 Plate Offsets (X Y)— [4:0-3-12.0-3-01 j9 Ede 0-3-8 12:0-5-0Q-5-0] 14 0-3-8 0-1-8L LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0,88 Vert(LL) 0,29 12 >776 360 MT20 244/190 TCDL 10.0 Lumber DOL 1,00 BC 0,66 Vert(TL) -0.71 12 >317 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.84 Horz(TL) 0.07 9 n/a n/a BCDL 10.0 Code FBC20141TPI2007 (Matrix-M) Weight: 218 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 "Except' TOP CHORD Structural wood sheathing directly applied or 2-10-11 oc purlins, 4-8: 2x4 SP No.1 except end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 "Except' 4-12,6.12,6-10,8-10: 2x4 SP No REACTIONS. (lb/size) 1=1865/0-4-0, 9=2496/0-7-4 Max Horz 1=191(LC 8) Max Uplift 1 =-497(LC 5), 9=-774(LC 5) Max Grav 1=2062(LC 13), 9=2878(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-3983/994, 4-5=-12542/3415, 5-6=-12542/3415, 6-7=-7129/1921, 7-8=-7129/1921, 8-9=-2499/687 BOT CHORD 1-14=-998/3595, 13-14=-2865/10458, 12-13-3104111284, 11-12=3270/12085, 10-1 1=-3270/12085, 9- 10=-156/573 WEBS 2-14=-654/2498, 5- 12=-861/272, 6-1 1=-67/375,7-10=-872/270, 4-12=-326/1315, 6-12=-198/478, 6-10=- 517811410, 8-10=-1844/6851, 4-14=-7229/1966, 2-4=-3500/943 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 0-7- 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 (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, SCDL=3.0psf; h=25ft, B=45ft, L=24ft, eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18: MWFRS (directional), Lumber DOL=1. 60 plate grip DOL=1.60 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 497 lb uplift at joint 1 and 774 lb uplift at Printed Copies of this document are joint 9. not considered signed and sealed and 10) Girder carries tie-in span(s): 5-0-0 from 6-3-8 to 18-11-4 the signature must be verified On 11) "Semi -rigid pitchbreaks 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) . The design/selection of such any electronic copies connection device(s) is the responsibility of others. u v.nacta rartuaiu + WARNING - erlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 011111-7477 rev. f0/09l201S BEFORE USE. I! Design valid for use only with MiTek(li) connectors. This designisbasedonlyuponparametersshownandisforanindividualbuildingcomponent, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andror chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems.. see ANSItTPit quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.. 218 N. Lee Street.. Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Park Sq Hm/Tnbeca-1986-A-T T12090678 7 540 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 22 06. 13.35 2017 Page 2 ID 3zzrE5595gHBgKdROwR6OYzkwee-aSSLJbOg7fUapcT6NS6nc9JenCDyFFRd?nb2phybAmk LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=-60, 4-8=-252, 9-15=-20 Concentrated Loads (Ib) Vert: 4=-429 WARNING - VerHy design parameters and REAR NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE MIT-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeke connectors. This design is based only upon parameters shown, and is for an individual building Component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent Duckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312.. Alexandna, VA 22314. Tampa. FL 36610 Park Sq Hm/Tribeca-1986-A-T Mid -Florida Lumber, Bartow. FL. s Aug 16 2017 MiTek Industries, Inc. Fri Sep 22 06.1 T12090679 5-10 --- 15-7.9 3-3-0 3-0-8 3-0-3 3-1-15 3-1-15 3-3-11 Scale = 1 33.7 2x4 II 3x8 = 5x10 = 5.5 II 8xl2 MT20HS = 2x4 11 704 = 5x5 II I 9_3_it 12-3`-10 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1,00 TC 0.88 TCDL 10 0 Lumber DOL 1.00 BC 0.88 BCLL 0 0 ' Rep Stress Incr NO WB 0.91 BCDL 10.0 Code FBC20141TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 'Except" 4-8: 2x4 SP DSS BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 'Except' 3-13.4-14: 2x4 SP No.2, 4.12,6-12,6-10,8-10: 2x4 SP No.1 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.39 12 >579 360 MT20 244/190 Vert(TL) -0.89 12 >254 240 MT20HS 187/143 Horz(TL) 0,09 9 n/a n/a Weight: 109 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-8-1 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-9-7 oc bracing, REACTIONS. (lb/size) 1=1366/0-4-0, 9=1230/0-7-4 Max Horz 1=191(LC 8) Max Uplift 1=-259(LC 5), 9=-202(LC 5) Max Grav 1=1578(LC 13). 9=1599(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-2979/510, 4-5=-8181/1365, 5-6=-8181/1365, 6-7=-4140/557, 7-8=-4140/557, 8-9=-1404/189 BOT CHORD 1-14=-567/2700, 13-14=-1485/7613, 12-13=-1580/8120, 11-12=-1059/7195, 10-11=-1059/7195, 9-10=-37/292 WEBS 2.14=-328/1821, 5-12=-399/55, 7-10=-403/51, 4-12=-396/439, 6-12=-362/1031, 6-10=-3192/524, 8.10=-544/4023, 4-14=-5175/967, 2-4=-2611/517 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, 6=45ft, L=24ft; eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 1 and 202 lb uplift at joint 9. 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) . The design/selection of such connection device(s) is the responsibility of others LOADCASE(S) Standard Printed copies of this document are 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 not considered signed and sealed and Uniform Loa(plf) the signature must be verified onVert:ert: 1-3=-60. 4-8=-90, 9-15=-20 any electronic copies WARNING - verity design parameters and READ NOTES ON THIS AND INCLUOEO MITEK REFERENCE PAGE Ml1-7473 rev. 10103120/5 BEFORE USE. Design valid for use only with MiTekQ4 connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication, storage.. delivery, erection and bracing of busses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 LOAD CASE(S) Standard Concentrated Loads (lb) Vert:4=-713 WARNING - Verity design parameters and READ NOTES ON TMS AND INCI UDED MITEK REFERENCE PAGE 11111.7472 rev. 1010312015 BEFORE USE. Design valid for use only with MITeke connectors. This tlesign is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buildingdesign Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, ereaion and bracing of trusses and truss systems. see ANSItTPII Quality Criteria, DSS-89 and SCSI Building Component j 6904 Parke East Blvd. Safety ; on, available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandna, VA 22314. Tampa, FL 36610 Sq Hrtlrrnbeca-1986-A-T 986A-T B2G SPECIAL i qG T12090680 Aitl-Fbritla Wmoer.. Bartow, FL l _. lob Reference (dot"onall_ 7.640 s Aug 16 2017 M(Tek Industries, Inc. Fri Sep 22 06.13:37 2017 Page 1 III 3zzrE5595gH BgKdROwR6OYzkwee-Wga5kG 15eHkl2wcVUsBFhOOl I0sljDovT548uaybAm i 3-3-0 6-3-8 8-10-14 11-4-9 13.10-3 16-3-14 t--- 3 3-0 3-0-8 2-7-6 2-5-10 2-5-10 2-5-10 2-7-6 Scale = 1:33.8 1.5x4 3.4 10 4x6 = 3x4 I 3x8 = 7z6 = 4x8 = 2.4 II 4x4 — LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) 0,24 14 948 360 TCDL 10.0 Lumber DOL 1,00 BC 0.86 Vert(TL) 0.54 14 414 240 BCLL 0.0 ' Rep Stress Incr NO WB 0 59 Horz(TL) 0.06 10 n/a n1a BCDL 10.0 Code FBC2014fTP12007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No_1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( lb/size) 1=141710-4-0, 10=125710-7-4 Max Horz i=191( LC 8) Max Uplift 1=-278( LC 5), 10=-212(LC 5) Max Grav 1=1637( LC 13), 10=1631(LC 13) FORCES. (lb) - Max. Comp,/ Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=- 3140/556, 4-5=-8450/1482, 5-6=-8450/1482, 6-20=-5956/866, 7-20=-5956/866, 7-8=-5956/866 BOT CHORD 1-16=- 608/2843,15-16=-1601/7985,14-15=-1704/8513,13-14=-1270/8061, 12-13=-1270/8061, 11-12=491/3595, 10-11=-491/3595 WEBS 2-16=-360/ 1932, 2-4=-2748/556, 4-16=-5417/1047, 4-14=-455/295, 5-14=-304141, 6-14=-267/550, 6-13=-22/288, 6-12=-2258/433, 7-12=-290/35, 8-12=-402/2532, 8-10=3632/498 PLATES GRIP MT20 244/ 190 Weight: 219 lb FT = 20% Structural wood sheathing directly applied or 3-9-13 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"xY) 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 (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=25ft, B=45ft; L=24ft, eave=4ft, Cat. II; 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) This truss has been designed for a 1 &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) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 1 and 212 lb uplift at joint 10, 9) "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 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such not considered signed and sealed and connection device(s) is the responsibility of others the Signature must be Verified On LOAD CASE(S) Standard any electronic copies AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE 11,111-7473 rev, 1010312015 BEFORE USE. Design valid for use only wdh MiTek(R) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the if fabricationstorage. deliveryerection and bracing of trusses and truss systems.. see ANSIITP11 Quality Criteria, 0S6-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Type Park Sq HmRnbeca-1986-A-T T12090680 P1986A.T IB2G LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Uniform Loads (plf) Vert: 1-3=-60, 4-9=-9C Concentrated Loads (Ib) Vert: 4=-792 Lumber Increase=1.00, Plate Increase=1.00 10-17=-20 7.640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06:13:37 2017 Page 2 ID:3zzrE5595gHBgKdROwR6OYzkwee-Wga5kG 15eHk12wcVUs8FhQ01 IOsljDovT548uaybAmi WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1111114473 rev. f010312015 BEFORE USE. Design valid for use only with MiTekV connectors. This design is based only upon parameters shown, and is for an individual building componentnot a Truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate ini$ 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 prop" damage. For general guidance regarding the 0 fabrication. storage delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312.. Alexandria. VA 22314. Tampa, FL 36610 Park Sq Hm1ribeca-1986-A-T P1986A-T 183 Lumber 1-0-0 5-0-0 4-8-0 4x8 3 17 18 1 I 1 T12090681 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 22 06:13:38 2017 Page i to 5595gH BgKdROwR6OYzkwee-918Txc2j Pa s9g4 Bh2afU EdxFj Q H KS 173ilq iQOybAm h 480 1.5x4 4x8 = 19 4 20 21 22 5 5-0-0 1-0-0 Scale = 1:35 6 3x4 1.5x4 I 5x8 = 1.5x4 I 3x4 - 5-0-0 4-8-0 - 4- 8-0 4-8-0 5-0-0 Plate Offsets-1X Y)-- [3:0-5-4 0-2-01 15:0-5-4 p-2-Ql fq:0-4-0 0-3-0j_ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0,08 9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.56 Vert(TL) -0,21 9-10 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.27 Horz(TL) 0,06 6 n/a n/a BCDL 100 Code FBC2014/TPI2007 (Matrix-M) Weight: 87 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS- (lb/size) 2=1174/0-8-0, 6=1174/0-8-0 Max Horz 2=-58(LC 6) Max Uplift2=-340(LC 8), 6=-340(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1991/535, 3-17=-2308/673, 17-18=-2308/673, 18-19=-2308/673, 4-19=-2308/673, 4-20=-2308/673.20-21=-2308/673,21-22=-2308/673,5-22=-2308/673,5-6=-1991/535 BOT CHORD 2-10=421/1718, 10-23=-418/1727, 23-24=-418/1727, 9-24=-418/1727, 9-25=-415/1727, 25-26=-415/1727, 8-26=-415/1727, 6-8=-418/1718 WEBS 3-10=0/282, 3-9=-219/697, 4-9=-475/253, 5-9=-219/697, 5-8=0/282 Structural wood sheathing directly applied or 3-5-11 oc purlins. Rigid ceiling directly applied or 9-1-10 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf: h=25ft, B=45ft, L=24ft, eave=oft, Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 1&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 340 lb uplift at joint 2 and 340 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. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 181 lb up at 5-0-0, 93 lb down and 77 lb up at 7-0-12, 93 Ib down and 77 lb up at 9-0-12, 93 lb down and 77 lb up at 10-3-4, and 93 lb down and 77 lb up at 12-34, and 170 lb down and 181 lb up at 144-0 on top chord, and 86 lb down at 5-0-0, 36 lb down at 7-0.12, 36 lb down at 9-0-12, 36 lb down at 10-3-4, and 36 lb down at 12-34, and 86 lb down at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B)_ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Printed copies of this document are Uniform Loads (plf) not considered signed and sealed and Vert: 1-3=-60, 3-5=-60, 5-7=-60, 11-14=-20 the signature must be verified on any electronic Copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage.. delivery.. erection and bracing of trusses and truss systems.. see ANSI/TPI1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312.. Alexandria.. VA 22314. ( Tampa. FL 36610 b i Truss Truss Type Wy I'ly Park Sq Hm/Tribeca-1986-A-T T12090681 986A-T 163 NIP 1 1 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 0613.38 2017 Page 2 ID 3zzrE5595gHBgKdROwR6OYzkwee-'18Txc2jPas994Bh2afUEdxFjQHKS173ilgiQOybAmh LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=-123(F) 5=-123(F) 10=-64(F) 8=-64(F) 17=-51(F) 19=-51(F) 20=-51(F) 22=-51(F) 23-26(F) 24=-26(F) 25=-26(F) 26=-26(F) WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 011II.7473 rev. f01031201S BEFORE USE. Design valid for use only with MiTekW connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate (his design into the overall builtling tlesign. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Ouality Criteria, DSB-89 and SCSI Building Component j 6904 Parke East Blvd Safaty Information available from Truss Plate Institute, 218 N. Lee Street. Suite. 312. Alexandria. VA 22314. Tampa, FL 36610 Job P1986A-T 1.0.0 Sit Hm/Tnbeca-1986-A-T T12090682 C1 COMMON 4 1 4tZ I1C(52ptt4.0.?O _ FIL _ T 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 22 06:13.39 2017 Page t ID.3zzrE 5595gHBgKdROwR6OYzkwee-TDir9y3LAu_OlEmtcHAjmrTS4gg9BFDCwPZFySybAmg 6.4-0 4x4 = 3 6-4-0 1.0-0 Scale = 1,24.9 1> 3x4 = 1.5x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0,02 6-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0,07 6-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-Ml Weiaht 48 Ih FT = ?n 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 Do bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=56710-4-0, 4=567/0-4-0 Max Horz 2=70(LC 7) Max Uplift2=-163(LC 8), 4=-163(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-613/135, 3-4=-613/135 BOT CHORD 2-6=-26/475, 4-6=-26/475 WEBS 3-6=0/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft, 6=45ft, L=24ft, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip D0L=1 60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 2 and 163 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 WARNING, Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building de Sign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication. storage. delivery, erection and bracing of trusses and truss systems.. see ANSI/TP11 Quality Criteria. DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312.. Alexandria. VA 22314. Tampa.. FL 36610 Job 'Truss Truss Type Uty -Yly PArk Sq FlmfTnbeca-t9tie-A-1 T12090683iP1986A-T C2 (COMMON 3 1 Lumber, Sanow, Fl.. 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 22 06.13 40 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-xPFEM13zxC6svNL497hyJ2pdgDOCwiGM93JpVvybAmf 1.0... —.. 6-4-0 12--0'_.___-- 1-0-0 6-4-0 6-4-0 Scale = 1 24.4 4x4 = Ia 3x4 - 1.5x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(L-) -0.02 5-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.07 5-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0,10 Horz(TL) 0,01 4 n/a n/a BCDL 10.0 Code FBC20141TP12007 (Matrix-M) Weight: 46 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=506/Mechanical, 2=567/0-4-0 Max Harz 2=69(LC 7) Max Uplift4=-120(LC 8), 2=-163(LC 8) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=616/137, 3-4=-615/137 BOT CHORD 2-5=53/477, 4-5=-53/477 WEBS 3-5=0/254 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, 6=45ft: L=24fL eave=4ft; Cat. II; 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 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 120 lb uplift at joint 4 and 163 lb uplift at joint 2 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE 11,1I1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible Personal injury and property damage. For general guidance regarding the N1 fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610 P1986A-T IC3 1-0-0 I 5-0-0 2-8-0 4x8 = 4x4 3 15 4 3x4 = 1.5x4 11 3x4 = Park Sq HmRrtbeca-1986-A-T T7209ia&84 1 4 Reference (opL40g1) __ 640 s Aug 16 2017 MiTek Industries. Inc Fn Sep 22 06 13 41 2017 Page 1 3x4 = Scale = 124.5 Ia LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) -0.02 8 999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1,25 BC 0,31 Vert(TL) -0,06 8-11 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0,09 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) Weight: 54lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-10 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) 2=792/0-4-0, 5=792/0-4-0 Max Horz 2=-58(LC 6) Max Uplift2=-234(LC 8), 5=-234(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 fib) or less except when shown. TOP CHORD 2-3=-11671311. 3-15=-992/302, 4-15=-992/302, 4-5=-1168/310 BOT CHORD 2-8=-203/983, 8-16=200/991, 7-16=-2001991, 5-7=-202/984 NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10' Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=24ft, eave=Oft, Cat. 11, Exp B; Encl., GCpi=0.18: MWFRS (directional):. Lumber DOL=1.60 plate grip 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 234 lb uplift at joint 2 and 234 lb uplift at joint 5. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 181 lb up at 5-0-0, and 93 lb down and 77 lb up at 6-4-0, and 170 lb down and 181 lb up at 7-8-0 on top chord, and 86 lb down at 5-0-0, and 36 lb down at 6-4-0, and 86 lb down at 7-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-3=-60, 3-4=-60, 4-6=-60, 9-12=-20 Concentrated Loads (lb) Vert: 3=-123(F) 4=-123(F) 8=-64(F) 7=-64(F) 15=-51(F) 16=-26(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - verify design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTekf2 connectors. This design is based only upon parameters shown, and is for an individual building component, net a buss system. Before use, the building designer must verily the applicability of design parameters and properly incorporate this design into the overall builtling design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.. 218 N. Lee Street,. Suite 312, Alexandria, VA 22314. Tampa.. FL 36610 iTrusS TAUS&Type Qty Ply !Park Sq Hm7Tnbera-1986-A-T CJ t JACK 18 1 I T i 2090686 honall Lumber, Bartow. FL. 7.640 s Aug 16 2017 MiTek Industries, Inc. Fn Sep 22 06:13.41 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-PCpCZe4biVEjXXwGjiDBrGZt6dRefAOVOj2M1LybAme 1-0-0 + t-0-0 ---') 110.0 1-0-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 TCDL 10.0 Lumber DOL 1.25 BC 0,01 BCLL 0.0 ' Rep Stress Incr YES WE: 0.00 BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=12/Mechanical, 2=124/0-4-0, 4=3/Mechanical Max Horz 2=42(LC 8) Max Uplift3=-5(LC 5), 2=-64(LC 8) Max Grav 3=13(LC 13), 2=124(LC 1), 4=12(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:7.1 2x4 = t-0-0 DEFL. in loc) I/defl L/d PLATES GRIP Vert(LL) -0,00 7 >999 240 MT20 244/190 Vert(TL) -0.00 7 >999 180 Horz(TL) -0,00 2 n/a n/a Weight: 5 lb FT = 20% BRACING. TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7.10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft, L=24ft; eave=oft; Cat. II; Exp B, EncL, GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip D0L=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 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 A WARNING - Vanity design paramalars and READ NOTES ON Ties AND INCLUDED JWTEK REFERENCE PAGE 11,1167473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always 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 ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.. 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 36610 Lumber. Banow, FL. 7.640 s Aug 16 2017 MITek Industries, Inc. Fri Sep 22 0613:42 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-toN_n_5DTpMa9hVSHOk00T51f1m3OdFecNovZnybAmd 4d 1-PO 3-0-0 2x4 = Scale = 1 12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lld PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,08 Vert(LL) -0,00 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0,01 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0,00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=65/Mechanical, 2=201/0-4-0, 4=29/Mechanical Max Horz 2=74(LC 8) Max Uplift3=-34(LC 8), 2=-67(LC 8) Max Grav 3=65(LC 1), 2=201(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. NOTES- 1) Wind, ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf: h=25ft. 13=45ft; L=24ft, eave=4ft, Cat. (I; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 67 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use.. the building designer must verity the applicability of design parameters and property incorporate this design into the overall Ibuildingdesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing iisalwaysrequired (or stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 - • t fabricationstorage, delivery erection and bracing of trusses and truss systems. see ANSIfTPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street.. Suite 312.. Alexandria, VA 22314. Tampa.. FL 36610 T1209%87 T CJ3T irida Lumber, Bartow, FL. 1-0-0 2x4 ID 2 3-4 2-3-4 1 ob Referenc(0DtL4D.d1)_ 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri vR6OYzkwee-toN_n_5DTpMa9hVSHOkC 0-8-12 3)- 0.131 x3-5" 4 TOENAILS d 1 2x4 = 4 5 ad LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 125 TC 0,10 Vert(LL) 0.00 6 999 240 TCDL 10.0 Lumber DOL 1.25 SC 0.14 Vert(TL) 0.01 6 999 180 SCLL 0.0 Rep Stress Incr YES WB 0,00 Horz(TL) 0,01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER- BRACING- 0613422017 Page 1 L1 km OdFecNovZnybAmd PLATES GRIP MT20 244/190 Scale = 1 12. 3 Weight: 13 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 "Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x4 SP No.3 REACTIONS. (lb/size) 2=204/0-4-0, 5=95/Mechanical Max Horz 2= 83(LC 8) Max Uplift2=-68( LC 8), 5=47(1_C 8) 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=42psf, BCDL=3.Opsf, h=25ft, B=45ft; L=24ft; eave=4ft, Cat. 11, Exp E, Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 2 and 47 lb uplift at joint 5. 6) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING • Verity design parameters and READ NOTES ON DWS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown. and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the If fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street.. Suite 312. Alexandria. VA 22314. Tampa. FL 36610 ype Park Sq HnnTnbeca-1986-A-T T Icis T12090688 M10-Ronda Lumber, Bartow. FL. 7.640 s Aug 16 2017 MiTek Industries. Inc Fn Sep 22 D6 13.42 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-toN_n_5DTpMa9hVSHQkQOT5??lkBOdFecNovZnybAmd 1-0-0 - 5-0-0 Scale = 1:17.3 2x4 = LOADING (psf} SPACING- vV 2-0-0 CSI. DEFL in (loc) Well L/dv PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0,01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0,04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0,00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Mainz-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=298/0-4-0, 4=46/Mechanical Max Horz 2=108(LC 8) Max Uplift3=-60(LC 8), 2=-82(LC 8) 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; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 6=45ft, L=24ft; eave=oft; Cat. It. Exp B, Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip D0L=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 3 and 82 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 A WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED UITEK REFERENCE PAGE 441II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication. storage. deliveryerection and bracing of trusses and truss systems. see ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria.. VA 22314. Tampa, FL 36610 Job P1986A-T Mid-Flonda Lumber CJ5T Oty Ply IPark Sq Hmfrnbeca-1986-A-T T12090689 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 22 06.13:44 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-pBVkCg7U4OCIO?frOrmuTuALprO3sXlx4hHOegybAmb 1-0-0 2-3-4 2-8-12 2x4 = Scale = 1-.17.3 l__ 5-0-0 2-34 2-8-12 --__- _—_-- LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0,23 TCDL 10.0 Lumber DOL 1.25 BC 0.28 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3-6: 2x4 SP No.3 REACTIONS. (lb/size) 4=95/Mechanical, 2=302/0-4-0, 5=57/Mechanical Max Horz 2=108(LC 8) Max Uplift4=-46(LC 8), 2=-84(LC 8), 5=-6(LC 8) Max Grav 4=95(LC 1), 2=302(LC 1), 5=70(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/dell Ltd PLATES GRIP Vert(LL) -0,02 3 >999 240 MT20 244/190 Vert(TL) -0,05 3-5 >999 180 Horz(TL) 0,03 5 n/a n/a Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 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. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 4, 84 lb uplift at joint 2 and 6 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1114111.7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek19 connectors. This design is based only upon parameters shown, and is for an individual building Component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, OSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 36610 tl truss t russ t ype Uty Ply Park Sq HmlTnbeca-1986-A-T T12090690 986A-T Di COMMON Re[ereng; Aid -Florida Lumber. Bartow, FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fn Sep 22 06. 13.45 2017 Page 1 ID.3zzrE5595gH BgKdROwR6OYzkwee-HN37 P?76mkk909E 1 yYH706j V UEIVbzl5JLOaA6ybAm 9-11-4 W. 1-0-12 4-11-4 5-0-0 Scale. 3/8"=1' 4x4 = 1 3 1 5,,41 II 3x8 = 1.5x4 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Vert(LL) -0,01 5-6 >999 240 TCDL 10.0 Lumber DOL 1.25 SC 0,20 Vert(TL) -0.03 5-6 >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) invH PLATES GRIP MT20 244/190 Weight: 60 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT 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. (Ib/size) 7=46310-7-4, 5=381f0-4-0 Max Horz 7=-11 O(LC 6) Max Uplift 7=- 1 34(LC 8), 5=-101(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-320/104, 3-4=-317/100, 2-7=-420/146, 4-5=-338/112 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf: BCDL=3.Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat. 11, Exp B; Encl., GCpi=0.18, MWFRS (directional), end vertical left exposed, Lumber DOL=1.60 plate grip DOL=1_60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift at joint 7 and 101 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies ter.. WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MO7471 ray. 70/0112015 BEFORE USE. Design valid for use only with MiTekll) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - - fabricationstoragedelivery, erection and bracing or trusses and truss systems. see ANSlfTPN Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312.. Alexandria, VA 22314. Tampa. FL 36610 Park Sq T12090691 P1986A-T ID2 (COMMON 1 1 1 j JOC Oference otion lL Mid -Florida Lumber, Bartow, FIL 7.640 s Aug 16 2017 MiTek Industries, Inc. ID:3zzrE 5595gHBgKdROwR6OYzkwee-HN37P?76mkk909E 1-0-0 5-0-0_ 10-0-0 - 1-0-0 5-0-0 5.0-0 4x4 = 3 06. 13:46 2017 Page 1 pEldbzu5JLOaA6ybAme 1.0-Oit 1-0-0 Scale = 1:22.5 Ili 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/dell L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Verl(LL) -0.01 6-13 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0,19 Vert(TL) -0,03 6-13 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0,07 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014(TP12007 (Matrix-M) LUMBER- BRACING - 3x4 = PLATES GRIP MT20 2441190 Weight: 39 lb FT = 20% 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) 2=468/0-4-0, 4=452/0-8-0 Max Horz 2=-57(LC 6) Max Upliift2=-204(LC 8), 4=-197(LC 8) Max Grav 2=468(LC 13), 4=454(LC 14) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-458/162, 3-4=450/161 BOT CHORD 2-6=-45/352, 4-6=-45/352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft, Cat. 11, Exp B, Part. Encl., GCpi=0.55; MWFRS (directional), cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint 2 and 197 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 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIb7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabricationstorage, delivery, erection and bracing or trusses and truss systems. we ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexantlna, VA 22314. Tampa. FL 36610 b iTruss !Truss Type oty (Ply Park Sq limtrnbeca-1986-A-T 1986A-T iQ3 HIP 1 1 i_ Lin i 0b Reference (MiTeMiTekkIn Mid -Florida Lumber, Bartow, FL. 7.640 S Aug 16 2017 Industries. Inc. Fn Sep 22 OE ID: 3zzrE5595gHBgKdROwR6OYzkwee-mZdVdL8kX2tOdloE WFoMYJGgle f 1-00—I----- 3-0-010-0-0 ,?1--I 3- 0-0 4-0-0 3-0-0 4x8 = 16 4x4 T12090692 Scale = 1 22.8 m dL 1. 5x4 II 3x4 = 3x4 = Plate Offsets (XY)— 13:0-5-0.0 2-0 LOADING ( psf) SPACING- 2-0-0 cSl. v TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 TCDL 10.0 Lumber DOL 1.25 BC 0,30 BCLL 0.0 ' Rep Stress Incr NO WB 0.05 BCDL 10.0 Code FBC201411-PI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No,2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=510/0-4-0, 5=487/0-8-0 Max Horz 2=39(LC 7) Max UpIM2=-214(LC 8), 5=-205(LC 8) Max Grav 2=517(LC 29), 5=494(LC 30) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-640/239, 3-16=-598/243, 4-16=-598/243, 4-5=-679/253 BOT CHORD 2-8=-167/548, 8-17=-164/553, 7-17=-164/553, 5-7=-183/581 2x4 = DEFL. in (loc) Well L/d PLATES GRIP Vert( LL) -0,01 7-8 >999 240 MT20 2441190 Vert( TL) -0.04 7-8 >999 180 Horz( TL) 0.01 5 n/a n/a Weight: 44 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=42psf, BCDL=3.Opsf: h=25ft, 6=45ft, L=24ft. eave=4ft, Cat. ll; Exp B, Part. Encl., GCpi=0.55. MWFRS (directional), cantilever left exposed Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 lb uplift at joint 2 and 205 lb uplift at joint 5. 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 lb down and 138 lb up at 3-0-0, and 82 lb down and 57 lb up at 5-0-0, and 131 lb down and 138 lb up at 7-0-0 on top chord, and 51 lb down at 3-0-0, and 20 lb down at 5- 0-0, and 51 lb down at 6-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase= 1. 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-6=-60, 9-13=-20 Concentrated Loads (Ib) Vert: 3=-11(F) 4=-11(F) 8=-20(F) 7=-20(F) 16=-5(F) 17=-9(F) Printed Copies Of this document are not considered signed and sealed and the signature must be verified on any electronic copies rr...: A WARNING •Verify tles/gn parameters end READ NOTES ON THIS AND INCLUDED Mf iEK REFERENCE PAGE 114II.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke, connectors. This design is based only upon parameters Shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling 01findividual 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 I Few fabrication, storage, delivery.. erection and bracing of trusses and truss systems, see ANSI/Mt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tampa. FL 36610 Job Tru P1986A-T MiF1 d- Florida lumber, Ban". FL. 0- 1-8 H i TRUSS 112 1 7. 640 s Aug 16 2017 MiTek Indust ID 3zzrE5595gHBgKdROwR6OYzkwee-EmBtgh9MIL T12090693 018 cafe = 1 49.8 10 = tx3 = 5x6 11 3x6 FP = 3x6 FP = 5x6 10 = 5x6 •I 4x6 II 2x6 II 2x6 II 2.6 II 4x6 II 5x6 II 1x3 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 19 tit35 . 1 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 2. 6 I 6x6 = 5x6 I 6x6 = 3.8 MT20HS FP = 2x6 I 3x8 MT20HS FP == 6x6 = 5x6 I I 6x6 = 2,6 Plate Offsets X Y -- 9:0-3-0 0-0-0- 1117:0.3-0 Edgy18 0-3-0 Edgel [26:0-3-0 LOADING (psf) SPACING- 1-4-0 cSl. DEFL. in (loc) I/deft L/d PLATES _ GRIP TCLL 40. 0 Plate Grip DOL 1,00 TC 0,28 w Vert( LL) - 0,63 25 >533 360 MT20 2441190 TCDL 10. 0 Lumber DOL 1.00 ( BC 0,96 Vert(TL) -0.99 25 >341 240 MT20HS 187/143 BCLL 0. 0 Rep Stress Incr YES WB 0,73 Horz(TL) 0.12 18 n/a n/a BCDL 5. 0 Code FBC2014/TP12007 (Matrix) Weight: 225 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/ size) 33=1037/0-8-0, 18=1037/0-8-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 33-34=-1024/0, 1-34=-1026/0, 18-35=-1024/0, 17-35=1026/0, 1-2=-115710, 2-3=3096/ 0, 3-4=-4654/0, 4-5=-4654/0, 5-6=-5738/0, 6-7=-6391/0, 7-8=-6391/0, 8-9=-6624/ 0, 9-10=-6624/0, 10-11=-6393/0, 11 -1 2=-6393/0,12-13=-5737/0, 13-14=4654/ 0, 14-15=-465410, 15-16=-3096/0, 16-17=-1157/0 BOT CHORD 31-32=0/2235, 30- 31=013935, 29-30=015292. 28-29=0/6163, 27-28=0/6163, 26-27=0/6624, 25-26=016624, 24-25=0/6595, 23-24=0/6166, 22-23=0/6166, 21-22=015291, 20-21=0/3935, 19-20=012235 WEBS 17-19=0/1538, 1-32= 0/1538. 16-19=-1427/0, 2-32=-1427/0, 16-20=0/1140, 2-31=0/1140, 15-20=-1110/0, 3-31=-1109/ 0, 15-21=0/933, 3-30=0/932, 13-21=-826/0, 5-30=-827/0, 13-22=0/590, 5-29=0/ 590, 12-22=-568/0, 6-29=-564/0, 12-24=0/362, 6-27=-14/469, 10-24=-380/0, 8-27=-576/ 130, 10-25=-327/439 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Due to span to depth ratio of this truss, the floor may exhibit objectionable vibration and/or deflection. Building designer to consider providing means to dampen possible floor vibration. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and REAR NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE NII.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeke connectors. This design is based only upon parameters shown, and is for an individual building componentnot a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/of chord members only. Additional temporary and permanent bracing is always required lot stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1 fabricationstorage. tlelivery erection and bracing of trusses and truss systems. see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Street. Suite 312, Alexandria, VA 22314. + Tampa. FL 36610 II russ I russ I ype l2ty P F:Lobo L116A,- l- T iFIA TS _ oridn lumber. Barlow , FL. 7 840 s Aug 16 2011 MiTek Industries. Inc. Fn Sep 22 08:13.46 2017 Page i ID 3zzrE5595gHBgKdROwR6OYzkwee-tykF11A_3f7ktcycdgrgdkLteSbgoCIX?JFEnRybAmX 0-1-8 1 3 0 0- H 08 = tas o 30 = 1x3 = 10 = 1x3 = 1x3 I1 3x6 FP=3x4 = 10 II 4x5 = ix3 11 10 = 1 2 3 4 5 6 7 8 9 111 36 11 12 13 14 15 16 4 2 __ -_ - ---_ _ 34 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 10 II 3.4 = 36 = 3x4 = tx3 II 4x4 = 3,05 FP = 3x5 = i13 II Plate Offsets X y --8 0-1-8 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 T Plate Grip DOL 1,00 TC 0.81 Vert(LL) -0,19 25-26 >999 360 MT20 244/190 TCDL 10.0 + Lumber DOL 1,00 BC 0.94 Vert(TL) -0,29 25-26 >688 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 23 n/a n/a BCDL 5_0 T1 Code FBC2014/TP12007 (Matrix) Weight 148 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) `Except` TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except 7-16: 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No.2(flat) "Except` BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 22-31: 2x4 SP No, 1(flat) WEBS 2x4 SP No.3(flat) REACTIONS. All bearings 12-7-4 except (jt=length) 31=0-8-0. lb) - Max Uplift All uplift 100 lb or less at joint(s) 20 except 21=-228(LC 3) Max Grav All reactions 250 lb or less at joint(s) 17, 18, 19, 20, 21 except 31=546(LC 1), 23=1122(LC 1) FORCES. (Ib) - Max_ Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 31-32=-542/0, 32-33=-542/0, 1-33=-542/0, 1-2=-516/0, 2-3=-1266/0, 3-4=-165110, 4-5=-1651/0, 5-6=-1600/0, 6-7=-1167/0, 7-8=-1167/0, 8-9=-583/0, 9.10=-583/0, 10-36=0/977, 11-36=0/977 BOT CHORD 29-30=0/993, 28-29=0/1523, 27-28=0/1683, 26-27=011521. 25-26=0/583, 24-25=0/583, 23-24=-260/0, 22-23=-528/0, 21-22=-528/0 WEBS 1-30=0/701,2-30=-663/0, 2-29=01380, 3-29=-358/0, 11-21 =0/490, 11-23=-677/0, 6-26=-497/0, 10-23=-1030/0, 8-26=0/802, 10-24=0/1137, 8-25=-392/0, 9-24=-462/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20 except (jt=lb) 21=228. 4) "Semi -rigid pitchbreaks 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 3-10d (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 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE N11-7473 rev. 1010312015 BEFORE USE. Design valid for use only won MiTekili, connectors. This design is based only upon parameters shown, and is far an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing I is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MR fabrication. storage.. delivery, erection and bracing of trusses and truss systems. see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 36610 1986A-T FIB Mid -Florida Lumber, Banow. FL. 0-1-8 fig 1-3-0 4x4 lx3 10 = 2 jj 1 4S4 E 33 32 1x3 II 4.4 = 31 1x3 11 3 4 5 30 3x5 = Type Dty I PIy Park Sol Hmrrnbeca-1986-A-T T72090695j TRUSS 3 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 22 06.1349 20t 7 Pagel ID 3zzrE5595gHBgKdROwR6OYzkwee-ABldFNAcgzFbUmXoBOM3Ayu4nsxpXczgDz_nitybAmW Or" 0 kale = 1 49.8 5x12 = 3x4 4x5 = 1x3 II 3x6 FP = 6 7 8 9 10 11 29 28 27 26 25 24 23 22 36 FP = 6.6 I 6x7 = 3x5 = 4x6 = 5x5 = lx3 II 12 13 14 21 20 3x4 = 3x5 = 3x4 = 1x3 = lx3 = 15 16 37 3, d 19 18 17 3.4 = 1x3 11 15.3-8 t 71144- 3t111QIO-121@ 16--,3L4 12-11-120 8-0' 0-i'& ' D 0-- 2'-$ 4 t 0-6-00-5-8 0-1-8 LOADING (psf) SPACING- 2-0-0 CSI- DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.66 Vert(LL) 0.18 29-30 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1,00 BC 0.95 Vert(TL) 0.2729-30 >706 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code FBC20141TP12007 Matrix) Weight: 156 Ib FT = 20%F, 1 i %E 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(flat) 'Except" end verticals. 17-28: 2x4 SP NoA(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3(flat) 'Except* 9-24: 2x4 SP No.2(flat) REACTIONS. (lb/size) 33=731/0-8-0, 17=480/0-8-0, 23=1888/0-8-0 Max Grav 33=769(LC 3), 17=570(LC 4), 23=1888(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 33-34=-763/0, 34-35=763/0, 1-35=-763/0, 17-36=-564/0. 36-37=-564/0, 16-37=-564/0, 1-2=-719/0, 2-3=-1740/0, 3-4=-2208/0, 4-5=-2208/0, 5-6=-2020/0, 6-7=-1308/90, 7-8=-324/472, 8-9=-324/472, 9-10=0/1417, 10-11=011417. 11-12=-553/689, 12-13=-1157/ 284, 13-14=-1157/284, 14-15=-1115/51, 15-16=-503/0 BOT CHORD 31- 32=0/1382, 30-31=0/2073, 29-30=012213, 28-29=0/1827, 27-28=011827, 26-27=-4721324, 25-26=4831291, 24-25=-472/324, 23-24=-2157/0, 22-23=-1970/0, 21-22=-936/ 116,20-21=-468/963,19-20=144/1242,18-19=0/961 WEBS 7-25=- 1077/0, 8-24=-314/0, 9-23=-2360/0, 1-32=0/977, 2-32=-923/0, 2-31=0/498, 3-31=463/ 0, 5-29=-328/0, 6-29=01322, 6-27=-779/0, 7-27=0/1482, 16-18=0/684, 15-18=-638/ 6, 12-20=0/396, 12-21=-700/0, 11-21=0/736, 11-22=-1087/0, 9-22=0/1121, 9-24=0/ 2396 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 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, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev, 1010312015 BEFORE USE. Design valid for use only with Milrel,0 connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability or design parameters and properly incorporate this tlesign into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage. delivery. erection and bracing of trusses antl truss systems.. see ANSIITPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety ;on, available from Truss Plate Institute, 218 N. Lee Street.. Suite 312. Ale"ridna, VA 22314. Tampa.. FL 36610 0-fi 8 D-8 Scale = 1 46.9 1 2 3 4 49 46 47 46 45 3x6 FP = 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 U6 FP = 13-7-12 12-11-4 14-5-0 22 23 24 52 51 27 26 25 ital 2-3-4 3-7-4 4-11-4 6-3 4 7-71 8-1i4 10-3.4 11-7-4 12-13" 1A-3 15-7-4 16.11-4 18-34 19-7-4 0-11-4 2ZL4 23-7-4 24-11-4 26.3-4 27-7-4 28-6-8 11-4 1-4-0 IAA 1 a-0 t .0 .41} 1-a-o 1.4-4 t-4- 1-34 b-8-8 0-1-1z + _1-4-0 1-4-0 1.4-0 14-0 1.4-0 1-4 t-4-0 14-0 14-0 o-11-C 0- 0-12 0-7-8 1-2.4 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL, in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1_00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0,00 25 n/a n/a BCDL 5.0 Code FSC2014/tP12007 (Matrix) Weight: 123 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT CHORD 2x4 SP No2(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 28-6-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 48, 25, 36, 37, 39, 40, 41, 42, 43, 44, 45, 46, 47, 35, 34, 33, 32. 31, 30, 29, 28, 27, 26 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1 x3 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 pilchbreaks 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must 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 erty isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropdamage. For general guidance regarding the - fabricationstorage., delivery. erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 1 6904 Parke East Blvd Safety information available from Truss Plate Instr ule.. 218 N. Lee Street. Suite 312.. Alexandria. VA 22314. 1 Tampa. FL 36610 0-1-8 H F— Truss iTrussType(Oty iPly (Park SgHm/Tnbeca-1986-A-T T12090697 F2 ROOF TRUSS—V Auger (ootiona() _ FL 7 640 s Aug 16 201017 MiTek Industries, Inc Fri Sep 22 06. 13:51 2017 Page 1 ID 3zzrE5595qHBgKdR OwR6OYzkwee-6XQOg 3CtLaVJ k4hBJ pOX F N zN nfd y?X6zhGTuN mybAm U 3x5 = 3x8 = 1.3 l 3x6 FP = 2 3 4 5 6 7 Scale = 1 32.6 3x5 = 06 = 8 9 10 4 0 15. 4 11 4x5 = 3x8 MT20HS FP = 3x5 = 4x6= 36 = 7- 10- 8 _'_._1-0-10 -W 10- 2- 2 . Plate Offsets ( X.YI-- (1:Edge 0-1-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deb L/d TCLL 40. 0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.30 14-15 >761 360 TCDL 10. 0 Lumber DOL 1.00 BC 0,90 Vert(TL) -0.47 14-15 >484 240 BCLL 0. 0 Rep Stress incr YES WB 066 Horz(TL) 0,07 11 n/a n/a BCDL 50 Code FBC20141TP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) 'Except' 11-18: 2x4 SP DSS(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/ size) 21=1034/0-8-0, 11=1034/Mechanical FORCES. (ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 21-22=-1027/0, 22-23=-1027/0, 1-23=-1027/0, 10-11=-1027/0, 1-2=-1003/0, 2-3=- 2579/0, 3-4=-3547/0, 4-5=-3966/0, 5-6=3966/0, 6-7=-3574/0, 7-8=-3574/0, 8-9=- 2608/0, 9-10=-1048/0 BOT CHORD 19-20=0/1940, 18-19=0/3184, 17-18=0/3184, 16-17=0/3966, 15-16=0/3966, 14-15=0/3886, 13-14= 013217, 12-13=00978 WEBS 10-12=011395, 1- 20=0/1364, 9-12=-1294/0, 2-20=-1303/0, 9-13=01876, 2-19=0/889, 8-13=-847/0, 3-19=-843/0, 8-14=0/497, 3-17=0/573, 6-14=-44310, 4-17=-768/0, 6-15=-219/504 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 99 lb FT = 20% F. 11 %E Structural wood sheathing directly applied or 2-2- 0 oc puriins, 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) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x3 MT20 unless otherwise indicated, 4) Refer to girder(s) for truss to truss connections. 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only won MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall buildm9 tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the M a fabricationstorage, delivery, erection and bracing of trussesand truss systems. see ANSIITPIi Quality Criteria, DS5-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street.. Suite 312, Alexand", VA 22314. Tampa, FL 36610 Sq HmlTribeca-1986-A-T 986A-T Lumber, MI TRUSS 3 7 640 s Aug 16 2017 MiTek Indus[ri, ID 3zzrE5595gHBgKdROwR6OYzkwee-6XQOg3CtLaV 0-1-B f`I i t-34 T12090698 Scale = 1:13.5 1 10 II 2 3x3 = 3 1z3 II 4 10 II 5 30 = 63.3 II 36 = LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) 1/defl Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0,18 Vert(LL) -0.02 9-10 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) -0.03 9-10 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0,00 7 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) LUMBER- BRACING - 3x6 = PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20%F, 11%E 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(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=370/0-4-0, 7=376/Mechanical FORCES. (Ib) -Max. Comp,/Max. Ten. -All forces 250 (Ib) or less except when shown TOP CHORD 2-3=522/0, 3-4=-522/0, 4.5=-522/0 BOT CHORD 9-10=01349, 8-9=0/522, 7-8=0/350 WEBS 5-7=-466/0, 2-10=-461/0, 5-8=0/268, 2-9=0/269 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 10-0-0 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 w. Alai, WARNING • verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek@! connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall buildingdesign Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Addmonal temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage.. delivery, erection and bracing of trusses and truss systems.. see ANSIITPII Quality Criteria, DSB•89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute.. 218 N. Lee Street, Suite 312, Alexantlna. VA 22314. ( Tampa.. FL 36610 0b Truss (Truss Type JQty Ply Park Sol Hm/Tnbeca-1986-A-T 1986A.T F3A (GABLE 1 1 I v.-.._ 1 1Jo ggf rence. foationalt Mid -Florida Lumber, Bartow, FL. 7.640 s Aug 16 2017 MiTek Industn ID 3zzrE5595gHBgKdROwR6OYzkwee-6XQOg3CtLaV 00 2-10-8 3'6e 4-2-8 0110-8 1-4-0 0-8-0 0-8-0 0-8.0 0-8-0 1-4-0 0-10-8 T12090699 Scale = 1:13.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0,08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0,03 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 36 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 7-1-0. lb) - Max Gray, All reactions 250 lb or less at joint(s) 14, 8, 11, 12, 13, 10, 9 FORCES. (Ib) -Max. Comp,/Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1 x3 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 pdchbreaks 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED "TEK REFERENCE PAGE 111II-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Wek6 connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indmdual truss web and/or chord members only. Additional temporary and permanent bracing is aWays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricationstorage, delivery, erection and bracing of trusses and truss systems. see ANSItTPl1 Quality Criteria, DS8-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312.. Alexandria, VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies MR6904 Parke East Blvd. Tampa, FL 36610 Job 12 I runs 1 I fuss type July Ply I Park Sq HmRnbeca-1986-A-TIII T12090700 lF38 ROOFTRUSS r.....-.-..-._1__.._.-__ .._.— iJ4b Referery e ,(4gtipp i-) Bartow, FL. 7 640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 22 0613:52 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-aj_mtPOV6ud9LDGNsWvmoaWjK374k7o7wwORwCybAmT 0- 1-8 Scale = 1:13.5 1 lx3 II 2 3x3 = 3 1x3 II 4 1x3 II 5 30 = 6 3x3 II i- 6-0 2 1-- 0 2 f - 77-- 8--- 5-7-8 87-5-8 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOI 1.00 TC 0.19 Vert(LL) -0,02 10-11 >999 360 TCDL 10.0 Lumber DOL 1,00 BC 0.27 Vert(TL)-0.0310-11 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0,12 Horz(TL) 0,00 7 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) LUMBER- BRACING - 3x6 = PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20%F, 11 %E 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(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 11=316/0-3-8, 7=306/Mechanical, 9=124/0-3-8 Max Grav 11=323(LC 3), 7=306(LC 1), 9=174(LC 8) FORCES. ( Ib) -Max. Comp./Max. Ten- -All forces 250 (lb) or less except when shown TOP CHORD 2.3=-390/0. 3-4=-390/0, 4-5=-390/0 BOT CHORD 10-11=0/295, 9-10=0/390, 8-9=0/390, 7-8=0/268 WEBS 5-7=-357/0, 2-11=-389/0, 5-8=-55/261 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 10-0-0 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 A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTeKO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability or design parameters and properly incorporate this design into the overall buildingdesign Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , fabrication. storage. delivery.. erection and bracing of trusses and truss m systes, seeANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandna. VA 22314. Tampa.. FL 36610 1466A-T F3G Mid-Flonda Lumber, Bartow. FL. 12 Type IOty iPly Park Sq tlm/Tnbeca-1986-A-T T12090701 TRUSS - Job Referenn e 9RIt2Qs211. 7 640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 222 06.1352 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-aj_mtPDV6ud9LDGNsWvmoaWew32Ok507wwDRwCybAmT Scale = 1 13.5 2x6 11 3,,6 11 24 11 2.6 11 3,,6 11 3x6 11 1 2 3 4 5 13 6 34 = i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.47 Vert(LL) -0,02 7-8 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) -0,04 7-8 >984 240 BCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0,01 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) LUMBER- BRACING- 3x6 PLATES GRIP MT20 244/190 Weight: 49 lb FT = 20%F, 11 %E TOP CHORD 2x4 SP No2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=315/0-4-0, 7=929/Mechanical, 9=436/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All farces 250 (lb) or less except when shown. TOP CHORD 6-7=-261/0, 2-3=-414/0, 3-4=-414/0, 4-5=-414/0 BOT CHORD 10-11=0/291. 9-10=0/414, 8-9=0/414, 7-8=0/775 WEBS 5-7=-1008/0, 2-11=-374/0, 5-8=-654/0 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 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) 1014 lb down at 5-11-12 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 (plf) Vert: 7-11=-10, 1-6=-100 Concentrated Loads (lb) Vert: 13=935(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 101031201 S BEFORE USE. Design valid for use only with MiTeke connectom This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/of chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Scale = 1 18.0 1 3x6 = 1.3 1.3 I 2 3 4 5 36 6 a Y 12 11 10 9 8 7 LOADING (psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.38 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.05 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 53 lb FT = 20%F, i i%E LUMBER. BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 9-7-8 oc purlins, except BOT CHORD 2x4 SP No2(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: 9-10, REACTIONS. All bearings 9-7-8, lb) - Max Grav All reactions 250 lb or less at joint(s) 12, 7, 8, 11 except 9=250(LC 1). 10=250(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 3x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) "Semi -rigid pjtchbreaks 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. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication. storage.. delivery.. erection and bracing of trusses and truss systems. see ANSI/TP11 Quality Criteria, DSO-89 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria_ VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies i 6904 Parke East Blvd. l Tampa. FL 36610 Job iTruss Truss Type (Qty Py !Park Sq HrtdTnbeca-1986-A.T P1986A-T iFfi (ROOF TRUSS g i IT12090703 Mid - Florida Lumber, Barlow,FL 7.640 s Aug 16 2017 MiTek Industries, Inc. Fn Sep 22 06:13:53 2017 Page i I D.3zzrE 5595gH Bq Kd ROwR6OYzkwee-2vY85kE 7 t6IOzNraQ E Q?Ko2v8T W T-TadG8ay?SeybAm S i 9 Q48 3x6 = 1 34 = 2 1x3 li 3 1x3 II 4 Scale = 1 9.6 a 3. 3 11 3x3 = 3x3 = 7 6 5 3. 3 II LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1,00 TC 0.12 Vert(LL) -0,00 7 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0,07 Vert(TL) -0,00 7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.09 Horz(TL) 0,00 5 n/a n/a BCDL 5.0 Code FBC20141TP12007 (Matrix) Weight: 25 lb FT = 20%F, 11%E LUMBER- BRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural woad sheathing directly applied or 3-7-8 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 8=186/Mechanical, 5=186/Mechanical FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. 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 10-0-0 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek& connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS849 and BCSI Building Component 69. Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22114. Tampa.. FL 36610 jot) I russ 1 I rugs I ype IUty Ply I Park Sol Hrmrrribeca-1986-A-T I T12090704 P1986A-T F6A GABLE i t - Mid-Flonda Lumber, Bartow, FL. 7 640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 22 06:13:54 2017 Page 1 ID 3z7rE5595gH BgKdROwR6OYzkwee-X66W 14 E Ie VttbXQm _xyEt?b5wtsYC 2sP N EiY_5ybAm R 1 3.3 11 2 1x3 11 3 1,3 II 4 3,,3 Il Scale = 1 9.6 i Lz- 6 7 6 5 3. 3 11 1.3 11 1 x3 l i 3x3 11 1- 4-0 L -12 2-3-8 f— --- —F— — — — — i 1-4-0 LOADING ( psft SPACING- 2-0-0 CSI. DEFL. in poc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL L00 TC 0.06 Vert(LL) n/a nfa 999 MT20 244/190 TCDL 10.0 Lumber DOL 1 00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix} m Weight: 20 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-8 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 3-7-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 6, 7 FORCES- ( lb) - Max. Comp./Max, 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 pitchbreaks 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 3-10d (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 WARNING • VarNy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7473 rev. 701031207S BEFORE USE. I Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, nol a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems.. see ANSI/TPI1 quality Criteria, DSB-89 and BCSI Building Component ( 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Park Sq Hm/Tnbeca-1986-A-T T12090705 1986A-T IFTt Mid- Florida Lumber. Bartow, FL' t 1 3 3 ID 3zzrE5595qHBqKdROwR6OYzkwee-X66Wl4EIeVttbXQm_xyEt?buFtisCvfPNEiY_5ybAmR 26- lata 17- gW1g ( 1Q-6 6 6 3-63-£ -1-=3-12 1o6tit 24- 6 2 366 3E 34"7-10-I Scale = 1: 50.5 1.5x4 II 3x6 = 1x4 I) 1 2 3 20 21 19 22 4x4 = 4x8 = 4x8 = ix4 II 4 5 23 18 24 25 17 2x4 II 8x8 = 4x8 = 56 = 4x8 = 6 7 8 16 15 14 2x4 it 4x8 = 2x4 I! 1x4 II 3x6 = 1.5x4 II 9 10 11 13 12 4x8 = 4x4 = 8-2 7-2-8 j t0 8-14 3-g 17 s-10 T 21-a-Q 2a-10 to 3-8- 2 3-6-8 3-6 -6-6 3 -6 3-6-6 3-6-6 2-0-8 1,77-110 Plate Offsets X(_ Y} ; j7:0-2-8 0-3-01, [17:0-4-O.Edael LOADING (psr) SPACING- 1-4-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) -0.82 16-17 >415 360 MT20 244/190 TCDL 10. 0 Lumber DOL 1.00 BC 070 Vert(TL) -1.28 16-17 >265 240 BCLL 0. 0 Rep Stress Incr NO WB 0,61 Horz(TL) 0.09 12 n/a n/a BCDL 5. 0 Code FBC2014rrP12007 (Matrix-M) Weight: 469 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-11-2 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/ size) 20=2829/0-7-4, 12=1573/0-7-4 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-306/0, 2-3=-8718/0, 3-4=-8773/0, 4-5=-15467/0, 5-6=-15467/0, 6-7=-1178410, 7-8=11784/0, 8-9=-4975/0, 9-10=-4929/0 BOT CHORD 20-21= 0/5749, 19-21=0/5749, 19-22=0/14921, 22-23=0/14921, 18-23=0114921, 18-24=0114921, 24- 25=0/14921, 17-25=0/14921, 16-17=0/15111, 15-16=0115111, 14-15=0/9346, 13-14=0/9346, 12-13=0/3268 WEBS 3-19=-323/ 0, 4-18=0/1200, 6-16=0/462, 9-13=-274/ 0, 4-19=-6352/0, 4-17=0/565, 6-17=0/369, 8-13=4516/0, 8-15=0/2526, 6-15=-3447/0, 2-19=0/3866, 2-20=-5929/0, 10- 1 3=012163, 10-12=-3386/0 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 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-7-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0,131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to suoport concentrated load( s) 369 lb down at 2-1-0, 369 lb down at 4-1-0, 369 lb down at 6-1-0, and 300 lb down at 8-1-0, and 923 lb down at 9-3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) Due to span to depth ratio of this truss, the floor may exhibit objectionable vibration and/or deflection. Building designer to consider providing means to dampen possible floor vibration. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1. 00 Uniform Loads (plO Printed copies of this document are Vert 1-11=-67, 12-20=-7 not considered signed and sealed and Concentrated Loads (lb) the signature must be verified on Vert: 21=369(F) 22=-369(F) 23=-369(F) 24=-300(F) 25=-923(F) any electronic copies WARNING - verify design parameters and READ NOTES ON TNtS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 101031201 S BEFORE USE. Design valid for use only with MiTekQB connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricationstorage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street.. Suite 312. Alexandria .. VA 22314. Tampa, FL 36610 T12090706 986A-T FT2 (FLOOR 1 nG 2.6-11 1 6x6 = 3x4 11 ix4 11 2-4-15 7.640 S Aug 16 2017 MiTek Industries. Inc. Fri Sep 22 06. 13.55 2017 Page 1 ID. 3zzrE5595gHBgKdROwR6OYzkwee-?IfvVQFNPp4kCh_yYeTTQD8BZG1 RxJgZcuR5VJXybAmQ 4x6 MT20HS = 3 2.4-15 ix4 4 2-6-11 6x6 = 5 3.4 11 Scale = 1:18.9 1 s-11A I m6-11 2-4-15 2.4.15 2-G 1.1 LOADING (psf) SPACING. 1-0-0 GS1. DEFL. in (loc) I/defl L!d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.38 Vert(LL) 0.07 8 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.74 Vert(TL) -0,11 8 >999 240 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix-M) Weiaht: 111 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT CHORD 2x6 SP No2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, REACTIONS. (Ib/size) 10=1837/0-4-0, 6=1998/0-7-4 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1637/0, 1-2=-3350/0, 2-3=-3350/0, 3-4=-3490/0, 4-5=-3490/0, 5-6=-1690/0 BOT CHORD 9-10=0/276, 9-11=0/4868, 8-11 =014868, 8-12=0l4868, 7.12=0/4868, 7-13=01293, 6-13=01293 WEBS 1-9=0/3308, 2-9=-775/0, 3-9=-1634/0, 3-8=0/349, 3-7=-1483/0, 4-7=-767/0, 5-7=0/3440 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"xY) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) All plates are MT20 plates unless otherwise indicated. 4) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 9-11-4 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) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down at 3-9-12, and 181 lb down at 5.9-12, and 181 lb down at 7-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1- 5=-330, 6- 10=-5 Concentrated Loads (lb) Vert6=-66 11=-181(8) 12=-181(B) 13=-181(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11•7477 rev. f 0/07/20/5 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component. not a truss System. Before use, the building designer must verify the applicability of design parameters and properly incorporate this tlesign 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 regwred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPII Quality Criteria, DSS-89 and SCSI Building Component 6904 Parke East Blvd. safety ;on, available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Aiexandna.. VA 22314. Tampa. FL 36610 rut 'Uss IT T W L111 FLOOR YPe Qly PIY JP0ark P PxDrS e (RDk1QrL) T T12090707 rida Lumber. Bartow. FL. 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Sep 22 06.13:55 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-?IfvVOFNPp?kChyYeTTQ08DIG7hxPRZcuR5WXybAm 3-2-3 6-2-9 9-4412 323 30-7 323 Scale = 1 17-9 1.4 II 4x4 = 4x4 = 1 4x4 = 2 3 4 2x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ltd TCLL 40.0 Plate Grip DOL 1.00 TC 021 Vert(LL) 0,04 6-7 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.34 Vert(TL) 0.05 6-7 999 240 BCLL 0.0 Rep Stress Incr NO WB 0,39 Horz(TL) 0,00 5 n/a n/a BCDL 5.0 Code FBC2014(rP12007 Matrix-M) LUMBER- BRACING- 2x4 II PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 104 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x6 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) 8=859/0-7-4, 5=733/0-3-8 FORCES. jib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=653/0, 1-2=-1709/0, 2-3=-1709/0, 3-4=-1686/0, 4-5=-647/0 BOT CHORD 7-10=0/1686, 6-10=0/1686 WEBS 1-7=0/1623, 2-7=-286/0, 3-6=-308/0, 4-6=0/1621 NOTES- 1) 2-ply truss to be connected together with 10d (0,131"0") 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 0-9-0 oc. Webs connected as follows: 2x4 - i 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) All plates are MT20 plates unless otherwise indicated. 4) "Semi -rigid pitchbreaks 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 3-10d (0,131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 lb down at 2-1-8, and 176 lb down at 4-1-8, and 176 Ib down at 6-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-100, 5-8=-10 Concentrated Loads (lb) Vert. 8=-64 6=-176(B) 9=-176(6) 10=-176(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,0I.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabricationstorage. delivery, erection and bracing of trusses and truss systems, see ANSIfTPI1 Quality Criteria, DS"9 and BCSI Building Component 6404 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. ( Tampa. FL 36610 b j Truss Truss Type Oty Ply Park Sq HMITrlbeca-1986-A-T T12090708 986A-T J3 (JACK 3 1 7 640 s Aug 16 ID 3zzrE5595gHBgKdROwR6OYzkwee- 1-0.0 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0,08 VerI LL) 0,00 4-7 999 240 TCOL 10.0 Lumber DOL 1.25 SC 0,06 Vert(TL) 0,01 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=65/Mechanical, 2=201/0-8-0, 4=29/Mechanical Max Horz 2=74(LC 8) Max Uplift3=-34(LC 8), 2=-67(LC 8) 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 PLATES GRIP MT20 244/190 Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=2511; 6=45ft, L=24ft, eave=oft, Cat. 11, Exp B, Encl.. GCpi=0.18: MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) 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 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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MtTek(& connectors. This design is based only upon parameters shown, and is for an individual building Componentnot a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the mg- abrication f. storage, delivery, erection and bracing of trusses and truss systems. see ANSI/TPl1 quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 JOB . I russ I I rus5 I ype Oty Ply !park Sq Hm7inbeca-1986-A-T T12090709 P1986A-T J5 JACK 19 1 i Lumber, Barlow, FL. 7.640 s Aug 16 2017 Wei, Industries, Ina. Fri Sep 22 06.13:56 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-TUDHjmGOA67bgrZ95M_iyQgOTgWTgyjigYBf3zybAmP 1-0-0 5-0-0 Scale = 1 17.3 2x4 l LOADING (psf) SPACING- 2-0-0 CSI, DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0,01 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0,18 Vert(TL) -0,04 4-7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0,00 Horz(TL) 0.00 2 n/a n/a BCDL 10 0 Code FBC2014/TP12007 (Matrix-M) Weight: 18 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 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=298/0-4-0, 4=46/Mechanical Max Horz 2=108(LC 8) Max Uplift 3=-60(LC 8), 2=-82(LC 8) 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: Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft, L=24ft, eave=4ft, Cat. 11, Exp B, Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 3 and 82 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 WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIb7473 rev. 101031201 S BEFORE USE Design valid for use only with MiTekilii connectors. This design is based only upon parameters shownand is tot an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the i i MR fabrication. storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPII Quality Cntetha, DSB-89 and SCSI Building Component 6904 Parke East Bivtl. Safety Information available from Truss Plate Institute 218 N. Lee Street, Suite 312, Alexandre VA 22314. j Tampa. FL 36610 Job 1Tru 1 P19e6A-T 1,17 Mid-Fiorida -Lumber,Ban" FL. 1 Qty Ply (Park Sq H.fTri1beca-1986-A-T 11 I 1 Job Referer r (Rp_1lB!?alL_ 7.640 s Aug 16 2017 MiTek Industries, Inc. ID 3zzrE5595qHBqKdROwR6OYzkwee-TUDHjm GQr 1- 0-0 i 7- 0-0 -----I 1- ao 7-0-0 3x4 = 4 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) 0,06 4-7 999 240 TCDL 10.0 Lumber DOL 125 BC 0,37 Vert(TL) 0,16 4-7 510 180 BCLL 0.0 ' Rep Stress Incr YES WB 0,00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 I (Matrix-M) j LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 3=157/Mechanical, 2=39710-4-0, 4=61/Mechanical Max Horz 2=141(LC 8) Max Uplift3=-85(LC 8), 2=99(LC 8) 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 Tess except when shown. PLATES GRIP MT20 2441190 T12090710 1 Scale = 1:22.2 Weight: 24 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins, BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind. ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=24ft, eave=4ft, Cat II; Exp B, Encl., GCpi=0.18, MWFRS (directional). Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 99 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 AWARNtNG • YerNy destgre parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE 01,1164477 ray. 1010711015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web 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 MR fabrication, storage delivery, erection and bracing of trusses and truss systems, see ANSI1TPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvtl. Safety Information available from Truss Plate Institute. 218 N. Lee Street,. Suite 312, Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type 'Qty Ply Park Sq Hm/Tnbeca-1986.A-T T12090711 P1986A-T J7T ,SPECIAL I3 i 7.640 s Aug 16 2017 MiTek Industries, Inc. Fri Sep 22 06.13:56 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-TUDHImGOA67bgrZ95M_tyQgMggT9gymigYBf3zybAmP 1 0 0 2-3-4 _ T 4-11 .. 7-0-0 1-0-0 2-3-4 2-7-0 2-1-12 Scale = 1222 3x4 = 1.5x4 It LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1_25 TC 0.35 TCDL 10.0 Lumber DOL 1.25 BC 0,33 BCLL 0.0 ' Rep Stress Incr YES WB 0.06 BCDL 10.0 Code FBC2014ITP12007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3-8: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=31/Mechanical, 2=386/0-4-0, 7=200/Mechanical Max Horz 2=141(LC 8) Max Uplift 5=-21 (LC 8), 2=-97(LC 8), 7=-56(LC 8) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-262/52 WEBS 4-7=-285/136 DEFL. in (loc) I/deft L/d Vert(LL) -0.04 3-7 >999 240 Ven(TL) -0.12 3-7 >700 180 HOrz(TL) 0,06 7 n/a n/a 0d PLATES GRIP MT20 2441190 Weight: 29 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 3-8. NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft, 13=45ft; L=24ft, eave=oft, Cat. 11. Exp B, EncL, GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) na 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 21 Ib uplift at joint 5, 97 lb uplift at joint 2 and 56 lb uplift at joint 7- 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Nit-7473 rev- 1010312015 BEFORE USE. Design valid for use only with MiT00 connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Ihis design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing se wayssalways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/rP11 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 1) I ruSS I ruSS I ype Qty Ply I Park Sq Hmlrrbeca-1986-A T 11 T12090712 466A-T KJ3 JACK 2 1 1-5-0 vi dj 2x4 7 640 s Aug 16 2017 MiTek Industries ID 3zzrE 5595gHBgKdROwR6OYzkwee-xhnfw6HexQ FSS 4-2-15 4 2 15 Scale: 1*' 1" LOADING (psO SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,18 Vert(LL) -0,01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0,13 Vert(TL) -0,02 4-7 >999 180 BCLL 00 ' Rep Stress Incr NO WS 0,00 Horz(TL) 0,00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-Mi Weiaht 15 lb FT = 900/ LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOR CHORD Structural wood sheathing directly applied or 4-2.15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=91/Mechanical, 2=285/1-0-0, 4=39/Mechanical Max Horz 2=75(LC 21) Max Uplift 3=-41 (LC 8), 2=-103(LC 8) Max Grav 3=91(LC 1), 2=285(LC 1), 4=64(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES. 1) Wind. ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft, 13=45ft; L=24ft, eave=4ft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 3 and 103 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. 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, and 51 lb down and 11 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/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 (pit) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert- 9=4(F=2, B=2) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNWG •Verify design parameters and READ NOTES ON THIS AND INCLUDED MfTEK REFERENCE PAGE MII-747J rev. 70/03/2015 BEFORE USE. Design valid for use only with MITeW connector&. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing is always required for stabUdy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the , fabricationstorage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIi Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Type Sq Hm/rribeca-1986-A-T T12090713 KJ5 Bartow, FL. 7.640 s Aug 16 2017 MiTek Industries. Inc Fn Sep 22 06:13:57 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-xhnfw6HexOFSS?8Lf3VxVeDTv4oBPPzs3CwCbQybAmO 5-0 7-0-14 1-5-0 7-0-14 Scale = 1:16.9 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0,59 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,40 Vert(TL) -0,17 4-7 >506 180 BCLL 0.0 ' Rep Stress Incr NO WB 0,00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 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 5-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=156/Mechanical, 2=429/0-6-7, 4=67/Mechanical Max Horz 2=108(LC 8) Max Uplift3=-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 (Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf. h=25ft, 13=45ft. L=24ft, eave=4ft, Cat. 11, Exp B. Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10,0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 3 and 130 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. 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 70 lb 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 lb down at 4-4-12, and 17lb down at 4-4-12 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) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 10=4(F=2, B=2) 11=-1O(F=-5, 8=-5) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic Copies I WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,10-7473 rev, 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shownand is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andtor 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 Is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 Quality Criteria, DSB489 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street.. Suite 312, Alexandria. VA 22314. Tampa, FL 36610 JOD 'truss Truss Iype July IPIy Park Sq Hmrrnbeca-i986-A-T P1986A-T 1KJ7 JACK i , T12090714 Mid-Flnnda Lumber, Battaw, FL. 7.640 s Aug 16 2017 MiTek Industries, Inc Fri Sep 22 06:13.68 2017 Page i ID 3zzrE5595gHBgKdROwR6OYzkwee-PlL18SHGikNJ48jXDn0AlrmipU8v8nv?Isgm7sybAmN 1-5.0 5-2-5 4-8-7 Scale= 1,22.3 2x4 = 1.5x4 II 5 3x4 = LOADING (psf) SPACING- 2-0-0 CST. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0,38 Vert(LL) -0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,44 Vert(TL) -0.09 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-Ml Vil—hf d9 Ih FT = Mel LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=130/Mechanical, 2=522/0-6-6, 5=314/Mechanical Max Horz 2=142(LC 8) Max UpIM4=-70(LC 8), 2=-148(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=-706/132, 3-12=-664/134 BOT CHORD 2-14=-206/666, 14-15=-206/666, 7-15=-206/666, 7-16=-206/666, 6-16=-206/666 WEBS 3-7=0/258, 3-6=723/224 NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft. 13=45ft; L=24111 eave=4ft, Cat 11, Exp B, Encl., GCpi=0.18. MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 4, 148 lb uplift at joint 2 and 69 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, 70 lb down and 44 lb up at 4-4-12, 70 lb down and 44 lb up at 4-4-12, and 93 lb down and 77 lb up at 7-2-11, and 93 lb down and 77 lb up at 7-2-11 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1-6-12, 17 lb down at 4-4-12, 17 lb down at 4-4-12, and 33 lb down at 7-2-11, and 33 lb down at 7-2-11 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (6). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 5-8=-20 Concentrated Loads (lb) Vert: 13=-53(F=-27, B=-27) 14=4(F=2, B=2) 15=-10(F=-5, B=-5) 16=-35(F=-17, B=-17) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building Component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the IR fabrication, storage, delivery, erection and bracing of trusses and truss systems.. see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate lnsiitute, 218 N. Lee Street, Su4e 312.. Alexandria, VA 22314. Tampa. FL 36610 Job T12090715 P1966A-T iKJ7T I _ Mid-Florda Lumber, Barlow. FL. u 1-5-0 3-1-13 3-2-12 3-6.4 1.5x4 3,,6 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 TCDL 10.0 Lumber DOL 1.25 BC 0,64 BCLL 0.0 ' Rep Stress Incr NO WB 0.29 BCDL 10.0 Code FBC2014/TPI2007 (Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 D BOT CHORD 2x4 SP No.2 "Except* 3-9: 2x4 SP No.3, 3-6: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=83/Mechanical, 2=646/0-6-7, 6=351/Mechanical Max Horz 2=142(LC 21) Max Uplift5=-42(LC 8), 2=-239(LC 8), 6=-127(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-1021/364 BOT CHORD 3-16=-409/957, 8-16=-409/957, 8-17=-409/957, 7-17=-409/957 WEBS 4-8=-135/382, 4-7=-1021/436 is. Inc. Fri Sep 22 06_13-59 2017 Page l VAhi IjnUXPa3lkxuR'?tFnX WPJglybAmM Scale = 122 4 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0,13 3-8 >886 240 MT20 244/190 Vert(TL) -0.28 3-8 >428 180 Horz(TL) 0.11 6 n/a n/a Weight: 46 lb FT = 20% BRACING TOP CHORD Structural wood sheathing directly applied or 4-3-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 6-0-0 oc bracing: 2-9. NOTES- 1) Wind. ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=4ft; Cat. II; Exp B. Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 5, 239 lb uplift at joint 2 and 127 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, and 87 lb down and 62 lb up at 7-2-11, and 87 Ib down and 62 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, 67 lb down and 64 lb up at 4-4-12, 67 lb down and 64 lb up at 4-4-12, and 35 lb down and 19 lb up at 7-2-11, and 35 lb down and 19 lb up at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-5=-60, 9-10=-20, 3-6=-20 Printed copies of this document are Concentrated Loads (Ib) not considered signed and sealed and Vert: 14=21(F=-11, 8=-11) 15=4(F=2, B=2) 16=-133(F=-67, B=-67) 17=-58(F=-29, B=-29) the signature must be Verified On any electronic Copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeke, connectors. This design is based only upon parameters shown. and is for an individual building component. not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members Only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabricationstorage. delivery, erection and bracing of trusses and truss systems.. see ANSVTP11 Quality Criteria, DSB-89 and BCSI Building Component j 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa.. FL 36610 378 348 1 5x4 11 4x4 = 3x8 MT20FiS II 04 =4 LOADING (psf) SPACING- 1-0-0 CSL TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 10.0 Lumber DOL 1,25 BC 0,52 BCLL 0,0 ' Rep Stress Incr NO WB 0.38 BCDL 10.0 Code FBC2014ITP12007 Matrix-M) DEFL. in (loc) Udell L/d PLATES GRIP Vert(LL) -0,02 5-7 >999 240 MT20 244/190 Vert(TL) -0,05 5-7 >999 180 MT20HS 187/143 Horz(TL) 0.01 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=974/0-4-0, 4=788/Mechanical Max Horz 1=57(LC 8) Max Uplift 1=-226(LC 8), 4=-209(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1209/272 BOT CHORD 1-8=-284/1081, 5-8=-28411081, 5-9=-284/1081, 4-9=-284/1081 WEBS 2-5=-229/992, 2-4=-12331324 Scale = 1,23.5 Weight: 40 lb FT = 20 Structural wood sheathing directly applied or 5-1-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind. ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft: L=24ft, eave=oft, Cat. 11, Exp B: Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 226 lb uplift at joint 1 and 209 Ib uplift at joint 4. 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) 496 lb down and 130 lb up at 1-0-12, and 496 lb down and 130 lb up at 3-0-12, and 496 lb down and 130 lb up at 5-0-12 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 (plf) Vert 1-3=-30, 1-4=-10 Concentrated Loads (lb) Vert 7=-496(B) 8=-496(6) 9=-496(B) Printed Copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mit-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before usethe building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracang is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems. See ANSI/TP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312.. Alexandria, VA 22314. 1 Tampa, FL 36610 PLATE LOCATION AND ORIENTATION 3/4" Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss h and fully embed teeth. 0-1 For 4 x 2 orientation, locate plates 0- ",d' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. loons vary but reaction section indicates joint Ft number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System General Safety Notes 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362. ESR-1397. ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek} All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSVTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ff. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures atone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. cw City of Sanford Building and Fire Prevention Product Approval Specffic Pennit# Project 2 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 neoVnnnnend 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 beobtained at . The following information must bgavailable onthe 'obmitefor inspections: 1'l[ his entire product approval form Category / Subcategory Manufacturer Product Descqption Florida Approval # include decimal) 1. Exterior Doors Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Roll Up Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 174992 Horizontal Slider Casement Double Hung Fixed MI Windows & Door's 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 Mar7ufacturer Product Description Florida Approval # including decimaQ 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FI-13223.2 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 Underlayments Warrior Roofing 15 and #30 Roofing Felt FI-2346.11 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other I une 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signat Applicant's Name Please Print) June 2014 Florida Building Code Online Page I of 4 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications F5C Staff I BCIS Site Map Links Search Product Approval USER: Public User Menu > ProductIt > i --LJ5L > Application Detailr P'71,3 FL # FL8871-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Handcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E, the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. 1 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Standard Yearr ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTME84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Florida Licensed Professional Engineer or Architect R-/ _Eoutv of STANDARDS Ialpd' http:HNv",-w.floridabuildin9 or(,!-r/pr- app dtl.aspx?paran-i=wGEVXQ\AtDqt 3 Wa 2nHrp... 9/13/201761P Florida Building Code Online Page 2 of 4 Wa ON Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method I Option D 10/13/2016 12/13/2016 10/21/2016 12/15/2016 FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes F 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 TU§E/ L-n, specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 1 8871.2 b. "ClassicCraft" or "ClassicCraftI 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 FL887.1 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 P7 AE ( - -E)4 71.2-df specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 1 88713 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 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 ELUZ! R 7 a specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of 'T' part numbers for these sidelites, which have been stained or painted within six months of installation,) Note - ASTM E1300-98 utilized for areas inside the HVHZ) 8871.4 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 EL8871 P7 H ajINST 887. 4 of 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 LIL-88-71EILJAF--ia_ specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of 'T' part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.5 e. "FiberClassic" or "SmoothStar" Series TO x 8'0 "Impact" Opaque Fiberglass Single Door (X) Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes T 71 5 pff 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 F71 P7 AE ial EVA' a71.S.Qof Created by Independent Third Party: Yes http:// wNA-w.floridabuildin,-.org,lprlpr_app_dtl.aspx?parai-n=wGEVXQ,A,tDqty' )1j Wak2n-Hrp... 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 "SmoothStar" Series 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in Hill Yes FL8871 R7 LI_LgjjN[71.6.f 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 6pdf 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 8871.7 g. "FiberClassic" or "SmoothStar" 3*0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes 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 ELS871 R7 AF (a)_E AL 88, 1.7.pdf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "Y' part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.8 1j h. "FiberClassic", "SmoothStar", 60 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) ClassicCraft" or "ClassicCraft Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes LLaaLl R_/ If4ST_.Bj7I_8_&f 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 specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871,9 i. "FiberClassic", "SmoothStar", ClassicCraft" or "ClassicCraft 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with Sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 P? Approved for use outside HVHZ: Yes Verified 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 ELaa7 _R7 -A specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions, (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "Y' part numbers for these sidelites, which have been stained or painted within six months of installation,) Note - ASTM E1300-98 utilized for areas inside the HVHZ F-7c HE C .,yin„{act U5 :: 401 Blair 5tone. Road, jp.II h s F '4 Phone: 85Q-487-1824 The State of Florida is an AA/EEO employer, copyright 2007-2013 Siale QLFl9,,qL, :: Privacy Statement RgLyilna m nt Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850,487,1395, -Pursuant to Section 455,215(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 YQu CIO 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, ES., please click here . Product Approval Accepts: 7-1 :l 07M E.- " http://,A-",Nv.floridabuilding.orc,/pr/pr app dtl.aspx?param=wGEVXQAlDqty')IiWak2nHrp... 9/13/2017 Florida Buildin- Code Online Page 4 of 4 Safe http:,Ilw-xAr\7,,.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQxA,IDgty3Ij Wak2nHrp... 9/13/2017 THERMANTRU ( 9) THERMA TRU DOORS 1 1 E3 INDUSTRIAL DR., EDGERTON, OH 43517 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING J OUTSWING GENERAL NOTES " IMPACT" I, This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone' {HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the"HVH7' this product complies with Section 1626 of the Florida Building Code and does not require an impact resistant covering. 4. When used in areas outside of the "I lVH7' requiring wind bome debris protection this product complies with Section 1609.1.2 of the FBC and does not require an impact resistant covering. This product meets missile level'V' and includes Wind Zone 4 as defined in ASTM E 1996 and Section 1609.1.2.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the same as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #4 under active doors meet water infiltration requirements for"HVHT. 8. Inswing configurations and oulswing configurations using sill item #5 under the door do not meet the water infiltration requirements for the "HVIIT' and shall be installed only in non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. TABLE OF CONTENTS SHEET R DESCRIPTION 1 Typical elevations, design pressures R generol noses 2 Ooor panel details (Smooth star) 3 Door panel details (Fiber class 4 licxtzontol cross sections 5 Vertical cress sections 6 Buck and frame - 2X buck mason construction 7 Frome ancho ng - l X buck masonry construction B Bill at Maleriais &Components FRAME WIDTH 36.09'MAX. PANEL WIDTH k x = c9 t w u, s = wL` Z a O a a luS :E b N a P i O I t qt n Zo . v Z Q Z V L n dos°aa 4 OZ 9uG W O Ja OVERALL DESIGN PRESSURE (PSF) DOOR TYPE SWING FRAME POSITIVE NEGATIVE; DIMENSION INSWING 37.75" x 98,00" 80.0 80.0 SMOOTH STAR OUTSWING 37.75" x 96.50" 80.0 80.0 INSWING 37.7$" x 98.00" 80.0 80.0 FIBER CLASSIC OUTSWING 37.75" x 96.50" 80.0 80.0 See Sheet B for design p+essure fimitations. N.T.S. e : DYOS m' e: LFS 3 FL-8871.5 0 4 7 —L OF 8 n 1 41 41 43 ryj: n44 47 EXTERIOR 47 Z o J n c r y— r 1 111{t 1>> z O aD 9 O ry z INTERIOR 4b IF// 4b 42 b a a z m Z o o o 2 u0 p00. 9 LL a m a a` 1 HORIZONTAL CROSS SECTION 2 47 o d pz Iwo a in o 0 o o,Q 1 0 _ i 10 I n a r w" m z a o 7YP. 4 1 j3 CORNERS m o OF FANEL q EXTERIOR INTERIOR Q `- o o 0 o I 0 a 4a aj. 4Y lOP RAIi 43 LOCK STILED !_ DETAIL A -A ) !R - — - 40 DOOR PANfL V Smooth star al L a QN z 04`OC)0000 A2 04W O 0000 a 00 0000,00 n 000040 a7 Q O h 1+ ryljrY Qoo 0/000000nvn000t+-- 000O oo 1 1.53"1 o m a 000000000000000 00000000 0 0 45 a` to N i h iIJ YJLJ(..V _ 2 A CJ7 n N 0000) VQ ? o 0 0 o f Qq, HINGE STlif BOTTOM RAIi 43nN-1000000on Z 0000000 28.86%OPEN oec o0coo AREA MAX. 2 VERTICAL CROSS SECTION 05 z2 os 0 0 0 0 0 o c 0000000o 45 2 scue S 9 N.T. S . eoaooco 00000000 owo. D ctRc. er: 3 rY: 1_FSFS DETAIL A - A DRAWING NO, m Panel reinlorcemenl FL-8871.5 0 NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) snW 2 or 8 L DETAIL A -A --I 600 D001 PANELHcfns"c 0 0 0) " " 0 0 10000000 00000000000000000001100 O( 00001) 000000-1- OOc 00010 000000000000000 1000000 00000000 0()( 00,10 000( 0000000 00, 01, 000 000" 000 OcnOoeo I, nOoOonop_ EVAILA-A— Panel reinforcement EXTERIOR INTERIOR rl-- HORIZONTAL CROSS SECTION 4. 07' JYP, 4 CORNERS OF PANEL HINGE SALE 101TOMIZAIL 65)_ 28. 86% OPEN AREA MAX. NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) EXTERIOR 0 zz 00 0 4xOd 0 0 IN, 6 dkeE 0 o O: INTERIOR r2 " VERTICAL CROSS SECTION CT5122108 NJ.& Dws LFS FL- 8871.5 C 7 3 OF li z Z 0 m 0 0 n _Z U xzoQ I C, 5 o 0 0. INTERIOR 0 2 4 3 4 sEXTERIOR rZ to 011, 3'U-, WU 00ITim :ZO CU Ep a1- 114" MIN. EMB. ITYP.) 0 D D 0 3 HORIZONTAL CROSS SECTION 1 Shown w/ I X sub -buck L ;-k >_ L RIS" 0.1 F C'SINK CSINK pyp.) O 10 INTERIOR INTERIOR L Z)(LA: Z) L4 102 40 DA'T; 0512210812EXTERIOREXTERIOR14 SCALE: N.T.S. 60 - I -114" MIN 011G BY: - EMB. (TYP. DW HORIZONTAL CROSS SECTION _ Ily - LFS EMB. ITYP.) I HORIZONTAL CROSS SECTION 2 DRAWM NO quiswing shown - inswing 4 uism oh -inswing FL-8871.5 also approved also approved Cf aJ•° a Dp • i°° . EXTERIOR INTERIOR 1 VERTICAL CROSS SECTION Oulswing shown - inswing also approved EXTERIOR INTERIOR 4 VERTICAL CROSS SECTION inswing configuration see general notes, sheet t for "HVHr water infiltration requirements EXTERIOR INTERIOR VERTICAL CROSS SECTION Shownw/IX sub -buck EXTERIOR INTERIOR 5 VERTICAL CROSS SECTION Inswing configuration see general notes, sheet I for "14VHT' water infiltration requirements off; •" oy m N i ttv'• r`c'•: o m y` a can J O 'U INTERIOR EXTERI iR P o tt` ttt o n ° z U N ; o U z QZoC3 mccm i 5 10 60 \° oo E oc z t^} o 3 VERTICAL CROSS SECTION Outswing configuration see general notes, sheet I for "HVHY' water infiltration requirements INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION Outswing conr++ggwwation see general notes, sheet I for ,,HVHP water infiltration requirements E: N.T,S. W: OWS BY: LFS FI# No — FL-887 f .5 5 of 8 F Q nO, Q_ y c Nt zopvIts TYP. HEAD & L C E n m u JAMBS MASONRY TYP. HEAD & MASONRY JAMBS d o a z2 a o a n "a m d 0. OPENING OPENING E O oz X zFRAME _ Z N0 2X BUCK—,, y 2X BUCK jo as3 F cc W(n z dim OO O YyU( LLLa o man BUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB Masonry 2X buck construction v 0 N V O z c v1N CONCRETE ANCHOR NOTES: ot. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortar Joints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to m a a maintain the min. edge distance to morforjoints, additional concrete anchors 1 L i may be required to ensure the "MAX. ON CENTER"dimension are not exceeded. 3. Concrete anchor table: X. M r, U12 14 o5/zz/os °_ 2 N.T.S. awc. BY: DWS m an BY: LFS WOOD SCREW INSTALLATION NOTES: HINGE DETAIL LATCH & DEADBOLT DETAIL oruwu c ram.: 1. Maintain a minimum 5/8" edge distance, t" end distance, & t"o.c. spacing of FL-8871.5 a wood screws to prevent the splitting of wood. N sr+rer 6 OF 8 ANCHOR. ANCHOR MIN, MIN. CLEARANCE MIN. CLEARANCE TYPE SIZE EMBEDMENT TO MASONRY 70 ADJACENT EDGE ANCHOR ITW ® t/4" 1-T/4" 2" 4" TAPCON ELCO i/4" 4" ULTRACON 0 •o k!. V m l iYP. HEAD ' ir p t[3t` o °n 61 z° JAMBS rrr tint a u z o tr MASONRY c cw OPENING ? i " m a a` E czo FRAME -- 150» x 17 J a oo w z jq m IX BUCK 0 a LATCH 6 DEADBOLT DEWL v 6mN Um Zj4 Q, p _ HINGE JAMB STRIKE JAMB c a — o c7 CONCRETE ANCHOR NOTES: a FRAME ANCHORING`- 1. Concrete anchor locations of the comers may be adjusted to maintain the min. Masonry 1 X buck construction 102 Q a edge distance to mortar joints. ' a a 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to L ---- maintain the min. edge distance to mortar joints, additional concrete anchors maybe required to ensure the "MAX. ON CENTER" dimension are not exceeded. Q 3. Concrete anchor table: ANCHOR. ANCHOR MIN. MIN. CLEARANCE MIN. CLEARANCE TYPE SITE EMBEDMENT TO MASONRY TO ADJACENT BILL Of MATERIALS ITEM DESCRIPTION MATERIAL A_ B I X BUCK SG - 0,55 2X BUCK SG >= 0.55 WOOD— WOOD Z__ D E MAX, 114" SHIM SPACE 114" X 2-3/4" PFH ELCO OR ITW CONCRETE SCREW MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 3/16" X 3-1/4" PFH ITW CONCRETE SCREW 1/4" X 3-3/4" PFH ITW CONCRETE SCREW WOOD STEEL_ CONCRETE STEEL STEEL--- L N 10 X 2-1/2" PFH WOOD SCREW 11.1 _5"MIN. EMBEDMENT STEEL I INSWING ADJUSTABLE THRESHOLD (Ip Ai) ALUM./WOOD INSWING THRESHOLD (IS300HP5) ALUM./COMP. 3 5 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) 6JJT_SVifN-GCl5WTAt_THRESHOLD - OUTSWING STANDARD THRESHOLD ALUM./COMP. ALUM./WOOD ALUM./WOOD i- INSWING THRESHOLD ALUM./COMP. 7 DOOR BOTTOM SWEEP JAMB (PINE) SG — 0.42 J VINYL WOOD OAK) SG >-- 0.42 WOOD io_ WEATHERSTRIP FOAM 11 HINGE STEEL 12 iO X 3/4'PFH SCREW STEEL 13 14 9 X 3" PFH WOOD SCREW U TC STkkE_P1,Aft --- STEEL STEEL 15 SECURITY STRIKE PLATE STEEL 16 i6 _kY-T1YTFH -SCREW STEEL 17 N8 X 3/4" PFH SCREW STEEL 16- TKW_IrS_ET SERIES PASSAGE LOCK STEEL 19 KWIKSET SERIES DEADBOU M9L-- STEEL 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS W DOOR SKIN 0.077'THK. _(SMOOTH STAR_)Fy = 6,000 PSI MIN. FIBERGLASS 42 1_01' MIL BOOTH STAR COMP. 43 LOCK STILE (SMOOTH STAR) WOODAVL 4_4 HIN_GE-STILE (SMOOTH STA WOOD 45 46_ BOTTOM RAIL (SMOOTH STAR) PANEL —REINFORCEMENT 0.023" THK. {SMOOTH STAR FOAM —CORE- COMP. STEEL___ V_ POLYURETHANE_ 60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0. 1 3T'THK. (FIBER CjS Fy = 6,000 PSI MIN. FIBERGLASS Q - TOP RAIL (FIBER CLASSIC)-- COMP. LOCK STILE (FIBER_ CLASSIC) WOODILVL63- 1 64 65 66 67 HINGE STILE (FIBER CLASSIC) BOTTOM RAIL PANEL REINFORUMENTO.023-11E.JFIBER CLASSIC) FOAM CORE WOOD COMP. STEEL ME 4.56" E9 8 HEAD & SIDEJamb 5.72" THRESHOLD Inswing adploble 5.87" THRESHOLD Inswing sell -adjust THRESHOLD OutsAng standard 5.85" b. THRESHOLD inswing adjustable t-."\ THRESHOLD OutsAng coastal r, THRESHOLD Inswing LMAX. - _ DESIGN PRESSURE 50 PSF L. N. T. S. sly: DWS Fry; LFS Nm NO.: FL-8871.5 Florida Building Code Online Page 1 of 3 n`Aa fit— t+` BCIS Home Log In Use, Registration Hot Topics I Submit Surcharge Stats & Facts Publications FBC Staff I BCIS Site Map Links Search bLiLA01kd`lProduct Approval t USER: Public UserL—ir ug$_Apprpvai Menu > Product or AQ it>i Search > F,glication List > Application Detail FL # FL15332-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived w Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Reg iste red, Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R3 COI FLCOI.pdf AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://ww",. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WIdk... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/2015 Date Validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Date Revised 08/11/2017 Summary of Products FL # Model, Number or Name I Description 15332.1 I SERIES 420 ALUMINUM SGD I REINIES 420 FORCED LUMINUM SGD OXO 145-3/4"x80" NON - Limits of Use Installation Instructions Approved for use in HVHZ: No FLLS332_ R` tI 08 ')QD.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLi5 32 R AF 510807C.adf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 T_ SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL1 332 R3 II Q8 0 498D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE_51080QCf PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLl 332 R'R II 08-02248B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R_i AE 5129685.ndf PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED I 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLi5 i32 R 3 it 44 p f 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 FLl ?2 R3 AE 51296 B. df PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No EL, 5332 R3,I 02250B 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 iL 53i2R.' A4 Si2970B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332. 6 i SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX j ALUMINUM SGD I 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No 53ZRL3_ '^Q4114 i2 Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 A_51Q806Cdf PRESSURE RATINGS i Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Installation Instructions LI -,3 ._ R'..._j.i...._OR._QQSQ_1D. df Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports http:llvA rw. f loridabuilding.org/pr/pr_app_dtl.aspx?parana=wGEVXQwtDgtH85 72gx,d Wldk... 9/7/2017 Florida Buildinc, Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLI5=_Ej AE510808C,Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No F 'i QLQ 02D. df 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 FLiS x2 R3 AE S10$09C.f PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No F i_RI 8 QCQ3D glf 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 FL15 z2 R3 AE 510810C.pdf PRESSURE RATINGS Created by Independent Third Party: Yes Back " S2n,[g{551 i s I r St.ne Road,T F Ptyone; 850-487-1824 The State of Florida is an AkEEO employer. ri h i State of FI ri :: Rriv n :: Acc sibility S[a{ement :: Refund Statemen Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please Contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to Supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: wr,K 1G,.-4Y IKR m D,edf Gard Safe http://www. floridabuilding. org/pr/pi _app_dtl.aspx?parain=wGE V XQwtDgtH85 72gvd Wldk... 9/7/21017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE". 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3, 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL, WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE 1S THE RESPONSIBILITY OF T14F 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 DURA:T}ON FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS, 5, FRAME MATERIAL: EXTRUDED ALUMINUM 6063-75. 6. UNITS MUST BE GLAZED PER ASTM F1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS-RIF UI ED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4", 9, DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG FRAUD = OVERHANG LENGTH/OVERHANG HEIGHT 10, FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS, 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2` MINIMUM EDGE DISTANCE, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #TO 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 MANUFACTURERS 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, RIX TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS REvtSIONS DESCRiP110N DAIS APPROVED ADDED FLANGE AND FIN {NSTALLATION 12/i0/I, R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 0111111 /, 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028•y\GENE 9s y SERIES 420 SGD REINFORCED WITHOUT ADAPTER0 96" x 96" o 4TATNOTES OF i0-'.'OR 11011, l Sj0NA>il0, DRAWN: OriG WJ. REV lc 0$ 502 249 e SCALE 0F 10NTSp4TE10/30/13 6" MAX -- i 6" MAX 1 3i i 17" MAX O.C. 96" - MAX FRAME HEIGHT i 6" MAX 96" MAX FRAMs W101H - - 2) ANCHORS PER LOCATION SEE CHARTS FOR NUMBER OF LOCATIONS REOU)RED 17" MAX O.C. - 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING I IMPACT RATING 35.OPSF NONE SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS Rx'msrous DESCRIPTION nArT_ APFRbVro ADDED FLANGE AND FIN ;NSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART#1 WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (psf) Frame Single Panel and Total Frame Wdih (in) F"ht 30.0 36.0 42.0 48.0 60.00 72.00 84.00 96.00 tin) Pos Neg Poa Neg Pos Neg Pos Neg 84.0 400 58.4 40.0 50.9 400 45.7 40,0 42.0 88.0 40.0 55.2 40.0 48.0 40.0 43.0 39.4 39A 92.0 40.0 52A 40.0 45A 40.0 40.6 37.1 37.1 96.0 40.0 49.8 440 43.1 38.4 38.4 35.0 35.0 CHART #2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (pst) Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 42.0 48,0 in) 60.00 72.00 84.00 96.00 Pos I Neg Pos Meg Pos Neg Pos Neg 84.0 58.4 58.4 50.9 50,9 453 45.7 42.0 42,0 88.0 55,2 55.2 48.0 48.0 43.0 43,0 39A 39A 92.0 52.4 52.4 45A 45A 40.6 40,6 37.1 37.1 96.0 49.8 49.8 43.1 43.1 38A 38A 35.0 35.0 CHART #3 Number of anchor locations required Frame Single Panel and Total Frame Width (in) Height 30.0 36,0 42.0 1 48.0 60.0 72.0 84.0 96.0 tin) H4S jJamb H&S Jamb H8S Jamb H&S Jamb 84,0 5 6 6 6 S 6 88.0 5 6 6 6 6 6 92,0 L46 5 6 6 6 696.0 5 6 6 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAWN, DWG NO REV V.L. 08-02249 9 scare NTS IDATE 10/30/ 13 ISHEE72 OF 10 SIGNED: 10123112015 yXGENIT 9cP 1Vo,,6¢51 ST((,AeTEE OF`z_ 4r F10R10T; *N#" 0yA l E a 6" MAX 6" MAX i 17" MAX O.C. 96" MAX FRAME. HEIGHT a' 6" MAX 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED 4 17" MAX O.C. SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIE4Y DESIGN PRESSURE RATING IMPACT RATING 35.OPSF NO SEE CHARfS #1 AND #2 SHEET 2 FOR 07HER UNITS RATINGS 6" MAX 2) ANCHORS PER LOCATION AT SILL SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED RE'ASQNS DESCRIPPON ADDED FLANGE AND PN INSTALLATION REVISED INSTALLATION DETAILS CHART #4 ATE APPROVED 12/10/13 R L 05/03/15 R.L. vW Number ofanchor locations required SirVk-. Panel and Total Lhit Wdth (in) Frame Height 30.0 36.0 42.0 48.0 in) 60.0 72.0 84.0 96.0 HdS Jamb H8S Jamb HdS Jamb HdS Jamb 84.0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 6 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION DRAWN: DWc N0, REV V.L. 08-02249 8 SCAEE NTS IDATE 10/30/13 1 S"EET3 OF 10 SIGNED: 101231201.5 R. IL/o c, 1,0ENS,•9P TAT OF5e O. R£Y4 IONS T 112 WTI. PFY D£scPCT*. M JnPPROVEll EDGE DISTANCE - - A A©DE J FLANGE AN' f!N iNSiA TJON 12/10/13 RI. B REVISED 1NSTALtATiON DETAILS 08I03i 75R. L. WOOD FRAMING - ,_ OR 2X BUCK BY OTHERS 1 3/8" MIN. EME3f_ MENT Op s i MAX. SHIM 10 WOOD — SCREW I I E SPACE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR I I I i I I I I INTERIOR VER- WOOD FRAMING OR 2X BUCK INSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN, ENT JIN. r_ u„t uI,TANCE 1 318" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 1— INTERIOR 1/ 2" MIN, EDGE DISTANCE -- E 0 1 D wooD u'( EXTERIOR SCREWWOOD FRAMING - JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR2X BUCK INSTALLATION BY OTHERS SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 0\11111111,12 RLdfi 1900LAKESIDEPARKWAYFLOWER MOUND, TX 75028 5 yXGENS SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0yy51 ' * 96" x 9O FRAME INSTALLATIONDETAILS1 , TAT OF DRAWN.O; YC N0. REV F•:.dR1At 08 0 B S 1NA 110 U, SCALE NTSDATE10/30/13 229 40E 10 METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 1/4" MAX, N F SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR 11 11 11 11 INTERIOR SILL TO OF SET IN A BED OF APPROVED SEALANT 10 SMS Oft SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITHASTM E2112 3/4" btl! EDGE DISTA I- 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS PTv's ONS ' DESCRIMN ADDED FLANGE AND FIN INSTALLATION REVISED INSTALLATION DETAILS DAT£ APPRO'/£D 12/10f 13 RL. 08f03/15 H.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 R• L p/j// GENS" 1ip' SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96' x 96" FRAME INSTALLATION DETAILS 0',• STATE OF DRawN. owc ND. R[V 40R1AA'\` 08 B 022495(, A [ DATE NTS10/30/13 5 OF 10 1*1\\ 2 1/2" MIN, EDGE DISTANCE a 1 1/4" MIN. aQ , EMBEDMENT CONCRETE/ — 4 { MASONRY --- ° ° ° — -------- -- BY OTHERS 1/4" MAX. SHIM SPACE OPTIONAL. 1 X BUCK ETU I PROPERLY 1L 1 SECURED SSEENOTE3J — SHEET 1 I 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE. BY OTHERS EXTERIOR11 j 1 INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT e` 1 1/4" MIN. EMBEDMENT Rens Ns DE>GRIFTiQN —` — QATE ARRHOVED ADDED FLANGE AND FIN INSTALLATION 12/10/1-5 2.L REVISED INSTALLATION DETAILS { 08/03/15 RL. 1 1/4" MIN, EMBEDMENT 1/4" MAX. 2 112 SHIM SPACE MIN. EDGE UDISTANCE v 3/16" TAPCON CONCRETE/MASONRY3 BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR EXTERIOR JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATIOAI NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOP CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED 1N ACCORDANCE WITH ASTM E2112 EDGE /DISTANCE SIGNED: 1012312015 VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLC 111111"/ CONCNETEiMASONHYINSTAtLAT10N 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 N\\\'$ R• L0 1J//// 4GEN8•9LPv SERIES 420 SGD REINFORCED WITHOUT ADAPTER o 5 - 96" x 96" y FRAME INSTALLATION DETAILS TAT OFOF ; t i0 w DRAWN: OWG N0. REV I FZ{J R}OP• \ SS% Y.L. 0&-02249 B 1,\ QNAL ti1 YXSLFNTSDATE10/30/13 4HE"6 OF 10 1/2" MIN, EDGE DISTANCE. WOOD FRAMING 1 3/8" MIN, OR 2X' BUCK' EMBEDMENT BY OTHERS 1/4" MAX, SHIM SPACE REVISIONS Escp'p'l*N OWE Ar—ovE ADDED FLANGE AND FIN INSTALLATTID4.2/10/13 R, L. REVISED ;INSTALLATION DETAILS 08/03/15 1 H.L. 1 3/8" MIN. 1/4" MAX, EMBEDMENT SHIM SPACE 10 WOOD SCREWS 112" 1 M(N. INTERIOR EDGE DISTANCE EXTERIOR INTERIOR It I 11J 0 BE SET IN OF #10 WOOD F-1J 110aVEDSEALANTSCREWS 10 WOOD SCREW EXTERIOR W( )OD I L OR 2X BUCK JAMB_ INSTALLATION DETAIL WOOD FRAMING -/ OR 2X BUCK WOOoFR- AM -IN--C--O-R 2X -BUCK INS -TALLA-TBYOTHERSION BY OTHERS MIN. RENT tUUt- 0'1;HNLL VERTICAL CROSS SECTION WOOD FRAMING '6A-iX BUCK INSTALLATION NOTES I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2 PERIMETER AND JOINT SFAI ANT BY OTHERS TO RE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY N\s R. L o FLOWER MOUND, TX 75028 O'R5SERIES420SGDREINFORCEDWITHOUTADAPTER 96" x 96" FLANGE INSTALLATION DETAILS 0 FTATOF R I'D rDRAWNper•N0.0IV V. L. 08-0224 9 A 7CALE NTS DATE 10/30/13 ISHEET7 OF 10 3/4 MIN. EDGE DISTANCE METAL --- STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 1 TO BE SET IN BED OF PROVED SEALANT 10 5MS OR SELF DRILLING REW ME TAL STRUCTURE BY OTHERS 3/4," MIN_ -- EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES I_ INTERIOR AND EXTERIOR FINISHES BY OTHERS, NOT SHOWN FOR CI ARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/4" MII EDGE DIST/ 10 SMS OR SELF DRILLNG SCREWS METAL STRUCTURE BY OTHERS e REVISIONS DESCRIPI*J ADDED FLANGE AND FIN INSTALLATION REVISED INSTALLATION DETAILS JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION DATE APPROVED 17110113 -...-R, --- 08/03/ 1 SIGNED: 1012312015 MI WIADD S LLC 0 i 00O AKESIWS PDOfl FLOWER MOUND, TX 7502$ YXGENS SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 51 95" x 96" FLANGE INSTALLATION DETAILS O'TAT E fltN ORAWN. DWG h0. REV ICQR QP'•'\ V. L. 08-02249 iFS'• 0R1 Xs/ 01YAL I11111J11>> 7ZNTSD"'E 10/30/13 1s.IIT8 OF 10 CONCRETE/ MASONRY BY OTHERS OPTioNAl, IX PUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3115" TA;'C(.)N MASONRY/ CO NCRETE BY OTHERS 2 1/2" MIN. - 1EDGEDISTANCE A 1 1/4 MIN, EMBEDMENT 1/4" MAX. F SHIM SPACE 3116" TAPCON EXTERIOR IT 11 H INTERIOR VERTICAL CROSS SECTION com6R E - Tf -,-'M—A S-- 0-- AIR Y INSTALLATION IN NIT MIN. IIN. tL)Ut. U)JJANCE REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12110113 R. L. REVISED INSTALLATION DETAILS 08/03/15 1?, 1-, 1 1/4" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 2 112" INTERIOR MIN, EDGE DISTANCE II ami A3/16" IAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL IX BUCK CONCRETE/MASONRY INSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: t, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1012312015 MI WIWS AND DOORS LLC 900NDOLAKESIDPARKW 1E AYN\ " F. L 0 E Nq FLOWER MOUND, TX 75028 o 6 SERIES 420SODREINFORCEDWITHOUTADAPTER96" 96" x FLANGEINSTALLATION DETAILS j, TAT OF 0 R I'D DRAWN NO, REV 022E 08— IB011111110CAE T" 10/30/13 IS"EET949 NTS 1"OF 10 VU I-R}+.MIIV BY OTHFP 1 N EMBE APPROL SEAS) 4E HIND s w0vu SCREW APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 7/16" HIP EDGE DISTAA 1/4" MAX 1/15" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION VERTICAL _CROSS _SECTION WOOD I-RAMUd_G OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9. WOOD FRAMING BY OTHERS 1/ 4" MAX. SHIM SPACE R INTERIOR TRIM REVISIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FININSTALLATION 17110113 R.L. B REVISED INSTALLATION DETAILS 08/03/15 H.L. 1 5/8" MIN. _ EDGE DIST. TRIM — 3 1/4" MIN. INTERIOR EMBEDMENT A I MASONRY/ CONCRETE 1 BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP ti 1X BUCK TO BE PROPERLY SECURED 74 APcoN EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYCONCRETF 1/ 2" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS 3/ 4" MIN, EDGE DISTANCE TRIM 1 3/8" MIN. EMBEDMENT INTERIOR TOOK STRIP j t HOOK STRIP 10 WOOD ---= — #10 SELF DRIHING SCREW — SCREW PANEL_ EXTERIOR IR PANEL INTERLOCK EXTERIOR— INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKANOOD FRAM/NG METAL STRUCTURE SIGNED: 10,12312015 MI WINDOWS AND DOORS LAC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 1. .X ENSgcfT SERIES 420 SGD REINFORCED WITHOUT ADAPTER = *• p #' NOTES: 96" x 96" —" 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, ="fl NOT SHOWN FOR CLARITY. NAILFIN & HOOK INSTALLATION DETAILS p • T TE OF2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DRAWN: DwG N0. DESIGNED IN ACCORDANCE WITH ASTM E2112 SCALE DATE OS 021249 @ /yy 7S)VA'S XX NTS 10/30/13 10 OF 10 111 Florida Building Code Online Page 1 of 6 1 j A kZ' C ` Pi i W" o- 5N4N •: %AY4YSrbiYSa1N Y,V.S%i0f BCIS Home " Log In !. User Registration Hot Topics ':. Submit Surcharge Stats & Facts Publications . FBC Staff BCIS Site Map links j Search bLA—% Product Approval t 'USER: Public User Pro ua Aoorovai Mena > Prn, gCt_gr -A„pii tign 4edr"h > A221 io2i t > Application Detail FL # OEM 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 e Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield@clopay.com Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler 1 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FLi i4 P4 E uiy 2^v150319 FBC DASMA z` R ggliJiV FLSS279 R4 Cauiv 2SC3 FBC DA.SM,A 1acg pdf Product Approval Method Method 1 Option A http://v,,Nk,A,.floridabuilding.orglpr/pi_app_dtl.aspx?parani=wGEVXQvADgv'yVVKJZI QR... 9/7/2017 Florida Building Code OnlineI 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 7-1 a FL # Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 2051,2053,4050,4051,4053,62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ, No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.2 002 W3-09 DSIE-IA471: GD1SP, GRiSP, GDILP, GR1LP, ARISP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 49 0 Page I / 8 0 4 Description 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODE(§ W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with )L f9f cQntrt ro fLQo FLIS279 R4 C Q6_C_1k/3 ic-inq lnj(Z rf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II I01L55-Rev12 )df Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC LttLtrwith jL[o9fpL_itr a(PL tando_0 f_ in:gLj _ __- s' e n I. EL15Z2 q _R4 Cj:_ List2g Injaqtk.Ldf Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions EL L5 2 7R4 IIjL3Q52-F,6-.,0j_pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279. 3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE@ W3 Garage Door 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279. 4 004 W3-16 DSIE-1A171: 2050, 2053, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ; Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FLI5279 R4 C CAC FL15279 R4 C CAC W i tin ji"t-f Qk' "rif Quality Assurance Contract Expiration Date 05/ 21/2028 Installation Instructions FL15279_ E4 11 1 24175-Rev01L)df VerifiedBy: 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 (97' to 16'0" wide) WINDCODES W3 Garage Door Certification Agency Certificate FL152'9 R4 C CAC.._Le.. Z ' _.tt _ 11r...".. -- , FL15279 R4 - CAC W3 Listing Irtertek.10f Quality Assurance Contract Expiration Date 05/21/ 2028 Installation Instructions 11 101820- RevI3. df Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http:l' lw,N,AN7.floridabuilding.org/pr/pr-app_dtl.aspx?parwii=wGEVXQNA,,tDqv-')yVVKJZIQR... 9/7/22017 Florida Building Code Online Page 3 of 6 15279.5 1005 W3-16 DSIE-1A471: GDISP, GP1SP, GDILP, GRILP, ARISP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.6 006 W3-16 DSIU-1AI71: 913o, 9131, 9133, HDP13, 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 windborne debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (92" up to 16'0" wide) WINDCODE Ck W3 Garage Door Certification Agency Certificate FLI5279 R4 C CAC Letter with Droof of contract and nroof Int_trte.Lpdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions jL15:/_79R4 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 LLLjZZ9_E 4_,C_CAC Letttgr with i_prof ofontract QLi n W Lon Ddf EL15279 R4 C CA W Lis ing Intertek.ndf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions F 1 R4 II 04 1&8-_P_evD LVqf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 0007 W3-16 PAN-21`153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 426, 190 8 8 , 55, 15279.7 7486,55S,4";ST,6RST,4RSF,6RSF Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE(§ W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No and proof ofjnspetjga_pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL i 5,2,Z9 _R4._C Li ing., r pjgf29 _ Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 P4 11 10LIQ5-Re LLL.p_f windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: i 15279.8 1008 W4-09 DSIE-11`171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 16201,6203 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE& W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No EL_1 229 C CAC .Letter with proof of contract and nroof Approved for use outside HVHZ: Yes Impact Resistant: No EL1527c_i P4 C CAC M Li,_,tiag lntfftekdfp Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for Ft-25279 R4 II 1016 2-B-Rc windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279,9 009 W4-09 DSIE-IF471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, 1 AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Single - Car (up to 9'0" wide) WINDCODE& W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL? 5279 P4 C CAC Letter witL_pEc qfjof contract and proof Approved for use outside HVHZ: Yes gf_!jass e_ptlpa:.Pdf Impact Resistant: No FLI5279 P4 C CAC W4 ListL,2, Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://Nk,v,.rw,.floridabuiIding.org/pr//P r app ,A, dtl.aspx?paraiii=GEVXQxA,,tDqv'),,VVKJZIQR... 9/7/2017 Florida Building Code OnlineZ: Page 4 of 6 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. 05/21/2028 Installation Instructions 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, i 9201, 9203, HDP20, HDPF20, I HDPL20, 7200, 7201, 7203, 8200, 8201,8203 Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE(& W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No fFL522Ba 1 4 C CAC leg with progf f on rct an roof Approved for use outside HVHZ: Yes Impact Resistant: N/A FL15279 R4 C CA .0 ............ _'! . . ........ Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for F l5279 'EA _T p . OfIL .. windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. Services comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.11 011 W4_09 DSIUO-11<479: Canyon Ridge/Brookstone Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1_,-_?25!a4 .. ( Approved for use outside HVHZ: Yes fins .candf Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for EL152_79 P4 11 104456-Re\,01.2dff windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN-21`151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, 42B,48B,55S,4RST,6RST,4RSF, WINDCODEr& W4 Garage Door 16RSF 2RST, GDSS, GD5SV, GR5S, IGR5SV, ARSS, ARSSV, ED5S, IED5SV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No EL _152-7/2-R4 C CAC Letter with roof of contract and pLo, 2f Approved for use outside HVHZ: Yes of in-5ptqion pdf Impact Resistant: No EL15279 _L,4 !;A Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for fEU5Z:7'11__R4 1I windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279. 13 013 W4-09 PAN-21`441: G4S, GS4, Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single- G4L, GL4, GD4S, GD4L, GR4S, Car (up to 9'0" wide) WINDCODE@ W4 Garage Door GR4L, G4SV, GS41V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No R4 C CAL,t gr wi hr Approved for use outside HVHZ. Yes Impact Resistant: No FL1,5279 R4 C CAC 4LL,Lis in In e e, 4F Design Pressure: + 25 PSF/-32 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 rneets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for 111 . I ........................... r - Af F1,L1._5,.279 P4 11 103486- -,,R v08..p windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.14 littp://xA- xA,-w.f,loridabuildin(,.orcyIP r/pr app m dtl.aspx?para=wGEVXQ\A,,tDq\,',,VVKJZIQR... 9/7/2017 littp://www.floridabuilding.org; Florida Building Code Online Page S of 6 014 W4-09 SPO-21`449: Grand Harbor, Stone Manor Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.15 1015 W4-16 DSIE-1F171: 4300, 14301, 4310, 4400, 4401, HDG, 1 HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-1F471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED21_P, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.17 017 W4-16 DSIEO-11`479: Coach man/ Settlers/Affi nity 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-1F171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 6200, 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 FL1 2279 R4 C CAC Letter with proof of contract and Droof oP.ins talon. df FLI 279 R4 C CACW4 Listing lntertek.L'Of Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions F 7 R4 tI 1 4 -RevO f 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 (97' to 16'0" wide) WINDCODE& W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of con tr t nd p of Qf inspe ti-on pdf FL S2'4 R4 C CAC W4 Listing Inttqgk p t f Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL)S273_R4 II 101481-B-Revl. f Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (97' up to 16'0" wide) WINDCODE& W4 Garage Door Certification Agency Certificate ft_:15_279 R4 C CA Letter wit goof of contract ndproof f, ins 2ecti_on,.pdf F_L_]- 7 R4 C AC_ W4 Listin In rtgk_pctf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104029-B-Rev03.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga, min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE(_P W4 Garage Door Certification Agency Certificate FI F 79 R4 C -,A 1-Ofter with proof of contract and ro f of in_5pection.odf EL152Z9.-_F4_C.-_CAC 6J4__Listingant rtek,_ndf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL` `7 R4 I] 1 `146-R of Za f 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 (97' to 16'0" wide) WINDCODEC W4 Garage Door Certification Agency Certificate FL 527 R4 AC Le ,er mthjKagf of con rac -nd proof of ins ect(m_pdf FL1_ 279_F4, CCkC_ W4Listin _InY,P.,rtek,_pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL.1,517q.._R4_..II 14 T6seKe:1'Ql pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvvtDgv-yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 6 of 6 I comply with the impact resistant requirement for windborne Evaluation Reports debris regions (ref 1609 1 4 FBC) Created by Independent Third Party: 15279.19 019 W4-16 DSIUO-IK479: Canyon Ridge/Brookstone Double Skin Insulated PUR (exterior skin 27 ga, min.; interior skin 27ga. min.) with Overlay Double Car (97' to 16'0" wide) WJNDCODE W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with Droof of contract and proof Approved for use outside HVHZ,* Yes of InjA,,LLiLn_pL' Impact Resistant: N/A cL k d . _jEtt LQ_p_ 5JI527U f 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 FLt,52701 R4 11 104457-Rev02 pOf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1A FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-2FI53: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GR5S, GR5SV, AR5S, AR5SV, ED5S, EDSSV Steel Pan (min. 25 ga.) Double -Car (97' to 16'0" wide) WINDCODE6D W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No E_L15_2L R4 C CAC Letter with proof of contract and Droof Approved for use outside HVHZ: Yes Qf_in— I n f Impact Resistant: No FL 15279 P4 C CA W4 Listing Tn_eqe .df Design Pressure: +24 PSF/-24.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for LLI5279_R4 11 101711-B-PevI52ff 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 a '0 40 Page 1 8 F---Ek F-.t Zt2Lg!o,n Road. in iPhone: _Uk-4k7-j§2_4 The State of Florida IS an WEED employer. Coo—ght 2007-2013 State of Flort., 'atgLaent :: :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. 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 455, F.S., please click bgre Product Approval Accepts: U 0* E M Cfe0it Card Safe http:// WW'W. florid abui I ding org/pr/pr_app_dtl. aspx?pararn=NvGEVX Q"-tDqv' )yVVKJZ I QR... 9/7/12017 TARRIAGE MUSE' RAISES Pon oms DOM N®ELS as CA Tz GA On CUPAY GRSS. fiPSSV, OALIDIT' @15S 6A5sV DIESARTISTRY' ARSS AASSY VICA' CARRIAGE MM' FD52 RSSY mR 1ElT#iT I EEtT , 6 V-RMIS u®1 YIDiN i 1l DATE 1 DESCRIP77WI um7v 4 s rw SHEET 1 OF 2 uu 11/so/m Eo Ex1n+DEo moms , CmAs D aoPAY. NOLMM AM IDEAL 78 E STILLS (SEE T/,1BLPE fOBRp{0)f!). M IGN i (NOM9+L91RA1 A OPTIONAL OWING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION 8-8 FOR DETAILS. MAX. STANDARD SIZE IS 42-1/2'x18'. IMPACT RESISTANT OWING IS 21-5/8-04-1/8'. flI I®I ICI ICI illlf I III ICI I I i i .6 , I 11mimmomas XNE 1ICI IOWNI ICI I ....... OMIOI WDffl 1---•-'•- 1- A L OPRMLAL OVISIDE MO LOM P*WM LWL ODOR vom - /,'-0• QA34O' vcm ftksv -PWkt *TORN. 'O4SR4L NM$' SNORT AAMED-PANEL b ALSO APPROAD. 14x5/ 8" S HEE sc1HRs14" rs 4' SflT u a EMI LNRLR jag&AnnnYP n,Au MIN SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. kSIGN ENGINEER: MARK WESTERFHID, PA PIORKIA IF /48495. P. E. '. P.E. /9 1513 1F ( C G O1—o)Ga G U3K? [ I(U!(C ii G iJ 8 10 UPDATED MODEL TABLE 14 1 12 ROASED YIRR) SPEm TABLE FOR ASCEI-10. 13 4/2012 1 ADDED RiPACT msmANT DPiION. If DENSITY POLYSTYRENE FOAM INSULATION 1- 5/18THICK WTIN VINYL HAIRCELL HACKER (INSULATED MODELS ONLY) 25 GA. MIN. GALV. STEEL SKIN WITH A BAKED -ON PRIMER, AND A BAKED -ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. eR OOML Lms a angas YN[ amol town LDA YxF uYAwe YANo stets +aam mw rccalmla m nR aLSLDI suano ncc aR »E oID,+RIaoL awDw toot fAxl® a ram-1of = Fauc.RlR onmBm 0 DM b AM ROM 1LAL MD T03RI0 M ACWIWMR fIM NBE ELOVCMARG! T' A OIWRm Omy®a MR IN, m IRO MS OAT 1. c.a A{.D RC l.0 1 A WEAN mtxr NDOR Clopay 85 DUKE DRAVN ri, Building ProductsMASON, ON 4504 45040 ,ucCompany (513) 770-4800ExED RT aq.y C.P—fttl AN Right. RAANM. MWW SECDOti A - A (SIDE VIEW) I L- 2' THICK 3' TALL U-BAR 20 GA GALV. STEEL MIN. YEILD STRENGTH: 50 KSI T 12 GA, GALV, STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) 114x5/8" SHEET METAL REWS. 14 GA. GALV. ROLLER HINGE. EACH HINGE FASTENED TO END STILES WITH ( 4) #1415/8' SHEET METAL SCREWS AND (4) 1/4N3/ 4' SELF TAPPING SCREWS. SEE NEW W. D\ 3' TALL x 20 GA. GALV. STEEL U-BARS INA 2-1-2-1 PATTERN (I.E. TWO V-BARS ON BOTTOM SECTION, ONE U-BAR ON NEXT SECTION, ETC.). EACH U-BAR ATTACHED WITH (2) 1/4'0/4' SELF TAPPING SCREWS PER STILE LOCATION. 13 GA GALV. STEEL BOTTOM BRACKET, ATTACHED WITH ( 2) /14x5/8' SHEET METAL SCREWS. ALUMINUM EXTRUSION dl VINYL ' WEATHERSTRIP. DESIGN LOADS: + 24.0 PSF h -24.5 PSF TEST LOADS: + 38.0 PSF do -37.0 PSF WVD0IRATDG 1LAx. DLKIR S72E, 4 16'o' w x 16'0'H sESLxtPTm' CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 16' W +24/-24.5 PSF mAwm NULBE7D YETx Sort PAEL R - N®FL Y 11 TAARRA E I w RAISED PAEL DOM DOORS ROM, ES" 0 DA M ET.T'RiOA.LERT ODDS, N193 051V, amV IaUARTEIRT' AM I ASSV DFA' EDa3 EDSSV mm K7FA4T SECTS 0 6 L`WS w TO 71P A D 7/D•al' W lCRDNS ON C4 CFNTEAS. f-1--/0 O.O. eALDA 201T!@D, LAD 3' 7 9' SCIA11'7 LMT 8E COCAIERSLMI (NR SENT DNVORD) m PROS A FUMH 9TP T AYb 4 9 HOEMTNO SRRfA4T. 10NZONTAL .roES W RIOT' TRMNSER IDb. 79' m 1113E 7 O 124E TO 1A1FU10 0 19 9 14 7/YaY StiEK N1Pi0R OCLTS M 30' a1f03 (]A00 POI W OM.7 CA la 10 13 1N%IfAO NLIAAED #TIN AtEW ANCHORS. OR MN six IE339' w 1/4'1l' TAP" SM" ON 17' COMM (2.000 PSI WR. NROIECTE) OR 9' DORM (C-oo BDW. 1. 0.0 YILAERS REWIRED RTRI TAPCOMO. ANCHORS MRF K CONNIEASLINM (d7f iqi REOIAffD) m FRMW A N15N IIOI.RITRW SAVAAE. INR@CTAL dW8! DO NOT TRAINER LOAD. REFER TO a,,," 705-101. A LICENSED OES9N PaausroRML MAf ALAI BE EMNDAID m APPROAE KTFARAE FASTENERS AD/m AAIS WREI0LRM1fDE. PIR9iWiV10!! 6' .SIRS m DIIET4 STOP MONADRN R DDOH 1ISTALDI (m Sm 24 YEL10R 4RE AAANB /- 20 W W4 Mlv. vm Im SIRE I20 G G4Y. STEEL MEL SRE SHEET 2 OF 2 MM Ow a/N11-0/D' VO ICMEM D F.q 1 18 M DALY, HIPM E" PEI 1RAC( aRYCEi. \ 1RiaC FAa1DRD m STILES L0. PDDAE PVAMIT (1 1HD/0' SNET IMPACT RESISTANT ASSEMBLY DETAILS FOk ONLY PERMARC E FERA r SAY. a1Ea . TRACKK 1TENNLD m FA a D LY. —AE FIO sRo[ DRAINING 10171 1 -A tt OA DY.v. sTEFl 1RMCIK eRAa2Ri rASIEan m ETID St#LS A11M {A) 1: TRACK CONFIGURA't10N tATNF 1 A Aron BR A IAns /1Aaa - NEST BETA ASIDFS AD (4) ABOVE 311E DOOR OPENMG SECTION B-B (IMPACT -RESISTANT GLAZING OPTION) oR TED t/A• DY. N1m t/sal/A. aLIE TlP4RND saveRs. DOES NOT AFFECT THE NAND u9E TF ST tO OR NYLON T 51ER Stm RouLT AfnN LOAD RATING of THIS DOER. Stilll. oR NYIDN TIRE 1tOND0" TASCL R CID S ERySpyDOORINSTALLER (m sDTO IV MOS AD UEDEAMOIRADIODOWK —tA— myMPPORE ITCH DCIO TAESR-N NSM. (417— iRAE AD FAtlDE). LHR TOP BamTEO[71C1 Of TE SFPORiNO 51RVCMK anon SRLL K TK G OALY. Still EL.AO SMAIW lAE /ISREWONSIORMTpjcnm ADTOirDIEFRORSSIONA. ALCOMSIACF NiNM01 OaUSWIf NERUDM OWtV00wH i i& WWS )/1.D/ WH a• 1 PDDW AlIEVISLISTEDONTKDRARNO. RL K SNAR SHED( eEFl SKN AD rwmaISSN KISOw-PRIXNtR11ClAPOD!T1gNE T ANR fA4TENm m TRW RIM allMCMDwIAcw (10) /R n S/f' PA 1ElD AMQR[ sCRRs. , 6A. Y. STEEL TiRACIC AvR:: aAmn l . L. W TEAGR rPICIMSS, AEC• IMPACT -RESISTANT CONSTRUCTION: SXz SOLID DOGS ( SEAR OIAZRA) C1 t100R! TRM OPDDHA, IPMf-PBSWIT W1I7/0 AE TTY. 7-t/Ya C EI 6Yv. aiSFl iMON S4CNET. SPACT-RESSTAM. OPigN4 0LWIEN-HORDED POLY"FaR aNIE DIOM FIRWE NEf (1) TRACK 8RA4tEii PER SR)E. OUDNO S CE LDMN SOC V, A AP RAAED CCZ PLASTIC N ACCOROAPCE RRN - — SD/IpO 3D00. NDiDIDI awn Asa THE DIRRE DOOR Algi10.T MliAl1E0 N WIAPIllJICE 1RRi T16 SECTION ilFEl9 TK Aim AvuASF tl M LOADRE"4 M! OF TIE FLORIDA BLUMO CODE AND DTim1ATONRI N"M IEIDED. CODE NID EDDIES TIE RPJCf-RESSTAM REOUAEMDO! iREZ. awfm ID FDC/1901 STANDARD ASSEMBLY DETAILS DRAWING 101 71 1 -B SECTION B- B (NON -IMPACT RESISTANT GLAZING OPTION) FROW FRAME TENT O.Y. COAmq ON OUTSIDE SRRAM NOTE TIMT FTOR FRAW 6 IEAAIDRORDR TON M'ACF-: 4 iAlf FRWE W MOLDED 1NOEE UTE MANOR. / A• PAN HEM SCRN. STANDARD ASSEMOU CONSTRUCTION: OPiWN+l SS4 O58 911 1 ACT1aLC ITES AYMANL OP"DWL JORTI/C S PSA%am SPIN OR WCTE DP APPROVED CC3 PLASM N ACCONMNCE ROM SC/FW AND. TE WIREDOOR ASSTCELT DMALLM N COMPSWME ARTH TRS SECRON MEETS TE w0D LOAD MEWFDYENIS OF TE nDRS)5 NADRw CODE OR N1EiMA1M wum CODE sm 2mm- g IEEE TK OAACT RESSTAIO RECARIIDrt FOR Ow000NE DORMS RED" REF. cmrrm IS f0C/10c). ETNYNFIR NARK WESTERFELD, P P.E. 4D495, P.E. /13RJ2, P.E. /91513 I H GR0D) F"I,I,Ic{-?10(" Z Clopay Building Products ("& e( LS T'nrrA — (513) 770-48W 9627 MRRCNTAL TRAM SIAPORT m DOOR PWALLER (TO w OOHS OA1R r TALL M SAY. SIFI. AO DRACET. mR 1 EApI fASiENFD m m)OD avA TRIN 7) 8/1e•.1- a/rs' WT SCRETIS 3 1. OILY. STEELiRACt. TRACK T 01043S .ODD' 3p NA 1 , SWDLE ( OLpPEMI Ott r TtiPlR ROT TODLO® 70' D.F f am' DOAIR M OR GS FOR 1• 12--0' NCH, TRACK ODKIWIDXEED RR+nIRAI SPACIAO PROVIDED. OWSIAT MCMIRT FOR TALE DETAA E RED i vz• DESIGN LOADS: +24.0 PSF h - 24.5 PSF TEST LOADS: +36.0 PSF h - 37.0 PSF DSLOAH RATDG W D® SUE, MPC: PAN-2F153 W 4 16. 0'w N 16.0'H MATE, 1/3/87 DESCRIPTE(TA CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 16'W +24/-24. 5 PSF SAWN BY, JAC iRJISERR YETN 3fxDRAYINOD'T Mww B to1711IBC Florida Building Code Online Page I of 3 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff 5CIS Site Map Links Search Product Approval USER: Public UserdbLWr t, n --, t > Application DetailA > A 11 FL # FL17499-R1 Application Type Revision Code Version 2014 Application Status Approved Approved by DERR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified by Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlingergmiwd.com Brent Sitlinger bsitlingeroo,miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M, Urich, PE Validation Checklist - Hardcopy Received RADIJAALd AAMA 506 AAMA/WDMA/CSA 101/l.S.2/A440 Method I Option A 07/19/2016 08/05/2016 08/OS/2016 Year 2008 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?paranl=wGEVXQappdtl.aspx?param=\7,,GEVXQAtDqtCUG(,,NjQiz6BP... 9/7/2017P _ 11 Florida Building Code Online Page 2 of 3 ra Summary of Products FL # Model, Number or Name Description 17499.1 i 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1749 R1 MI Windows -_1&j_5HFinL1rn )act Approved for use outside HVHZ: Yes Impact Resistant: Yes El-_12499 _EjQQAQt Windnw.s 1$5 StLLFin Impact Design Pressure: +S5/-55 Laj_pdf Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C Windows 181,,E-_H,jfJaiMe1Impact bedded in Pecora 896 sealant. CAC MI Windows - 185 SH 'Flaneimoa L5)- PAf Quality Assurance Contract Expiration Date 10/ 10/2018 Installation Instructions FL17499 R1 11 08-02544A. df Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports F L-1-17.2q_91 3.,,' 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 185 Approved for use outside HVHZ: Yes Impact Resistant: No FL17499. p Design Pressure: +60/-60 FL17499 R1 C QAC MI Windows - H Fi f Other: R-PG55 FL17499 R1 C CAC MI Win w - I S "H fF1'—% (Qndf Quality Assurance Contract Expiration Date 10/09/ 2018 Installation Instructions FL17499 RL 11 '08_-_N-)4QA,_pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports F L 1 71 q Created by Independent Third Party: Yes 174993 185 SH 36x84 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: Yesdf Impact Resistant: Yes FL17 A9 RI _C 9_ DesignPressure: + 55/-55 PonQ.pff Other: R- PG55*, Missile Level D, Wind Zone 3. Glass to be FLI 74_9q RI CAC MI Windows 1$5 $tj Flan ehLrn2acj bedded in Pecora 896 sealant. as -S1 i (Flame) Impact 4).[2d Quality Assurance Contract Expiration Date 10/17/ 2018 Installation Instructions EL11429 R1 II 08-02L4-A_p f Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FI-17499 RI AE 513321A.Qdf Created by Independent Third Party: Yes 17499.4 ! 85 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ,. No FL17499 R 9-47-R0 185 Approved for use outside HVHZ: Yes Impact Resistant: No FL17499 PIL( tC MI Windows -185 SF tFinl (11.odf Design Pressure: + 60/-60 Other. R- PG60 FLI 7j22 R I _QA( MI Wind I ',H FI ri LLO),pcif Quality Assurance Contract Expiration Date 10/08/ 2018 Installation Instructions FI-1 1:,71499 R i 11 _Q ;Z-54aA df L _ _pVerifiedBy: Luis P Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports F.I. L111499 R., -1 A-f 5 _f Created by Independent Third Party: Yes 17499.5 1 185 SH I 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass 1-ittp: ll,ArvxAN-.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wC3EVXQw,tDqtCUGgvjQiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No F 7499 R1 C CAC AP ' 1-' 9-47-RC 1 SH iFLG evaiver;.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FH17499 R1 C CAC MI Windows - 185SH Fin} 13 df Resign Pressure: +60/ 60 F.:..rZ4 °_.. =._ _.CA.C._M)I Windows.._.-.. Other: R-PG60* F a94 R1 :,CAC MI Windows i$ SHE LLLLpdf Quality Assurance Contract Expiration Date 10/ 17/2018 Installation Instructions FL17499 Rt.II 08-C2550A.p4f Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL, 1749q,__R 1;AE __51332SA,pdf Created by Independent Third Party: Yes I 17499. 6 1 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/ SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1741 2_Rt CAC MI Window Q ' H Triplg Fin' Approved for use outside HVHZ: Yes j3):pdf Impact Resistant: No FL1749 R1_ C _A MI Win ws $9 aU Tri le Fin HPdf Design Pressure: +50/-50 Other: R- PG50* FL174a Rl C CAC MI Windows 185 SH Triple (Flange) jn),pdf FL17499 3 CAC MI Windows - @ SN I . Fian j d f Quality Assurance Contract Expiration Date 10/20/ 2018 Installation Instructions FI 17499 R1II 08 02548A.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL174_g_ h1_.,_AE_,_.1, 324A:pdf Created by Independent Third Party: Yes 17499.7 18S Twin SH 106x72 Fin Frame IG/SG Single Hung 10Sx72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RII C_AC MI Windows - 185 SH Twio (Fin' Approved for use outside HVHZ: Yes Impact Resistant: No FL174 Q RI „C_CAC MI Windows - i SH Twdn Fin Design Pressure: + 45/-45 4 . idf Other: R- PG45 FL1?49. R1,._ _CA, _MI_GrindowsT__ SH_Twi.nFlange i 3}, pdf F 17499 PL C CA MI Windows - 18,E SN Twin LELar e iLRd f QualityAssurance Contract Expiration Date 10/20/ 2018 Installation Instructions FL174_aR1_.. IIQE,_02547_A,pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FLl 974 9_, j AE513323A.odf Created by Independent Third Party: Yes Contact Us :: 2¢ lair, Stone Road. TallahassQe FL 32„'t,24, 24 The State of Florida is an AA/EEO employer. Cooyf tit 2007-20jj State of Florida.:: ri :: Accessibility Statement :: f;,gfymd Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, Contact the office by phone Or by traditional mail. If you have any questions, please Contact 850.487.1395. `Pursuant to Section 455.275( 1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S, must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. however email addresses are public record, if you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F. S., please Click herre Product Approval Accepts: 911 .t vf£' W. Card Safe http:llwww. floridabuilding. orgllprlpr_app_dtl.aspx?param=wGEVXQwtDgtCUGgN jQiz6BP... 9/7/1_017 401 F j i : I ^ l f ; I i j L P, TG ij T 7nivp nil fj too C lu PiRnTIR CJ1) i—I lk.+, " W1 j,"TT I ii p! Ailit J)"K ONa"n r M A K; 7 w A I P Ci Yin Qs 40 Fv hfp ji4cm, Vic t' lAl 4 A mUn Ay Y"A QAIL U V" 3t nATA 51 w4ow, K " ok%N 007 HU RP AN Ono r 1 Hi f , -- c T JoU!, P v V, IV! Jf 4An MIT I PQjq n VHH AmU'Vi I- I 4, PQ Awwwo 4 Q P jqvwr, Q A "I wox by ow , "N 40 v Ar f 1 Fk"o 40-017 17 I vl A W 0 4 p Q! , AWN I No mw P& 4 No w Kilt n Cm M I FT? <IU j!"j ?Qsj K TED !4 y GAO LW" - a M17 ogjnD rgv wn ; po C I iN womw Ew vml wa nwwv T q 1 A" )WON A CA 4 fm, C p,_ FAM Y 11 1 K" A"'id v" AQ=N ! N i, (4` A„ 10 dA "MIX" 110% A 0 VWMRQ AKM L U m" i,m m P"if- IN; , AAA it A 1 4 * _1,1 1 I%`N t ',,UI,:o4 [I ""i * 1; vilvAim [00 No* u0m f, A, I" 11D_r] GO fF_OI.1_ II-11;'T'Ai "1, mV 2 71: AV V,joly p,01T Yok to! iw" L pwwx.. M Q U&N A nOmPTIS AV, T h f4m,"j 11'1-41i JIll iIII'l nI%r,i I ;,! IN.' A!!_t.,, 1% Al,`,1011 umakyn myn"ImN amornw; wa Am me: WN wl T M 0 10 K in UTHWHA Aup- 'ON! 401 %up! 0 ?PA) Ql wvwmy +A QH 1 D & Wy P" AwH IV on, 0 V""j an wit'l r. M-0 5- 174J"PR TIFF PI !Olin n -33-ln 5?KC J VI WINDOVVS AND DOOR' S 650 IV SE MA'< Kil SIP1,FI GRAIL PA 1=0037, 0 SERIES 185 ALUMINU,4 SING HU,14C. JiNGQVJ 52"X84" NOH-IrAPACT NORS TS 1"i 12109114 1 OF 14 SIGNED: 0711212016 41 1 I t Eye7, 1 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE & FINLESS INSTALLATION FLANGE & FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART #1 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART Al FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE HARDWARE SCHEDULE METAL SWEEP LOCK Al 8" FROM EACH END INTERIOR MEETING RAIL BLOCK ANDTACKLE BALANCE ATIAMBS 4Fr CHART #1 UNITS INSTALLED WITHOUT FILLERS Number o1 anchor locations required Frame Frame Width Qn) He lght 18.00 24,00 30.00 36,00 42.00 48,00 52.00 Qn) Head Jamb Head lamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb 24,00 2 3 3 3 3 3 3 3 d 3 4 3 4 3 30,00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36,00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42,00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48.00 2 4 3 4 3 4 3 4 4 9 4 4 4 4 54,00 2 5 3 5 3 5 3 5 4 5 4 5 d 5 60,00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 65.00 2 5 3 5 3 3 5 4 5 4 5 4 5 72. 2 6 3 6 3 6 3 6 4 6 4 6 4 fi 78,00 2 6 3 6 3 8 3 6 4 4 6 5 6 84.00 2 5 1 3 1 6 1 3 1 6 1 3 1 6 1 4 6 4 7 5 UI WINID A i AND DOORS b)0 'h'ES1 MAFHES SIPEEl r 2A?Z, LA 17050 10,5z"U' SiLRIES 185 kLLIM1NUM SIN,;Ll HUN(3 WINDOW X84 NON —IMF AC i FLANGE Fs FINLESS G EVATIQNS N.G D8 E>?546 IlTS "' )2/09/14 " 2 OF 14 SIGNED: 07111212016 R. Iito 41 ATE 5 STFF ry-Z r 40 0R x 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE 8 FINLESS INSTALLATION FLANGE & FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING = IMPACT RATING 60.OPSF NONE HARDWARE SCHEDULE METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS CHART #2 UNITS INSTALLED WITH FILLERS Frame Frame Width (In) Height(in) 18.00 24,00 30.00 00 42.00 48,00 52,00 H-d Ja mb Head Jamb Head Jamb Jamb H-d Jamb Head Jamb Head Jamb 24,00 2 3 3 3 3 3 3 4 3 4 3 4 3 30.00 2 3 3 3 3 3 ri 3 4 3 4 3 4 3 36.00 2 3 3 3 3 3 3— 4 3 4 3 4 3 42,00 2 4 3 4 3 4 4 4 4 4 4 4 4 48.00 2 4 3 4 3 4 4 4 4 4 4 4 4 54,00 2 3 3 5 4 5 4 4 60,00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66,00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 7I.00 2 6 3 fi 3 6 3 5 4 6 4 6 4 6 78,00 2 6 3 6 3 1 fi 3 6 4 6 4 6 4 6 84,00 2 5 3 6 3 1 6 3 1 6 1 4 1 6 1 4 6 4 6 W talP>IDYI/S AND DOORS 6)0 >vLSI MARILJ! SIRFET U AT7, PA 17030 03i0 SERIES 185 LUMINUaA SINGLL HUN; N;NDQW 2 ;X84' NQN 1IAi . ll FLANGE Pj FINLESS E_EVATJONS f<, N.G. 08-02546 A NTS "" 12%0:3114 '"" 3 Of, 14 SIGNED: 0711212016 2 7/ CHART#3 W. bt,, of anchor locations required J frame IF—. Width {in) I* ight (i) 18.00 2400 30,003" 36.00 42.00 1 48.00 5zoo H & S JJ—h H & S J.zh SH & S Jamb H & S Jamb H & S IJ-1, H & S IJamb H A S 1.1-1, i• 24,00 3 3 3 3 4 3 5 3 5 3 6 3 6 12 If I 11 F, 30.00 3 4 3 4 4 5— 4 4 1 4 6 4 6 3 4 36,00 3 5 3 5 r-4 44 5 5 5 5 5 6 5 6 5 I1 4200 3 5 3 5 44 5 5 5 5 5 6 5 A 48,W 3 6 3 6 6 5 6 5 f, 6 rl 4.00 3 3 6 4 6 5 f 5 6 6 f, f; 11 60.00 3 7 3 7 4 7 5 7 5 7 6 7 6 7 66, 00 3 118 3 8 4 8 5 8 5 a 6 8 87200383848r, 74 t 3 9 4 9 84.00 3 9 3 9 4 9 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART #3 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART#3 FOR SMALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING i60.0i,w- NONE HARDWARE SCHEDULE 2) METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL 12)L=BLQ K AND TACKLE BALANCE AT JAMBS SIGNED: 0711212016 k1l6WINDOWMARKI'SANDDO ORS 50IN tSI T R, L 0 Nq G R41i, PA i i 03 0 - 0 5.7 0 Z: o 5 SERIES 185ALUMINUMSINISLA, IWW" W I 'A D 0 W 52"X84" NON -IMPACT FIN ELTVATJON STATE OF R 17/ YA NTS 12 /0 /1 4 O- 14 v c F f— s._. ., ..._ r r i i INTERIOR IN — ce -777-7777J' j 1 Vjw Ij f t91t EXTERIOR I ° . A JAMB INSTALLATION DETAIL i s.. 3..__ _ INTERIOR i tIi WOOD FRAMING OR 2X BUCK INSTALLATION EXTERIOR ( EXTERIOR j,` INTERIOR t > INTERIOR k T - i-it111 7 Y L I — I I F I c i IIk4 ;,FACE- t I JAMB INSTALLATION DETAIL X•{ faE ftS METAL STRUCTURE INSTALLATION SIGNED: 0711212016 VERTICAL CROSS SECTION t M1i5ININD0`06 AIND I11I11 WOOD FRAMING OR2X BUCK INS TALLA TION VERTICAL CROSS SECTION MOORS i;)i 2i METAL STRUCTURE INSTALLATION GNAIZ, PA 1 030 0 37? y /G,E2NSS. NOTFS: SERIES 135 ALUMINU?t, 5MGI L !'UN = WiNDOW' i2"X84 NON-1'd1 AST tm1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOI SHOWN FOR CLARITY. FLANGE INSTALLATION DETAILS + FILLERSiT)-I ()T qq _= 31 StAT OF .tom 2.FEMME TER AND JOINT SEALANT BYOTI IERS TO BE DESIGNED INACCORDANCE WITHASTM E2112 N G. Chi-n75n,6 j ONA1 t r o /U9/t 4 J CIF 14 111164, EXTERIOR A$ INTERIOR VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION INTERIOR EXTERIOR JAMB INSTALLATION DETAIL CONCRETEIAAASONRYWSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 SIGNED: 0711212016 MI WINDOWS AND DOORS MI/l// 011R. Ma L L) S f NCIP. A I i , PA 1 M30 - G,WO U KRILS 18LUMINUM SINGLE 'NiNbOW 0 052 41 AATZ07'o FLAN( M ,7I TALLATION DCT,Ji"S IWIHOUT fILLERS TAT 441 Z ORIID- ra. c. A 0 N A I- ws 12 /Oq / 14 11-`6 OF 16 Ilfllm0 I HI 4)" INTERIOR EXTERIOR EXTERIOR f-11- J T, 171, Z y VERTICAL CROSS SECTION WOOD FRAMING OR2X BUCK INS FALLATION NOTES I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2, PERIMETER AND JOINT SEALANT BY OTHERS TO 81- DESIGNED IN ACCORDANCE WITH ASTM E2112 INTERIOR VERTICAL CROSS SECTION TSF UAMETLRUCWREINSTATOWq 0 At EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION ML Opi Ff UTHFF-,. INTERIOR film, pli AUC, EXTERIOR, JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION i SIGNED: 071121'2016 V1 VVINDOW'S AND DOOR", 650 M-Si MARIK" SIPFT Vt - L 0 GRAI Z 4 A SERIES 185 AL1,10NUM SiNGLL iJING 52 " X84" NON'-NPACI FLANGE INSTALLATION HETAJI-S WITH FJLL-E"S 0' TATE OFtug 751 I- N. G. 08-02546 A NIS I`- 12/,)9/7l 7 OF 14 fill VERTICAL CROSS SECTION CONCPETEIMASCNRY INSTAL LA TION INTERIOR Vr- ------- Ak EXTERIOR JAMB INSTALLATION DETAIL CONCIViEWASONRYINSTALLATION 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 Ml WINDOWS AND DOORS 65fl WLSI MARKET SIPUT CRATZ, PA 170,30 037.I SLRIES 185 ALUMINUM SINGILL HUN,", WPADOW TLANGE INSTALLITiON OFTAILS, 'A117H RLUR, T"ll IN;; 08-02546 71 NlS 12/09/14 S OF 14 SIGNED: 0711212016 EXTERIOR EXTERIOR U 71I F,4--TAl_ UGJURL fly 0-11111-fl-I VERTICAL CROSS SECTION WOOD -FRAMING -OR-2X---8-U-6h---JN-S-TALL ATION NOTES 1. INTERIOR AND EXTERIOR FINISHES, SY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT 8YOTHERS TO 6E DESIGNED IN ACCORDANCE WITH AS TM E2112 ERIOR ERTICAL CROSS SECTION l CT 0---C-TU-RE—IN-S--T-A-L-L-A-Tl-0---N- INTERIOR I EXTERIORj JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR iF Fier" T ICf EXTERIOR JAMB INSTALLATION DETAIL METALSTRUCTUREINSTALLATION SIGNED: 0711212016 NI IIPAD rr— A65VVINDOV)AkNDoi RLoMP41'/I' GRATZ. PA 030-0370 rEN*- URIES 185 ALUMINUM SINGLE HUNG 'W 1 N b ON 0 5 r NON-IMPACF AW v I x0F1 INLESSINSIALLATION UTAILS WITHOUT rif-L-ERS I AT AFT N T08-02546 1 A ONAIL 12/09/11 Of 14 77' N T-, VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION INTERIOR 7 F EXTERIOR s4 A Ll,' JAMB INSTALLATION DETAIL CONCRETEM4SONPYiNSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO 13E DESIGNED IN ACCORDANCE WITH ASTM E2112 V1 WINDO'06 AND DOXORSS 650, WL',J MMM I S I RE iP A 1 7 01 03 i SERIES 185 ALUMINUM 53IN1,3LL PUrl,", WINDOW 52" X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLER 7- 1,1111 G. I 08-02546 SIGNED: 0711212016 t r'; 04TATF0F Q i/' 11/ 1/ONAI. 111( o0\ INTERIOR EXTERIOR it VERTICAL CROSS SECTION WOOD FRAMING OR 2X DOCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 12 EXTERIOR r/''--T;q Py U INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION f- T I INTERIOR A, l t2 EXTERIOR JAMB INSTALLATION DETAIL WOOD -FRAMINGOR2XBUCR INSTALLATION 17 INTERIOR WEXTERIORA J JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 V11 Vv')NP-k0'vV's' AND DOCTS 650 Wl-ST MARKLf SIP_T 0 GRAIZ, PA SLRIES 185 ALUMINUM SINGLA. PUN;'3, W i N D 0 2'X84 NON -IMP POIFFINLESSINS'TA'LLATION f)[TAU3 'AlITH FILLU,S 0 tAT N. G. 08--n2546 NT S 1"" 12/09/14 1 1 14 VERTICAL CROSS SECTION CONCRETEiMASONRY INSTALLATION ANTERIOR EXTERIOR JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PFRIMFTFR AND JOINT SFAI. ANT BY OTHERS TO BE DESIGNED 1N ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 il'.' IS ANDMAPK,1 a}111)Ji0 G>CrIWLS SIR[; GRAIZ, to 170300 I G£NS ;J' fit- § j fir SLMLS185ALUMINUMSINGLEI'! WI1JilUY,' 7" Z84" NONEIAILSC r i p FINCE" o5 INSTALLATION DCTd1L'i IiITEl FILLER fl' 8/ rho , TAT OF iO d` F,4ORtA' N G. r,g 525fi6 ZTI{{ l31111 NTS12/09/1A 12 1 14 EXTERI( I I , -, i 11 .1 ? t 4 i VERTICAL CROSS SECTION WOOD FRA A41NG OR 2X BUCK INSTALLATION EXTERIOR JAMB INSTALLATION - DETAIL WOOD FRAMING OR2X BUCK INSTALLATION NOTES, 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI VVINDOWS AND DOOR'S 5 MAR;"" 1 SIPUF GPAli, PA 17030-0370 SERIES lFf) ALUMINUM SINGLE HUNG- 'NINDOW 52"X84" NON-WIPACT FIN JNSTALLATION DETAILS G 08-02546 NTS I, SIGNED: 07,11212016 jl I I I I I/,!/ R L 0 4p 04ZATOF 0NAl- I kZ I I ! FLANGE FRAME HEAD FLANGE FRAME_ JAMB FINLESS FRAME HEAD CM- 18501 _.._..... CM-16503 CM-18553 - ALUMINUM 6063T5 -050' THICK ALUMINUM 6063-T5.050' THICK ALUMINUM 6063-T5.050` THICK 1 1 i I ; LOCK RAIUSTILE SASH BOTTOM RAIL MEETING RAIL CM- 18505 CM-18555..... _.. CM-18504 ALUMINUM 6063-15.062" THICK ALUMINUM 6063-T.5.050' THICK ALUMINUM 6063-T5.055' THICK i gl . GLAZING BEAD V 663 RIGID PVC 060' THICK I 1 I GLAZING BEAD V- 185 RiG1D PVC .050' THICK SASH STILE CM- 18507 ALUMINUM 6063-T5,050' THICK I M FINLESS FRAME JAMB CM- 185i3 AL UMINUM 6063-T.5 050'THICK 0z I FXTFRIOR ' INTERIOR E GLAZING DETAIL A FIN FRAME HEAD CM 18508 p I„ ALUMINUM 6063-T5 .050` THICK I' EXTERIOR f INTERIOR FIN FRAME JAMB GLAZING DETAIL B cM- 165:0 ALUMINUM 6063-T5.050" THICK 13 WINDU!! > AND DOORS 650 WFS•1 V1AFK,T SfPFFT GRAT7-, PA 1 ; t53F+ 0370 SERIES, 185 A-UMINUM SINGLE: i:UN'3 WiLIPOW 5 X84 NGN IxA( CT rCMROtvENT: N. L. c,e 1 2sns I' TZ, " s. 12/09/19 '"" 14 0- 14 SIGNED: 0711212016 ENSF, p Jo,. 6 5 3TAT £ OF -A _ Florida Building Code Online Page I of 3 16 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications "i FBC Staff BCIS Site Map Links Search dojJJ- Product Approvalr4g] USER: Public User v-t Pro 44FF A rpval M >> Ao iscation List > Application Detail FL # FL15349-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Unch, PE q, Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) 5tanApid Year AAMA 506 2008 AAMA/WDMA/CSA 101/I.S. 2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 11/18/2016 Date Validated 11/18/2016 Date Pending FBC Approval Date Approved 12/01/2016 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?parani—wGEVXQwtDgtH8572gvd WIan... 9/7/2017 Florida Building Code Online Page 2 of 3) 4:1 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 CAS AP- 27 , of Approved for use outside HVHZ: Yes C ,4_.kPC,__1L107..f Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions R 11 08-0 7 5.p Jf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 51L1j4,B.p-ff Created by Independent Third Party: Yes 15349.2 1185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 RS C gLQ APC 15350.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure; +S5/-55 Installation Instructions Other:R-PG55 FLISi49 R8 11 0S-02949.p_0f Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL153 9 RS.A 5 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 FL1514- R8 A API_15 4df 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 RS 11 08-02948.Ddf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 Created by Independent Third Party: Yes 15349.4 1185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No fLl_5 4RS _C_CAC APC 8ZZZ_pof Approved for use outside HVHZ: Yes FL1 5349 RS C SAC ALC .27 -2df 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" R8 11 08-01(14—pFL,- I 5349 13 df annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FI-15249 R8 AL-L122j/E-BEff Created by Independent Third Party: Yes 15349.5 1185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No ELI5 4q R8_Q_-CA 92. f Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass fL 15349 RS :! Qa:,2161313 p-_f 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 ELi942_RLAE 512L77PI-of Created by Independent Third Party: Yes 15349.6 185 PW impact 73 x 61 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 RS C C&LAPC_12 36 p Oj --_ f Approved for use outside HVHZ: Yes Contract Expiration Date Impact Resistant: Yes 10/28/2017 Design Pressure: +5S/-55 Installation Instructions Other: FW-1-055, Missile Level D, Wind Zone 3, Glass PI'l 5340 P,8 II 0P-02947 nIff http://,A,ww.floridabuilding.org/pr/pr—app_dtl.aspx?parani=wGEVXQNA,lDqtH8572qvdVr71an... 91/7/2017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed exterior - spacer - 1/8" Verified By: Luis Roberto Lomas 62514 annealed / 0.090 PVB / 1/8" annealed. Glass was bedded in Created by Independent Third Party: Yes ecora 896 silicone with 5/8" glass bite. Evaluation Reports dffl-15349 R8 AF 5137ICreatedbyIndependent Third Party: Yes sack Next Rgog TAIlLh e FL 23ELQat: 850-487-1824 The State of Florida is an AA/EEO employer. Corivrioht 2007-2013 StALtqLF_19nqL. :: BELvai; Statement :: Accessibility SL i, Igmn :: Refund Statement Under Florida law, email addresses are public records. if you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850,487,1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. however email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: rM r] iX E M Credit Card Safe htip:/'/ xk-vx,-w.floridabuiIdin(,.org/pr/pr appjtl.aspx?parani=wGEVXQ,,NtDqtIJ8572qvdWIaii... 91/7/2017 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. 1 X 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 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. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 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 OMRFMN DAIS APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSI OR ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS, CHARTS AND GLAZING DETAILS 4 — 12 INSTALLATION DETAILS SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC W. ttt1llllu/,,// L D 1f i650MARKETST.\\\\5 GRATZ• PA 17030 0 661 *= SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT NOTES l 0 , TAT OF . S; 10R10PDRAWN: DWG NO. REV O6 B S1ONAj10'\\\\ Luis R. Lomas P.E. SCALE DATE SOEZE3S7NTS09/03/14 1 OF 12 1.. ROSERFOLOMAS£E. 1432 WOODFORD RD LEWISVILLE, NO 27023 4,14688W9 Alo ,0510—Impeom FL No.: 62514 72 1/2" MAX FRAME WIDTH - 6" MAX -IF - 18" MAX O.C. -) 6" MAX 6" -MAX-- 1 I 1$" MAX O.C, 71 1/2" MAX FRAME HEIGHT j I REFER TO CHARTS FRIES 185 ALUMINUM FIXED WINDOW 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED j- 72 1/2" MAX FRAME WIDTH 1 6" MAX - 1$" MAX O.C. 6" MAX 006" 71 1/2" 1$" MAX MAX D.C. FRAME HEIGHT j REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE NOTES: 1. MAXIMUM D.1.0.: 69 3/4"X 68 314" REVISIONS REV DESCRIPTION DATE APPR04ED A REVISED INSTALLATION DETAILS 06/01/15 R.L. 8 REVISED NAME AND ADDRESS 10/27/16 R.L, CHART #1 Number of anchors required (without rigid fillers) Frame Frame widlb (in) Height 24.00 J0.00 36,00 42.00 48.00 1 54.00 60.00 66,00 72,50 in) HdS amb H&S amb HAS amb H&S amb H&S Jamb HAS Ja2b HAS amb HAS amb HAS lamb 24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 5 3 5 3 42.00 2 3 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 54.00 2 4 2 4 3 4 3 4 3 4 4 4 S 4 6 4 7 4 60.00 2 4 2 4 3 4 3 5 3 5 4 5 5 5 6 5 7 5 66.00 2 4 2 4 3 5 3 5 3 6 4 6 S S 6 5 7 6 71.50 2 5 2 6 3 5 3 5 3 6 4 7 5 7 6 7 7 7 CHART #2 Number of anchors required (with rigid fillers) Frame Frame width fin) Height 24.00 30.00 36.00 42.00 48.00 54.00 60.00 66.00 72.50 I") H&S Jamb H&S Jamb H&S Pamb H&S Jamb H&S Pamb H&S Jamb H&S Jamb H&S Jamb H&S Jamb 24.00 2 2 2 2 3 1 2 3 2 3 2 4 2 4 2 4 2 5 2 30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 36.00 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 3 3 3 3 3 4 3 4 3 4 3 5 3 48.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 54.00 2 4 2 4 3 4 3 4 3 9 4 4 4 4 a 4 5 4 60,00 2 4 2 4 3 4 3 4 3 4 4 4 A 4 4 4 5 4 66.00 2 4 2 4 3 4 3 4 3 4 4 4 1 4 4 4 5 4 71.50 2 5 2 1 5 3 1 5 1 3 5 3 5 4 5 4 S 4 1 5 1 5 5 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 & FINLESS ELEVATION & CHARTS DRAWN: DWC ND. J.L. 08-02357 SCALE NTS DATE 09/03/14 1SHEET OF 12 L RORERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-666 0600 com SIGNED: 1111512016 R1, )i o TTA{T FE OF y, djJ/1111111NAL1ti\j\ Luis R. Lomas P.E. FL No.: 62514 71 FI HI 6" MAX — 72 1/2" MAX FRAME WIDTH j---r 18" MAX O.C. E_j 1 18" j MAX O.C. 1/2" IAX AME IGHT 00 6" MAX REFER TO CHART #3 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH — 6" MAX — 18" MAX O.C. —) 6" MAX 1 I 18" MAX O.C. NOTES: 1. MAXIMUM D. L.O.: 69 314' X 68 3/4' REVISIONS DESCRIPTION DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 IRI. CHART 113 Number of anchors required (fin installation) frame Frame width fin) t*ighl 24,00 1 30.00 36.00 42,00 48,00 54,00 60.00 1 66,00 1 72.50 fin) HAS P..bj HAS Pamb HAS Pamb HAS Pamb HAS Pamb HAS Pamb HAS Pambl HAS Pamb HAS Jamb 24.00 3 3 3 3 3 1 3 4 3 4 3 4 3 S 1 3 5 3 6 3 30,00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 36.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 42.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 48.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 54.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 60.00 3 5 3 5 3 5 4 5 A 5 4 5 5 5 5 b 6 5 66.00 3 5 3 5 3 5 4 5 4 5 4 5 5 5 5 5 6 5 71.60 3 b 3 6 3 6 4 6 4 6 4 6 5 6 5 6 6 6 SEE SHEET 8 FOR INSTALLATION DETAILS 71 1/2" MAX jFRAME HEIGHT SIGNED: 11115/2016 I REFER TO CHART # 3 — FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON — IMPACT FIN ELEVATION & CHART DRAWN: DWG NO. I REV J.L. 1 08- 02357 B SCALE NTS IDATE 09/ 03/14 SHEET 3 OF 12 L. 1108ERTO LOMAS PE. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688 0609 AbmasOa komasps — 1111/0 i Z,, yXOENSt1^,S 0,,.& 269 U4r7ACT rE OFW` 0 R}0' Luis R. Lomas P. E. FL No.: 62514 112" MJN WOOD FRAMINC EDGE DISTANCE METAL Of? ?X FIUCK 1 1/4" MIN, STRUCTURE F EMBEDMENTBy --"A F BY OTHERS 1 4 MAX. BACKER POT) SHIM SPACE BACKER ROD APPROVED & APPROVED SEALANT SEALANT 10 WOOD SCREW EXTERIOR INTERIOR EXTERIOR 10 WOOD SCREW BACKER ROD R;GID FILTER PACKER ROD N APPROVED 1/4" MAX. & APPROVED S SEALANTSEALANTSHIMSPACE WOOD FRAMING MIN_ METAL - OP 2X, RUCK STRUCTURE BY 01HERS 1 EMBEDMENT BY OTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X DUCK INSTALLATION 1 114" MIN. 1/4" MAX. EMBEDMENT V SHIM SPACE 112" MIN. EDGE DISTANCE I N INTERIOR lr) WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER RODBYOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL W60_DFR MWN6-OP_ZX BUCK-INSTAULA—TION T___ 3/4" MIN. EDGE DISTANCE 3/4- MIN EDGE DISTANCE 1/4" MAX. F sHim SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4- MAX F SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION i------------------ METAL hi(TUREINSTALLAT1 1/4" MAX, SHIM SPACE INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL _ EXTERIOR STRUCTURE j( BACKER ROD BY OTHERS & APPROVED SEALANT JAMB_ INSTALLATION DETAIL_ METAL STRUCTURE INSTALLATION RT:l5*.S DESCMpT*N REVISED INSTALIAT!014 DETAILS REVISED NAME AND ADDRESS 06/01/15 pl, 10/27/16 1?,[, NOTES I INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030• 0 E 0, d, SERIES 185 ALUMINUM FIXED WINDOW 0 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS DRAWN NC v OR10"' 08— 2ALEB N SCNTS 1` 09/03/14 1 SH0..3457 OF 12 1if I L. ROBERTO LOMAS RE 1432 WOODFORD 13D LEWISVILLE, NC27023 Luis R. Lomas P.E. FL No.: 62514 434 688-0609 REVlS!6N5 ' REV DESCF)RPION v {} ATE APPROVED 2 1/2" MIN A REVISED INSTALLATION DETAILS 116/01/15 R.L. EDGE DISTANCE g REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY - — BY OTHERS 1 1/4" MIN. 1 1/4" MAN. EMBEDMENT OPTIONAL 1X BUCK ° SEE NOTES 3 - 7 ° EMBEDMENT SHEET 1 — --• CONCRETE/MASONRY BACKER ROD -^ — 1/4" MAX. BY OTHERS _ 1/4" MAX. APPROVED SHIM SPACE J+ SHIM SPACE SEALANT OPTIONAL IX BUCK SEE NOTES 3 - 7 SHEET I 3/16" TAPCON- F b EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON 9 BACKER ROD APPROVED 1 SEAL-ANTK 1j4" MAX. 2 1/2" • OPTIONAL 3X BUCK - T__ -s. SHIM SPACE MIN. SEE NOTE 3 - 7 EDGE P > SHEET 1 _ -- • DISTANCE EXTERIOR CONCRETE/MASONRY - I`'BACKER ROD BY OTHERS - ed & APPROVED 1 1/4" MIN. SEALANT EMBEDMENT JAMB INSTALLATION DETAIL L e a. • CONCRETE/MASONRYINSTALLATION a _ 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED. 1111512016 MI WINDOWSANDDOORS, LLC 1U 10 oW.MARKET GRATZ, PA 17030 9s 1tiyGENs SERIES 185 ALUMINUM FIXED WINDOW NOTES: p 625 *= 1. 1NTERIORANOEXTERIOR FINISHES, BYOTHERS, 73" X 72" NON -IMPACT NOT SHOWN FOR CLARITY FINLESS INSTALLATION DETAILS WITHUT FILLERS TAT E OFF 2.PERIMETERANDJOINTSEALANTBYOTHERSTOBEO•, i DESIGNED INACCORDANCEWITHASTME2112oanwN: owc No. REV i'c ' pR14 • L. 08 8 s/0 11 1_'- \N, sQ 57Of12scnLENTSDArc09/03/14 L. RORERTO LOMAS PE. LUI$ R. Lomas P.E. 1432 WOODFORD RO LEMSv11. LE. NC 27023 FL No.: 62514 434-6BB-0609 171om S@btomaSpe.Com WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN, EDGE DISTANCE 1 1/4" MIN EMBEDMENT 1/4" MAX SHIM SPACE RIGID FILLER 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX- SHIM SPACE 1 1/4" MIN. EMBEDMENT 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN, If4" MAX. NTEMBEDMEHIM SPACE I-`-- — r- RIGID FILLER 1/ 2" M1N. 1 JJ EDGE DISTANT E i I INTERIOR 10 WOOD I •} SCREW 1 - ------------a WOOD FRAMING —` EXTERIOR OR 2X BUCK \\ BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL 4YOOD FRAMING OR 2X B{ICK 1PJSTALLATION METAL \ STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD -- APPROVED SEALANT METAL STRUCTURE BY OTHERS T_--- 3/ 4" MIN, EDGE DISTANCE 3/ 4" MIN EDGE DISTANCE 1/ 4" MAX. 8 i SHIM SPACE RIGID FILLER 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/ 4" MAX. SHIM SPACE 3/ 4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/ 4" MAX, SHIM SPACE RIGID FILLER t 10 SMS OR SELF DRILLING SCREWS EXTERIOR PAETAt- - STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION RE' n$iGN$ D{ S,',RIFTMN REVISED INSTALLATION DETAILS REVISED NAME AND ADDRESS kAt Af'i ROV£0 10127/ 16 R 1 NOTES 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED NJ ACCORDANCE V ITH ASTM E2112 SIGNED. 1111512016 MI WIND DE DOORS, PLCv Rl. oWw. MATS GRATZ, Lo E Ms PA170301 u •yXG S SERIES 185 ALUMINUM FIXED WINDOW fir+ Uyy 51 73" X 72" NON -IMPACT p'Ct FINLESSINSTALLATIONDETAILSWITHRIGIDFILLERSA , TAT OF DRAWN: DWG 0. '4COR1A'• J. L. N0. 08- 02357 7fI11J11111}\\\ SCALENTS `E 09/03/14 1 S"FFT6 OF 12 L ROBERTOLOMASPE 1432 WOODFORD RD LEWISVILLE, NC 217023 Luis R. Lomas P.E. FL No.; 62514 434-6880609 rll0MaSOolrl0Ma$pe. COm REViSK)NS ` REV OESCRiPT10N DATE AF'1>RUVEO 2 1/2" MIN A REVISED 7NSTALlAT10N D£-MILS 06/01/75 _R_t. EDGE DISTANCE B RM_SED NAME AND ADDRESS i0/ZT/]fi f P.L- CONCPETE/MASONRY -- -- —-----r-. -e-- ------ BY OTHERS ,Ln 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK tee. ` SEE NOTES 3 - 7 ° EMBEDMENT a SHEET 1 _ W - e I --- CONCRETE/MASONRY BACKEP. ROD —' p- 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED - SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 - 7 I SHEET 1 RIGID FILLER i II! 3116" TAPCON 4 e EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR 3f16" TAPCON BACKER ROD APPROVED RIGID FILLER + SEALANT --- OPTIONAL 1X BUCK _ 1/ 4" MAX. 2 1/2" > SHIM SPACE MIN, SEE NOTE 3 - 7 EDGE DISTANCE ° SHEET15 EXTERIOR a ONCRET-/ MASONRY ""` _ BACKER RED BY OTHERS ° a /4" MIN. SEAIANTOVED EMBEDMENT JAMB INSTALLATION DETAIL CONCRETElMASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCOROANCE WlTHAS I M E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS DRAWN. DWf N0. REV J. L. 08-02357 B SCALE NTS I DA'E 09/03/14 1 S"EE' 7 OF 12 L. ROBERTO LOMAS P E 1432 WOODFORD RD LEWISVILLE, NC 27023 434- 6690609 rlbw$0. IIA—sp,— SIGNED: 1111512016 XGENS'.. r TAT Er t? A. 11111100 Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD A APPROVED SEALANT BEHIND RANGE WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4- MIN, EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX. SHIM SPACE 114 MIN J EMBEDMENT 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BOCK INS 7ALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/4" MAX SHIM SPACE 10 SIMS OR ELF DRILLING CREW EXTERIOR INTERIOR # 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEAL -ANT _x BEHIND FLANGE 1/4" MAX. HIM SPACE METAL STRUCTURE BY OTHERS 3/4" MIN EDGE DISTANCE VERTICAL GROSS SECTION METAL STRUCTURE INSTALLATION DESCRlPTgN REVISED INSTALLATION DETAILS REVISED NAME AND ADDRESS IlAll 10/27/16 IRI, 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 F2112 1/4- MAX. 1 1/4" MIN. 1/4" MAX. SHIM SPACE EMBEDMENT 5IIIM SPACE 112" MIN 3/4" MIN. INTERIOR LOGE DISTANCE\ I EDGE DISTANCE SIGNED: 1111512016 INTERIOR MI WINDOWS AND DOORS, PLC 650 W. MARKET ST. \A's ?,• 4to/// 10 01OOD #10 SM-5 OR ATZ PA GR17030 ENS-, SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW SCREWS 73" X 72" NON -IMPACT WOOD FRAMING ;4 FLANGEINSTALLATIONDETAILSWITHOUTFILLERSBUCK EXTERIOR METAL EXTERIOR iTAf: OF OR 2X I Ruc ru' 0 BY 01HERS RE DRAWN Dw NO, -5:' ZORID jp'-. .. J. L. 08 St - e SEALANTAPPROVEDSEALANT0NBACKER POD & BY OTHERS BACKER ROD & APPROVED 1 -02357 BEHIND FLANGE BEHIND FLANGE 77--r NTS ')ATE 09/03/14 l;Hr[l 8 OF 12 //111111 JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL L POBERTOLOMASPE Luis R. Lomas P. E. WOODFRAMINGOR2XBUCKINSTALLATIONMETALSTRUCTUREINSTALLATION1432WOODFORDRDLEWISVIILE, NC27023 FL No.: 62514 434-688-0609 com RE"SiJNS ' REV DESCRIPTION DATE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/ 15 R t.. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R1, CONCRETE:/MASONRY`"`--- By OTHERS 1 1/4" MIN. 1 1/4" MIN, EMBEDMENT OPTIONAL 1X BUCK - • ° ° a • EMBEDMENT SEE NOTES 3 - 7 } SHt:FT 1 -- 1 • o CONCRETE/MASONRY — BACKER ROD & 1/4` MAX BY OTHERS F_ 114" MAX. APPPOVED SEALANT j SHIM SPACE SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET i 3/16" TAPCON a EXTERIOR INTERIOR 3/16" TAPCON INTERIOR BACKER ROD & 3/16" TAPCON I APPROVED SFAIANT BEHIND FLANGE " OPTIONAL 1X BUCK - -- 1/4" MAX. 2 112" SEE NOTE 3 - 7 t -r SHIM SPACE MIN. a SHEET I EDGE DISTANCE EXTERIOR CONCR€:TE/MASONRY • BACKER ROD & BY OTHERS - — -*--- ° APPROVED SEALANT a 1 1/4 MIN. EMBEDMENT BEHIND FLANGE a 4 JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION 2 1/2" MIN, EDGE DISTANCE VERTICAL. CROSS SECTION_ CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 Ml WINDOWS AND DOORS, LLC 1nu1u17j7 650 W. MARKET ST, GRATZ, PA 17030 NOTES: SERIES 185 ALUMINUM FIXED WINDOW = *• ¢61 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 73" X 72" NON -IMPACT _ NOT SHOWN FOR CLARITY FLANGE INSTALLATION DETAILS WITHOUT FILLERS P TAT ti2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWNS'S°cl OR0 J. BDwcroSE ;oNA; SCALE DATE 09/03/14 9 OF 12 i4A.+C'\,• L. L. ROBERTOLOMASP.H Luis R. Lomos P.E. I J32 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomasCatnomasee.Com FL No.: 62514 WOOD FRAMING OR 2X RUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2" MIN. f_0GF DISTANCE 1 114" MIN. EMBEDMENT 1/4" —MAX SHIM SPACE RIGID FILLER 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 114" MAX, BEHIND FLANGE SHIM SPACE WOOD FRAMING 4" MIN. OR 2X RUCK EMBEDMENT BY OTHERS 112" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X RUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD Ac APPROVED SEALANT BEHIND FLANGE y4" MIN INTERIOR 1/4" MAX, SHIM SPACE GLD FILLER 10 SMS OR ELF DRILLING CREW DFKRIPPON REVISED INSTALLATION DETAILS REVISED NAME AND ADDRESS 10 SMS OR SELF DRILLING SCREW BACKER ROD & APPROVED SEALANT RIGID FILLER BEHIND FLANGE 1/4" MAX, SHIM SPACE NOTES: METAL STRUCTURE 1. INTERIOR AND EXTERIOR FINISHES, BY OTI IERS, NOT SHOWN FOR CLARITY, BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WIT14 ASTM F2112 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. 1 1/4" MIN. 1/4" MAX, SHIM SPACE FMRFf)MF NT SHIM SPACE: RIGID FILLER RIGID FILLER 3/4" MIN. 112" MIN- INTERIOR EDGE DISTANCE EDGE DISTANCE SIGNED: 1111512016 INTERIOR MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. \%SR• • L 41 /' GRATZ, PA 17030 E N' 10 WOOD #10 SMS OR S cp G zzSELFDRILLINGSERIES185ALUMINUMFIXEDWINDOW 0 51 SCREWS % wi 1 73" X 72" NON —IMPACT , Vq;7z4ejT ___- FLANGE INSTALLATION DETAILS WITH RIGID FILLERS itWOODFRAMING OF OR 2X SUCK EXTERIOR METAL EXTERIOR TAT R Al BY OTHERS f3ACK'P ROD & STRUCTU BACKER ROD & DR— Dw NO, BY OTHERS APPROVED SEALANT APPROVED SEALANT J. L. 08-02357 /ONAC',A BEHIND FLANGE BEHIND FLANGE scALe SHEET 1 oNTSj"4E 09/03/14 OF 12 /01111110 JAMB No.: 62514 INSTALLATION - DETAIL JAMB INSTALLATION DETAIL L. ROBERTO LOMAS PE 2XhHCK INSTALLATION METAL STRUCTURE INSTALLATION 1432702.3 FIL WOOD FRAMING 4,?4 686-060-1? rIl0Ma3@jfj0Ma5pe 2 WOODFORD RD LEWISVILLE, NC COM I Luis R. Lomas P.E. RAM 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS _ - 4 ° 1 1/4" MIN. 4 OPTIONAL- IX BUCK — a c EMBEDMENT SEE NOTES 3 - 7 _ ___-- SHEET i _ 1 1/4" MIN. EMBEDMENT 1 CONCRETE/MASONRY BACKER ROD &-, ---l J4"' MAX. BY OTHERS APPROVED SEALANT SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 - 7 SHEET 1 3 t6" IAPCON EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS REY1514NS DESCRIPTION REVISED INSTALLATION DETAILS REVISED NAME AND ADDRESS Q 1/4" MAX. SHIM SPACE RIGID FILLER INTERIOR 3/ 16" TAPCON INTERIOR 3/16" TAPCON --- j RIGID FILLER 11 1/4" MAX. i------- SHIM SPACE I 1 1/4" MIN. 4° EMBEDMENT 4 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCAETE/MASONRYLNSTALLATION I 1 q 2 1/2" ° - MW. a EDGE DISTANCE ° EXTERIOR BACKER ROD &c APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRET&MASONRY INSTALLATION DOTE APPRG'/Eb os/o1/1s R.E. 10/27/15 R.L. SIGNED: 1111512016 NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND.IOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCEWITHASTME2112 M, WINDOWSOW. WMARKETDOORS, LLC GRATZ, PA 17030 S11RIjJL)p // ti• XO E NSA gif !, A'" 0,§ Z51 *= C/ SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS IN , TAT OF w DRAWN: J. L. DWC N0. 08 REV e DATE s0EE3$ 7 NITS 09/ 03/14 11 OF 12 L. ROBERTO LOMAS P E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688- 0609 Somas@Iibmaspe-com Luis R. Lomas P.E. FL No.: 62514 REl 510NS RCv DESCRiPTlON 1 UATE APPROWE) A REVISED INSTALLATION DETA4S 06/01/15 R.L. APPROVED -- 8 REVISED NAME AND ADDRESS 10/27/16 RL SEALANT BEHIND FIN 1 1/4" MIN. I EMBEDMENT WOOD SCREW I-- FRAMING I BY OTHERS x 1/4" MAX. SHIM SPACE FRAW001/ 4" MAX WOODMING 3/ 8 MIN -.-.`" - -- BY OTHERS SH{M SPACE EDGE DISTANCE y6 WOOD SCREW INTERIOR INTERIOR I _ -- EXTERIOR 1 1 /4" MIN. EMBEDMENT NOTES: r I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. k -- i--1 1/4" MAX APPROVED _ NOT SHOWN FOR CLARITY S! MiM SPADE SEALANT 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE 1 ----- BEHINDFFINEXTERIOR DESIGNED IN ACCORDANCE WITH / MIN t / 3/ 8" MIN "y EDGE DISTANCE EDGE DISTANCE WOOD Wcoo _ ) G JAMB INSTALLATION DETAIL SCREW FRAMING WOOD FRAMING OR 2X BUCK INSTALLATION APPROVED - 1 1/4" MIN, BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FIN INSTALLATION DETAILS DRAWN: Dwc NO. J.L. 08-02357 SCALE NTS I DATE 09/03/14 1 SHEET 12 OF 12 1. RORERTO LOMAS P E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434 6880609 ntomattn b>amaspe-com SIGNED: 1111, 5/2016 i9l l l L i GENS' 9s,% atr = TATE OF • 1.4,; REVDii OR0It 6 /77SS; aNA 1titi G\ Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 u;as»8,..,''40.sdtxS ik'S+, '. Q. a„t i.ky.•a+.a, \aw^`a3.v.iuS o La,'`. ' M BCIS Home Log In User Registration Hot Topics Submit. Surcharge Stats & Facts i Publications FBC Staff BCIS Site Map Links Search dbr Product Approval USER: Public User PrgQua Arorovat Menu > ProtluC. or 0.00n ati rgS, ;,h, > Ian Lis > Application Detail Ni FL # FL15353-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived J 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 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE fl Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15353 R2 COI FLCOI.pdf 1710.5.3 Method 2 Option B http:/iw"rw.floridabuildina.org/pr/pr_app_dtl.aspx?parani=vvGEVXQwtDgtli8572gvdWIS... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved P 06/15/2015 06/15/2015 06/21/2015 08/19/2015 FL # 1 Model, Number or Name Description 15353.1 15764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No R 4$ L2 _D 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 EL153 5-3 R2 -A F 7 2-A. f span: 52-1/8". Created by Independent Third Party: Yes 15 3 5 3.2 ,5764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 H 08-014c)A,nrif 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 EL .535 _R2 span: 83" Created by Independent Third Party: Yes 153533 65 --T-57 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No LL1553 R2 11 08 01449A,pdf Approved for use outside HVHZ: Yes Verified By: Luis P, 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 fj' 515 3R_Z_A OZa&-pff 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 FL1535.a.. R2 II,.,_0 - 14 df 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 EL15353 PZ AE 12064A.odf span: 83". Created by Independent Third Party: Yes 1 15353. 5 CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No fL153-113--R2-i L,-QL- 11-1 4AIA-P-0-f 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 FL1535_3 JIL2 AE 51ZQftAjiff length - 83". Created by Independent Third Party: Yes 1 15353. 6 i CM-18520 1 Horizontal Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVHZ: No LL153Q R21_aL-Q 141A )of 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 E -5a span - 104- 1/4" Created by Independent Third Party: Yes 15353.7 1 CM-18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No LIL-1 —53 5 3 - R2—L] -(!8-U-52 J2—df 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 AF 512076A.'Il'.f span - 104- 1/4", 6'a-t-e-d 1pe-nde-rit, Third Party: Yes 1 15353. 8 1 Cm- 18531 1 Vertical Aluminum Mullion I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Installation Instructions FL!5353 R2 :-- 08-01 443Lpdf Verified By: Luis R Lomas, PE PE-62514 htip://,A-, N,w.floridabuildln(,.org/pr/pr_app dtl.aspx?parani=wGEVXQ\AtDqtl-18572qvdVv'IS... 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 L,153 3 R"AF, 51206?A.Ddf I span - 83" Created by Independent Third Party: Yes 15353.9 f CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 k7_ rI 08-01453A_pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AF 512077&.pdf span - 104-1/4" Created by Independent Third Party: Yes 15353.10 j CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No F_Q5353 R2 II Q8 Q1444A.p f 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 F R A 51206 A. f span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No EL15353 R2 II 8 01454A. df 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 Fri,-9 53_.R, .,_AE512078A df span: 104-1/4". Created by Independent Third Party: Yes Back Nezt Contact Us :: ai ti Blair Stone Road Tallahassee FL 32' Pine: 850-467-1824 The State of Florida is an AA/EEO employer. CotivnghAQ g of Floritla. ;: Priv S m n :: Access}bility Statement : Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487,1395. •Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click hgre. PArloduct Approval Accepts: Credel Card Safe http://www.floridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIS... 9/7/2017 NOTES: 1 ) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED 10 COMPLY WITH REQUIREMENTS OF THE FLORIDA. BUILDING CODE. 2) WOOD FRAMING 10 BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER AT-[- 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 N T IRE0 _EZE%L _Q FOR THIS 1 -UJP ZONE 3. PRODUCT IN WIND HORNE DEBRIS REGI(5N TO WIND 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY 10 MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 65) S!NCIF WINDOWS TO BE MUILED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT 10 HE INSTALLED. SEE FORMULA FOR TRIBUTARY AODTI-L 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. W 1 W2 TRIBUTARY WIDTH -+W2FTR2 REMSIONS DESCRtCTiON REVISED INSTALLATION PETAILS ANCHORING NOTES 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4- TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0,42 B. CONCRETE MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE I (OR GREATER). TO ATTACH MULLION TO CLIP USE (4) #10 > 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE HEAD INSTALLED HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. ABLE OF CONTENTS SHEET NO, DESCRIPTION 1 NOTES 2 CONFIGURATIONS AND DP CHART 3 INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN, DWG NO, V. L. I - 08-01439 SCALE NTS I DATE 01/11/12 1 "'ET 1 OF 3 SIGNED: 0611112015 R - L rENS tp SITATE OF TF ZORTD A 07 3/8" COMBINED WIDTH 83" FRAME HEIGHT WINDOW WINDOW MULLION SPAN) IL/ 107 3/8- COMBINED WIDTH W1 W2 - 83" IWINDOWFRAME HEIGHT WINDOW DAULLION SPAN) ff L--- L- / III 1 107 3/8'. COMBINED WIDTH W, W2 53" WINDOW i- If --- FRAME HEIGHT WINDOIA wINDOlV MULLION SPAN) W1 -11-- W2 d 107 3/8- ___I COMBINED WIDTH Design pressure ratinq fpsn o span (in) Tributary width (in) 18.13 25.50 36.00 42.00 48.00 52.13 25.00 130,0 130,0 130,0 130, 0 130-0 130RMullion37,38 1300 110.0 127.2 127,0 12TO 127.0 49.63 120.7 94.3 77.9 73.8 72.1 72,10 62.00 71A) 522 39,7 35,9 33A 32.3 65.63 59,6 43.7 33,0 29,6 27,4 26,3 72,00 442 24.4 1 8 119 190 84.00 28, 1 1 32 15 2 1;Tjjd LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE 107 3/8" COMBINED WIDTH FWIW2 - 83" FRAME `WI1DOW r/INDOW HEIGHT MULLION SPAN) I 107 3111" COMBINED WIDTH W2 33" WINDOW FRAME OWHEIGHT -jNNWINDOW MULLION SPAN) Wl W2 107 3/8" COMBINED WIDTH F? Evl-,*NS REVISED INSTALLATION DETAILS COMBINED WIDTH I[- W2 T- 83" p jWINDOW FRAME HEIGHT WINDOW WIN11-1 MULLIONPAN W1 W2 107 3/8" COMBINED WIDTH APPROVED CONFIGURATIONS Mt) LTIPLEIJNIfS-MA-Y6E--V6 i b-YbdefiiVRT§1-0)dASCOMRINED WIDTH DOES NOT EXCEED 1073,18"AS SHOWN HEREIN. Design pressure rating (psi) with rebar option Mullion span ( in) Tributary width (in) 18. 13 25.50136,00 42.00 148.00 152.13 25. 00 130.0 130,01 130,0 130.0 130.0 130.0 37. 38 130,0 130,0 127,2 12T0 127,0 127.0 49. 63 120.7 94.3 77,9 73,8 72.1 72.0 62. 00 92.4 700 53,3 48,1 44,8 43,4 65. 63 80.0 58.6 44,2 39,7 367 35,3 72. 00 60,3 3- 77 430 27- 3 328 2i1. 1- 292 17- 7- 267 66. 0 255 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE, M1 WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS DRAWN: lywc No. P.EV V. L. 08-01439 A NTS 1"A" 01/11/12 ls"tt2 OF 3 DALE I AIPPOIFt) SIGNED: 0611112015 A 0 0' OR 0 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS n 1 1/4" MIN. EMBEDMENT U i sa 1/4" TAPCON SEC75796 0.843" CUP OPTIONAL I REBAR SECT5764 - - MULLION MT000022 CLIP f 10 WOOD SCREW 1 3/8" MIN, J EMBEDMENT WOOD 'FRAMING/ 1/2" MIN., 2X BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WODD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED W MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 3.261 " 1,375" MT000022 CLIP 16GA (.06,3 GALVANIZED STEEL 2,140" — I I l'r 1 125" SECT5764 MULLION ALUMINUM 6005-T5.125" THICK 1., III( RF- l8 ?EBAR 16 GA (062) GALVANIZED STEEL P,£VSrJtY ftE'.' D£SCRIPTtON uTE APPROVED A ftEV15ED IN- ALIAT;0N DETAILS 06/ 7(7/ 15 H.i_. 3, 750" 1,000" - 0.375" 0. 22" 2,032" 2.875" 2X 00,210" 4,000" SECT5796 CLIP FOR CONCRETE —INSTALLATION ALUMINUM 6063-T5 .125' THICK 3,750" 2,189" — 10.0 - 0.375" I 0.843" Ili III 111 iii 2X 00,210 1.562" j-- I 1 1.562" ! SECT5796 CLIP_ FOR WOCJD FRAMING iNSTALLATION ALUMINUM 6063-T5 .125" THICK SIGNED: 0611 1I2015 MI WINDOWS AND DOORS 1 U1111IlJJJ LD 7 i650WESTMARKETSTREET GRATZ, PA 17030-0370 5 r ENS*qm 5764 - VERTICAL MULLION 0 625 it = 83" MULLION SPAN 1(r{r - INSTALLATION DETAILS AND COMPONENTS 3ISTAT w DRAwtJ: DwG N0. 7£V iO'r•• RJD ti SS • Y.L. 08-01439 A 1 Jj NA11ti>>XX7'LE NTS OATe 01/11/12 sHE£T3 OF 3 Florida Building Code Online Page I of') g 8CIS Home Log In User Registration Hot Topics Submit Surcharge StatS & Facts Publications FBC Staff BCIS Site map Links Search dProduct ApprovalbL-%, r 4?o USER: Public Use( EE29ac Aloy4l MgnQ > I ,a r, SearchSearch> !2UI L,Curgnust > Application Detail FL # FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@3ameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jamesl)ardie.com Category Panel Walls Subcategory Siding 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 Ronald I. Cigawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc, Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13223 P3 COI RLO—Ctltificate of Indepgn9-(n—ct-Ea:r Referenced Standard and Year (of Standard) Standard ASTM C! 186 ASTM E330 Lear 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect EL1322-3 3 E iLv ASTM C1186 EcLuvalen St , d of http://","-w.floridabuilding.org/pr/pr app dtl.aspx?parana=wGEVXQ\N,,tDqvRk6bsvZ66FC... 91/7/210 17 Florida Building Code Online Page 2 of Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 08/09/2017 FL # Model, Number or Name Description 13223.1 Cempar l Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes 1`1_1322_Pi I R RI2-2556-15 Panel in I-w>q df Approved for use outside HVHZ: Yes Fi_Q-4a3_.__R3IIER__RIa42578,-15Pan l._t ._Furrin_g,.p'if Impact Resistant: Yes ELL 13223 R3 II Install Cemp n I EI Ingy if Design Pressure: N/A FL1 t2"'.• R II NOA 15 G122.04.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 FL11122_5__R3 AE ER Rio-2556-15 Panel metal -wood, df FL13223_,R _AE._ER._RIO.2578W1.5_Pan ito,_Furring:pdf FL1 3 R3 AE NOA 1u-Q122.04.&f 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 FL1 223 ga_II. ER Rio-2556-15 Panel metal-woad.Ddf Approved for use outside HVHZ: Yes EL 32.23R3, ii ER R Q..2S78,;15,_P nel__tQ Furring.ldf Impact Resistant: Yes FL13223 R3--U all Har i P n I Si in f Design Pressure: N/A FL13223 R3 ii NOA 1S 0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04, Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556615Panel rnetal-wood pqf FL1. 3223-_-Ra._R.E._..ER..R 4Q H,78_:_i.r_Pal. l_te_.Fprrinl_Pc(f EL1'= z R3 AE NOA 15-012204 Ddf Created by Independent Third Party: Yes 132213 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 _R3 II ER RIO-2556-15 Panel metalyy400d.Ddf Approved for use outside HVHZ: Yes FL1.3223_,R_3,._11. ER RIO-2578_.1,.5._Panel,t,_Furring,.Af Impact Resistant: N/A FL1'?2R 1n II Fr v it P n I idil df Design Pressure: N/A FI_13223 _R3 II NOA 15 0122? 04 pyf 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 FL13L2_ L_R3. AiEER RIO-2556-15 Pan Lmetal wood.cdf Fi-' 3223 P3 AE ER RI^ 2 ? - 5 P n .I. j Ft rrin tf FL13223 R3 .AE NOA 15-Oi22.04.DdF Created by Independent Third Party: Yes back Next Contact Us :: 2„601 Blair Stone Road T la la Ph n : •-4 ? 4 The State of Flonda is an AA/EEO employer. Lppyrighr 2007-2013 State of Floriod, :: Eay • S' m nt :: Accessibility Statement :: @fun, 5[atement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions„ please contact 850.487.1395. "Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click ham. Product Approval Accepts: nq U09E""i M hnp: l/v~,-v,-w.floridabuildiiig.org/pr/pr_app_dtl.aspx?paran-i=wGEVXQ N tDgvRk6bsv766FC... 9/7/2017 Florida Building Code Online Page 3 of 3Z Credkt Card Sate http://'NN,-"7w.floridabuilding.org/pr/pr app dtl.aspx?parani=wGEVXQNAtDq,,-Rk,6bsN7Z66FC... 9/712017zI_ — I PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. A1 ti 4ifti IltFkt1111t. PREPARED BY:P., c 24121 RONALD 1. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 10F = s` HUNTINGTON BEACH, CA 926497ATE lE aft714-292-2602 S *..... ', Goo°•• r'r II``` 714-847-4595 FAX JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 infc)@jameshardie.com EVALUATION SUBJECT HardiePanele Siding James Hardie Product Trade Names covered in this evaluation: HardiePaneW Siding, CempanelG Siding, Prevail- Panel Skiing EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building Code(? RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 EVALUATION PURPOSE: This analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Interiek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 3. Ramtech Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on -center with a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load Test, 5!16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0,225 inch head diameter by 1.5 inch long ring shank nail 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IC-1055-89 (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanel Siding installed on 209auge Metal studs spaced at 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 11149-9811554d (ASTM E330) Transverse Load Test, 1W' Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metai studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1 S in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test, 5,116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 10. Ramtech Laboratories, Inc. Report 10868-97t1475 (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 on center with a 4d, 0,091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail 11. Ramtech Laboratories Report IC-1057-89 (ASTIvt E72) Racking Shear Test, 5!16" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-9911580 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a ET&F 0. 100 in. knurled shank X 1.5 in. long X 0.25 in, head diameter pin fastener tittltu t trffr rir/// 1V rt: F ZZ/ Z 241 STD fE F Q zz r /fit} JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table ta, Results of Transverse Load Testing RONALD I, OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 Fastener Spacing i, Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener T PSF) PSF) I0-1270.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49-7 IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 78.7 IC-1271.94 Ramtech 0,3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 143 477 10868-97/1475 Ramtech 0,3125 48 2X4 wood, SG z 0.36 16 4 8 0,091 in. shank X 90 30.0 MDD X 1.5 in. to ring shankhank nail Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in. long X 0.323 in IC-1054-89 Ramtech 0.25 48 1.375 in metal stud 16 6 6 head diameter ribbed bugle 169.9 56.6 head screw Min . No. 20 gauge X 3.625 in. X3,6stu Min- No 8 X 1 in. long X 0,323 in IC-1055-89 Ramtech 0.25 48 1.375 in metal 24 6 6 head diameter ribbed bugle 91.9 30.6 head screw Min. No. 20 gauge X 3,625 in, X ET&F 0.100 in, knurled shank X 11149-98t1554d Ramtech 0.3125 48 1.375 in metal stud 24 4 8 1.5 in. long X 0.25 in. head 170 56.7 diameter pin fastener Min. No. 20 gauge X 3.625 in. X ET&F 0.100 in. knurled shank X 11149-9811554d Ramtech 0.3125 48 16 4 8 1.5 in. long X 0.25 in. head 101 33.71.375 in metal stud diameter pin fastener 1. Aitowat)le Load is the ultimate Load aiviaeo by a Factor or salary at 3. 2, HardiePanel Siding complies with ASTM C1186, Standard Specification for Grade 11, Type A Non -asbestos Fiber -Cement Flat Sheets - Table 1b, Shear Values Allowable Loads in Pounds Per Lineal Foot for Panel Shear Walls' 2 Fastener Spacing tin) Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load' Load' Report Number Test Agency in.) in.) Frame Type in.) Supborts Supports Fastener T)M, pff) oil) 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 60 common 460.0 153.3 IC-1274-94 Ramtech 0,3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 10866-97t1475 Ramtech 03125 48 2X4 woad, SG z 0.36 16 a 8 4d, 0.091 in shank X 0.225 in. 595.4 198.5 HD X 1.5 in. ion nng shank nail Min. No 8 X 1 in. long X 0,323 in IC-1057-89 rnRatech 0.25 48 h1in. . Na. , 2020 gauge X 3.625 inX 16 & 24 6 6 head diameter ribbed bugle 990.0 123.8 1inmeta! stud head screw ET&F 0.100 in, 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 153A 1.375 in metal stud diameter pinfastenerET&F 0,100 in knurled shank X 11284-99f1580 Ramtech 0.3125 48 Min. No. 20 gauge X 3 625 in. X 24 4 8 1.5 in. long X 0,25 in, head 1060.0 132.5 1,375 in meta( stud diameter pin fastener 1. All board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 2. The maximum height-to-iength ratio for construction in this Table is 2:1 . Z. In the steel framed assemblies the allowable load is based on the average load at 118 inch net deflection. 4\`0ittt! If(f ffffir Q % RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable Stress Design (ASID), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5-1A, Figure 26.5-1 B, and Figure 26.5- 1 C. For this analysis, to calculate the pressures in Tables 3. 4, and 5, the load combination will be in accordance with ASCE 7.10 Section 2.4 combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0,6 applied to the Mind velocity pressure. Equation 1, q,=0.00256*K,'K,,,*K,*V' lref. ASCE 7-10 equation q, velocity pressure at height Z K, velocity pressure exposure coefficient evaluated at height z Ka topographic factor K, wind directionality factor V basic wind speed (3-second gust MPH) as determined from [2012 IBC, 2014 FBC] Figures 1609A, 6, or C: ASCE 7-10 Figures 26.5-1A, B, or C Equation 2, V=V.., (rot. 2012 18C & 20114 FBC Section I(X2.1 dahnihon',V Via , ultimate design wind speeds (3-second gust MPH) determined from 12012 IBC, 2014 FBC] Figures 1609A, B, or C; ASCE 7-10 Figures 26.5-1A, B, or C Equation 3, p=q,*(GC,-GCt) (ref ASCE 7-10 equation 10. 6- 1.) GCproduct of external pressure coefficient and gust -effect factor GC, product of internal pressure coefficient and gust -effect factor p design pressure (PSF) for siding (allowable nesgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256'K,*K,,'K,'V,,'-(GC,GC,) Allowable Stress Design, ASCE 7- 10 Section 2.4.1, load combination 7 Equation 5, 0.61) - 0,6W tmf ASCE 7-10 sschon 2.4.1, roar? combination, D dead load krV wind load To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p— = 0.6'tpj Equation 7, p., = 0.6*fO.00256-K,'K,,'K,'V,,'-(GC,-GC,)] Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 6, solve Equation 7 for V., Equation 8, Vn = (p0+6'0.00256-Kz-K,,K,,.'(GC,-GC„))" Applicable to methods specified in Exceptions I through 3 of [2012 IBC, 2014 FBC] Section 1609. 1, 1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V." = V. * (0+6)55 (ret- 2012 fSC & 2014 FBC Section 1609-1, 1) V_, . Nominal design wind speed (3-second gust mph) (ref, 291,'OC & 2014 F&C Sectbor I602.1l Table 2, Coefficients and Constants used in Determining V and p, K, wall zoni, 51 Height (ft) Exp 6 Exp C Exp D GC, GC,,, 0-15 0.7 0.85 1.03 h:560 1 0,85 1A 018 20 0. 7 0.9 1'0E 1 0.85 1A 0,18 25 0. 7 0.94 1.12 1 0.85 1.4 0.18 30 0, 7 D'98 1.16 1 085 1A 0,18 35 0, 73 1,01 119 1 0,85 1.4 0,18 40 076 1,04 1,22 1 0.65 1A 018 45 0785 1,065 1.245 1 0.85 1 4 0,18 50 Ul 1.09 1.27 05 4 0,18 55 0. 83 1.11 1.29 E 0.85 4 0,18 60 0. 85 1,13 1,31 ll 0.85 1A 018 100 0. 99 1.26 143 h>601 1 1 0,85 1 -1,6 1 0.18 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT. RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-885-542-7343 info)jameshardie.corn Table 3. Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B, Wind Speed (3-second gust) 100 105 110 115 120 130 140 1 150 160 170 180 190 200 210 Height (ft) 6 B B 6 B B B B a B B B B B 0-15 1414 15-9 17.5 191 20.81 24A 28.3 32,5 37.0 41.7 46.8 52.1 57.8 63.7 20 14A 15,9 17.5 191 20.81 24,4 28.3 ----32-,5 37.0 41.7 46,8 52.1 57.8 637 25 14A 15.9 17.5 19.1 20.81 24.4 28.3 32.5 37,0 41.7 46.8 52.1 57.6 63J 30 14A 15.9 17.5 19,1 20.81 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 21.71 25A 29.5 33.9 38.6 43.5 48,8 54.4 60.2 66.4 40 15.7 1 -17,3 19.0 20.7 22.6 26,5 1 -30.7 35.3 1 -40.1 45.3 1 -50.8 56.6 1 -62.7 69.1 45 16,2 17 9 19.6 21 A 23.3 27A 31.7 36A 41.5 52.5 58.5 64.8 71.4 50 163 18AU2-31.0 202 22A 24.1 28,2 32.7 37.6 42,8 4&8 48.3 541 60.3 66.8 737 55 171 18,9 20.7 22.6 243 28.9 33.6 38.5 43.8 49,5 55.5 61.6 68.5 75.5 60 Trr- 1 747- 7717- 7T4T- 777 M -1 777 100 7275-6 2 a 31 796-9 43,3 50.2 777-6 65 5 7-4 0 7-29- 72-4 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed (3-second gust) 100 105 1 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) C C C C C C C C C C C C C C 0-15 17.5 19.3 21.2 23.2 25.21 29.6 344 39.5 44,9 50.7 56.8 63.3 70.1 77.3 20 1&6 20.5 2-25 24.6 26.71 31A 30-A 41.8 47-5 53.7 60.2 67.0 74-3 81T 25 19A 21A 23.5 256 27.91 32,8 38,0 43.6 49.6 56.0 62,8 70-0 77.6 85.5 30 20,2 22.3 24,5 26 7 29,1 34-2 39,6 45.5 51,8 58A 65.5 710 80.9 89.2 35 20.8 23.0 26.2 27.6 30.0 352 40.8 46.9 53,3 60.2 67,5 75,2 63.3 91.9 40 21.5 23.7 26,0 28A 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 29J 31.6 43J 49.4 562 63.5 71,2 79.3 87.9 95.9 50 22.5 24.8 27.2 7 32.4 38.0 441 57.6 65.0 72.9 81.2 89.9 9i9.2 55 22.9 25.2 27.7 30,3 33.0 37.1 38.7 44,9 11 51-6 66.2 74.2 82.7 91.6 TI)1.0 60 2-6.7- j29. 33.6 4 4 Zl 67A 75 100 32.6 35,9 39A 41-1 46.9 55.0 6 A31 43,6 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed(3-second gust) 100 105 110 115 120 1 130 140 150 160 170 180 190 200 210 Height (ft) D D D D D D D D D D D D D D 0-15 21.2 234 25.7 281 30.6 35.9 41.6 47.8 54A 61A 68.8 76.7 85,0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 25.5 2e.0 30.6 33.3 39.0 45.3 52.0 59,1 66.8 74,9 83.4 92.4 101,9 30 23.9 264 29.0 31,6 34.5 404 46,9 53,13 61,3 69.2 77,5 86.4 951 105,5 35 24,5 2T1 - 29,7 325 35.3 41,5 48,1 55.2 62-8 70.9 79,5 88.6 98,2 108,3 40 252 1 -273 30.5 33,3 36.2 42,5 49.3 56.6 64A 72.7 1 -81.5 90.9 100.7, 111,0, 45 25.7 28.3 31,1 340 37.01 434 50.3 57.6 657 742 83,2 92.7 102 7 113,3 50 262 28-.9- 31,7 34,6 37,7 44,3 51.3 58,9 671 75.7 e4.9 94.6 104,8 1-115-5 55 26.6 29.3 32,2 35.2 38.3 45,0 52.2 59.9 6811 76.9 86.2 96.1 106A 117.4 60 77 -7 Z7 77FT 457 7577- 77T- TT- 7T-1- 876 97.6 1 OF, 71 7-11-9T. 100 37.0 40.8 474-7 48,9 53,2 62.5 1 .725 83.2 94,6 106.8 1198 133A 147.9 163.0 Tables 3, 4, and 5 are based on ASCE 7-10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code V. Ff 24121Z7 I AT F- E D I"Wall 110 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIG-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 it)fo@jameshardie.com I I I I Ill 0 Table 6, Allowable Wind Speed (mph) for HardiePartel Siding (Analytical Method in ASCE 7.10 Chapter 30 C&C Part I and Part 3)8 . ......... CA*.*-. 2012 IBC, 2014 FBC 2012 IBC. 2014 FBC 24121- A T E 't Coefficients used in Table 6 calculations for V., Allowable, Ultimate Design Wind, Speed, v. 4. 3- second gust mph) Allowable, Nominal Design Wind, Speed. 6. Vow- 3- second gust mph) Applicable to methods specified in (2012 15C, 2014 FBC] Section 16091 Al as determined by 12112 iBC, 2014 FBCj Figures , 609A, B. or C. Applicable to methods speified in Exoepwns I through 3 of 12012 IBC, 2014 F8C) Section 1609. 1 ,1 Wind exposure category Wind e Dosure category Siding K, Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Tape Stud Spacing inches) Building Height' feet) 6 C D B C D Allowable Design Load PSF) Exp S Exp C E-P D Ka Kn GCn GC., HardiePanel& 5116 48 6d common 6 2X4 wood Hem - Fir 16 0- 15 186 168 153 144 130 118 49.7 0.7 085 1.03 IhS60 1 0,851 1A 1 0181 166 164 149 144 127 116 497 07 09 1 08 1 0,85 14 0181 2025 186 160 147 144 124 114 497 0.7 0.*4 1.12 1 0,85 14 016 30 186 157 144 144 121 112 49.7 0.7 0.98 1,16 1 0.85 1A 0.16 35 182 154 142 141 120 110 49.7 0,73 101 1.19 1 0.85 14 0.18 40 178 152 141 138 118 109 49,7 0,76 1,04 722 1 0.85 1,4 018 45 175 150 139 136 117 108 49.7 0,785 1.065 1245 1 0.85 14 018 50 172 149 138 134 115 107 49.7 0,81 1,09 1.27 1 0.85 14 0.18 55 170 147 137 132 114 106 49.7 0,83 1.11 1.29 1 OAS 114 0,18 60 168 146 136 130 113 105 49.7 0.85 113 1.31 1 0.85, 1,4 0,1e 100 139 124 116 108 96 90 49.7 0.99 1.26 143 h>60 1 0.851 1,81018 HardiePaneM 5116 1 48 6d common 1 4 2X4 wood Hem - Fir 16 1 0- 15 233 212 192 181 164 149 78,7 07 0,85 103 h560 1 0S51 14 1 018 20 233 206 188 181 159 146 J8,7 0,7 0.9 1.08 0,851 14 1 0,18 25 233 201 185 181 156 143 767 0.7 0.94 1,12 1 0,851 14 1 0,16 30 233 197 181 181 153 140 78,7 0.7 0,98 116 1 0,85 14 1 018 35 229 194 179 177 151 139 78,7 0.73 1,01 1,19 1 0,85 14 0,18 40 224 192 177 174 148 137 J8.7 0.76 1,04 1.22 1 0.85 1A 0,181 45 220 189 175 171 147 136 78,7 0.785 1065 1.245 1 0,85 14 018 50 4 187 173 3 145 114 787 0,81 1,09 727 1 0,85 1.4 018 55 214 185 172 166 144 133 787 0.83 1,11 1.29 1 0,85 1,4 0,18 60 212 184 171 164 142 132 78-7 OZ5 1 13 1-31 1 0,85 14 0,18 100 175 155 146 136 120 113 78-7 0.99 1.26 1 A3 h>60 I 0'85 18 018 HardrePanel& 5116 48 6d common 6 2X4 wood Hem - Fir 24 0- 15 147 134 121 114 103 94 31,3 07 0 a5 1 03 InSGO 1 0,85 14 0 18 20 6-7- 130 119 32659 101 92 31.3 0.7 0.9 1.08 1 10,85 1A 0,18 25 7 127 116 5- 98 90 31.3 0.7 Q94 1,12 1 10,85. 14 016 30 147 124 114 114 96 89 313 0.7 0.98 1,16 1 1 C,851 1A 0,161 35 144 123 113 112 95 87 31.3 0.73 1.01 119 1 H14 016 40 141 121 112 109 94 86 31.3 0,76 1.04 1.22 1A o'ie 45 139 119 110 108 92 86 313 0,785 1.066 1245 1 0.65 1,4 0A 50 1 137 118 109 106 91 85 31.3 0,81 1.09-727 1 0.8 1,4 018 55 135 117 108 105 91 4 313 0.83 1.11 7,29 1 10,85 14 018 60116 21108 103 90 83 31.3 0.85 1 13 1.31 1 0,85 14 018 1I- 1 i 98 1 92 8 6 76 71 31.3- 0.99 1,26- 1.43 h>60 1 1(),85 1,6 O'le HardiePanelt) 51,16 48 6d common 4 2X4 wood Hem - Fir 24 0- 15 182 165 150 141 128 116 47,7 01 085 1.03 h.160 1 0.85, 1A 0 18. 20 182 160 146 141 124 113 47.7 07 0,9 1.08 1 0,851 1.4 1 0 181 25 182 157 144 141 121 ill 477 0.7 0.94 1.12 1 0,85 1,41 0'1e 1 30 182 154 141 141 119 109 47.7 0.7 0.98 1.16 1 0.85 1,4 0,18 35 178 151 139 138 117 1()8 47.7 1 0.73 1 1 01 1.19 1 0'e5 14 016 40 174_ 149 1 138 135 116 107 473 0,76 1,04 1,22 1 0.85 14 0.18 45 172 147 136 133 114 106 477 0785 1.065 1,245 1 C,85 14 0.18 50 169 146 135 131 113 105 47.7 0.81 1.09 1.27 1 0,85 14 0.18 55 167 144 134 129 112 104 47.7 C'813 111 1!t 1 0.65 14 018 6D 165 143 133 128 Ill 103 47,7 M 1,13 1,31 1 0,85 14 0,16 100 137 121 114 106 94 88 477 0"99 1.26 1,43 h>60 i C.M. 16 018 HardiePaneW 5116 48 4d, 0.091 in. shank X 0. 225 in. HD X 1,5 in. long ring shank nail 4 edge 8 Field 2X4 wood S G-4,36 16 0- 15 144 131 119 112 101 92 30.0 01 0.85 1.03 hs60 1 0,65 14 0.181 20 144 127 116 1 112 98 go 30.0 07 Og 1,08 1 0.85 1A 0.18 1 25 144 124 114 112 96 88 30,0 0.7 0,94 1.12 1 0,85 14 0 161 30 144 122 112 112 94 87 30.0 0,7 0,98 1,16 1 0,85 14 0 16 1 35 141 120 ill 109 93 86 30,0 073 1 01 119 1 085 14 0.18 40 138 118 109 107 92 81, 30,0 G.76 1.04 1,22 0,85 1.4 018 45 136 117 108 105 91 84 30.0 0 7K_1 1.065 1 1.245_l 1 0.85 14 0 18 50 134 116 107 104 89 183 30.0 0.81 1.09 1.27 5 0.8 14 018 55 132 114 106 103 89 82 30.0 0.83 1,111 1.29 0,85 1A 018 60 131 1 113 105 101 88 82 30.0 0.85 1 13 1.31 1 0.85 14 F _18 1 oo 108 9_6 90 4 74 70 30.0 0.99 1.26 1,43 h>60 1 10.85, 1.8 018 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET fi443 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@}a mesha rd ie.com 0,ijktll, Ittit 11111111 XX` 7ii201218C, 2074 F8C 201218C, 2014 FBC G Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed, g t£ Y°°° may STATE.?F,i 3- second gust mph) 3-second gust mph) c Applicable to methods Applicable to methods specified in 12012 IBC, rf. f< 1 y; 1 11 •• 20t4 FBCj Section specified in Exceptions 1 through 3 of f2012 IBG, l` \, Clyli( fj!lLll lURlt\w 1609. 1 .1. as determined b f2012 IBC. 2014 FBCj 2014 FBCj Boction Figures 1609A, 6, or C. 91609. t. t. Coefficients used in Table 8 calculatlons for Y„„ Wind exposure category Wind exposure category Siding K, Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing Haight ' B C D B C D aesi g inches} inches) Type Spacing Type inches) feet) Load PSF) Exp B Exp C Exp D Kn FCt GCp GC, 0- 15 198 180 163 153 139 126 56.6 0.7 0.85 1.03 hs60 1 0,85 1A 1018 Min. No 8 X 20 198 175 159 153 135 123 56.6 0.7 0.9 1,08 1 0,85 1-4 1 0.16 25 198 171 157 153 132 121 56.6 0.7 0,94 1.12 1 0,85 1.4 1 0.18 1in. long X Min. No, 1 30 198 167 154 153 130 119 1 -56.6 0,7 0.9e 1.16 1 0.85 1.4 1 0.18 0.323 in 20 gauge 35 194 165 152 150 128 118 56.6 073 1,01 1-19 1 0.e5 1.4 1 0,18 headX3. 625 40 190 162 150 147 126 116 56.6 G.76 04 t1.22 1 0.85 t4 018HardiePaneltt, 11448diameter 6 in. X 16 45 187 161 148 145 124 115 56.6 0.785 1.065 1.245 t 0.85 1.4 0,18 ribbed1. 375 in 50 184 159 147 143 123 114 56.6 0,81 1.09 1-27 1 0,85 14 0,18 bugleheadmetal 55 182 157 146 141 122 113 56.6 G.83 1J1 1.29 1 0.85 1.4 0.18 studscrew' 60 180 156 145 139 121 112 56.6 0.85 1.13 1.31 1 G.85 1.4 0.16 100 149 132 124 115 102 96 56.6 0.99 1.26 143 h,60 1 0.85 1.6 0.18 C)- 15 146 132 120 113 102 93 30.6 0.7 0.85 1.03 hs60 1 0,85 1.4 0.18 Min. No 8 X 20 146 128 117 113 99 91 30.6 0.7 0.9 1,08 1 10,85 14 0,18 25 146 126 115 113 97 89 30.6 0.7 0.94 1.12 1 10,85 1.4 0.18 1in. long X Min. No. 30 146 123 113 113 95 88 30.6 0.7 0.98 5.t6 1 C.85 5 4 0.t8 0.323 in 20 gauge 35 143 121 112 110 94 86 30.6 0,73 1,01 1.19 1 0.85 14 0.18 headX 3.625 40 140 119 110 108 93 85 30.6 076 1.04 1.22 t 0,85 1A 1018, HardlePanelJ1/4 48 diameter 6 in. X 24 45 137 118 109 106 91 85 30.6 0.785 L065 1.245 1 0.85 14 0.18 ribbed1. 375 in 50 135 117 108 1 105 90 84 30.6 0,81 1,09 1.27 1 0.85 1A 0,18 bugleheadmetal 55 134 116 107 104 90 83 30.6 0.83 1.11 1.29 1 0,85 1A 0.1e tstudScrew 60 132 115 106 102 89 82 30.6 0.85 1,13 1.31 1 0.85 1A 0.18 100 109 97 91 85 75 70 30.6 0.99 126 143 h>60 1 0.85 1.8 0-18 ET& F 0. 15 198 180 163 158 139 127 56.7 07 085 103 h<60 1 0.85 14 018 20 198 175 160 153 135 124 567 0.7 09 1.08 1 1 0.85 14 018 0.100in. 25 198 171 157 153 132 121 56.7 0,7 0,94 1.12 1 10.85, 14 0,18 knurledMin. No. 30 198 167 154 153 130 119 563 0.7 0.98 1.16 1 0.85 1A 0,16 shank20gauge35 194 165 152 150 128 118 567 0.73 1,01 1.19 1 0.85 1.4 0,18 1.5 in. long 4 edge X 3,625 40 190 163 150 147 126 116 56.7 076 1.04 7-22 1 0.95 14 0.18 HardiePanelt511648X 0.25 in. 8 field in, X 16 45 187 161 149 145 1 124 115 56.7 0,785 1.065 1.245 1 0.85 1.4 0.18 head1, 375 in 50 184 159 147 143 123 114 56.7 0,81 1.09 1.27 1 0.85 1.4 0.18 diametermetal55 182 157 146 141 122 113 56.7 0,83 1.11 t29 1 0.85 14 0.18 pin stud 60 180 156 145 139 121 112 156.7 0-B5 1.13 1.31 1 0.85 14 0,18 fastener' 100 149 132 124 115 102 96 56.7 0.99 1.26 1 143 h>60 1 0.85 28 018 ET& F 0- 15 153 139 126 118 107 98 337 0.7 085 103 hs60 1 85 1.4 0.18 20 153 135 123 118 104 95 33.7 0.7 0.9 1.06 1 0.85 1A 018 0.100 in. 25 153 132 1 121 1 118 102 94 33.7 0.7 0.94 t.12 1 0.85 1.4 0,18 knurledMin, No, 30 153 129 119 118 100 92 337 G.7 0q8 1 16 1 G.85 14 0.18 shankX20gauge35 150 127 117 116 99 91 333 0,73 1.01 119 1 0.85 1A 0-18 1.5 in. long 4 edge X 3.625 40 147 125 116 114 97 90 33,7 0.76 1.04 1 22 1 0.85 1A 0.18 HardiePaneit511648X 0.25 in, 8 field in. X 24 45 144 124 115 112 96 89 33.7 0.785 1.065 1.245 1 0,85 1A 0.18 head1.375 in 50 142 122 113 110 95 86 33.7 1181 1.09 1.27 1 0185 14 0,18 diametermetal 55 140 121 113 109 94 87 337 0.83 1.N t.29 1 0,85 14 0.18 pin stud 60 138 120 112 107 93 87 33.7 0.85 1.13 1.31 1 0.85 14 018 fastener' 100 115 102 95 89 79 74 33.7 0.99 1.26 1.43 h>80 1 Q85 1- screws snau penetrate in metal naming at was mree lull mreaos. 2. Knurled shank pins shall penetrate the metal framing at least 114 inch. 3. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle Q less than or equal to 10` (2-12 roof slope). 4. Volt = the ultimate design wind speed (3-second gust mph) as determined by 12012 IBC, 2014 FBC] Figures 1609A, 16095, or 1609C; ASCE 7-10 Figures 25.5-1A. 26.5-15, or 26.5-1C. 5. Vasd = the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of (2012 IBC, 2014 FBC; Section 1609 1.1. 6. The wind speeds in [2012 IBC, 2014 FBCj Figures 1609A, 1609E and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with (2012 IBC, 2014 FBC] Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in 12012 IBC, 2014 FBC] Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear interpolation of building height and wind speed is permitted. 8- Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3 K,=1, K,=0.85, GCp=-1.4 (hs60), GCr=-1.8 (h>60), GCR,=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-2578-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIER 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 1 B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 14" Q.C. 2 JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING 2 DESIGN WIND LOAD PROCEDURES 3 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 4 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 4 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 5-6 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE W(TH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA& ASSOCIATES, INC. 16835 ALGONQUIN STREET 9"3 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX RONALD 1, OGA0AASSOCIATES, INC, 16636 A-'GONQUIN STREET W5 HVNMNGTON BEACH, CA 92649 M 714-M-21M, (Fi 714-84745K PROJECT RIO-2578-15 EVALUATION SUBJECT HardioPaneW Siding James Hardlimi, PredvAt'leade, N&M" Covered In this evalualion, sidm;, companem, Si"q POv" I PWW ".v EVALUATION SCOPE: ASCE 7-10 201A Fiands SuodN Code 7012 Infitnuumu aaltdri; Coda I"lolz lnW" lrW*r* K910nual code EVALUATION PURPOSE. I N4 M to d"W"WW the M4.vmum d"vn 3-*00Dna 9wt wow speed to t* mumod by an *swmby e Hardwp&n* pm%%o pmtwt sal fatwnaO to -TIW AM O&W *W W metal f,wevn; won rats or wvsm REFERENCE REPORTS: 1,;mv0A* Roper, bad ItM o,t H*M*P&rW TEST RESULTS: T*4i* I*, R*svtta of Tvari*v*rw* Load Testing unmatt A40*AZKv i Teat Tt*:*,W** pa-4 spa-v Fastener Type ivaj Dev;n Load' R ft;)m Numbv, Aocnvy OR) W41h tin.I F,*qW TXU tin) On 1 and orne'nown 4PSF1 MSF) Fafrt Wade a12$ 46 2X4 wcD* Giud, UCPa by 3 5' 16 6 ft 6 x 1 .Z5. " x a nx HG 6 px trmvq, Aracw1v W'dr SPF 4MM9 otibed W,"00 head screws 1= 43614=-001A K 45 2)(4 wood stud, 3W thick by 3,5 16 8 oc 8 X, 1,26. WQ x 0 32-.- Hl: 131 A a PIA waleSPFfw mbed b e t*84 screws 1= 24303COv^ IA inlortek D'aln 0 ZY'A wow ", U4. vw« t)y 3 e X 1 2`n' W1 X, D 3z3, H-- Ze SPF umvv Vr" r» ad saw'" 46 ZU wood surd ovo, t) 15-1 16 6 15' "D x I t" 1476 4' mwzum A* Spy I ,;j 1 1 vu,* " 0 a I -f, 1 48 Z,, wo"4 -4 add' rua, vy 3 24 a Iri, & x 1,Zt" zn X lv -1 H;: w,, U SPF tr-v mba- #,: *cma Fri aaaumera were mstaoee ari iarnng tutu-toua palwinwor, 4mr, V* "amm 'a"rawl AL, Pwat" 1040 A cetclrfl*d from w1m4te, 6-,Od *'Y'vac by a tacos W "Asty 0" 3 r(A, d*Pxnal $A,% Cam, p4" with ASTM C1196..$4.dafO Spe;.fia W,fa, G,wii, V 7yw A Nlvn-o440rsot FZA, FiadSr+ tg TaUk lb, Anii"is of Allowit4la Lead for 01 Screw at 10' O.C, r-,ow sraw lz 10 Alk1 01* t004 (E!n 43 8 354 381 47': 431 The taelew toad for *6 &7ew Al 10'0 C. as Ca?"Wd at the #,o,,Age f., LIM tev traou lu* 6- an-1 1' C C The ak-azir W.1 W 06 screw *I We spawV of IC'O,C mW t,-Vv car, Do co,w*mby mterpcZaUN tv,**441 of tar" faslow at 6, onz. 12, Wry e uct, kevm tAa sa,^ * talcrse M,46 of fasle-w p p Mmo;o from the panats, AS mown M r* tale, tl* awe" "0 W se so -a'" WW'4404 at A tr 0 C to wDxJ fwwn is lit'll Pat Justification of Using the K**oltA An Ugnt Gauge StAof Framing in the &utjttcl czmfVLabsmt Ov fastanara weft anzorl" to fwnw anty so whe"r It* lurm; is WrAoed is we" 0, cite, twm *,*& r,'01 su v pant i* ICAC z4pav') MT :r* Kpqcl al;,wes ri4p"41t,14i IQ, GnUry M, NMN aulk"N'WrIl *rd trams q memobom to hvo wrwl toal G"fgfts RONALD 1. O-;"AASS=ATES, INC. 16635 ALGOW"N STREET *A43 RUNIINGTON K-ACH. CA 94,649 t-T) 714-292-26,02: (F' , 714-647 -4%S FfRojccl- mc0-257&16 DESIGN WIND LOAD PROCEDURES: aotrmiroa batod on a lifav of sat" of 3 appw to the Lomato " toad Equation 1, q,-O fret ASCE 7-10 #Q"tan X0 3-a) q, VoIxxty omstwe of hw;k z K, vef"Ty omuov*,pusu weff,;mnt *,oWjwAd w hW, z r'. tQp0v*p1Kf*cw Equation 2, Y. w"V4 otmawwdy lacw V oasc wind *pead (3-seawz vulg mph9 " dwamurow tmm 201,2 $C Ftg:r" 16OW, el, or C, ASCE 7-10 giros 2F, 5- I A, 5. o, C V.V. tMf. 37-2 WC SO —'*On 16021 fth=vu) V. "Almats omp. wind spft*t (3-"QQq'0 ;T'Al MPHI 46WMVW tram nI2 15C FQ41*4 150SA, 6, ar C: ASCE 7A0 FW,-O* Xl-lk El or C Egwtton z, p*Q'*(G':.-Gw.) (ref ASCE 7-TO *qw4.',*n 3* & 11 W, wwuo of eder ma PMSWJM C"Mzw-d *n4 oust-aftcz mcwt Gl— vou,;t of wwrw pftsa" 000mowm ants Q."Aa t..w P de pr". K" (psF) for wffno ("Q.*vA ftoon laC w "no To 0awnwK, oesin prsum " a'=we 1z' rao rquoboa J, EqwVorf 4, A00.10A.* - Stmu Des, 911 ASCE 740 Scabar 2,4 t testa cafrttrtras for T 0 60. 0 sw ( lot ASCE 7-TC $W-bov 2 4 1, fpO C«pmbr,#Van 7j 0 , 0"o low w , wm w" To OWWffv the b* - 54mss Desion Pre"4,e *W), the laaa Afao, for w (Mnd) ftm cqw4 to P tovsqn pm"Oml cft*.w—m'oe ftxa" r'7'w'Q0'( F-q"tlan 6. p- 0 S' M Z*wU,m T. P— rl 610 Gquasan 74 used tc, ppp4stv To -No 3 4 end Tt oasartr. Me ##o-,Abf .11,1410 Z'4$4 -ml spevo tor Haniv sra"9 to Tat,* 6, *Vw Eqwt',:m' 74w V. EQuotion 6, V. * (P-10 A;4>+ 14b* to Mg hoar spdaltted to thr"Vh 3 a 20, 2 10C S"'On 1644 T 1... to 04tkM#z)tzEe It. 00.4.0v '0 n0- oew w"v 4;e 614AO" to, HAIZ-4e fn 7aAJg E. app:re b0ow, Eqw*uon It, v— - V. , to 2012 tac -Stzv'm I T) V— , NCnr W de*Vl w io zc'; z fac I C az1) STATE 0 R N A\ RONALD 1. OGAIVVAASSOCWTES. WC, 6835 ALGONOON ST BEET 0443 HVINTINGTON EACH, CA 92640 T) 7$4-2292-2602, (F) 714-8477.4505 PROJECT, RI0.257&-15 Table 2. Coofficierits and Constants weed in Dolofftning V and P, Elam mulm xmumm mlw mmw Table 3, Allo"bf. Strums Design - Coupon*M and Cladding (CLCI Pr,",m, (PSn to be Resisted at Various Wind Speeds - Wind E.P*4-m Category H, OEM Mammok"m Table 4, AU*.*bk Stritest Design - Con4mmr4 *00 Cladding (04,C) Pro**um* (P$F) to tia Reololitil at V01iiii* Mod Spo"is - WInO Exposure Catagoly C, N4wwic mw 1w 106 110 ll$ 1 1 0 Im 1 140 1 SO 111 0 Im, 1 1 t o 140 II)o1. K- ghl M) f- c C c C c c c c c c c C IS 77-77"-T- 75 1 TS z 776 754 -4 T- 74-r- 7 k 43' -77 it) 7-26c, 7-7- 2 5 24 6 x 7- 314 - w —4 7iT- ZT 53 CW2 77, —o --774 —2 Fr, liA 2t 4 - 13 -1, 0 7-74=5, M = 5 7$ 7- 77- --777 7.- 30 73Z T- 7E5- 74 1 6 A' 12Z 1 xc 7—le-777-1 431 0f, w S' 22S 7 HEHEEK' ix 1 ---+26 1 356 1 -394 1 .aal I A(Ae 1 -5G0 1 -0t a3 1 -t(34 4141 I; t 7 X, 3 43,E Table 6, XflowabW Stress Design - Component And Ctadding (C&C) Prassares (PSF) to tw Resisted at Various Wind $p"dit - Wind EXposury Category 0, D 0 0 1 D 5 0 1) D x kS,P 41 1,0 7— CA 4 14 6 76 4-1 7 1-r- 702V 4 43— 5c 30 (7- 171- 4-7-5- 14 'd kl4 4-4,t 771'-1-77-97 325 2 Z" —6 y 75 5 6 S, 40 T7- ZT- 77 -3 w2- 74T -3 R64 4 76— 17 7- 4 71 TF — 3 T —I Z7 —0 z3 —4 3 3 s 7#—,t T-7- 77- 77 —3 44 450 66; 10 A 1 1 I t7l i " 7Q1 4 1 ti Ae 9 2 1 1 f -*'32 4 1 - 14 T'ir 1 0 1 Tables 3,4 7- P.1 oWIVAAltsoCAl-rS INC 10135 A.Lck-IAN SIRU T 0443 HUN7WGT'Z)f* BEACAA, CA V"S cr, (PI 7114-"74&" Ubw 4.A11-w#b* WMAOW (MPN tw hroll oporw witv (A"WAwftdfp Ascr moctmpw " mz P.T I ma Pon v PROj;-- 7Z, 14,Z, Z, 0 c D aa..m tans w— o-r tC2 roc, Z- C 1 ta t7U m 10 Izz I X r. 10) M 1b1 1.4k 32% 10 tic z10 10100 gf 4(, 1T4 it" t— F- 7,7 ilt 177 lu t.z t IV fS to I In I- i ai..-* Wit 44 o— zxiryMThk I., i',m Nt ilk 117 I I w it 77 IF IN 7 7 ti. 6 A c"Ib 4' i I M 41" lii 1 M, Ili In-, f qs 7f i Iw lG"ilk ztd 41f o o.v *, q. 7)(A Op. ow ft-a w 0,15 IV v IT* n- I 'm S. 1j, t^ iN, Al ifl 77- r t4 M t IM VM ty, I, W" x o=fC, f" zo A. sk I' m tfz t,f. 5JA oo ic 41 1 4; tt` wit - FF:- col,Ii 046 44 1to154Nk 71 77 tqg is St OWTATIONS OF USE. 1j 0 Iigi V-40H9W 2oiaM4 (HVHZ) --V4 P-1 M,4m.O#O CiWiIiy FO14. N'OA 1"12; J4 lot lot OGA 21 STAT 0 ONAL W ClckVA#Xl=--oTr-s lµ MIS AF,QOWIJK STREE7 "42 M A:H, CA 62649 714,tzn2*alfF, ?14+47 m Ttbk 4'"aw*uk w0tasow w"1W H~w* stooft (Afwyfto womeo, Ascr me cft*p(w 4v C4C fto I ands-wrif Auz,, "ARZI lltu;DNZ; I r- 4" V-4 69-9, t4I-, I. W W.0, spod, v.,. Ct-I 41W Mf-q C..O- Ilk 4 a c r Z.Ittt M, Q=," D zu- 3w I",- it, ri, 164 146 13- 125 I'. I ttl I - 1 ro IK 0 Arl I a It 0 Itt lu 10, M lE -7, i, w7tIt30 M0) 1w, IF w It 0 lw K 1. 1 Ilk it, 1* 110, 113 177 ta If C', lto TAii4 II, I 'It ZA Zia t. I 30 120 V I 16I'D 4 5W I In 11T It"s t, *i, I It I Ix 2* XI 2 Gfi an tad I Cot, 'M '0 mw t add. U16 4It) V- 0* A.v I"t" t 111.9 g* 1- 13, 1 1 - I " 74 I * I) I, Nj M 17, t. In 77- 77- 777 70 UwE 73Z It, lat t77 rl 4 -17 -77- V,' W, 1;* t 7* k 44' 1)* I t T- 41 71 tti E. 9 I V 4t. Ur lc tt,tt UtV* 0,-* 34' It. I 10, I 64 skfAIV 77 d t, W 7 17, t 14, IF T, 7r-M e13 7F7, ii f '1, ft I- 12, ad I- t. I, - It, K- I I ll It'l 4 ix 14 tt Qcc t. 4 t.-q 34- itm t It I It I At tlit 10. 4-1 t- M 1 1 III IN It 77- it" At T Ml " bwFdd w 7, 1 4 77 S;- 1-11 77- tk etd t 971, 1 -T. '1, a w iL 7 tt 7- 7-,, - t It w tt, i F Ar 164 7.7, t7ra t tz I, It It vf"aI, 0 4& t74 0 It I' M I. 47A tt 1 kV tx+" fp lte£'ta ptt+ wLlc V-, -Ott"" --t,PM -t II,, O'K 1*41.- 6a 14w UMITAMUS CW USE: 1; 11, tiVII V114-TY twmcac Z*troa rlt(VtK MW WW-Dd, C-t1 Fk-ft VxI J Ns 0 N REPORT NUMBER: 1102024363COQ-001A ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30, 2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COQUITLAM, BC V3K 7CI JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 PRODUCT EVALUATED: HardieRanefS EVALUATION PROPERTY* Transverse Load Testing 1#0 1 rep"" 0OGAGA 21 Z -0 STATE F RID OIV4 L Report of HardiePanelt 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 is for the 4 , S've use of intelei'-s &f." aril pl!'(Vi'Jed pu'-".Izm" to 11 e' o tl)f o he pary' '? zlt'er :he clierit ih a'-roj%1'a7i'-e 'V.""'h t")E '10* eny ic'S5' exper7s'e QL'Zme e o,-cas,or ezl :y tli& of 111115 10porl, Carly ",I) e ctient is '34.'rhznr"Zed r') C.P0' a!S*"'4;1-1:t"er' ',Ir1z"ewt''"'ys ku".me or kl0f, ofmarks fo, Vv Safe or of vv rc's"ev ;"- au e Or I'Ivfce fi-s' my appr Vta 'n ty Ittvflek. 7?te' 'IPterva'llon5 an'l "es"-resafts I,-, tnts 7epo" are reievarn' 0")4' they '';d'mple testezy, P's 'er'-'rT twilsefflae" nj: tmP"y at "he materal, Product, or ! s or has ever t'een u"%Ier wmoumxa pwVwzm/ 1Table of Contents 1 Table QfContents ......... -... -............ __...... -............. '_.------------- —.-..--.--._'2 2 Introduction .............................................................. ......... '----.--__----_-.3 3 Test Samples ........ ---......... ---_-'-._......... ... ... .... ...... .......... ------3 31 Sample Selection .......... —............. _-_--....... --- ... _........... --- ... ........ 3 32 Sample And Assembly Description- .... ----.-....... ............. -........... ,................ 3 4 Testing And Evaluation Methods. ....................... ---.... ......... -................ -----_'3 41. Conditioning ...... ............... .............. ............ ....... ........ -'-...... ............. _'-3 4. 2- Transverse Load ............ '—.,----............ _....... '.................. ...... '------3 5 Testing And Evaluation Results ... -'...... ....... ......... ....... -................ .............. -.---5 51. Results And Observations ... .--....... --- -..... ... ...... ....... .-_--....... ........... 5 6 Condusion.—..... ... ....... ..... --- ...... ......... ........... --'----'_--'___--_.6 xpendixA Transverse Load Test Data, -----.......... --...... -_........ ---]7Pages SS Florida Product Approval HardiePanelO 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. kl HardiePaneI'lZ1.19, Vertical Siding JamesHardie EFFECTIVE SEPTEMBER 2013 INSIALLAI ION TiS RESIDEN'iAL Sfl3lk FAMI".."YONLY - PRI&I'l & COL DRPLUQ-1: pli?O XC'15 Visit ,— hnnrn for the most recent version. SMOOTH - CEDARMILLO - 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 HZI OTNI PRODUCTS OUTSIDE AN HZI 0"& LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-734,3 (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 corners from breakage. James Hardie is not responsible for damage Caused by improper storage and handling of the product. L CUTTING INSTRUCTIONS OU'DOOFi5 INDOORS 1, Position c Ming statirA so that windwil, bic,,., dust away froul use; 1. Cut only doing sGo'e a snap, or shears (manual, elect -to or pneurnatic), and oil tws ini workinq area, 2, Posilion Ritfing s,atron III vveli-iieirtiakid area 2. Use one of, the follovivinc methods: a. Best ! score anE crap ii, Shear (manull, elect. i-, or pnett'llatc) W-VER use a puiii saw iodoci,s b. Belzer I, Dust redici ic circular sal' equll)PeO With a I NEVER use a circular savi, blade triat does not mrrthe -hrdieBlade saw blade trademark Hardle3ade , saw blade and HEPA vacuum extraction NEVEP, dry sweep - Use, wel, surtn-essian or HEPA Vacuum c, Goad: i. Dust ledi.-tric circular savv, wren a 1-laTdieBlade saw bladel only use for low to:moderate cuftin} I Important Note. For MMFoUT1 PVIeCtiOn lovvest respiti dust prosizbonj, ;amp neraite remmif-eds always using 'Best"-tevel cattritt rup'na',lis where easibla. NiOSH- approved respr xors ca:, be used in conlinoto-I viviltri al-iove ctrmrg practices to further reduce dust exposures. k1diti0rial PMsjre into;snation is availabie to help you detenne the fno t appiapriate citt1i inethod t)ryiour job r,,quremunts. I'm wern still exists Sdtuut exposure levels IN you do not comply w0, M alstri plrattrais. you shoula ahrmys "'noul a qlaalrfieal inillustria# hygienist or wiXt James Hardie tot further information. So= I a GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commerical / Mufti -Family installation requirements go to wv,,W.JamesHardiecommerciaI.com HardiePanel vertical siding can be installed over braced wrood or steel studs spaced a maximum of 24" oc. See cienemai fastening requirements. Irregularities in framing and sheathing can mirror through the finished application. James, Hardie recommends installing HardiePanel on a capillary break (rainsrreeNfurnng) as a hest, practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at wyew. tamehardie.com A water - resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie tivill assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap' Weather Barrier, a non -woven non -perforated housekvrapl, which complies with building code requirements. When installing James Hardie products all clearance details in figs. 5,6,7i8,9;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 sidin in Fascia or Trim applications. Some application are not suitable for RlorPlus, Refer to ColorPlus section page 3. DO NOT use stain, oh/alkyd base paint, or powder coaling on James Hardie', Products. i 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 thecoefficientofthermalexansionandmoisturemovementoftheproductintheirdesign. These values can lb(e found in the Technical Bulletin 8 "Expansion Characteristics" at www.JameNardie.com. INSTALLATION: Joint Treatment Fastener Requirements * Vertical Joints - Install panels in moderate contact (fig. 1), alternatively Position fasteners 3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or 2` away fromcorners. Do not nail into corners. caulked (Not applicable to Co;orPlus' Finish) (fig. Z) HardiePanel Vertical SidingInstallation * 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. water -resistive barrier water -resistive barrier Double stud may be required to maintain minimum edge 3x 4 StUd 2 4 stud e nailing distances. pper pariel panel o Cal114" gap Do mt 114 Go, C k k Figure 1study Barrie" n i sf eathrnq HardrePanel BattenJoint "11-11" Joint n vol,cal siding water - resistive bawler rid n hoard keep rails 2 >, 4 stud 3/8" min, 77 7 L from panel edges IFigure 4tieave appropriate gap betw",riwli. l 1 11 panels, ther, caulk, Jusa,11nii; Sic , P,wloo Caulk Joint a dou0c" SLIJ 'I! pairs; moderate contact No, a,,)i licaoletoColorPlus-' Firum, lcnnta t,-, avunc liminq keep fasteners 2" 'App Jrk itscco, clance With aA, flna; lr ti!ooves away from corners s wrille'ri an" ArabcM 111,truitoris, I For adjibu:ia infomiakoii an HardieWrar," 11 1,fileallier Barrie!, cousA jarnts, liarde at 1-866-4iiwdie w vr,,v,&, WARNING: AVOID BREATHING SILICA DUST Ja,r,t, s HxJe'protium, wn:&,n rnpfa-,)ie ,ri zirca vV111ch is W10iVnto tic sLm 01 ICon;Ct .over an- * oonside,,ec 1,,, 1AR(" and 141jSh lc be a muse, n' cancer lrzini soma o=,,at*na! souoe,.Br agog amruMo' re,,a;rab F sIlrcldust ca'l arse ca,nf, a0isabin', arril rvRritia!lywFli lungolsease an:: has Deep, lrlkeC WIT, Sod;._ StUj;e5eut;JCs! salokigg inn- nueascl thexe rrs"110m C', nefic'n, it wjrK is rotor' woas r4h, arrvic voliflatim. 121 ri trl,,cr cerrin::rA ",_,ars to, oultinc or, rincri: nc: 1.vsible, use a r1andt,,S:j00" savv blade zinc, dus, 7edu-ing crculw sav, at=nul. to 4,, H; 1A vacuum;: 0 vvxr 0,em n zlr immediate Wea, (L riea' a rr,100y, WIO NIOS-1 arproveC 0,15' MaSK 3' raSoirtitor re.i;; N %i in accordance with ari7I,mole wvernrl;ellrogulafion arid anirizn,4.nuni, trisnictrDns to tu'lTe, I -nil resprable Fli-ii PXr)UUTDd'lnC ClQaP-up, Uk HPA V8CL; L1-1nS a' wal, ClearLi- rienom - never on, svieejr, Po- iortier ntc-rat:u3 r3Ie, ID on; ,ImIaV, Imtrocrom ZnG mare"ai Salty Data Sleet availa3ze at niniesba-die corn or by calling(1.8X,-942-73431 FAILURE 7 ADHERE 7G OUR WA,'NINGS MSDS, NNE) NSTAUAT13,N INSTRU-TIMI-S MAt LEAD TC SFRIDJ..INJURY OS DEATH HS1236 P11/3 1/13 F17M CLEARANCES Install siding and trim products in I Maintain a minimum 1 Maintain a minimum 1 2" clearance At the juncture of the roof and vertical Maintain a 1/4" b-if6, compliance with local ing cod e 1- 2" clearance between I between James Hardie products and decking material. flashing isurtar,es, and counter lashing shall be installed per the roofing clearance between the bottom of James requirements for clearance behveen James Hardier manufacturer's instructions. Provide a Hardie products and the bottom edge of the siding and products and paths, i Figure 7 minimum I % 2" clearance between horizontal flashing, the adjacent finished grade, steps and driveways.i l the roofing and the b otlorn edge of the Do not caulk gap. Figure 5 stud I , CoMrete 6" min. foundation Maintain a minimum 1" gap betvveen gutter end caps and siding & trim. Figure 9 gutter and end cap Figure 6 1" 2" min s ding an t m. Fig I ure 8 2' min, Refer to fig. .5 on page 1. Do not bridge floors with HardiePand0l' joints should always be treated between Wale,- R (Sove siding. floors Horizontal iia. 1 a}.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 Barrier Figure 10 Framing roof intersects a sidewall. The roof must be lashed with step flashing. Where the roof terminates, install a kickQLlt to deflect 7 Horizontal Flooring water away from the siding. It is best to install a self -adhering Trimmembrane on the wall Defore the subfascia and trim boards are nailed in place, and then come back to install the kickOLit. Figure 11, Mckourt Flashing To prevent water from i cLimping behind the siding and the end of the roof 7— sheathing intersection, install a "kickout" as required by IRC code 77 R905.2.8.3 flashing shall be a min. of 4" high and 4" ard, ellanel" 777- wide." James Hardie recommends the kickoLit be angled between 100' - 1 10' to maximize water deflection BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 ',V2" or larger Such as dryer vents should have a block of him around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners, must be corrosion resistant, galvanized, or stainless steel, Bectro-galvanized are acceptable but may exhibit premature corrosion, James Hardie recommends the use of quality, hot - dipped galvanized nails. James Haraie, 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 10 achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have Specific iLirisdiction. Consult James Hardie Technical Services if you are Unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and training. Fastener heads should fit slug against siding (no air space), (fig. A) Do not over drive nail heads of 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 w1h a hammer (for steel framing, remove and replace nail), NOTE: VVI-ifenever 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 te-- L Countersunk, fill & add nail Figure A Eli Figure B do no Lunder drive nails DO NOT STAPLEFigure 11 eit athenlii) aft marribme Kfftut IlashingD, q, edgW ti4usewrop 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 sding. A flush mount attachment on the pneumatic tool is recommended, This wN help control the depll,, the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). H31236- IP2,13 8113 F77M CAULKING For best results use, an Elastarneric joint Sealant complying with ASTIVI C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTIVI C834, Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's vwitten instructions. Note: OSI Quad as well as some othercaulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges, DO NOT use stain, oil/alkyd base paint, or powder coating on James HardieProducts. James Hardie products James Hardie touch-up kits are required Must be painted within 180 days for primed product and 90 days for unprimel. 100% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet, For application rates refer to paint manufacturers specifications. Back- roliing is recommended if the siding is sprayed. COLOR PLU S``'TECHNOLOGY CAULKING, TOUGH -UP & LAMINATE Care should be taken when handling and cutting James Hardier Colot*Plus(D 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"I Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HarcliePanel siding with Color -Plus 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 ColorPluso" 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 COLOR PLUSO'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, dirl, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT Use stain, oil/alkyd base paint, or powder coating on James Hardie"' Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application tenni) erat'.! re 7, wfi Fan ik end it 2006 2009, & 2012 In 0r1160ca: Fuddir is al czurxle d ;S &0 f ecoww"o lu! ap, , C) i! V blkm i Cy of L Ang H " lrcali Lies Reseavi Report No. 248C2, SLc:t! oi FlDrislil 11SVI" FL#SK, Da"'C', k:unty F10,13a N0,114o. 02-0729,02, U.S Dept, of HUD Vate-lals Release 1263c, Texas Npaqfflenz of lr.dran:;e PrDdu,:, E4_iation EC-23, City " Nes,,, YOLK NlE4 223-92 M and Ga"dornia DSA T! iese dcu:mpmtss al De consulta' for additional t:farm atvon, ea icerr i tl!c,, uir abiity of thr, pr('tIaGt V D 2013 JaTes Hardie, Badinq Pmduts A]: Nalits reserved. TM SM, arid,,E) dcmatc. 1,mlemAs or regtsterec trademarks 01 Additional Installation Information, Id Warranue, an,,, Warnings are available JamesnologyUml':e is; a estiste e at H JamesardietraOemar,, of James HardieLimited. ,wvv,,jamesha,dje.ccim H HS11236 - PM 6/13 MIAMI•LIADE MIAMI-DADE COUNTY MEN PRODUCT CONTROL SECTION 11805 SW 26 Street, Room208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 130ARD AND CODE ADIM NISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) wvvw.mianiidade.gov/econoiny James Hardie Building Product, Inc. 10901 Elm Avenue ' Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Plaulcs and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSofftt Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and the following statements: "ASTM C 11S6 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of 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 shalt 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 is advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided•to the user by the manufacturer or its distributors and shall be available for urspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0311.07 and consists of this page I and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 Pa1;e X .. James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submilted underNOA # 13-0311.07" I. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPariel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CernSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets I through 12 of 12, dated 04/ 24/2013, prepared by the manufacturer, signed and scaled by Ronald I. Ogawa, P. E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePancl, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ- 004, dated 08/24/201.2, with revision I dated 04/25/2013, signed and scaled by Rick Curkeet, P.E. Submitted under NOA # 02-0729,021, Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5"' edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. Carlos M. Utriera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E - I I WAIL LENGTH SEE Stud Spacing at 16" O.C. DETAIL A ratedn / L23 Iickl5plyAPA- -- — - — — - - fi pGA iq (w sheathing in Idance with Florida ldng Code Section 2z 3r,_ater-resistive ALL ilTUI ? ! i7; i r arrier per Florida uilding Code ection 1404.2 i > _ @ 2, X 4" S-P-F Wood Studs i Ha4ePanel, Cempanel, ii Nails at 16" O.C. (typ.) Prevail Panel 3/8" Minimum Edge Distance siding D A1L A ter A No sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 1 HardiePanel, Cempanel, Prevail Panel Siding 1 ` Water -resistive barrier per Florida Building Code Section 14042 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs I he wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. PRODUCT DESCRIPTION HardiePane, Cempanel®, & 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. PANEL DIMENSIONS Width Length Thickness 4' 8,9,1V 5116' DESIGN PRESSURE R TNS+ installation Design Pressure Wood Studs -76 psf impact Resistant — Planks installed over 5/8" thick /5 ply APA rated plywood sheathing HARDAEPAI+iEA,C_E1_U11M-A 1.,!?9E WL PANEL SIDING 1NSTAl1gT10N L?ETA1t S All ar>s#allation shall be done in conformance with this Notice of Acceptance, the manufacturer'sinstallationrecommendations, 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.OANote 1] 5/8' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 2322.3. APA rated plywood sheathing supportecThesidingpanelsshagbeinstalledover5/8" thick 15 plybyaminimumof2"X4" S-P-F wood studs spaced a maximum of'16" O.C. Note 2] The siding panel fastener shall be a 2' long, 0.223" head diameter, 0.092" shankdiameter, corrosion resistant siding nail; the fasteners shall be spaced at 6" O.C. at panel edgesandintermediatestuds; the fasteners shall be driven through the 518" thick 15 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3Z' and a minimum clearance of 2" from comers. Creator E Gonzales HARDIEPANEI., CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE F3CM No DN- i 0 REV A PNL-PIJC-SOFF 1 1/2" = 1'-0" 1 Date: 4/24=13 I-SHS7 1 OF 12 Fastener Spacino per Florida i Building Code Section 2322.3 1 Fastener Spacing per Florida Building Code Section 2322.3 PROD tc r REvi5W se oonVlyi ng with the F kridm rtad7 l a t cenana FRA, A±IiNG 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 R OkINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322.3 C1. ADQING 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 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) lip HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION lames Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 Sue FSCM NO Mr3 NO Fax 909-427-0634 A I PNL-PLKSOFF Creator. E. Gonzales SCALE 1" = 1'-0" Date: 4/24/2013 1 SHea-T 2 OF 12 1 VlALL LENGTH 7StudSpacingat16" O.C. 0-MOYim- with 1111i Floride W1453 C4,ft 7747/7 F-0 0-ETA—It--A 3/8" Minimum L11 No. STATE %OF SEE DETAIL A 5/8" thick 15 ply APA rated 7 plywood sheathing fastenedTjtometalstudsasdescribed in Note 1 Water -resistive barrier per Florida Building Code Section 14042 20ga, 3-5/8" X 1-5/8" Metal C-stud P&QQ%QTUP-9tP-1PN HardlePanelZ, CempanelO, & PtevailS Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1 186 Grade 11, Type A and meeting the requirements of the Florida Building Code. Width Length Thickness 4! 8,9,10' 5116, DESIGN P ESR115 Installation Design Pressure Metal Studs -104 psf IONAVI Impact Resistant — HardiePanel, Panel installed over 5/8' thick 15 ply QcMiziKa:R Cempanel APA rated plywood sheathing1-- Prevail Panel Distance Nails at 6" O.C. (typ-) Siding Sheathing fastener, as described in Note I Panel fastener, as described in Note 2 HardiePanelS Siding Water -resistive barrier per W Florida Building Code Section A 1404.2 5/81' thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. 20ga, 3-5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. E - 1 P REVA#i PANELSIDtNG INSTALLATION DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel_Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A- Note 1] 5/8!' thick / 5 ply, APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-114" long bugle head screw The siding panels shall be installed over 518!'thick 15 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-518"X 1-518!1 Metal C-studs spaced a maximum of 16" O'C. diameter X 1-5/8' Note 2) The siding panel fastener shall be a minimum No. 8-18, 0.315" head d long* ribbed bugle head screw (*or screw shall have at least 3 tit threads penetrating metal framing): the fasteners shall be spaced at 6!'O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8!' thick 15 ply APA rated plywood sheathing into metal studs located at 16" 0,0. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Fax 909-427 Creator, E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 S2-= 1 FSCM NO A SCALE 112"= 11-0" DWG NO REV PNL-PLK-SOFF 1 1 Date.- 4t24/2013 ISHEE7 3 OF 12 20 AUGE 60^X*8 STEEL STUDS rO. NOMINAL WITH 518vVAFERHEAD SCREWS pPER TOP AND BOTTOM CONNECTION) THE WALL AND SOFRTFRAMES ARE TO BE DESIGNED BYTHE ARCHITECT ORENGINEER DFRECORD |N COMPLIANCE WITH THE FLORIDA BUILDING CODE NOMINAL 5o8rTHICK /5PLY APA RATED PLYWOOD SHEATHING TOMETAL STUDS AT6"0C AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A wO. 8-18.V.315'HEAD DIAMETER X1- 1/4'UJNGBUGLE HEAD SCREW EL\SF/TENEDVNTHN0.18.0.3i5' HEAO THE PANEL -RX1-S0^LONG CORROS0NRES|ST/UNTRIBBEDB UGLEHE DSCREVYG(SCREW GH/LH/EAJ SPEmETFn|NSTHE METAL E 8T FULLTMRE D FRAMIwG). PLACE SCREWS frO.C.ATPANEL EDGES AND INTERMEDIATE STUDS 16.V01n. Cladding sheathing to OGA 121 PR[V NSFOR D PHRAGMACTION / Q] 6RAVUYLOAD ARE FOR E-/»« o»»u/u NOT PART orTHIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDiEPAN[LCEKAPANB~PREVAIL PANEL INSTALLATION oEIAJLSMETAL STUD CONSTRUCTION james Hardie Building Products, Inc. i0$UiElm Avenue Fontana, CA9M/ hone; 909- 356-6300 s7S FSCM NO MG NO sc: Creator. F Gonzales S"E 1 HE WALL LENGTH Stud Spacing at 16" O.C. 1 1 ' as or4Iy,ng Wi6 toe F>iDCW .4, 60 _ ( i WALL % IGHT By i r hinma; ad! Frudv q Control Nails at 16 O.C. (typ.) 3/4" Minimum Edge Distance BBB SEE D-AIL A pETAjL A PR / RE aA ying with nmide tie IS 72.OS f PRODUCT DcSCRiPTIgN HardiePlankO, CempiankO, 8, Prevail® Plank lap Siding materials are nonasbestos fiber -cement thick / 5 ply APA products tested in accordance withratedplywoodASTMC1186Gradeit, Type A and sheathing in meeting the requirements of the accordance with Florida Building Code. Florida Building Code Section 2322.3 PANEL pjMENSi-O-NS- Water-resistive i/Ydth Length 'Thickness barrier per Florida fig.-1/2" 12' 5/16" Building Code Section 14042 DESIGN PRESSURE RA?iNG 2" X e S-P-F InsWation Design Pressure Wood studs Wood Studs -92 psf Lap Siding impact Resistant — Planks installed over 5/8" thick / 5 ply 1-114"tall X 5116" APA rated plywood sheathing thick starter strip J Sheathing fastener, as HA$DIE.PLANK&E.MPLA.NK P13EV-AIL LA S_ISIHOJN?Iat-LATiflN D l:A1LSbedoneinconformancewiththisNoticeofAcceptance, the manufacturer sdescribedinNote10Allinstallationshallinstallationrecommendations, and the applicable sections of the Florida Building Code• Cemplank, Prevail Lap Siding will be installed shall be designed by anWoodstudswhereHardiePlank, Engineer or Architect per the Florida Building Code and the requirements of this N.OAbeattachedtothestudsin accordanceMote115/8" thick / 5 ply APA rated plywood sheathing shall Siding fastener, as with Florida Building Code Section 2322.3• horizontally commencing from the bottom course of the wall with 1-1J4" widedescribedinNote2Planksshallbeappliedlapsatthetopoftheplanksuchthattheexposureareaofeachplankis581J4" vertically. fastener shall be a 2-1/2" long, 0.223" head diameter, 0.092" shank diameter, HardiePlank, Cemplank, Prevail Note The sidingcorrosion -resistant siding nail; The siding is fastened:5 8-1J4" O.C. vertically and 16" O.C. horizontally; through 518" thick /5 ply APA rated plywood sheathing, fasteners Lap Siding fasteners are driven into wood studsapproximately 3/4' from the bottom edge of the overlapping plank. in the overlapping area appr Yareplaced 2 vertical joints shall be placed over studs. be installed over 5/8" thick 15 ply APA rated plywood sheathing supported by aWater -resistive barrier The planks shallminimumof2"X4" S-P-F wood studs spaced a maximum of 16" O.C. BuildingperFloridaBuilding Fasteners shall have a minimum edge distance of 318". Code Section A 5/8" thick 15 ply APA rated i plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in nomoiiance, with the Florida Building Code. Fax 909-42740634 Creator. E. Gonzales HARDiEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETASLS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 A SCALE 112" = 1'-0" PNL-PLK-SOFF 4 1 Date: 4/24l2913 ISHE-7 5 OF 12 Fastener Spacing per Florida 11 Building Code Section 232-2.3 Fastener Spacing per Florida Building Code Section 2322.3 TI• \ PRODUCT R ti ZED PIDS'Evs Colds Ac--gftnm We f L' ^' f1, 0 4 Miami ;"cc4nbra 53.25in. ERA-MR-4- NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 518" THICK /5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2.322.3 CLADDING PLANKS OVERLAP 1-1/4' THE EXPOSURE IS!6-114" THE PLANKS ARE FACE NAILED WITH 2-1/2' LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NALS, PLACED 3/4' UP FROM THE BOTTOM EDGE OF THE PLANKAT EACH STUD LOCATIOA 16 in. Cladding Framing Sheathing 1 ; q P OMICI REVISED- ar'e'No. 12 1 STATE OF ASS ••....,., ••' $ ONA FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Pbone: 909-35"300 SIZE FSCM NO DV% 3 NO RE Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1" = 1'-0" Date: 4124l2013 sNeFr 6 OF 12 i Stud Spacing at i6" O.C. WALL F_ WALL • 1 HEIGHT i 7JlJl1%!'ij i as s . itE c i•aaidII i o;l 1 ; Ly l i o Y j Y a& yr dv i Comm]Co m] t I' I a O B 3/4" Minimum Edqe Distance Nails at 16" O.C. (typ.) j '-. 1 ALA DETAI_LA PIL&XICIr R&ISED ss i ao oltr t rri due "Midi f j Ir6rM*; SEE ETAILA PRODUCT DESC4 t3?TiOE*T HardiePlankS, CemplankS, and bt8" this / 5 ply APA PrevailS Plank Lap Siding materialsarenonasbestosfiber -cement rated plod products tested in accordance withsheathingfastenedASTMC1186Grade11, Type A and to metal studs as meeting the requirements of thedescribedinNote1FloridaBuildingCode. Water -resistive barrier per Florida PLANFt DIMENSIONS Building Code Width Length Thickness Z Section 14042 S 9--1/2" 12' 5116" 20ga, 3-518" X 1-518" DESIGN PRESSURE RATING Memel C stud Installation Design Pressure HardiePlank, Metal Studs -92 psf mplank, Prevail Lap Siding impact Resistant -- Planks installed over 518" thick / 5 ply g g 1-v4" tall X 5116" APA rated plywood sheathingtruckstarterstrip HARDIEPL_A,NKJCEMPLANK EREVAIL LAP SIDING INSTALLATION DE ILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code. i described in Note 1 Metal studs where HardiePlank, Cemplank, Prevail Lap Siccing will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O. Note 1] 5/W thick / 5 ply APA rated plywood sheathing shalt 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 diameter 1-1/4" long bugle head screw t described in Note 2 Planks shall be applied horizontally commenting from the bottom course o: the wall with 1-1/4" wide laps at the top of the plank such that the exposure area of each plank is:5 8-9/4" vertically. i [Note 2] The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-114" long* bugle head HardiePlank, screw over metal studs ('or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" Cemplank, thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 314" Prevail Lap Siding from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. Water -resistive The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum barrier per Florida • 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". Building Code Section 1404.2 u 5/8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 All 209a, 3-5/8" X 1-5/8" Metal C-stud Phone: 909-356-630C The wall and soffit frames are to be designed Fax 909-427-0634 by the Architect or Engineer of Record in compliance with the Florida Building Code. Creator E. Gonzales HARDIEPLANK, CEMPLANK, PReVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION FSCM NO A James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SCALE 1 /2" =1'-0" 0wo No REV PNL-PLK-SOFF 1 Date: 4/24/2013 1 SHEE i 7 OF 12 D&fc Fred NIMq By NOMINAL 2UGAUGE 3'50"X1 STEEL STUDS 1O" O. 0FASTENED WITH 5/8"L0NGRIBBED BUGLE HEAD SCREWS (2PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TOBEDESIGNED 8YTHE ARCHITECT OR ENGINEER DFRECORD \m COMPLIANCE WITH THE FLORIDA BUILDING CODE 5I EkIIjIbkP NOMINAL 58y'THICK /5PLY AFY\RATEDPLYWOOD SHEATHING TOMETAL STUDS AT6'OCAT,PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A ND. D-18.V.3151'HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW Z[QQD , PLANKS OVERLAP 1'11 THE EXPOSURE | S:58- 19' It THE PLANKS ARE FASTENED WITH NO. 8` 18`O.3157 HEAD DIAMETER X2-114'LONG CORROSION - RESISTANT RIBBED BUGLEHEAD SCREWS (SCREW SHALL HAVE ATLEAST 3FULL THREADS PENETR417lNGTHE METAL FR/mw| NC),PLACED 3/4''UP FROM THE BOTTOM EDGE DFTHE PLANK ATEACH STUD LOCATION Ctadding Sheathing FOR METAL AND WOOD STUDS, PRCMSIONS 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 CONSTRUCT10N James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 REv 0 REV L I" t" WALL L[ D F—TAR1A WALL LENGTH Stud Spacing at 16" O.C. Q ---- I I 1 318" Minimum SEE DETAIL A 2" X 4" S-P-F Wood Studs HardieSofK Cemsoffit SECTJ_O_iv13_B Nails at 4" C. (typ.)rRaotX7 REVISM Distance ile Pmi& iwio -0! A pt O 1 yoduct PAS OaUCT D SCRIPTIOtJ HardieSoMtO & CemsoffitV 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. SOFF 7 i 1MENSIONS Width Length Thickness 4' 8' 1/4" pji Sik N_Pf{SS1lR.E_RAT1f+iG Installation Design Pressure Wood Studs -70 psf PRODUCT R.EWSED cm*Yiog wM dw Florida ewd* code Acmpgyij sr ae i'io F. 75psrc f Product Cmtfol a —_ No. 4 21Zz O STATE O NA),- HARDlESOFF_1T—CEMSOFFIT_PANE L I_NBTALLATJON_DETAILS offit fastener, as t All installation shall be done in conformance with this Notice. of Acceptance, the manufacturer's escribed in Note 1 installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA HardieSoffit, Cemsoffit [Note soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs,; the fasteners shall be driven into wood studs located at 16" 0'.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. 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. 4,00m.—i Cladding Framing 4.00in,) - m may* vd&,ba rya. as compb/mgvia, &etea. , Aaaepmow Me A=CptMft No L J 1,07 7 Dol o E,piroavade. -ar7 J.o121 STATE E—RAMlNG 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 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 HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS James Hardie Building Products, Inc. 1 D901 Elm Avenue A Fontana, CA 92337. Phone: 909-356-6300 SIZE FSCM NO Dw$ NO REV Fax 909-427-0634 A PNL-PLK-SOFF t Creator. E. Gonzales SCALE 1" =1'-0" Date: 4/2412013 SHEc? 10 OF 12 4 ----- ----- ----- -- iEIGHT 1 ------- f ----- ------ B I Nails at 6" O.C. (typ.) 3/8" Minimum Edge Distance WALL LENGTH = PIKQULQCT-QES(Z9tR'0QW SEE HardieSoffitO & CemsoffitO materials Stud Spacing at 16" O.C. DETAIL A are nonasbestos fiber -cement products tested in accordance wrui ASTN IV, k- 1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 20ga, 3-5/8"X 1-518" Width Length Thickness Metal C-stud 8' Y4" HardieSoffit, DESIGN -eR SSQRELRL7UNQ Cemsoffit Installation Design Pressure Metal Studs Lj 0 Gq QIJQWB& PRODUCT RED as ow*yictu with ft FkCAR n COOY* Wift ot F106ft 01i 0. Idifis9§ 44ft CV& 121 AccWaaftNoE Aec"NW PP7A 1- 377Ml". S'TATEOF 7" NbftVq'd' C—trw -t. VDN PhdlvdCOMMT10 1) 'ff 16nufacturer' s AllinstallationshallbedoneinconformancewiththisNoticeofAMinstallation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.CA The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-5/6'Metal C-studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long* ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal * framing) -, the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/9'and a minimum clearance of 2" from corners. t fastener, as ribed in Note 1 HardieSoffit, Cemsoffit 3 ffit it James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE A HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION Im 20ga, I 5/ 8" X 1-5/8' Metal C-stud The wall and so frames are to be designed by the Architect or Engineer of Record in compliance v h the Florida Building Code. Creator E. Gonzales 1/2" = 0" 1' DM NO R -=V PNL- PLK-SOFF I I Date: 412412013 -fSHF17 11 OF 12 Cladding 4 Framing kk4444 E• 4 6.00in. pRODUer REVISED w,,0Vj*Wwj*6e.Fbfift MODUCTREASM AWA FLO F3zAM1NG NOMINAL 20 GAUGE 3-5/8" X 1-5/$" STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREFASTENEDWITH5/8" WAFER HEAD SCREWS (2 PER TOP NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING '' t{ARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO.8-18, 0,315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMEi ER X 1-1/4 . LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE ''' 10901 Elm Avenue SCREWS V` O.C. AT PANEL EDGES AND INTERMEDIATE - -, Fontana, CA 92337 STUDS REV Phone: 909-356-6300 SIZE FSCN NO ov. No Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator, E. Gonzales SCAL4 1" = 9'-0" Date: 4l2412II13 SHEET 12 OF 12 Florida Building Code Online Page 1 of 2 BCIS Home Log In User Registration Product Approvaldbr "USER: Public User arty 4`" ` pia e3xa Hot Topics , Submit Surcharge Stats & Facts Publications , FBC Staff BCIS Site Map Links Search Product Approval Menu > Product or Apblication Search > Aopllcation List > Application Detail FL # FL12194-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived _. Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813)249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence FL1.2194 R5 COI ALC15001.2 Evaluation Repot 2014 FBC Q4 T4 Soffits - FINAL.pdf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Yeas 1986 http://wuwv. floridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 06/14/2017 06/14/2017 06/19/2017 08/08/2017 09/06/2017 FL PF i 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,. ALC15001.2._Evalu.tien Report.2.014 F6C Approved for use outside HVHZ: Yes 04 T4 Soffits - FINAL.Idf 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 Back Next Contact Us :: 2601 Blair Stone Road Jallahassee FL 32399 Phone 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-,QI3 $tale of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M Cl M t Cfiid CaId Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDquk24AUC%2fE... 9/7/2017 M-1 modL" ]LA!TR AN TECHNICAL. SERVICES, L.LC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued June 6, 2017 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3, ALC15001.2 FL12194-R5 Paqe 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. A CREEKALUMINUM COILS, INC Soffits TECHNICAL SERVICES, L-L.0 PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 16" FULL, VENT 10" CENTER VENT iL Y AHHIZIvf 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. 1^"CENTER VENT 17' SOLID PANEL ALC15001.2 FL12194-R5 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 5"' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 2017,06.06 No 74021 f /Z 15:48:16 a4t04t STATE OFF 1. O P••': Zachary R. Priest, P.E. 5. R N` Florida Registration No. 74021 i0(gti Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (8 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.2 FL12194-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ACREEKTECHNICALSERVICES, LL.0 APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit — 12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit — 16-inch o.c. Fastener Location I /_ Fastener Location 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, FCREEKTECHNICALSERVICES, Ll_C d. 16" Q4 Soffit — 8-inch o.c. Fastener Location lF Fastener Fastener Location 1 ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x. 12F-1 16-inch Wood min. 1.25 inch embedment spaced Wood crown staple spaced 16-inch 0072-inch dia. x min. 3/16- inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head diatrip nail spaced 48- 48 64. 2 spaced 24-inch o.c. and securing each panel lap inch o.c, One ( 1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F- 3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced 8-inch o.c. 0. 072-inch dia. x min. 1/4-inch 48 16- inch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. ALC15001. 2 FL12194-R5 Page 2 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53.3 12-inch spaced max. 8-inch o.c. 4-inch ox, and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga. 1/4-inch crown x 1- 1-inch leg staple spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- 63.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x min. 3/16-inch head dia. trim nail 25.6 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 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, L.L.0 ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- 43.3 16 inch spaced 8-inch o.c. O.C. and securing each panel inch head spaced tap 16-inch o.c. One (1) 18 ga, 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 1-inch leg staple spaced 4-inch 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 pso Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch 16J-1 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch long x 0.072-inch dia. x 23.5 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL. SERVICES, L.LC 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 Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max, Minch inch crown x 1-inch aftrafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 1 Wood leg staples in min. 2.25- i . Wood leg staple spaced 8- finishing nail with min. 80/-90 diamond pattern inch ring One (1) min. 1.75-inch inch O.C. 116-inch head spaced spaced 16-inch o.c. shank nailshankkail x 0.072-inch diameter 12-inch o.c. n 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) 1$ 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 80J 24F-2 12-inch Wood smooth shank rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staple spaced 8 finishing nail with min. 76'8 spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/ 16-inch head spaced inch rino shank x 0,072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001. 2 FL12194-R5 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 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. ACREEKTECHNICAL, SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga.1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 diamond pattern inch x 7d ring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to 16-inch o.c, securing inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c, inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 6 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall 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. E F CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel 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 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or duality 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 psi] 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 gaThr inch crown through the rafter securing each panel One (1) 18 ga.''/a- 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) Woad leg staple spaced finishing nail with ruin. t60 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- 8-inch o.c. 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each 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 ga. 1 /4- between rafters with inch crown x 1-inch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 18 nail straight -nailed female lock or One (1) 18 ga. %- anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J-2 16-inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8-inch o.c. and finishing nail with min. 53.3 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d ring shank nails toe- One (1) min. 1.75- securing each panel 3/16-inch head spaced 16-inch o.c. shank nail inch o.c. nailed on either side inch x 0.072-inch lap 24-inch o.c. of the batten at diameter finishing each batienirafier nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 4-inch o.c. 24-inch o.c. ALC15001.2 FL12194-R5 Page 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 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 8 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. I Installation Detail HU I ?iauic i7 {or ir,-,7 t=V LaL i a„ nr min, f;'0 1„ dj _. '1* "oil nr"17 wil.h min. 6" 91P7 '7"ili'>nGil _s CC Ik. 1'9U9 ASCiA SLIP BOARD FASCIA TRIM 12F-1 & - SOFFIT (OVERHANG WIDTH VARIES) 12F-3 \—"F" CHANNEL FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 J8" X 3/8" STAPLE 16" Q.C. U S.S. 1 3/4" TRIM NAIL MIN, 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-135 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL, SERVICES, LL.0 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail rr_ i1_3 ', SOFFIT STAPLE OPEN RAFTER ,' 3/4" x 1/4" ; , DIAMOND PATTERN j DETAILjuCROWNSTAPLES USING A DIAMOND air' toervca sr cs PATTERN .FACIA BOARD r FASCIA CAP 12 F-2 3/4" X 1 /4` CROWN 1-3/4" TRIM NAIL FACIA BOARD RISTAPLEWONCENTER PAINTEDTRIMNAILT-"F- CHANNEL CAN BE PAINTEDPAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHED.C. NAILING FLANGE UP OR 3/4" X 1%4" DOWN CROWN STAPLE SOFFIT-max. 12 -inch span WOOD SOFFIT 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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL. SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 3/0, °CCTV " ', SOFFIT STAPLE oisT DIAMOND DETAIL PATTERN FACIA BOARD % .,,,_aye- 4crvEEH/ sx,rtics ti 3/4- X 1 f4' CROWN STAPLE '24' jS.S. ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1I 3/4' X 1/4' CROWNFACIA STAPLE '9' ON CENTER 1J—CHANNEL BOARD 1-3/4' TRIM NAIL) PscrewedtcsoffitPAINTEDoneil" N8 x S,S. 4$'with FASCIA CAP 1./2" x 3/81, headdiameterscrew, 3/4' X 1/4' CROWN STAPLE SOFFIT —max. 12-inch span SOT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001.2 FL12194-R5 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. I „ w CREEK TECHNICAL SERVICES, L.L.0 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1' I s?' TRiM MAIL FASCIA BOARD PAINTED S.S. FASCIA CAP I SOFFIT I-Xj- CROWN STAPLE OPLR RAFTER FASCIA BOARD Is O: "E` 1NAA 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT & FASCIA DETAIL F' CHANNEL SOFFIT; MAX. 16- SPAN MASONRY SU8STRATE ALC15001.2 FL12194-R5 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ACREEKTECHNICALSERVICES. LLC System No. [Installation Detail 16F-3 Nin. ?Ig" head ji%^a. "Fail w.I,h ruin. 1$a el" a' '1F 11 t'.{Lc WUC^_'i ^7}>:3Cr-1t -} pr min. 0. ,`,7„ ,.pia. T-rail or rta9 i. with ¢2i ri. ., Brig agement'fcs ccnczete blcd< s'.i;aLrat.-^) . £;r,ac=:,.3 n•-;r.:3 above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL o," Block W FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001.2 FL12184-R5 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 3/r DETVM SOFFIT STAPLE OPEN RAFTER DIAMOND PATTERN 3/4" X 1/4* DETAILCROWNSTAPLES USING A DIAMOND 31W XWEEN/ SWUS PATTERN FACIA BOARD FASCIA CAP 16F-4 3/4* X 1/4' CROWN 1-3/4- TRIM NAIL FACIA 80ARD 8' 177- STAPLE ON CENTER /4- JTRIMMLITE , '. 1-3/4^ TRIM NAILJ PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 48' -FASCIA CAPINSTALLEDWITHTHED.C. NAILING FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFrr-max, 16-ill'Il qPall SOMT rWOODSUBSTRATE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK. TECHNICAL SERVICES, I_LC ALUMINUM COILS, INC Soffits System No. Installation Detail I I- TRIM NAIL FASCIA BOARD PAINTED S,S. FAAIA CAP SOfFiT V'J" CROWN STAPLE OPEN RAFTER FASCIA BOARD rxj' CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND DETAIL 16F-2 & PATTERN; REFER TO SOFFIT STAPLE 16i--6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER / TO SOFFIT S FASCIA F" CNANNEL DETAIL 8 3/8' SOFFIT; MAX. 16"_ SPAN WOOD 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. ACREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 3/8j KWE" SOFFITTNUS STAPLE GIST DIAMOND PATTERN DETAIL1-..._31s• FACIA BOARD BETWMI 3/4- X 1/4- CROWN STAPLE -24- 0 1 N CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 3/4- rJ—CHANNEL X 1/4- CROWN S" 1-3/4* TRIM NAIL FACIA BOARD 1-3/4- TRIM NAIL STAPLE ON CENTER PAINTEDJS.S. PAINTED S,S. 48" FASCIA W 3/4- X 1/4- CROWN STAPLE SOFFIT —max. 16-im:1i span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC 15001,2 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 of 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. 3ACREEKTECHNICALSERVICES. LLC ALUMINUM COILS, INC Soffits Appendix S System No. Installation Detail 1 I- TAIMI AIL FASCIA BOARD PAINTED I-Xj- CROWN FASCIA CAP STAPLES USING A DIAMOND SOFFIT PATTERN; REFER TO I"r;" CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN DETAft 1 " TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-1 & 24F-4 1",4" CROWN FASCIA CAP; REFER TO SOFFIT A FASCIA DETAIL / .. f nal 1".2" SYP F-CHARNEL BattenBatten Anchored ifore to SOFFIT; MAX. 24" Ratters vHh ore 7d — Ring Shank Nail at fWOODSUBSTRATE every Railer 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 J" TRIM NAIL FASCIA BOARD FAINTED SS. 14- SMOOTH SHANK l CAR ROOF NAILS SOffli ,,,- FASCIA I-q- CROWN STAPLE I TRIM NAIL FASCIA BOARD PAINTED 5.5. SOFFIT FASCIA 24F-2 & DETAIL 24F-5 1-4- CROWN STAPLE FASCIA CAP, REFER TO SOFFIT i FASCIA OETAri Nominal Px2' SYP a f en Anchored to SOFFIT; MAX. 24- F-CHANNEL Rafters with ant Td If Sbanh Nail at mrT Rafter WOOD SUBSTRATE ALC15001.2 FL12194-135 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ACREEKTECHNICALSERVICES, Lt_C ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 J- TRIM NAIL FASCIA BOARD PAINTED 5.5. 11 14DA " T4WLs 1 fASCiA CAP SOFFIT I"~ CROWN STAPLE I TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT &FASCIA DETAIL 24F-3 & 24F-6 I 1"z' CROWN STAPLE FASCIA CAP: REFER TO SOFFIT i FASCIA DETAIL ominal I'X2, SYP Ballen Anchored to SOFFIT; MAX, 24- f-CHANNEL Rapers .4h one Td Ring shanb Nail at erery Ratter MASONRY— ALC15001.2 FL12194-R5 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Ad CREEK TECHNICAL SERVICES, L.L.0 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 " TRIM NAIL FASCIA BOARD PAINTED S.S. 1"4* CROWN - FASCIA CAP STAPLES USING A DIAMOND SOFFIT PATTERN; REFER TO CANTREVERED 1.4- CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN RAFTER DETAIL FASCIA FASCIA BOARD SOFFIT & FASCIA I TRIM NAIL PAINTED S.S. DETAIL 24J-1 & 1'xj" CROWN STAPLE 24J-2 FASCIA CAP, REFER TO SOFFIT S FASCIA DETAIL Nominal i' t 2- battens nscabbedDeRxeeratters and SOFFIT; MAX. 24- 3/8A 1-fHANN£L secvaext with one1'1i 7d CEng shank nM7 sira+ghi-naNed 1hiav9h Use railer Into The end WOOD SUBSTRATE 4lthe harien a hwot2) 7d 4 spa'nk nails toe -nailed on ether side cf IRe baU m at the A — 4atlewranef lnierseo#en SOFFIT STAPLE DIAMOND PATTERN ALC15001. 2 FL12194-R5 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. i CREEK L 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, 11, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0,85 7. V „ is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC 15001.2 FL12194-R5 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Ar PoP CREEK TECHNICAL SERVICES, L,L.0 ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure B Building Type Zone Mean Roof Hei ht #t Basic Wind Speed mph) 120 130 140 150 160 170' 180 190 200 20 16,9 19.8 22.9 26.3 30.0 33.8 37,9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 4 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34,7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24,0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32,5 37.0 41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56,8 63.3 70.1 20 10.8 12.7 14.7 16,9 19.2 21,7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 4 40 11.7 13.8 16,0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14,7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 Enclosed 60 13.1 15.4 17.8 20,5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 12.7 14.7 16.9 19.2 21,7 24.3 27.1 30.0 25 10.8 12.7 14.7 16,9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 40 11.7 13.8 16.0 18.3 20.8 23,5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22,2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 1 36.4 ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure C Building Type Zone Mean Roof Height ft Basic Wind `Speed mph) 120 130 140 150 160 170 180 190 200 20 21.7 25A 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 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69,5 50 26.2 30.8 35.7 41.0 46,6 52.6 59,0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29,1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 5 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 17.7 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31,2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC 15001.2 FL12194-R5 3of4 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 Roofof Hei ht ft Basic Wind Speed m h 130 140 150 160 170 180 190 200 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45,3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 5 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104,8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 4 40 1 18.8 22.1 25.6 29.4 33.4 37.8 1 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41,7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 5 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23,0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23,7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 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 z TECHNICAL SERVICES, L.L-C 3/8" F-Channel 3/8" 3/8" J-Channel 3/4" -- 1/B" HEM 15/8" I T 7 3/4" 3/8' ISOMETRIC VIEW 3/8" PROFILE ISOMETRIC VIEW 3/0- PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. r, CREEK TECHNICAL SERVICES, LLC Fascia 3/4" 7/8" ALC 15001.2 1/8" HEM 6"FASCIA 7" BLANK 1I4" FL 12194-R5 ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D 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" Q4 Soffit C 75- 7: P 0 125 P jr BLANK 3 / 8 PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FI-12194-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. ACREEKTECHNICALSERVICES, LILC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 3 1/8" -7/8- 3 1/8" 7/81, 3 1/8" 5/16" 1/2" 1/2" 1/2" 1/2" 11/2" r3W1/8_ 1/81, 13. 75" BLANK 3/ 8" PROFILE 2 11-' REF e-' p r'P 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') BCIS Home Log In User Registration Product ApprovalbrUSER: Public User 110111 Hot Topics ! Submit Surcharge Stats & Facts Publications FBC Staff '` BCIS Site Map Links Search tqjuSj a -,roAl M n,g > LE9,i r _gr Acolication Search > A_gg__licatig-n lip > Application Detail FL # FL7006-R9 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext200 rmetzOO1@tampabay.rr.com Robert Metz rmetzOO1@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetz001 @tampabay, rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden J Validation Checklist - Hardcopy Received Stgnillard ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2009 2009 2008 2007 http:/lvAtww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQxArtDgse7mYBd2b'IK6... 9; 7/2017 Florida Building Code Online Page 2 of 3 95 Product Approval Method Method I Option A Date Submitted 06/28/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/06/2015 S ummary of Products I FL # Model, Number or Name Description 7006.1 Cambridge, Cambridge HD and CRC Laminated architectural fiberglass asphalt shingle Biltmore AR manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes 1-5 - Approved for use outside HVHZ: Yes 2 O 15 _Ddf Impact Resistant: N/A FR9 C CAC FM Lgtter - ASTM c!34r - 5 Design Pressure: N/A Other: LQ letter 5 3 Quality Assurance Contract Expiration Date 12/31/ 2020 Installation Instructions ELML—R9 Stru tion for FBC F L70Lf 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: Yes4- Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 15 pdf Quality Assurance Contract Expiration Date 12/31/ 2020 Installation Instructions Fl-70 6 ip d Rid ,_Cap IL i ge iLq!D Lnjtruqins f 1`1-700f- E2--U IKO 133 02 O Letter - Ins all tion jastr a tipns f r FBC FL7006 df Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Leading 7006.3 LeadingEdgePlusAsphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at rt r Starter Strip thebottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes ELL-7006 —R9 E CAC Hm LLetteLA-5-jM (13LL1_1etter - 4-15- Approved for use outside HVHZ: Yes Impact Resistant: N/ A EL70 R2 A FM Let r LTM 34_LZletter te r - 5 6 DesignPressure: N/A ii- p—d f Other: CALEM.I!Mtr A51ME. 1 Quality Assurance Contract Expiration Date 12/ 31/2020 Installation Instructions FL70, 26 Eq I Ins trg uans fo r FBC FL700C 1P LikQ 11 poofin odu VerifiedBy: 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 lab fiberglass asphalt shingle manufactured at IKO's g' M25AR r _pt_:, rit, 'n EBrampton, Ontario, Hawkesbury Ont., Toronto, Ont.; 0ylacauga, AL and Kanakakee, IL plantsSylacauga, _. uq" L 'n http://,,N,-ww.floridabuilding.org/pr/pr_ app_dtl.aspx?param=wGEVXQNN,-tDqse7mYBd2b' )K6... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate F 7006 R9 C CAC FM Letter - F.STM 3r61 Setter - 4-15- 20I5 .hdf FL7006 R9 C CAC FM Letter - AS?`M d34 2 letter - 5 6 15.pdf 181etier_=.__- 3 i pQ f Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions F 70q& RA II lj 0 33-02-01 Utter -installation Instr ions for FS FL700 df Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Next nt I :: 2601 Blair Stone Road. T Ilahassee Fl 32344 Ph9ng: 850-487-1824 The State of Florida is an AA/EEO employer. Cggvrioh„[2 07-2013 State of Florida :: Pri m n :: A i ill m n :: Rgfpn t m nt Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, Contact the office by phone or by traditional mail. If you have any questions, please contact 850,487.1395. `Pursuant to Section 455.275(i), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please Click berg_ Product Approval Accepts: r U et:l M Credi, Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?parani=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 CONSTRUCTION MATERIALS TECHNOLOGIES March 30, 2015 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2014 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab_Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN-Laminated_Appins_8TTEFS-2012-04_reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidge12_3HRTri-2013-08_reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN-3LEP-Tri-2012-06_reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. f Signed: Signed: Brad Grzybonfski Managing Director Date: April 30, 2015 Date: 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 Duc T.M u en Florida RegTsiered Professional lEngineer P.E. Number: 65034 1 30. 2015 PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: matedalstesting@pricmt.com WebSite: http:/N ww.pricmt.com IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions -- 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES SEdLING STRIP NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PR Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5B40 a -mail: matenalstesting@pricmt.com WebSite: httpJ/wwA,.pNcmtcom mV Installation Instructions for Asphalt Shingles Page xmo UKOLaminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HID, and CIRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCT|ON WITH |NO'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 kz2O14FBC- 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 undedeymerd 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 grester, 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 ontop 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 least3/8^diameter heads, long enough 0openetrate through plywood or3/4"into boards. Use 4nails per shingle placed inthe nail line 7-3V8^ below the top edge, approx. 1"and 13'infrom each end. Drive nails straight sothat nail head ioflush with, but not cutting into shingle surface. NAILING ONSTEEP SLOPES: For steep slopes of21^per foot (60')or more, use 6nails per shingle placed oashown below. Ensure that nonail iawithin 2^ofejoint/ cutout ofthe 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 oheU have a maximum average exposure cf5-7/8^ NAILING ' STEEP SLOPES Appucxnom Use six nails as 'Ilovm NAIL LINE PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS nFTHE SHINGLE PRI Construction Materials Technologies, LLC. 6412BadgerDnve Tampa,FL33610Te!.813m621/5777 Fax:81m21-5840 maii. WelhSite hV:1*wvv.pncmt.corn 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. 25 mnzj TAPER CUT PRI Construction Materials Technologies, LLC- 6412 Badger Drive Tampa, FL 33610 Tel, 813-621-5777 Fax 813-621-5840 e-mail. materialstesting@pricmt.com WebSite: http:;hvwm,,prlcmt.com om Installation Instructions for Asphalt Shingles Page uma U& Leading ^ U Application Instructionso^`~" ""U°"K==Uons ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTON WITH |KO`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 3S3/8"x131/4"(18OOmmx338mm) |KOLeading Edge Plus strip isperforated 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 ofthe roof deuk, granule side up. with the factory installed sealant adjacent tothe eaves. The shingle should overhang the rake edge and eaves byonominal 1/4''(Smm) minimum. Fasten the shingle tothe roof deck with nails located 3''to4^(75 mm to 100 mm) from the eaveedge and 1^(25mm) infrom 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 0othe outer edge ofthe roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1 " (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/O^(gmm) diameter heads, long enough hopenetrate through plywood cx3/4"(2O mm) into boards. Use nails per shingle placed 3''ho4^ (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end, G. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side upwith the factory applied sealant adjacent tothe 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''to4''(75mmho1O0mm) from the eaveedge, 4nails 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 unthe |KOLeading Edge Plus shingles will adhere tothe first -course field shingles and help keep them from lifting inhigh winds. pmConstruction Materials Technologies. uC 64oaado Drive Tampa. FLmmo Tel.m 621-5rn m=m3-o21-58m e-mail webSite httnm"=^ pricmt,co Florida Building Code Online Page 1 of 2 27,A aWad«,.€ ,. a' L k..».wu f `',1} ",ca + , k .Svtytt' xtv` h:.r, \ '. r y+ ' r. aa. 1aua..iU„ .. . ,*7Fiaw4axU?ru sz'?t z wF,>k.aw&:. ":3.rc'u`'`'&. ', v ` '''' aria"` '• i . 4", ., . BCIS Home j Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publication$ FBC Staff BCIS Site Map Links Search r.li mix Product Approval USER: Public Userdr 1'.S0uCt Aa rOya3 Menu > Prow t gr Agp ation Search > Lnlicah9n Lis > Application Detail rmn FL # FL2346-R5 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 115 Steven@WarriorRoofing.net Authorized Signature Steven Crew Steven@WarriorRoofir)g.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL2346_R - OI PRI CMT Ce t of ID lependeoce. df Referenced Standard and Year (of Standard) Standard Y&M 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:l/www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSkilRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity Yes No N/A Product Approval Method Method 1 Option B Date Submitted 02/13/2015 Date Validated 02/13/2015 Date Pending FBC Approval Date Approved 02/19/2015 Summary of Products FL # Model, Number or Name Description 2346.1 #15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2,34;6,__R5_I__„InstallationInstr(a.4SiQn 1f Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15A Test Report od` Other: Primary roof covering should be installed 2 46 R TR 0A T t RU r . id immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. 2346.2 15w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ: No F 34_ .,_R ,_f.L. nsf Ilgtionfn fr ctigns Pf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15w Test R&port-?df Other: Primary roof covering should be installed F 44._.TR_w Test Repor[.R,f immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Back Nbzt Contact Uc :: 26QI Blair Stone Road, Tallahassag F}23ug Phone: 850-487-1824 The State of Florida is an AA/EEO employer. f Florida.:: Rrtyil.y Statement :: Accessibi rtv Stat nt :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850,487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the :Department with an email address if they have one. The ernaft 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 uncle, Chapter 455, F.S., please click here . Product Approval Accepts: Crc d, Card Safe http:/./www.floridabuiIding,org/pr/pr_app_dtl.aspa?param=wGEVXQwrtDgtOc8bnSknRps9... 9/7/2017 NVARRIORe ROOFING MANUFACTURING P. 0- BOX 40185 * TUSCALOOSA, AL 35404 * PHONE (205) 553-1734 * FAX (205) 553-1755 193 LEROY ANDERSON ROAD * MONROE, GA 30655 0 PHONE (770) 207-0695 * FAX (770) 207-0775 323 DEVELOPMENT AVENUE * CHAMBERSBURG, PA 17201 * PHONE (717) 70M323 * FAX (717) 70MO27 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 ta'yer of felt should be installed to cover the bottom edge of the decking, from edge to edge. Overhang is not required, Anchor the top comer of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the bottom and overlap each subsequent 13rlengthaminimumoftwoinchesasyoumoveupthevalleytoinsureproper water0 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 Application No: Documented Construction Value: $ Job Address: rl,),_Sf:L.Pffla(,a h1 LQ Historic District: Yes No 0 Parcel ID: Residential'' Commercial Type of Work: NeAddition Alteration Repair Demo Change of Use Move Description of Work: d a; krl C o_l luo(k.. Plan Review Contact Person: Phone: Fax: Name Street: City, State Zip: Title: Email: Property Owner Information Phone: Resident of property? : Contractor Information Name v Ita Street: Q, 5kipper City, State Zip:`rn rq 5, 1/3 Name: Street: City, St, Zip: Bonding Company: Address: Phone: 31--3 -910,3 403 CA 23 -2- Fax: State License No.: CAC 13 1205 U 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 PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION, IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: S"' Edition (2014) Florida Building Code Revised: June 30, 2015 Pennit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional -permits required from other governmental entities such as water management districts, state agencies, or federal agencies. owner of the property of the requirements of Florida Lien Law, FS 713. Acceptance of permit is verification that I will notify the The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC Valuation.Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the pertnit'is issued. OWNER'S AFFIDAVIT; I certify that all of the foregoing information is accurate and that all work will be clone in compliance with all applicable laws regulating construction an ning._ 9 Signature of Owner/Agent Date Punt Comractorir\gcm Print Owner/Agent's Name - - SignatureDate ,gtary-State pf FlQ d. r Date Signature of Notary -State of Florida Date ¢ UClid 1: 0 'alr dommission # GG151707 Expires: October 15, 2021 i d`', WNW l(1(U natUl1 .. ii i J` tttll!{H\\\ Owner/Agent is Personally Known to Me or Contractor/Agent is Pe sonally Known t0:I Produced ID . Type of -ID Produced ID Type - BELOW IS FOR OFFICE USE ONLY Permits Required: Building[] El ctrical Mechanical[] Plumbing Gas Roof Flood Zone: Construction Type:Occupancy Use: of Stories: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps - Vlumbing - # of Fixtures Fire Sprinkler Permit: Yes[] No # Of Heads___ Fire Alarm Permit:' Yes[]- No[] APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BT iILDING:___._. COMMENTS: Revised: June 30, 2015 Permit Application ar { NEW RESIDENTIAL CONSTRUCTION CONTRACT AGREEMENT DATE: 6/21 /2017 JOB NAME: PROFERTY OWNER OR HIS AGENT: wmumENT: ELECTRICAL CONTRACT REVISED -". _ r PARK SQUARE HOMES mEc: LEVEL I - WITH CFL BULBS : GAWELECTRIC a SS: 5200 VINELAND RD .T: ORLANDO L TY: ORLANDO TSATE: FL ' c, ITY: SANFORD amu: FL I WYNDHAM PRESERVE SERVICE PLAN SIZE SQ FT A/C SYSTEM PRICE SEBRING 200A 2410 10-kW HEAT 240V, 60A 6,758.00 5-TON AC 240V, 50A SORRENTO 200A 2078 8-kW HEAT 240% 50A 5,465.00 4-TON AC 240V, 40A SPRUCE 200A 2774 8-kW HEAT 240V, 50A 7,264.00 4-TON AC 240V, 40A SUNDANCE 200A 1730 5-kW HEAT 240V, 35A 5,081.00 3-TON AC 240V, 30A TELLURIDE 2 2637 10-kW HEAT 240V, 60Afl0A6,601.00 5-TON AC 240V, 50A TRIBECA 200A 1986 8-kW HEAT 240V, 50A 5,608.00 4-TON AC 240V, 40A TUSCANY 200A 2718 10-kW HEAT 240V, 60A 6,818.00 5-TON AC 240V, 50A WALTON II 200A 1811 8-kW HEAT 240V, 50A 5,110.00 4-TON AC 240V, 40A WELLINGTON 200A 3075 QTY 2) 5-kW HEAT 240V, 35A _ 7,587.00 QTY 2) 3-TON AC 240V, 30A CONTRACTOR/OWNER: DATE: EDMONSON ELECTRIC: .--' DATE: 1034 Skipper Road • Tampa, Ik 3 -3 • Phone:(813)910 34 3 • Fax:(813)910 8546 • www.Edmonson Electric, com FLORIDA LICENSE. N EC13005403 rarcet IU• CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 17-1 ion No: O lalue: $ * ' Historic District: Yes No Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbin New Residential Construction Plan Review Contact Person: Khrissv or Jamie Title: Clerical Phone: 407-323-7515 Fax: 407-323-8954 Email: infb,dd,, )i-orlando,com Property Owner Information Name M Street: City, State Zip: Phone: Resident of property? Contractor Information Name Advantage Plumbing, Inc. Phone: 407-323-7515 Street: PO Box 1117 Fax: 407-323-8954 City, State Zip: _Sanford, FL 32772 ry State License No.: CF-0057881 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NP: In addition to the requirements of this Permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required Prom other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lion 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. 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. Signatm ofvwner/4eni. _ Data Print Qwmr/Agent's Nano Signature of Notary -State of Ftonda Date Owner/Agent is Personalty Known to Me or Produced ID Type of ID Slgaatu[e ofConkaoOm/AyeM lAte A. Thames Smith Print CotmactadAgatt"a Name l t p Signat»rcoff ottry AAPlt"afrHrAM.:701M Date STATE NOTARY PURL C OF FLORIDA Comm# GG136M Expires 8121/2021 Conis X Personally Known to Me or Produced lD Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building[] Electrical o Mechanical[] Plumbing[] Gas(] RoofEl Construction Type: _ Occupancy Use Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load # of Stories: New Construction: Electric - # of Amps v Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No [] # of Heads APPROVALS: 20Nwa UTILITIES: ENGINEERING: COMMENTS: Fire Alarm Permit: Yes [] Nor] WASTE WATER BUILDING: Revise& June 30, 201 S Permit Application 10 4 Revision City of Sanford Response to Comments 0 Building & Fire Prevention Division nil ri Ph: 407.688.5150 Fax: 407.688.5152 ab j Email: building@sanfordfl.gov 161 Permit # 17-3738 submittalgate2/14/18 Prcjject Address: 3722 Saltmarsh Loop (W 3 yndhamPreservelotA- Contact: ichelle Parkison Ph: 407- 529-3135 Fax: Email: mparkison& parksquarehomes.com Trades encompassed in revision: Building Plumbing El Electrical El Mechanical 0 Life Safety El Waste Water Department El Utilities 11 Waste Water El Planning El Engineering El Fire Prevention El Building General description of revision: Changes asspecified on Monta Consulting Letter attached ROUTING INFORMATION Approvals Monta Consulting & Design of WMR and Associates, LLC North Pointe 11 Phone (407) 681-1917 1035 Greenwood Blvd, Suite 173 Certificate of Authorization # 9177 Lake Mary, FL 32746 montaconsulting.com Structural Engineering, Truss Engineering, Third Party Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders Park Square Homes Wyndham Preserve— Lot 3 (1986 Tribeca, Elev `A') January 12, 2018 Plan Revision: Truss Revision RESPONSE: Updated structural plans with revised trusses and update engineering as needed. All the changes have been clouded and notated with delta #1. Revised Sheets: SC, SSA Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: P1986A-T - Park Sq Hm/Tribeca-1986-A-T MiTek USA, Inc. Site Information: 6[904 Parke East Blvd. Customer Info: PARK SQUARE HMS Project Name: P1986A-T Model: TRIBECA 19i3p'! iAY 0-4115 Lot/Block: 3 Subdivision: WYNDHAM PRESERVE 40' Address: 3722 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/TP12007 Design Progratn: MiTek 20/20 8.1 Wind Code: ASCE 7-10 [Ail HeighlI Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 41 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, 1 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 J o. 11/4/18 Seal# Truss Name Date 1 T12876554 Al T12876565 L91 1/4/18 2 T12876555 A2 1 1 /4/18 113 I T12876566 J C2 11 /4/18 L3 I T12876556 I A3 11 /4/18 114 I T12876567 J C3 1 /4/18 L4 I T12876557 I A3T 11 /4/18 115 T12876568 CJ 1 11 /4/18 15 I T12876558 I A4 11 /4/18 116 1 T12876569 I CJ3 11 /4/18 16 IT12876559 IA4T 1_1/4/18 1,7 T12876570 CJ3T 1/4/18 17 I T12876560 I A5 4/18 118 LT12876571 I CJ5 4/18 _J I8 JT12876561 f IA6T j1/4/18 l IT128765CJ5T72II1l4/18 I1/4/18 J9 T12876562 IB1 19 J20 T12876573 ID1 J 1/4/18 _,j 10 LT12876563 J B2 1 /4/18 121 T128765741 D2 1 /4/18 11 T12876564 B3_ 1/4/18 A22 T12876575 LD3 __ 1/4/18 This item has been electronically signed and sealed by Lee Printed copies of this document are not considered signs electronic copies - PE using a Digital Signature. 0c(,and the signature must be verified on any The truss drawing(s) referenced above have been preparedby" MiTek USA, Inc. under my direct supervision based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSlrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. January 4,2018 Lee, Julius l of 2 RE: P1986A-T - Park Sq H m/Tribeca-1 986-A-T Site Information: Customer Info: PARK SQUARE HMS Project Name: P1986A-T Model: TRIBECA 1986 - A / TRAY Lot/Block: 3 Subdivision: WYNDHAM PRESERVE 40' Address: 3722 SALTMARSH LOOP City: SANFORD State: FLORIDA E]SleaTruss Name DateF1 24 IT12876577 I F1A 11/4/18 25 T12876578 I F1B I1/4/18 I g2 IT12876579 1 F2 1/4/18 27 T80128765 I F3 1 /4/18____f 28 112876581 I F3A --]-1/4/184/188 29 112876582 I F5 11/4/18 _1 30 IT12876583 I F5A 11/4/1l8 J L31 1T12876584 LF6 1!4/18 L32 T12876585 j FT2 1/4/18 33 T12876586 I J3 1/4t18 I34 l2876587 J5 I1/4/18 I 35 1 T12876588 1 J7 11/4/18 36 IT12876589 f PT _ 1/4/18_ j 37 T12876590 I KJ3 1/4/18 38 T12876591 I KJ5 11/4/18_ J 39 IT12876592 I KJ7 11/411 I40 IT1287659 KJ7T 1/4/18 41 LT12876594 I MG1 1/4/18___I 2 of 2 Ij Truss Type Park Sq Hmrrnbeca-1986A-T T12876554 Jo.,, A-TArlus MMON 4 1 b R f r1g-(optional} Mid-Flonda Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries. Inc. Thu Jan 4 12:37:35 2018 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-?H?B_kXK2hp2tGvVgZM3XB1nh3wCSvrUwb8e3jzykKE rr1-0-0 73-11-11 14-4-0 21-4-5 28-8-0 ?9-8-0, 1-0-0 7-3-11 7-05 7-0-5 7-3-11 1-0-0 Scale = 1:50.0 4x4 = 6,00 12 4 4x4 = 3x4 = 4x4 = 3x4 = 4x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 TCDL 10.0 Lumber DOL 1.25 BC 0.83 BCLL 0.0 Rep Stress Incr YES WB 0.25 BCDL 10.0 Code FBC20141TPI2007 Matnx-MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1207/0-4-0, 6=1207/0-4-0 Max Harz 2=155(LC 6) Max Uplift 2=-315(LC 8), 6=-315(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1930/486, 3-4=-1696/482, 4-5=1696/482, 5-6=1930/486 BOT CHORD 2-10=-335/1704, 8-10=127/1109, 6-8=-335/1651 WEBS 4-8=-153/697, 5-8=-414/223, 4-10=-153/697, 3-10=-414/223 DEFL. in (loc) I/deft Lid Vert(L-) -0.31 8-10 >999 240 Vert(TL) -0.56 8-10 >610 180 Horz(TL) 0.08 6 n/a n/a PLATES GRIP MT20 2441190 Weight: 131 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc purijns. 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; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft; L=29ft; 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 load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=315, 6=315. q Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 110111-7477 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not i a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems.. see ANSIRPll Quality Criteria, OSB•a9 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lae Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 APob Truss Truss Type Qty Ply Park Sq Hm(Tnbeca-1986-A-T T12876555 IA2 HIP 2 1 l_ T .- ob Refgrgne ggl9nal) _ _ Mid-Flonda Lumber, Ballow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12,37:37 2018 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-yf7xPQZaaJ3m6a3uo PXccOA3tgJwi5nNvdl8bzykKC 0-0 6-9-4 _ 13.0-0 158-0 21-10-t2 28-8-0 - 9 1.0-0 6-94 6-2-12 2-8-0 6-2-t2 6-9-4 1-" Scale = 1:50.0 4x8 = 4x4 = 4 5 d 13 12 10 9 3x6 — 1.5x4 II 3x4 = 3x4 = 1,5x4 II 3x6 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Vert(LL) -0.09 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,53 Vert(TL) -0.26 12-13 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 152 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-5 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) 2=1207/04-0, 7=1207/0-4-0 Max Horz 2=142(LC 7) Max Uplift 2=315(LC 8), 7=-315(LC 8) FORCES. (lb) - Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2000/475, 3-4=-1443/398, 4-5=-1215/394, 5-6=14451398, 6-7=-1999/475 BOT CHORD 2-13=-330/1716, 12-13=-330/1716, 10-12=151/1214, 9-10=-330/1715, 7-9=330/1715 WEBS 3-13=0/260, 3-12=-584/206, 4-12=-72/370, 5-10=-73/372, 6-10=-583/205, 6-9=0/258 NOTES- 1) Unbalanced roof live loads have been considered for this design, 2) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft; L=29ft; eave=oft; Cat. 11, Exp B; Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2= 315.7=315. 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 parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system, Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior 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 is fabncation. storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrP11 Quality Criteria, DSB-89 and SCSI Building Component 6W4 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 t Job Truss Type Qry Ply Park Sq Hmliribeca-1986-A-T Llpss-- T72876556 P1986A-T A3 1 1 99 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:38 2018 Page t I D:3zzrE5595gHBgKd ROwR6OYzkwee-QrhJcmaDLcBckje4Miwm8pwGUHOnfEYxcZNlg 1 zykKB r1-" 5-9.4 11-0-0 i 17-" 22-10-12 28-&0 ,29-f1.0,1 t-0-0 5-9.4 5-2-12 6-8-0 5-2-12 5-94 1-0-0 Scale = 1:Wo d 4x8 MT20HS = 20 4x4 = 21 5 13 12 10 9 3x4 = 1x4 G 3x4 = 3x4 — 3x8 MT20HS = 1x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0,08 12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.52 Vert(TL) -0.25 10-12 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.31 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -MS Weight: 146 lb FT = 20°! I LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 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 WEBS 1 Row at midpt 4-10 REACTIONS. lb/size) 2=1207/0-4-0, 7=1207/0-4-0 Max Harz 2=-121(LC 6) Max Uplift 2=-315(LC 8), 7=-315(LC 8) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2036/486, 3-4=1609/428, 4-5=-1384/416, 5-6=-1609/427, 6-7=-2036/486 BOT CHORD 2-13=-348/1756, 12-13=348/1756, 10-12=-207/1383, 9-10=348/1756, 7-9=348/1756 WEBS 3-12=-439/162, 4-12=-43/399, 5-10=-42/399, 6-10=439/162 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=29ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 2=315, 7=315. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING. Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the No fabncation, storage, delivery, erection and bracing of trusses and truss systems. see ANSIrTPh Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL W10 Job P1986A-T Tru s TrussTSPECIpe _ city PryJPa4lkL 1q Hmffribeca-1986-A-Teference T12876557Mid - Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:39 2018 Page 1 ID. 3zzrE5595gHBgKdROwR6OYzkwee-u2Eig6br6wJTMtDHvPR?h t TQ8hJbOeG4rD6sCUzykKA 2- 3-4 _— _6-7-10 11-0-0 12-8-12 17-8-0 22-10-12 28-8-0 9.8-0 4- 4.6 4-4-6 i-812127 4-11-4 — 5-2-1——W 5- 9-4 1 0-0Scale = 1 49.9 6. 00 tAx8 2 1. 5x4 II 4x8 = 4 5 25 6 1.5x4 II 300 = tx4 II 3x4 = 2-2z4 4-4-6 4.4-6 i-8-12 4-11-A 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 FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 'Except` 1-3: 2x6 SP No,1 BOT CHORD 2x4 SP No.2 'Except' 2-13: 2x6 SP No. 1, 5-12: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x6 SP No.t LBR SCAB 1-3 2x6 SP No.1 one side REACTIONS. lb/ size) 1=1170/0-4-0, 8=1194/0-4-0 Max Horz 1=120(LC 6) Max Uplift I= 265(1_C 8), 8=-312(LC 8) CSI. DEFL. in (loc) I/deft L/d TC 0. 79 Vert(LL) 0.16 15-20 999 240 BC 0. 74 Vert(TL) 0.41 15-20 835 180 WB 0. 47 Horz(TL) 0.24 8 n/a n/a Matrix -MS PLATES GRIP MT20 244/ 190 Weight: 191 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-515/156, 2-3=-2638/608, 3-4=-186&470, 4-5= 1701/470, 5-6=-1703/472, 6-7=- 1570/420, 7-8=2002/478 BOT CHORD 2-15=454/2410, 14-15=-452/2389, 13-14=-237/1623, 10-11=-342/1726, 8-10=342/1726 WEBS 3- 14=-888/248, 4-14=-92/492, 4-13=-65/288, 11-13=-188/1245, 6-13=-89/552, 7-11= 453/165, 3-15=-27/353 NOTES- 1) Attached 7-8-13 scab 1 to 3, front face(s) 2x6 SP No.1 with 2 row(s) of 10d (0.131 "x3") nails spaced 9" o.c.except : starting at 2-11-7 from end at joint 3, nail 2 row(s) at 2" D.C. for 2-11-3. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=29ft, eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=265, 8=312. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1"312015 BEFORE USE. Design valid for use only with MiTekO connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this 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 passible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 quality Crtteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 LP19 Truss Truss Type oty Ply Park Sq Hm/rribeca-1986-A-T 6A-T A4 HIP _._ _ 1 T12876558 b Refere..ac(o i n !1 _ Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:40 2018 Page 1 ID.3zzr£5595gHBgKd ROwR6OYzkwee-MEo41 RbTtE RKz 1 oTT7yEEEOih4dK7AOD4tsPkwzykK9 1r -M 4-9.4 _ 9-0-0 14-4-0 19-8-0 r 23.10-12 28-B-0 9-81}l 1_O 4-9-4 4-2.12 5-4-0 5-4-0 4-2-12 4-94 1-0-0 Scale = 1 50.0 4x8 = 4 20 1,5x4 II 4x8 = 5 21 6 Md 4 13 11 lu 3xEi 3x4 = 3x4 = 3x8 = 3x4 = 3x6 0-0 28- 0 I Plate Offsets {X Y) 2:0 2-8 0 1 $1 (4 Q 5 4 0 2-Oj f6:0 5 4 0-2-0 j8:0-2_80-1-8j LOADING (Fsf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) 0.12 13-16 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) 0.34 13-16 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.09 8 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 145 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1207/04-0, 8=1207/0-4-0 Max Horz 2=101(LC 6) Max Uplift 2=315(1_C 8), 8=-315(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2029/531, 3-4=1756/456, 4-5=-1779/510, 5-6=-1779/510, 6-7=-1756/456, 7-8=2029/531 BOT CHORD 2-13=-398/1763, 11-13=-260/1524, 10-11=-260/1524, 8-10=398/1763 WEBS 3-13=-283/157, 4-13=-25/347, 4-11=-98/424, 5-11=-363/147, 6-11=-98/424, 6-10=-25/347, 7-10=-283/157 Structural wood sheathing directly applied or 4-0-8 oc puffins. Rigid ceiling directly applied or 9-3-13 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.Opsf, h=25ft, 13=45111t; L=29ft; eave=oft; Cat. If, Exp B, Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=315, 8=315, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Vertfy dealgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. f0103l2015 BEFORE USE. Design valid for use only with MiTel,0 connectors. This design is based only upon parameters Shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTP11 quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandna, VA 22314, Tampa, FL 36610 Job Truss Truss Type v Qry PlyPark Sq Hm(rnbeca-1986 A-T P1986A-T A4T SPECIAL 1 T12876559 W o R r@OGe(4pSLQrta11 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:41 2018 Page 1 ID 3zzrE5595qHBgKdROwR6OYzkwee-gQMSFoc5eXZBbBNf i gTTmSYmdU_RsWVNI XbyHMzykK8 2- 4 5-7-10 9-0-0 _-- 12-8-12, 2- 3-a 3-a-6 34-6 3-8-12 16- 2-6 19-8-0 23-10-12 _ 28-8-0 3- 5-10 3-5-10 4-2-12 4-9-4 1-0-0 Scale = 1:49.9 5x8 MT20HS = 1. 5x4 II 26 4 5 3x4 = 08 MT20HS = 6 27 7 2x4 11 1x4 II 14 13 12 11 4x12 = 1. 5x4 II 4x8 3x4 = 1x4 11 3x4 = LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC O.79 TCDL 10.0 Lumber DOL 1.25 BC 0.71 BCLL 0.0 Rep Stress Incr YES WB 0.62 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 `Except` 1- 4: 2x6 SP No.1 BOT CHORD 2x4 SP No.2 'Except' 2- 15: 2x6 SP No.1, 5-14: 2x4 SP No.3 WEBS 2x4 SP No.3 'Except' 18- 19: 2x4 SP No.2 OTHERS 2x6 SP No.1 LBR SCAB 1-4 2x6 SP No.1 one side DEFL. in (loc) I/deft L/d PLATES GRIP Vert( LL) 0.16 15-16 >999 240 MT20 244/190 Vert( TL) 0.42 15-16 >823 180 MT20HS 187/143 Horz( TL) 0.24 9 n/a n/a Weight: 199 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-10-15 oc bracing. REACTIONS. ( Ib/size) 1=1169/0-4-0, 9=1195/0-4-0 Max Horz 1=-100(LC 6) Max Uplift 1=-266(LC 8), 9=-312(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-515/156, 2-3=-2969/681, 3-4=-2187/529, 4-5=-2194/567, 5-6=-2180/564, 6- 7=-1689/475, 7-8=-1714/446,8-9=-2027/483 BOTCHORD 2-17=-541/2767, 16-17=-541/2767, 15-16=-318/1915, 12-13=-250/1487, 11-12=-355/1755, 9- 1 1=-355/1755 WEBS 4-16=-93/536, 4-15=-97/456, 13-15=-284/1623, 6-15=1281710, 6-13=-725/177, 7- 13=-81/413, 7-12=-41/284, 8-12 325/122, 3-17=-27/280. 3-16=-970/251 NOTES- 1) Attached 10-2-10 scab 1 to 4, front face(s) 2x6 SP No.1 with 2 row(s) of 10d (0,131"x3") nails spaced 9" o.c.except : starting at 1-8-6 from end at joint 1, nail 2 row(s) at 2" D.C. for 2-11-3. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=29ft, eave=4ft; Cat. II; Exp B; End., 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 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) Bearing at joint(s) 1 considers parallel to grain value using ANSIfrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 1= 266, 9=312. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mt47473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MfTek0 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricationstorage, delivery, erection and bracing of trusses and truss systems, see ANSIRP1I Quality Criteria, DSB-89 and SCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria,. VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 6904 Parke East Blvd, Tampa. FL 36610 Truss Truss Type Oty Ply Park Sq Hmfrribeca-1986-A-TGb T12876560 1986A-T A5 HIP 1 1 Jab Reference (ootionall Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:43 2018 Page 1 I D:3zzrE5595gHBgKd ROwR6OYzkwee-mpUCfTeL99pvNW28F Wxrte5cldcKNogmr43LFzykK6 r1-0-0 3-9.4 7-0-0 3-2.12 11.10-1 16-9-15 4-10-1 T 4-11-13 21-8-0 24-10-12 4.10-1 3-2-12 28-8-0 29-8-0 3-9 1 —0 0, Scale = 1,50.0 5x5 = 4 3x4 = 1,5x4 II 5x5 = 520 21 22 6 2324 25 7 15 14 - 12 11 4x6 — 3x4 = 6x8 MT20HS = 4x8 = 3x4 = 4x6 = 4x6 = T 11-10-1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.25 12-14 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Vert(TL) -0.62 12-14 >553 180 MT20HS 1871143 BCLL 0.0 Rep Stress Incr NO WB 0.82 Horz(TL) 0.14 9 n/a n1a BCDL 10.0 Code FBC2014fTP12007 Matnx-MS Weight: 169lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-2 oc purlins. 4-7: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1981/0-4-0, 9=2210/0-4-0 Max Horz 2=81(LC 6) Max Uplift 2=556(LC 8), 9=-648(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3960/1090, 3-4=-3768/1037, 4-5=5021/1444, 5-6=-5019/1473, 6-7=-5019/1473, 7-8=-4287/1246, 8-9=-4477/1294 BOTCHORD 2-15=-908/3521, 14-15=-806/3318, 12-14=-1301/5021, 11-12=-992/3779, 9-11=-1089/3980 WEBS 4-15=-52/286, 4-14= 616/2161, 5-14=-419/200, 6-12=-576/298, 7-12=-416/1571, 7-11=-84/620 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=29ft, eave=4ft, Cat. 11; Exp B, Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) . This truss has been designed for a live load of 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) except Qt=lb) 2=556, 9=648. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 lb down and 106 lb up at 13-74, 105 lb down and 106 lb up at 15-74, 109 lb down and 106 lb up at 17.74, and 112 Ib down and 106 lb up at 19-7-4, and 187 lb down and 207 lb up at 21-8-0 on top chord, and 778 lb down and 219 lb up at 12-9-8, 66 lb down at 13-7-4, 66 lb down at 15-74, 66 lb down at 17-7-4, 66 Ib down at 19-7-4, and 66 lb down at 21-7-4, and 268 lb down and 100 lb up at 21-8-0 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: 1-4=-60, 4-7=-60, 7-1O=60, 2-9=-20 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10l03120f5 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems.. see ANSVTP11 quality Criteria, DS899 and SCSI Building Component Safety Information available 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 I! 6904 Parke East Blvd. Tampa, FL 36610 Job - Truss W W Truss Type Qry Ply Park Sq HmlTribeca-1986-A-T P1986A-T A5 HIP 1 1 T12876560 Jib Refcre o for Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:43 2018 Page 2 I D:3zzrE5595gHBgKd ROwR6OYzkwee-mpUCffeL99pvrVW28F Wxrte5cldcKNogmr43LFzykK6 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 7=-140(F) 13=-778(F) 11=-309(F=-41) 21=-97(F) 22=-97(F) 24=-97(F) 25=-97(F) 26=-41(F) 27=-41(F) 28=-41(F) 29=41(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(b connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify, the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the - fabricationstorage, delivery, erection and bracing of trusses and truss systems, see ANSITTPII Quality Criteria, DSB-89 and SCSI Building Component 69N Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Qty Ply Park Sq HmrTribeca-1986-A-T P1986A-T A6T SPECIAL i T12876561 job Reference (optional) Mid -Fonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:45 2018 Page 1 I D:3zzrE5595gHBgKdROwR6OYzkwee-jCcz49fchm3d4ogQGgYPxtjTU5LuoG6zD9ZA07zykK4 2-3-4 5-0-0 7-0-0 j 10-0-2 12-8-12 t7.2-6 21-8-0 24.10-12 28-8- 9-8-01 2-3-4 2-8-12 2.0-0 3-0-2 2-8-10 4-5-10 4-5-10 3-2-12 Scale = 1 49.9 5x8 2.4 I) 4x4 = 4x4 = 5x8 = 6.00 C12 4 29 5 30 6 31 32 7 33 34 8 3x4 28 3 3x4 9 2x4 II 2 / d i l ' 16 10 11 19 18 35 17 36 6x8 _. 11 I1 1¢ 2x4 11 3x4 = 3x8 = 37 38 39 40 2.4 11 1.5x4 11 15 14 13 12 6x8 = 2x4 II 404 = 3x4 = 1.5x4 II 3x4 = 5--0 7.0- 1M-2 I 12.8.12 17- - 21-8-0 4-10.12 2-3-4 2•'j2,®_-2- 3-0-2 2. 4• LOADING (psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 TCDL 10.0 Lumber DOL 1.25 BC 0.81 BCLL 0.0 Rep Stress Incr NO WB 0.84 BCDL 10.0 Code FBC2014rTP12007 Matrix -MS LUMBER - TOP CHORD 2x6 SP OSS -Except- 4-8: 2x6 SP No.2, 8-11: 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 2-16: 2x6 SP No. 1, 6-15: 2x4 SP No.3 WEBS 2x4 SP No.3 *Except` 20-21: 2x4 SP No.2 OTHERS 2x6 SP DSS LBR SCAB 1-4 2x6 SP DSS one side REACTIONS. (lb/size) 1 =221510-4-0, 10=217010-4-0 Max Horz 1= 79(LC 6) Max Uplift 1=- 652(LC 8), 10=-659(LC 8) DEFL. in loc) Wall L/d PLATES GRIP Vert(LL) -0. 21 16 >999 240 MT20 244/190 Vert(TL) -0. 53 16-17 >644 180 Horz(TL) 0, 28 10 n/a n/a Weight: 397 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-6 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 2=-983/329, 2-3-6797/2045, 3-4=-5722/1766, 4-5=-6345/1953, 5.6=-6345/1953, 6-7=-7026/ 2162, 7-8=-4681/1469, 8-9=-3950/1216, 9-10=-3993/1182 BOT CHORD 2- 19=-1818/6343, 18-19=-1818/6343, 17-18= 148315191, 16-17=-2039/7092, 6-16=0/354, 14-15=-114/ 447, 13-14=-973/3537, 12-13=-982/3499, 10-12= 982/3499 WEBS 4-18=- 434/1405, 4-17=-448/1515, 14-16-1257/4384. 7-16=-802/2660, 7-14=-1895/681, 8-14=450/ 1492, 8-13=-63/522, 9-13=-253/169, 6-17=1001/293, 3-19=-151/609, 3-18=-1466/ 427 NOTES- 1) 2- ply truss to be connected together with 10d (0.131"xT') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (6), unless otherwise indicated. 3) Special connection required between scab 1 to 4 back face(s) and truss. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=29ft, eave=oft; Cat. 11, Exp B. Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1,60 6) Provide adequate drainage to prevent water ponding. 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) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AfITEK REFERENCE PAGE 114II.7473 rev. 1"312015 BEFORE USE. Design valid for use only with MPTekQ& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the rabricalion. storage, delivery erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Tnrss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 69N Parke East Blvd. Tampa, FL 36610 L Truss Truss Type Qry Piy Park Sq HmlTribeca-1986-A-T T12876561v A-TA6T R SPECIAL V j Job Reference(optiona Mid - Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:45 2018 Page 2 ID: 3zzrE5595gH BgKdROwR6OYzkwee-jCcz49fchm304ogOGgYPxliTU5LuoG6zD9ZAQ7zykK4 NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to Support concentrated load(s) 29 lb down and 90 lb up at 7-0-0, 26 lb up at 9-0-12, 26 lb up at 11- 0-12. 97 lb down and 106 lb up at 13-0-12, 97 lb down and 106 lb up at 14-4-0, 97 lb down and 106 lb up at 15-7-4, 97 Ib down and 106 lb up at 17-7-4, and 97 lb down and 106 lb up at 19-7-4, and 189 lb down and 205 Ib up at 21-8-0 on top chord, and 502 lb down and 231 lb up at 7-0-0, 180 lb down and 76 lb up at 9-0-12, 180 Ib down and 76 Ib up at 11-0-12, 66 lb down at 12-10-8, 66 Ib down at 14-4-0, 66 Ib down at 15-7-4, 661b down at 17-7-4, and 66 Ib down at 19-7-4, and 327 lb down and 97 Ib up at 21-7-4 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: 1-23=-82, 4-23=60, 4-8=-60, 8-11=60, 16-22=-20, 15-25=-20 Concentrated Loads (lb) Vert: 4=-1(F) 8=-142(F) 6=-97(F) 18=502(F) 16=41(F) 13=-327(F) 31=-97(F) 32=-97(F) 33=-97(F) 34=-97(F) 35=180(17) 36-180(F) 37=-41(F) 38=41(F) 39=- 41(F) 40=41(F) WARNING - Verify design parameters and READ NO TES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekffir connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage,. delivery,. erection and bracing of trusses and truss systems, see ANSIRPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa. FL 36610 61 ussAype Qty ly Park Sq Hm(Tnbeca-1986-A-T T12876562Lss Job P986AT 1 2 I p 2eference {gp ln lj__ Mid -Florida Lumber, Barlow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:46 2018 Page 1 I D:3zzrE 5595gH BgKd ROwR6OYzkwee-BOALI Vg E S4B UiyFdq N 3eT V F bs ViN Xj16SpJjyazyk K3 I 3-3A 6-3-8 9-3-1t 12-5-10 15-7-9 _ 18-11-4 3-3 0 3 0 8 3-0-3 3-11-15 3-1-15 — 3-3-11 Scale = 1 32.9 1.5x4 II 3 3x6 ' 3x8 = 4z4 I 8x10 MT20HS = 2.4 II 7x12 = 4x4 r 3-30 } 3-3$ 3-0-8 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.00 TC 0.88 TCDL 10.0 Lumber DOL 1.00 BC 0.66 BCLL 0.0 Rep Stress Incr NO WB 0.84 BCDL 10.0 Code FBC2014(rP12007 Matnx-MS LUMBER - TOP CHORD 2x4 SP No.2 "Except` 4-8: 2x4 SP No.1 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 4-12,6-12,6-10,8-10: 2x4 SP No.2 REACTIONS. (lb/size) 1=1865/04-0, 9=2496/0-7-4 Max Horz 1=191(LC 8) Max Uplift 1=-497(LC 5), 9=-774(LC 5) Max Grav 1=2062(LC 13), 9=2878(LC 13) DEFL. in loc) Well L/d PLATES GRIP Vert(LL) 0.29 12 >776 360 MT20 244/190 Vert(TL) -0.71 12 >317 240 MT20HS 187/143 Horz(TL) 0.07 9 n/a n/a Weight: 218 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-10-11 0o purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3983/994, 4-5=-12542/3415, 5-6=-12542/3415, 6-7=-7129/1921, 7-8=-7129/1921, 8-9=-24991687 BOT CHORD 1-14=-998/3595, 13-14=-2865/10458, 12-13=3104111284, 11-12=-3270112085, 10-11=-3270/12085. 9-10=- 156/573 WEBS 2-14=-654/2498, 5- 12=8611272, 6-11=-07/375, 7-10=-872/270, 4-12=326/1315, 6-12=-198/478, 6-10=- 5178/1410,8-10=1844/6851, 4-14=-7229/1966,2-4=-3500/943 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. 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; Vuft= 140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=4ft, Cat. II; Exp B; Encl., GCpj=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 100 It, uplift at joint(s) except lit=lb) 1=497,9=774. 10) Girder Carries tie-in span( s): 5-0-0 from 6-3-8 to 18-11-4 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PA ,E M11-7473 rev. 10103120f5 BEFORE USE. Design valid for use only with MiTek0 connectors. This design is based only upon parameters shown, and is loran individual building component, not a truss system. Before use, the building designer must venty, the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSItrP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,. VA 22314, Tampa, FL 36610 LlobTruss Truss Type Qry PIy Park SqHmlTribeca-198GA-T B1 SPECIAL 1 ference Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37 46 2018 Page 2 I D:3zzrE559".gHBgKdROwR6OYzkwee-BOALI VgE S4BUiyFdgN3eTVFbsViNXj16SpJjyazykK3 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (ptf) Vert: 1-3=-60, 4-8=-252, 9-15=-20 Concentrated Loads (lb) Vert: 4=-429 A& WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual imss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery.. erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Tmss Plate Institute, 218 N. Lee Street. Suite 312, Aiezandna,. VA 22314, Tampa, FL 36610 Job Truss ESPECIAL e Ory Ply Park Sq Hm/Tdbeca-1986-A-T T72876563 P1986A-T B2 6 i Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:47 2018 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-fajjVmsDNKLJ6gpN5at0jomF v??G9CFhT3HUOzykK2 3-3-0 6-3-8 8-8-14 11-4.0 13-8-14 13-11-2 16-4-5 18-11-4 j 3-3-0 3-0-$ + 2-5.6 2-7-2 2-4-14 0 -42-422-5-3 2-fri5 Scale = 1:33o 2x4 II 3 0 Y 3z6 10 8x8 MT20HS = 5x5 I I 4x8 = 2.4 I I 8xl2 MT20HS = 2x4 II 6x8 = 8-8-14_g jL-431 13 $-14 13- 2_ 1! -4L5 3-q -0 $ 2.5.6 2-7-2 2 4-74 0• -4 2-5-3 2.6-15 Plate ftsets (k.Y}- f4:0 5-8 0 3 4] f 12:0-6-0.04-12j 16:0-3 8 0-5-4j LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.84 Vert(LL) 0.38 13-14 >586 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(TL) 0.88 13-14 >255 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.92 Horz(TL) 0.10 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S Weight: 109 to FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except` TOP CHORD Structural wood sheathing directly applied or 1-8-3 oc purlins, 4-9: 2x4 SP DSS except end verticals. BOT CHORD 2x6 SP DSS 'Except' BOT CHORD Rigid ceiling directly applied or 6-6-4 oc bracing. 10-12: 2x6 SP No.1 WEBS 2x4 SP No,3 `Except` 3-15,4-16,8-10,8-12: 2x4 SP No.2 REACTIONS. (lb/size) 1=1412/0-4-0, 10=1262/0-7-4 Max Horz 1=195(LC 8) Max Uplift 1=-278(LC 5), 10=215(LC 5) Max Grav 1=1634(LC 13), 10=1637(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3173/557, 4-15=-68/263, 4-5=-8623/1544, 5-6=-8623/1544, 6-7=6041/888, 7-8=-6038/888 BOT CHORD 1-16=-601/2806, 15-16=-1596/7905, 14-15=-1698/8414, 13-14=-1290/8067, 12-13=1290/8067, 11-12=-487/3527, 10-11=487/3527 WEBS 2-16=-393/2132, 4-16=-5399/1053, 2-4=2750/558, 5-14=-298/38, 7-12=-313/38, 4-14=-228/528, 6-14=-303/682, 6-12=-2158/428, 8- 1 0=-3566/494, 8-12=-431/2700 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=4ft, Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed fora 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=278,10=215. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. 9) 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=1.00, Plate Increase=1.00 Uniform Loads (ptf) Vert: 1-3=-60, 4-9=-90, 1-10=-20 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MITek connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSifTPlt Quality Criteria, DSS-89 and SCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Nil' 6904 Parke East Blvd, Tampa, FL 36610 Lob Truss Truss Type Oty Ply Lo) HmlTribeca-1986 A-T B2 SPECIAL 6 1 T12876563 er n lion ISC_L4P a) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:47 2018 Page 2 ID:3zzrE 5595gHBgKdROwR6OYzkwee-fajjVrhsDNKLJ6gpN5at0jomFv??G9CFhT3HU0zykK2 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4s345 18=-460(B) WARNING - Verffy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid (or use ontywith MiTek®conneclors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Lob T uss Truss Type Qty Ply Req Rnbeca-198G A-T 6A-T B3 HIP 1 i T12876564 01901tMll_- Mid-Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:48 2018 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-7nH5jAhU hSCxGP?xo56YwLIIJQW?mlPv6ogOSzykK1 1-0-0 5-0-0 _ _ 9-8-0 14-4-0 _ 19-4-0 20.4-0 1-0-0 5-0-0 4-8-0 4-8-0 ___-_ 5-M 1-0-0 Scale = 1 34.8 4x8 = 17 18 1.5x4 II 19 4 20 21 22 4x8 = 3x4 = 1.5x4 II 5x8 = 1.5x4 II 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014rTP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1174/0-8-0, 6=1174/0-8-0 Max Horz 2=58(1_C 6) Max Uplift 2=340(1_C 8), 6=-340(LC 8) CSI. DEFL. in loc) I/defl Lid PLATES GRIP TC 0.46 Vert(LL) -0.08 9 >999 240 MT20 244/190 BC 0.56 Vert(TL) -0,21 9-10 >999 180 WB 0.27 Horz(TL) 0,06 6 n/a n/a Matrix -MS Weight: 87 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1991/535, 3-4=-2308/673, 4-5=-2308/673, 5-6=1991/535 BOT CHORD 2-10=-42111718, 9-10=-418/1727, 8-9=-415/1727, 6-8=418/1718 WEBS 3-10=0/282, 3-9=-219/697, 4-9=-475/253, 5-9=-219/697, 5-8=0/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi= 0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 2=340, 6=340. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 181 lb up at 5-0-0, 93 lb down and 77 lb up at 7-0-12, 93 lb down and 77 lb up at 9-0-12, 93 lb down and 77 lb up at 10-3-4, and 93 lb down and 77 lb up at 12-3-4, and 170 lb down and 181 lb up at 14-4-0 on top chord, and 86 lb down at 5-0-0, 36 lb down at 7-0-12, 36 It, down at 9-0-12, 36 lb down at 10-3-4, and 36 lb down at 12-3-4, and 86 lb down at 14-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE( S) section, loads applied to the face of the truss are noted as front (F) or back (6). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1- 3=-60, 3- 5=-60, 5-7=-60, 11-14=-20 Concentrated Loads (lb) Vert: 3=- 123(F) 5=- 123(F) 10=-64(F) 8=-64(F) 17=-51(F) 19=-51(F) 20=-51(F) 22=-51(F) 23=-26(F) 24=26(F) 25=-26(F) 26=-26(F) A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE ANI.7473 rev, 10/03/2015 BEFORE USE. Design valid for use only with MiTekconn ectors, nectors, This design is basedonlyupon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the fabncatlon, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 6904 Parke East Blvd. Tampa, FL 36610 4 Truss Truss Type Ory Ply Park Sq HmlTribeca-1986-A-T Lb T12876565 986A-T Cl COMMON 4 1 b Reference (5 otional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12.37:49 2018 Page 1 ID:3zzrE5595gHl3gKdROwR6OYzkwee-bzrUwVWt61?a3Z0 CVWdL58tEPjpBkGeY8mYNZuzykKO 6-4-0 a 12-8-0 t3-8-0 i o 0 6-4-0 6-4-0 Scale = 124.4 4x4 = 3 3x4 = 1.5x4 II LOADING (psf) SPACING- 2-0 0 GS1. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 vert(LL) -0.02 6 12 >999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.34 Vert(TL) -0.07 6-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014(TP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=56710-4-0, 4=56710-4-0 Max Horz 2=70(LC 7) Max Uplift 2=-163(LC 8), 4=-163(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3= 613/135, 34=613/135 BOT CHORD 2-6=-26/475, 4-6=-26/475 WEBS 3-6=0/253 3x4 PLATES GRIP MT20 2441190 Weight: 48 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=4ft; Cat. 11; Exp B; Encl., GCpi=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 load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (Ir=lb) 2=163,4=163. 16 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE I11111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabncabon. storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPN Quality Criteria, OSB-89 and BCSI Building Component 6904 Parka East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 36610 jJob Truss Truss Type Qty Ply Park Sq Hm(Tribeca-1986-A-T T72876566 P1986A-T C2 COMMON — 3 v] i f IMRgfer rice iQngl) __ Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Thu Jan 4 12:37:50 2018 Page 1 I D:3zzrE 5595gH Bq Kd ROwR6OYzkwee-39Ps7 sjk V,A iwAZZ03D8ae LQ P969OTjui N QH x5LzykK? r=1-0-o I 6.4-0 _ _. 12-8-0 1-0-0 6-4-0 6-4-0 4x4 = Scale: 112"=1' 3x4 = 1.5x4 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 TCDL 10.0 Lumber DOL 1.25 BC 0.34 SCLL 0.0 Rep Stress Incr YES WB 0.10 BCDL 10.0 Code FBC2014(TPI2007 Matnx-MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=506/Mechanical, 2=567/0-4-0 Max Horz 2=69(LC 7) Max Uplift 4=-120(LC 8), 2=-163(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-616/137, 3-4=615/137 BOT CHORD 2-5=-53/477, 4-5=53/477 WEBS 3-5=0/254 DEFL. in (loc) I/defl L/d Vert(LL) -0.02 5-8 >999 240 Vert(TL) -0.07 5-8 >999 180 Horz(TL) 0.01 4 n/a n/a 3x4 = PLATES GRIP MT20 244/190 Weight: 46 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 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, 6=45ft; L=24ft; eave=oft; Cat. II; Exp 6; 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 load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 4=120, 2=163. P Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111,7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekQb 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buUding 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 M5 fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI7TPI1 Quality Criteria, DSS-89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Insthule,. 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job ss Truss Type Oty Ply Park Sq Hmfrribeca-1986-A-T c3j T12876567 P1986A-T HIP 1 1 ference don_,_, Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:51 2018 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-XMzELCkMHcgmoj8acwfpAZzccV4MCADrc41 UdnzykK_ 7-" 2-8-0 12-8-0 13-8-0 5-" .. 1-0.0 Scale: 112"=1' 4x8 = 15 4x4 = 3x4 = 1.5x4 II 3x4 == LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0,24 TCDL 10.0 Lumber DOL 1.25 BC 0.31 BCLL 0.0 Rep Stress Incr NO WB 0.09 BCDL 10.0 Code FBC2014frP12007 Matnx-MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=792/0-4-0, 5=792/0-4-0 Max Horz 2=-58(LC 6) Max Uplift 2=-234(LC 8), 5=-234(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=11671311, 3-4=-992/302, 4-5=-11681310 BOT CHORD 2-8=203/983, 7-8=-200/991, 5-7=-202/984 DEFL. in (loc) 1/defl L/d Vert(LL) -0.02 8 >999 240 Vert(TL) -0,06 8-11 >999 180 Horz(TL) 0.02 5 n/a n/a 4 3x4 = 1 PLATES GRIP MT20 2441190 Weight: 54 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc puffins. 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, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft, eave=pft, Cat. 11' Exp B; Encl„ GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Gt=lb) 2=234, 5=234. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 181 lb up at 5-0-0. and 93 lb down and 77 lb up at 6-4-0, and 170 lb down and 181 lb up at 7-8-0 on top chord, and 86 lb down at 5-0-0, and 36 lb down at 6-4-0, and 86 lb down at 7-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-6=60, 9-12=-20 Concentrated Loads (lb) Vert: 3=-123(F) 4=-123(F) 8=-64(F) 7=-64(F) 15=51(F) 16=-26(F) Printed copies of this document are not Considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7471 rev. 1010312015 BEFORE USE. t Design valid for use only with MiTekt connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is aWays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSI(TPI1 Quality Criteria, OSB49 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job A]CJ1s$ Truss Type T Ory Ply Park Sq HmRribeca-1986-A-T P1986A-T JACK 8 1 Qb R fere ce oR(ignal) T12876568 Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Thu Jan 4 12:37:52 2018 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-OYXcYYI?2wydOtimAeA2jmVgBwvl xeu_gkm29DzykJz F -1-Q.4 1-0-0 1-0-0 1-0-0 Scale = 1 TO 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -MP Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No,2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 cic purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=10/Mechanical, 2=130/0-4-0, 4=O/Mechanical Max Horz 2=42(LC 8) Max Uplift 3=-3(LC 5), 2>73(1-C 8) Max Grav 3=11(LC 13), 2=130(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=42psf, BCDL=3.Opsf; h=25ft; B=45ft, L=24ft, eave=4ft; Cat, II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent with any other live loads. 3) " This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED A4ITEK REFERENCE PAGE 11161-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of indivtdual 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 MR fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIi quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria,. VA 22314. Tampa, FL 36610 Job Truss Truss Type _ Qry Ply Park Sq Hm/Tribeca-1986 A-T u P1986A-T CJ3 JACK 10 1 b Referen tIt i T12876569 J111W. Mid - Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:53 2018 Page 1 ID: 3zzrE5595gHBgKdROwR6OYzkwee-Uk5_muldpD4U11HzkLhHF 2 VKECg5783OVvbhgzykJy 1--- 1- Q-0 - - —r— 3- 0-0 ---i 1- 0-0 3-0-0 Scale: 1"=1' 2x4 = LOADING ( psf) SPACING- 2-0-0 CSh DEFL. in (loc) W I/ deft L/tl PLATES GRIP — TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCQL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weioht: 11 lb FT = 20! LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS, ( lb/size) 3=71/Mechanical, 2=188/0-4-0, 4=36/Mechanical Max Horz 2=74(LC 8) Max Uplift 3=34(1_C 8), 2=-66(LC 8) Max Grav 3=71(LC 1), 2=188(LC 1), 4=52(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=25ft, B=45ft, L=24ft, eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Vinfly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1".1/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing Is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIlTPII Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa.. FL 36610 Job Truss Truss Type Qry Ply PLSq H'M rrlbeca-1986-A-TT12876570 P1986A-T CJ3T SPECIAL 2 f ( optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:53 2018 Page 1 I0:3zzrE5595gHBgKdROwR6OYzkwee-Uk5_muldpD4U 11 HzkLhHF_2_OKDng57830WbhgzykJy 1-0-0 + 2-34 3-0-0 1-0-0 2-3-4 0-8-12 Scale 1"=1` 2x4 = LOADING (ps" SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.12 TCDL 10.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014ITP12007 Matrix -MR LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except` 3-6: 2x4 SP No.3 REACTIONS. (lb/size) 2=188/0-4-0, 5=1 11 /Mechanical Max Horz 2=83(LC 8) Max Uplift 2=-64(LC 8), 5=50(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) 1/defl L/d PLATES GRIP Vert(LL) 0.01 6 >999 240 MT20 244/190 Vert(TL) -0.01 6 >999 180 Horz(TL) 0.01 5 n/a n/a Weight: 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.0psf; h=25ft; 8=45tt; L=241t; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 5. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verlfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE INII-7473 rev. 1010312015 BEFORE USE. saw Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSI(TPII quality Criteria, DSE-89 and SCSI Building Component 6904 Parke East Blvd. Safety information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa.. FL 36610 Job Truss FAC TypeOty PlySqHmfrribeca-1986-A-T P1986A- T CJ5 _ 4 1 T12876571 W,), qb R f r lion 1 _. ._n. e en oP .g Mid- Flonda Lumber, Bartow,. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12.37 54 2018 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-yweNzEmFaXCLfBs913CWoBb5ekYgPYNH12F8D6zykJx 1- 00 5-0-0 0-— - — 5-0-0 Scale = 1:17.0 2x4 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) 0.03 4-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) 0.08 4-7 764 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 3=127/Mechanical, 2=264/0-4-0, 4=64/Mechanical Max Horz 2=108(LC 8) Max Uplift 3=-64(LC 8), 2=73(1-C 8) Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3) FORCES. ( lb) - Max. Comp,/Max, Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purijns. 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, B=4511; L=24ft; eave=oft; Cat. II; Exp 8; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design paramefers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10103120f5 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andror 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 is fabncabon. storage,. delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type W Ory Ply parkSqHm( Tribeca-1986 A-T P1986A-T CJ5T SPECIAL 1 T12876572 rgyl g (optignall Mid -Florida Lumber, Bartow, FL, 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:55 2018 Page 1 ID:3zzrE5595gHBgKd ROwR6OYzkwee-07CIBantLrKCHLRLrmilLP7FS7tx8_dRWi?ilYzykJw F-110--0 2-34 _ 5-M Y 1 0 0 2-3-4 2-8-12 Scale = 1:1TO 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1,25 TC 0.44 TCDL 10.0 Lumber DOL 1.25 BC 0.31 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MR LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3-6: 2x4 SP NO.3 REACTIONS. lb/size) 4=114/Mechanical, 2=264/0-4-0, 5=78/Mechanical Max Horz 2=108(LC 8) Max Uplift 4=-51(LC 8), 2=-73(LC 8), 5=-12(LC 8) Max Grav 4=114(LC 1), 2=264(LC 1), 5=86(LC 3) FORCES. (lb) Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.04 3 >999 240 MT20 244/190 Vert(TL) -0.10 3 >577 180 Horz(TL) 0.06 5 n/a n/a Weight: 19 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=oft; Cat. 11 1Exp B, Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5. Printed copies Of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rw. 10/03/2015 BEFORE USE. Design valid for use only with MiTek(k connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSlrrPli Quality Criteria, DSO-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job ----'Truss 'Truss Type City Ply Park Sq Hm/Tribeca-1986-A-T T12876573 P1986A-T Dt ICOMMON 4 m t ob _ fSe Or&i Rti• Mid-Flonda Lumber, Barlow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:3T56 2018 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-uJm7owoV58S3uUOYPUF_tcgSZJ(EvAQdalMkFl_zykJv 1 0-12 4-11-4 9-114 F 1 0-12 — 4-it 4 5-0-0 4x4 = Scale= 1.30,9 3 ma 15.4 II 3x8 _ 1.5x4 II I 4-114 4-114 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ven(LL) -0.01 5-6 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.03 5-6 >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 FBC2014rrP12007 Matrix -MS Weight: 60 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7=46310-74, 5=381/04-0 Max Horz 7=-110(LC 6) Max Uplift 7=-134(LC 8), 5=-101(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-320/104, 3-4=-317/100, 2-7=420/146, 4-5=-338/112 NOTES- Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; 5=45ft; L=24ft; eave=4ft, Cat. II; Exp B. Encl., GCpi=0.18; MWFRS (directional), end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 7=134,5=101. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Venty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-T4TJ rev. 10/03/2015 BEFORE USE. Design valid (of use only with MiTek@) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andtor 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 - abncauon, storage, delivery. erection and bracing of trusses and truss systems. see ANSIrrPN Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N, Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 36610 Job T uss Truss Type Qty Ply P:, RS q :rTribeca-1986 A-T P1986A-T D2 GOMMON 1 ____' T12876574 f ce (o 11 Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:56 2018 Page 1 ID:3zzrE5595gH BgKdROwR6OYzkwee-uJm7OwoV58S3uUOYPUF_tcgSuXE2tQmalMkFl_zykJv 5-0-0 10-0-0 11-0-0 5-0-0 5-0-0 -- -- i Scale = 1:21.9 4x4 = 3 0- 11 3x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid TCLL 20.0 Plate Grip DOL 1.25 TC 0.27 Ven(LL) 0.01 6-13 999 240 TCDL 10.0 Lumber DOL 1,25 BC 0.19 Ver1(TL) 0.03 6-13 999 180 BCLL 0.0 Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=468/0-4-0, 4=452/0-8-0 Max Horz 2=-57(LC 6) Max Uplift 2= 204(LC 8), 4=-197(LC 8) Max Gray 2=468(LC 13), 4=454(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-458/162, 3-4=-450/161 BOT CHORD 2-6= 45/352, 4-6=-45/352 3x4 = PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, 6=45ft; L=24ft, eave=oft; Cat. 11; Exp B, Part. Encl., GCpi=0.55, MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except T=lb) 2=204, 4=197. 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 WTEK REFERENCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Mfrek® connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MR fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job jTruss ITruss Type IOty IPly IPark Sq Hm/rribeca-1986-A-T T12876575 P1986A-T p3 MIP 1 1 Y. _ ob R, feergn (optional) _ Mid -Florida Lumber, Barlow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:57 2018 Page 1 I D.3zzrE 5595gHBgKd ROwR6OYzkwee-MVKVbFo7sSawWebkzBmDQgDdgxzeculk_OUpgRzykJu f_ -1-03-0-0 7-0-0 10.0.0 11-0-0 1- 0-0 3-0-0 4-0-0 3x4 = LOADING ( psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014/TP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=510/0-4-0, 5=487/0-8-0 Max Horz 2=39(LC 7) Max Uplift 2=-214(LC 8), 5=-205(LC 8) Max Grav 2=517(LC 29), 5=494(LC 30) 4x8 = 16 4x4 = 1. 9x4 II 3x4 = CSI. DEFL. in (loc) Well L/d TC 0.26 Vert(LL) 0.01 7-8 999 240 BC 0.30 Vert(TL) 0.04 7-8 999 180 WB 0.05 Horz(TL) 0.01 5 n/a n/a Matrix - MS FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-640/239, 3-4=-598/243, 4-5=-679/253 BOT CHORD 2-8=-167/548, 7-8=-164/553, 5-7=-183/581 Scale = 1,22.2 2x4 = PLATES GRIP MT20 244/190 Weight: 44 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 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; BCOL=3.Opsf; h=25ft; 8=45ft, L=24ft; eave=4ft, Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); cantilever left exposed ; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2= 214, 5=205, 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 lb down and 138 lb up at 3- 0-0, and 82 lb down and 57 lb up at 5-0-0, and 131 lb down and 138 lb up at 7-0-0 on top chord, and 51 lb down at 3-0-0, and 20 lb down at 5-0-0, and 51 lb down at 6-11-4 on bottom chord, The design/selection of such connection devices) 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 (6). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-4=-60, 4-6=-60, 9-13=-20 Concentrated Loads (lb) Vert: 3=-11(F) 4=-11(F) 8=-20(F) 7=-20(F) 16=-5(F) 17=-9(F) WARNING - verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 114111.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPIt Quality Criteria, DS849 and BCSI Building Component Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 6904 Parke East Blvd, Tampa, FL 36610 Job Truss Truss Type oty P=Palkbeca-1986-A-TT12876576 P1986A-T Ft ROOF TRUSS 12 _ Qptiona!) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:37:59 2018 Page i ID:3zzrE5595gHBgKdROwR6OYzkwee-I uSFOxg003gely174cohVFlxel364bvORKzvuJzykJs 0-1-8 H I 13-0 I tfI0 Scale = 1-.48.6 tx3 lx3 = 6x6 = 3x6 FP = 3x6 FP = 6x6 = ix3 = 6x6 = 5x6 II 4x6 11 4x6 II 54 11 6x6 = tx3 = 1• 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 Y 35 .- 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 6x8 = 64 = 6x6 = 3x8 MT18HS FP = 4x6 II 6x6 = 6x6 = 6x8 = 1.5x4 SP = 3x8 MT18HS FP = 4x6 11 1.5x4 SP = Plate ONsets.(XYl- 19.0-3-00-0-0LL17:0-1-8.Edclel LOADING (psf) SPACING- 1-7-3 CSI. DEFL. in loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.37 Vert(LL) 0.72 25 466 360 TCDL 10.0 Lumber DOL 1.00 BC 1.00 Vert(TL) 1.13 25 298 240 BCLL 0.0 Rep Stress Incr YES WB 0.88 Horz(TL) 0.13 18 nla n/a SCOL 5.0 Code FBC2014/TP12007 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) 'Except' 23-33,18-28: 2x4 SP No. I(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 33=124410-8-0, 18=1244/0-8-0 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 33=-1230/0, 17-18=-1230/0, 1-2=-1387/0, 2-3=3713/0, 3-4=-5579/0, 4-5=-5579/0, 5-6=-6882/ 0, 6-8=-7660/0, 8-9=7943/0, 9- 1 0=-7943/0, 10-12=-7666/0, 12-13=-6880/0, 13-14=5579/ 0, 14-15=5579/0, 15-16=3713/0, 16-17=-138710 BOT CHORD 31- 32=0/2680, 30-31=0/4719, 29-30=0/6347, 27-29=0/7390, 26-27=0/7943, 25.26=0/7943, 24-25=0/ 7910, 22-24=0/7393, 21-22=0/6346, 20-21=0/4719, 19-20=0/2680 WEBS 17-19= 0/1844, 1-32=0/1844, 16-19=-1711/0. 2-32=-1711/0, 16-20=0/1368, 2-31=0/1368, 15-20=1331/ 0, 3-31=-133110, 15-21=0/1115. 3-30=011115, 13-21-994/0, 5-30=-996/0, 13-22=0/707, 5-29=0/ 708, 12-22=-678/0, 6-29=-673/0, 12-24=0/434, 6-27=15/557, 10-24=461/0. 8-27=-697/ 157, 10-25=-389/521 PLATES GRIP MT20 244/190 MT18HS 2441190 Weight: 225 lb FT = 20% F, 11% E Structural wood sheathing directly applied or 6- 0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 1-4- 12 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) The Fabrication Tolerance at joint 28 = 11%, joint 23 = 11% 5) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Due to span to depth ratio of this truss, the floor may exhibit objectionable vibration and/or deflection. Building designer to consider providing means to dampen possible floor vibration. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verffy design perimeters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and property incorporate (his design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPif Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra. VA 22314, Tampa, FL 36610 Job P198GA-T Mid -Florida Lumber 0-1-8 HFt30I 4x4 ix3 ix3 = 1 2 174 33 32 lx3 II 4x4 = 1"I"A s TlussType Oty Ply P bBeferencen(4Rt<ng86A- T 7Tt2876577 ROOF TRUSS 5 1 Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:01 2018 Page 1 ID:3zzrE5595gHBqKdROwR6OYzkwee-FHaORdsewh4M?GvVClg9agNCbYmTYX5JveSOzCzykJq tt=212 1 1-4-0- 1-8-8 1 6:1 0-{6 Scale = 1,48.6 31 ix3 II 3 4 5 30 3x6 = 5x12 = 3x4 = 4x6 = 1x3 II 3x6 FP = 6 7 8 9 10 11 29 28 27 26 25 24 23 22 3x6 FP = 6x6 I I 7x6 = 3x6 = 4x6 = 5x5 tx3 II 12 13 14 21 20 3x4 = 3x6 = 3x4 = 10 = 1x3 =. 15 16 37 Y 36 19 18 17 3x4 = lx3 II 15-3.8 14-34IV 1a12 1&3-4 F 2•11-12 _ 1 &t 12 e 101 28.&8 12.11.12 12-3-4 0."0-5.8 0.1-8 LOADING (psf) SPACING- 2-0-0 CS'. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) -0.18 29-30 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0.27 29-30 >706 240 BCLL 0.0 Rep Stress Incr YES WB 0.71 Horz(TL) 0.03 23 n!a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix-S LUMBER- BRACING- PLATES GRIP MT20 244/190 Weight: 156 lb FT = 20%F, 11 %E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) "Except` except end verticals. 17-28: 2x4 SP No. 1(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3(flat) *Except* 9-24: 2x4 SP No.2(flat) REACTIONS. (lb/size) 33=731/0-8-0, 17=480/0-8-0, 23=1888/0-8-0 Max Grav 33=769(LC 3), 17=570(LC 4), 23=1888(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-33=-763/0, 16-17=-564/0, 1-2=-719/0, 2-3=-1740/0, 3-4=-2208/0, 4-5=-2208/0, 5-6=-2020/0, 6-7=-1308/90, 7-8=-324/472,8-9=-324/472, 9-1 1=0/1417, 11-12=-553/689, 12-13=-1157/284, 13-14=-1157/284, 14-15=-1115/51, 15-16=-503/0 BOT CHORD 31-32=0/1382, 30-31=0/2073, 29-30=0/2213, 27-29=0/1827, 25-27=-483/324, 24-25=472/324, 23-24=-2157/0, 22-23=-197010, 21-22=-936/116, 20-21=-468/963, 19-20=144/1242, 18-19=0/961 WEBS 7-25=-1077/0, 8-24=-314/0, 9-23=-236010, 1-32=01977, 2-32=-923/0, 2-31=0/498, 3-31=- 463/0, 5-29=328/0, 6-29=01322, 6-27=-779/0. 7-27=0/1482, 16-18=0/684, 15-18=- 638/6, 12-20=01396, 12-21=-700/0, 11-21=0/736, 11-22=-1087/0, 9-22=0/1121, 9-24= 012396 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rev. 10/03/2015 BEFORE USE. Saw Design valid for use only with MiTeklt connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the In fat)ncalton, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Use Street, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 ob T uss Truss Type City Ply Park Sq Hmrrnbeca-1986-A-T T12876578 1986A-T B GABLE 1 1 Ref r egg (gp lonaI Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industnes, Inc. Thu Jan 4 12:38:02 2018 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-iT70fzsGh CDCPThmkLO7twWOyKMH9tT71BZVezykJp 0-46 o-V Scale = 1,45.8 3x6 MT20HS FP = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 d2 F41.`.` ._ 51 48 47 46 45 44 43 42 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 3x6 MT20HS FP = 12-11.4 14.3.4 15.7.4 11-4 1-4-OTt-4-0 1-4-0 1.4-0 1.4.0 1•MO t-4A 1-4.0 7-3-4 -&-8 0-i• 2 7-4.0 1-4.0 1-4-0 1.4-0 1-4.0 1.4•Q t-4-0 t-4.0 t-4.0 -17.4 0-0.12 0-7.8 _ 1.24 LOADING (pst) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L!d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 MT20HS 1871143 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 25 n/a n/a BCDL 5.0 Code FBC2014FrP12007 Matrix-R Weight: 123 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except 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 28-6-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 48, 25, 36, 37, 39, 40, 41, 42, 43, 44, 45, 46, 47, 35, 34, 33, 32, 31, 30, 29, 28, 27, 26 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are MT20 plates unless otherwise indicated. 2) All plates are 1x3 MT20 unless otherwise indicated. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AOI WARNtNG • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an indmdual building component, not a buss 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 Imss web and/or chord members only. Additional temporary and permanent bracing Is ahvays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria,. VA 22314. Tampa, FL 36610 Job Truss _ J00`TRUSS uss Type Oty Ply Park Sq Hmfrribeca-1986-A-T P1986A-T F2 1 1 fi12876579 b Refer n ion Ilspta) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:03 2018 Page 1 I D:3zzrE 5595gHBgKdROwR6OYzkwee-BfhmsJtuSIL3EZ2uJ Stdf5TUgMSkOWocMyx715zykJo 0-1-8 HI1=3° 1 1F 12 1 112 0- a sda. vs,••=r 3x4 = lx3 = 3x4 = 1z3 II 1 35 2 36 3 37 4 5 6 32 31 30 29 28 27 4x4 = 3x4 = 1x3 II 3x6 = 3x6 FP = 1x3 II 7 a 9 10 38 11 1239 13 40 14 41 26 25 24 23 22 21 20 19 18 3x6 FP = lx3 II Mt- I-_ __- LLZ-t2 1a-1-12 15,4 is-to-12 19 a-12 2A&-e 2Z 0 9 2 - 2ZO?a o.112 24 t 14 Plate Offsets (X.Y)- )_4:0-1-8 Edgel LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.93 ; Vert(LL) -0.12 28-29 >876 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.96 ; Vert(TL) -0.18 28-29 >596 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.02 16 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight: 149 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, 9-15: 2x4 SP No. 1(flat) except end verticals. BOT CHORD 2x4 SP No.I D(8at) 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 16-25: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) *Except* 1-32,15-16: 2x4 SP No.2(flat) REACTIONS. All bearings 12-10-0 except Ot=length) 32=0-7-4, 16=0-7-4. lb) - Max Uplift All uplift 100 lb or less at joints) 22, 21 Max Grav All reactions 250 lb or less at joint(s) 23, 24, 22 except 32=718(LC 3), 16=542(LC 7), 26=298(LC 3), 27=353(LC 3), 21=342(LC 3), 19=951(LC 4), 20=714(LC 7) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-32=-716/0, 15-16=-539/0, 1-2=411/0, 2-3= 1481/0, 3-4=-1346/0, 4-5=-834/0, 5-6=-834/0, 10-11=0/302, 11-12=0/370, 12-13=0/370, 13-14=-686/0, 14-15=-498/0 BOT CHORD 30-31 =0/1 332, 29-30=0/1635, 28-29=0/834, 27-28=0/834, 26-27=01475, 20-21=-370/0, 19-20=-370/0, 18-19=0/426, 17-18=0/932 WEBS 1-31=0/916, 2-31=-864/0, 6-26=-478/0, 3-29=-402/0, 6-27=0/488, 4-29=0/696, 4-28=-406/0, 5-27=-352/0, 15-17=0/639, 14-17= 603/0, 14.18=-352/0, 10-21=-430/0, 13-18=0/371, 13-19=-1060/0, 11-20=-716/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 22, 21. 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) 203 lb down at 2-1-0. 203 lb down at 4-1-0, 118 lb down at 6-1-0, 329 lb down at 19-3-0, 329 lb down at 20-5-8. 329 lb down at 22-5-8, and 329 lb down at 24-5-8, and 329 lb down at 26-5-8 on top Chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE($) 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 Printed copies of this document are Uniform Loads (plf) Vert: 16-32=-7, 1-15=-67 not considered signed and sealed and Concentrated Loads (lb) the signature must be verified on Vert: 11=-190(F) 35=-118(F) 36=118(F) 37=-118(F) 38=-190(F) 39=190(F) 40=-190(F) 41-190(F) any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors, This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIrTPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL 36610 rPI Truss aTruss Type Qty Ply Park Sq Hm/Tribeca-1986-A-T 86A-T F3 ROOF TRUSS 3 1 R fear Bonet : T12876-5 Mid-Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Thu Jan 4 12:38:04 2018 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-fsF83fuWDcTwsid4t9QsCPshm?Xl2mmbcggaXzykJn 1-3-0 3x6 1 36 2 1x3 II 3 1x3 II 4 Scale = 1:9.4 30 = 8 7 3x3 II 6 3x3 = 5 3x3 II LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(TL) -0.01 6 >999 240 BCLL 0.0 Rep Stress Incr YES WS 0.07 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight: 25 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=122/Mechanical, 5=122/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111110-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown. and is for an individual building component, not a truss system. Before use, the building designer must venty the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabnciibon. storage, delivery, erection and bracing of trusses and truss systems, see ANSUTP11 Quality Crheria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Type Qty Ply Park Sq Hmffribeca-1986 A-T AjF3A T12876581 P1486A-T GABLE 1 1 o f r n cibona V _ Mid - Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:05 2018 Page 1 I D:3zzrE5595gHBgKd ROwR6OYzkwee-72pXH?v8_vbnTtCGRtv51WY2H9L2U WrvgGQE6zzykJm 1 3.3 11 2 tx3 II 3 10 II 4 30 II 77 v T. > 8 7 6 5 3x3 11 i x3 11 1 x3 11 3x3 11 LOADING ( psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.04 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.02 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014fTP12007 Matrix-R LUMBER- BRACING - Scale = 1:9A PLATES GRIP MT20 244/190 Weight: 20 lb FT = 20%F, 11 %E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except 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 3-7-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 6, 7 FORCES. ( lb) - Max. Comp./Max. 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) 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 d WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mli-7473 rev. 1010312015 BEFORE USE. Design valid for use only with Wake connectors. This design is based only upon parameters shown, and is for an individual building component, not a muss system. Before use. the building designer must venfy 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 i is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSI/TPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314, Tampa, FL 36610 Pol b Truss Truss Type Qty Ply Pa k Sq Hm(Tribeca-1986 A-T 986A-T F5 ROOF TRUSS 5 1 T12876582 g4 Referg — oPtionali Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:06 2018 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-bENW KvnlDje51 nT?a0KHi4BXZgYDyj22w9nePzykJl 1 3x6 = 2 1x3 II 3 16 II 4 Scale = 1:9 4 3x3 11 3x3 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0,13 Vert(LL) 0.01 6 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.12 Vert(TL) 0.01 6 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix-S LUMBER- BRACING- PLATES GRIP MT20 244/190 Weight: 26 lb FT = 20°/%F, 11%E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purljns, BOT CHORD 2x4 SP No.2(f at) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=197/0-4-0, 5=197/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Siva, Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandna, VA 22314, Tampa, FL 36610 Job Truss W v GAI$31E sType QtyPly Park Sq Hm(Tnbeca-1986 A-T T12876583 P7986A-TF5A 1 Job RetgLeSceph n l} Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:06 2018 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-bENvUKvnlDje51 nT?aQKHj4DhZhEDzw22w9nePzykJl 1 3.3 II 2 1.3 II 3 1x3 II 4 3x3 II Scale = 1:9A T Y 8 7 6 5 3x3 11 i x3 11 1 x3 11 3.3 11 LOADING (psf) SPACING- 2-0-0 CSI. I DEFL. in (loc) I/deft L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014(TP12007 Matrix-R LUMBER- BRACING. PLATES GRIP MT20 2441190 Weight: 21 lb FT = 20%F, 11 %E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc purlins, BOT CHORD 2x4 SP No.2(flat) except 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 3-10-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 6, 7 FORCES. (lb) - Max. Comp./Max. 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) 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 WARNING - Verify design perameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek(R) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage. delivery, erection and bracing of trusses and truss systems. see ANSIRPIi Quality Criteria, OSS-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312.. Alexandria, VA 22314, Tampa, FL 36610 LP0b Truss Truss TypePly PaSqHmF6 — ROOF TRUSS 1 _- ob Refer ti Ti2876584 Mid - Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:07 2018 Page 1 ID: 3zzrE5595gHBgKdRQwR6OYzkwee-3RxHigwPWXMBMfYHxZgxdl2zl kyQfCHavKAszykJk Scale = 1:16.5 3x3 = 1x3 II 3x3 = 3x6 = 1 3x6 — 2 3 4 5 11 10 9 8 7 6 3x3 II 30 = 1x3 II 30 = 3x3 = 3x3 II LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.06 Ver1(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix-S Weight: 49 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 9-0-0 oc purlins, BOT CHORD 2x4 SP No.2(Flat) except end verticals. WEBS 2x4 SP No.3(Flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. All bearings 9-0-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 11, 6, 7, 10, 8 except 9=281(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-9=-265/0 NOTES- 1) Gable requires continuous bottom chord bearing. 2) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIIJ473 rev. 1"3/2015 BEFORE USE. Design valid for use only with MiTek<& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIITPII Quality Criteria, DS8499 and SCSI Building Component Safety Information available 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 i MR 6904 Parke East Blvd, Tampa,. FL 36610 TL Truss _ FT2 Truss Type ROOF TRUSS Oty Ply 1 I IPq m(Tnbeca-1986-A-T 1JobReferengg, T12876585 L___....-_ Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:08 2018 Page 1 I0:3zzrE5595gHBgKdROwR6OYzkwee-YdVfvox1 HgzMKKxr6?SoM8AV8NEyhj8LWEeujlzykJj 2-6-11 4-11-10 7.4-9 9-11-4 2 6-t1 2-4-15 2-4-15 2-6-11 Scale = 1:18A 5x5 = t 1.5x4 II 2 4x8 = 3 1.5x4 II 4 5x5 = 5 10 6 3x4 () 3x4 II LOADING (psf) SPACING- 1-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.32 TCDL 10.0 Lumber DOL 1.00 BC 0.64 BCLL 0.0 Rep Stress Incr NO WB 0.69 BCDL 5.0 Code FBC20141TP12007 Matrix -MS DEFL. in (too) Well L/d PLATES GRIP Vert(LL) -0.06 8 >999 360 MT20 2441190 Vert(TL) -0.09 8 >999 240 HOrz(TL) 0.01 6 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No,3 BOT CHORD REACTIONS. (lb/size) 10=1651/0-4-0, 6=1667/0-7-4 Max Uplift 10=-245(LC 4), 6= 245(LC 5) Weight: 111 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. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-1462/220, 1-2=-2908/428,2-3=-2908/428.3-4=2932/428,4-5=-2932/428,5-6=-1471/220 BOT CHORD 9-10=-38/253, 8-9=-601/4118, 7-8=-601/4118, 6-7=-38/256 WEBS 1-9=419/2858, 2-9=783/129, 3-9=1302/190, 3-7= 1277/190, 4-7=-781/129, 5-7=-419/2879 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 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft, L=24ft; eave=oft; Cat. 11; Exp B. Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Concentrated loads from layout are not present in Load Case(s): #3 Dead + Uninhabitable Attic Without Storage; #4 Dead + 0.6 MWFRS Wind (Pos. Internal) Left; #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left; #7 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; #8 Dead + 0.6 MWFRS Wind (Pas. Internal) 1 st Parallel; #9 Dead + 0.6 MWFRS Wind (Pos. Internal) 2nd Parallel; #10 Dead +0.6 MWFRS Wind (Neg. Internal) 1st Parallel; #11 Dead +0.6 MWFRS Wind Neg. Internal) 2nd Parallel; #16 Dead + 0.75 Roof Live (bal.) + 0,75(0.6 MWFRS Wind (Neg. Int) Left); #17 Dead + 0,75 Roof Live bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Right), #18 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel); 19 Dead + 0.75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel). 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 245 lb uplift at joint 10 and 245 Ill uplift at joint 6. 9) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 9-11-4 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 119 lb down at 3-9-12, and 119 lb down at 5-9-12, and 119 lb down at 7-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 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 ACk WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTel A) connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncation, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPIt Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314, Tampa, FL_ 36610 Job Truss Truss Type Oty Ply Park Sq Hm/Tfbeca-1986 A-T T12876585 P7986A-T FT2 — ROOF TRUSS W 1 _ 2 ob Reference foptipnap Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 W0 Industries, Inc. Thu Jan 4 12:38:08 2018 Page 2 ID:3zzrE5595gHBgKdROwR6OYzkwee-YdVfvOxt HgzMKKxr6?SoM8AV8NEyhj8L VVEeujlzykJj LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-330, 6-10=5 Concentrated Loads (lb) Vert: 11 =-30(B) 12=30(B)13=-30(B) WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTeM connectors, This design is based only upon parameters shown, and is for an individual building component,. not a truss system, Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTPII Quality Criteria, DSB-84 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type Qty PIy Park Sq Hm(rnbeca-1986-A-T T12876586 P1986A-T 13 JACK 3 i a R far n Iiof nil . _ Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:09 2018 Page 1 I D:3zzrE5595gHBgKd ROwR6OYzkwee-Op217Myf285DyU W2giz 1 vMijSniyQK5VkuORFkzykJj F — -t-0-0 -- 3-M I 1-0-0 3-M Scale: V=1' 2x4 3.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -MP Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=71/Mechanical, 2=188/0-8-0, 4=36/Mechanical Max Horz 2=74(LC 8) Max Uplift 3=-34(LC 8), 2=-66(LC 8) Max Grav 3=71(LC 1), 2=188(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft, L=24ft, eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 66 Ib uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AA WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. falij S BEFORE USE. Design valid for use only with MITekQD connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage, For general guidance regarding the MR fabricationstorage, delivery, erection and bracing of trusses and thus systems, see ANSI/TPII Quality Criteria, DSS-89 and BCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Instaute, 218 N. Lee Street, Suite 312. Alexandna, VA 22314, Tampa, FL 36610 Job_=_russ Truss Type Qty Py Park Sq Hmrrribeca-1986-A-T1 T12876587 P7986A-T JACK 9_____-_1 j j b feren f n Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:11 2018 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-yCAOY2zvZILxCofOn70V no?LaLfuEbnCBtYKdzykJg 5-0-0 Scale = 1:1 T,0 2x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.03 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.08 4-7 >765 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP 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 puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=127/Mechanical, 2=26410-4-0, 4=64/Mechanical Max Horz 2=108(LC 8) Max Uplift 3=-64(LC 8), 2=-73(LC 8) Max Grav 3=127(LC 1), 2=264(LC 1), 4=91(LC 3) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft, L=24ft, eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 73 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mlf.7473 rev. 10103/2015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication. storage, delivery. erection and bracing of trusses and truss systems. see ANSIrrloll Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hm/Tribeca-1986-A-T W orb J7 JACK v 11 1 T12876588 b Ref r n ti n,lj _ Mid-Flonda Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:11 2018 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-yCAoY2zvZILxCofQn70V oowNaG8uEbnCBtYKdzykJg i_-" 7-0-0 Scale = 1.21.8 3x4 = LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(L-) 0.10 4-7 >814 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(TL) -0.31 4-7 >269 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=183/Mechanical, 2=342/0-4-0, 4=90/Mechanical Max Horz 2=141(LC 8) Max Uplift 3=-93(LC 8), 2=-82(LC 8) Max Grav 3=183(LC 1), 2=342(LC 1), 4=129(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, 8=45ft, L=24ft, eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 82 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mt1-7473 rev. 10/03/2013 BEFORE USE. Design valid for use only with Wake connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N, Gee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply JPark Hmfrribeca-1986-A-T P1986A-T J7T SPECIAL 3 1 T12876589 er c onal) _ Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:12 2018 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-QOkAIO_YK3TopyEcLrXkX_K25_fpdgPxRrc5s3zykJf 1-0-0"- 2-34 .-._ 4-10-4 7-0-0 —i 1•D-0 2-3-4 2-7-0 2-1-12 Scale = 1.21.8 3,1,4 = 1.bx4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 TCDL 10.0 Lumber DOL 1.25 BC 0.32 BCLL 0.0 Rep Stress Incr YES WB 0.09 BCDL 10.0 Code FBC2014/TP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 *Except` 3-8: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=5/Mechanical, 2=339/0-4-0, 7=272/Mechanical Max Horz 2=141(LC 8) Max Uplift 5=-18(LC 3), 2=-82(LC 8), 7=-79(LC 8) FORCES, (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=-345/78 BOT CHORD 3-7=-153/359 WEBS 4-7=-425/181 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) 0.11 8 >784 240 MT20 2441190 Vert(TL) -0.26 8 >322 180 Horz(TL) 0.14 7 n/a n/a Weight: 29 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, 6=45ft; L=24ft, eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 5, 82 lb uplift at joint 2 and 79 Ib uplift at joint 7. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 101032015 BEFORE USE. Design valid for use only with MiTeke connectors. This design is based only upon parameters shown, and is for an individual building component, not a buss 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 andior chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type _.__. Qty Ply Park Sq Hm(rribeca-1986-A-T F1986A-T KJ3 JACK 2 1 T12876590 s. rence tsr-QCI !) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc. Thu Jan 4 12:38:13 2018 Page 1 I D:3zzrE5595gHBgKd ROwR6OYzkwee-ualYyk?A5NbfR6ppvY2z3CtNP02GM744f VMfOVzykJe 4-2-15 1.5-0 4.2-15 2x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2014ITP12007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 CSI. DEFL. in loc) Well LAI TC 0.22 Vert(LL) 0.01 4-7 999 240 BC 0.18 Vert(TL) 0.04 4-7 999 180 WB 0.00 Horz(TL) 0.00 2 n/a n/a Matrix -MP REACTIONS. (lb/size) 3=101/Mechanical, 2=264/1-0-0, 4=50/Mechanical Max Herz 2=75(LC 8) Max Uplift 3=-42(LC 8), 2=-102(LC 8) Max Grav 3=101(LC 1), 2=264(LC 1), 4=75(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale: 1"=1' PLATES GRIP MT20 244/190 Weight: 15 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst, BCDL=3.Opsf, h=25ft, B=45ft, L=24ft: eave=oft; Cat. 11' Exp 8, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 3) ' This truss has been designed for a live load of 20.0psf 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 girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 102 lb uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 Ib up at 1-6-12, and 51 lb down and 11 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/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1_25, Plate Increase=1.25 Uniform Loads (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 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MHJ4)J rev. 10103/2015 BEFORE USE. Design valid for use only with MiTekll) connectors. This design is based only upon parameters shown, and is for an individual building component, not a intss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabncation. storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alezandna. VA 22314. Tampa, FL 36610 Lob [KJ uss Truss Type Qty Ply Park Sq encen optiona8j)_ T12876591 A-T5 JACK 4 1__Job Refer Mid - Florida Lumber, Bartow, FL. V 8. 130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:14 2018 Page 1 ID: 3zzrE5595gHBgKdROwR6OYzkwee-MnswA30osgiW3FO?TGZCGPQP8oH?SaKEu95GwyzykJd t- 5-0 — -- 7-0-14 7- 0-14 Scale = 1:16.7 3x4 LOADING ( psf) SPACING- 2-0-0 CS1. DEFL. in loc) I/deft L/d PLATES GRIP TOLL 20.0 Plate Grip DOL 1_25 TO 0.80 Vert(LL) -0.11 4-7 >781 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Vert(TL) -0.32 4-7 >265 180 BCLL 0,0 Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matrix -MP Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=183/Mechanical, 2=375/0-6-7, 4=95/Mechanical Max Horz 2=108(LC 8) Max Uplift 3=•79(LC 8), 2=-118(LC 8) Max Grav 3=183(LC 1), 2=375(LC 1), 4=129(LC 3) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft, L=24ft, eave=4ft, Cat, II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom Chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20,Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 3 and 118 lb uplift at joint 2. 6) 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-& 12, 51 lb down and 11 III up at 1-6-12, and 70 lb 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 Ib up at 1-6-12, 7 lb down and 2 lb up at 1-6-12, and 17 lb down at 4-4-12, and 17 lb down at 4-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 10=4(F=2, B=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 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MlTEK REFERENCE PAGE M!I.7471 rev. 10/43/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the N! fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPN Quality Criteria, DSB•89 and SCSI Building Component 6904 Parke East Blvd, Safety Information available from Truss Plate Insirtute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314, Tampa, FL W10 russ P1986A-T FKJu7s JACK Type T Y M21 Park SqHmlTribeca-1986 A-TJob ob Reference T12876592rjs1 Mid - Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:15 2018 Pagel ID: 3zzrE5595gHBgKdROwR6OYzkwee-gzQJNPOQd_rNgPzBOz4S8dygRBgmgywN7prmTOzykJo 1. 5 0 5-2-5 9-10-13 1- 5-0 — 5-2-54-8-7 Scale = 1. 22.5 2x4 = 1_ 5x4 11 5 3x4 = LOADING ( psf) SPACING- 2-0-0 CS1. TCLL 20. 0 Plate Grip DOL 1.25 TC 0.38 TCDL 10. 0 LWumber DOL 1.25BC0.43 BCLL 0.0 Rep Stress Incr NO B 0.36 BCDL 10.0 Code FBC20147TP12007 Matnx-MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=128/Mechanical, 2=510/0-6-6, 5=328/Mechanical Max Horz 2= 142(LC 8) Max Uplift 4= 70(LC 8), 2=148(LC 8), 5=-69(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=775/136 BOT CHORD 2- 7=-208/708, 6-7=-208/708 WEBS 3-7= 0/275, 3-6=-769/225 DEFL. in (loc) Itdefl L/d PLATES GRIP Vert(LL) -0. 03 6-7 >999 240 MT20 244/190 Vert(TL) -0. 09 6-7 >999 180 Horz(TL) 0. 01 5 n/a n/a Weight: 42 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf. BCDL=3.Opsf, h=25ft, B=45ft, L=24ft, eave=oft, Cat. II; Exp B. Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 4, 148 lb uplift at joint 2 and 69 lb uplift at joint 5. 6) 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 4-4-12, and 33 lb down at 7-2-11, and 33 lb down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=- 60, 5.8=-20 Concentrated Loads (lb) Vert: 13=-53( F=-27, 8=-27) 14=4(F=2, 8=2) 15=-10(F=-5, 8=-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 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1.7473 rev. 101031201 S BEFORE USE. Design valid for use only with Mil -eke connectors. This tlesign is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall building tlesign. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing 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 ANSIrrPlt Quality Criteria, DSB-a9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss P1986A-T TwEss IAL e QtyPlyrkR g H n/ Tribe t ona86 A T T72876593 Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:16 2018 Page 1 I D:Iti Ej_2vgrkv4u E J UYC2j F z kF ng-J9_h b1120lzDIZYOagchhq VkDbu RZ08XLTaJ?gzykJb I -1.5-0 T _ - 3-2-2 6-4-11 9-10-13 1.5-0 3.2.2 3-2-9 3-6-1 Scale = 1:21 A xa ii 4x4 = 1 3-2-2 — 6-4-11 _ i n- 3-2-2 Plate Offsets (X Y)— [2:0-4-3 Edge] M:0-0 8 0-2-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.82 Vert(LL) -0.23 3-8 >521 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.92 Vert(TL) -0.59 3-8 -202 180 BCLL 0.0 Rep Stress Incr NO WB 0.30 Horz(TL) 0.23 6 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 40 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 3-9: 2x4 SP No.3, 3-6: 2x4 SP No.I WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=70IMechanical, 2=500/0-5-11, 6=367/Mechanical Max Horz 2=142(LC 8) Max Uplift 5=-40(LC 8), 2=148(LC 8), 6=-101(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 34=1015/253 BOT CHORD 3-8=-312/978, 7-8=313/981 WEBS 4-8=-27/299, 4-7=-1056/337 NOTES- 1) Wind: ASCE 7-10. Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, 6=45ft, L=24ft; eave=oft; Cat. II; Exp B, Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 5, 148 lb uplift at joint 2 and 101 lb uplift at joint 6. 6) Hanger(s) or other connection device(s) shall be provided sufficient t0 Support Concentrated load(s) 51 lb down and 11 Ito up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, 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 1-6-12, 1 lb down at 4-4-12, 1 lb down at 4-4-12, and 21 Ito 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. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3.5=-60, 9-10=20, 3-6=-20 Concentrated Loads (lb) Vert: 14=-66(F=-33, B=-33) 15=4(F=2, B=2) 17=-2(F=-1, B=1) WARNING - Vadfy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 BEFORE USE. Design valid for use only with MlTek<i connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andior chord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage,. delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-80 and BCSI Building Component Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314, Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 6904 Parke East Blvd. Tampa. FL 36610 Job Truss Truss Type v oty Ply Park Sq Hm/Tribeca-1986 A-T W s T12876594 P1486A-T MG1 JACK 1 1 grfppA S_QIl W Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MiTek Industries, Inc. Thu Jan 4 12:38:17 2018 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-nMX3o52g9b54wj7a8O7wE222b?KvisBga7KsXHzykJa 33-7-8 3-7-8 m 3-4-8 1.5x4 11 Scale: 112"=l' 4x4 = 3z8 MT20HS 11 4 LOADING (psf) SPACING- 1-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 TCDL 10.0 Lumber DOL 1.25 BC 0.52 BCLL 0.0 Rep Stress Incr NO WB 0.38 BCDL 10.0 Code FBC2014/TP12007 Matrix -MP 4x4 = DEFL. in (loc) I/dell Lld PLATES GRIP Vert(LL) -0.02 5-7 -999 240 MT20 244/190 Vert(TL) -0.05 5-7 >999 180 MT20HS 187/143 Horz(TL) 0.01 4 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=974/0-4-0, 4=788/Mechanical Max Horz 1=57(LC 8) Max Uplift 1=-226(LC 8), 4=-209(LC 8) FORCES. (lb) -Max, Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-12091272 BOT CHORD 1-5=-284/1081, 4-5=-284/1081 WEBS 2-5=-229/992, 2-4=-1233/324 Weight: 40 lb FT = 20 % Structural wood sheathing directly applied or 5-1-6 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 6=45ft, L=24ft, eave=oft; Cat. If: Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 226 lb uplift at joint 1 and 209 lb uplift at joint 4. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 496 lb down and 130 lb up at 1- 0-12, and 496 lb down and 130 lb up at 3-0-12, and 496 lb down and 130 lb up at 5-0-12 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 f Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-30, 1-4=-10 Concentrated Loads (lb) Vert: 7— 496(8)8=496(B)9=-496(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIi-7473 rev. 1010312015 BEFORE USE. Design valid for use ontywith MiTek(& connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 36610 i • Numbering General PLATE LOCATION AND ORIENTATION 3/4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0.1 r T For 4 x 2 orientation, locate plates 0- '4' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request PLATE SIZE The first dimension is the plate 4 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. Indicates location where bearings supports) occur. icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 64-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 BOTTOM CHORDS 8 7 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907. ESR-2362. ESR-1397. ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. O 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. 01y U) w 0 w r U) D Z 1 : Tc LU 6 z 1-- 0 0 Z z Uj U) U) z 0 P: w 0 r LU z 0 z U) 0 co LLJ j 0E- Z 0 Z w LU U) 0 LL LLJ TZ U) F- Z LLJ n CC j LU 0 co MLU a- Z < 0- j Uj w < w z Z 3: D Z 0Z w 5) to w < W _j oO Z LL < 19.2" 19.2" 19.2" 19.2" 19.2" 19.2" 19.2" 19.2" 19.2" 19.2" 19.2" 19,2" 19.2" co; co 24", 24" 24" io 101-01, GARAGE 9'- 4" 19'- 4" 99 f v 161- 01* - I , 12'- 8" APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4X2 TOP = 4x2 2x4 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 Ppp' ONO 12 Ilk 12" TRUSS END DETAIL 7\1 o t3J 4 - HUS263 1- PLY HGR SAINRD L A t, 11 - THA422 STRAP HGR L MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS C7 L3 1 0 FSc 22 T 7 11 09 D. t S' e STRESS X-'R s p 7R,' SS I -PS KEN WITI i W S 7P 't 7y'Dy9C 09D I, PS.- K; N. I- Dc FS 0 --s 3M, IiJRFi-NE y_1;kN-7 xp5 ("is 0; 1986 - A : Park Square Homes csi 12- 28- 17 REVISED STAIR OPENING TRAY CLG. OPT 7l'uC Tribeca - A 92&i i 7 REVISED STAIR OPEN'. Z. 0" SIAS EXTENSION P 1 986A- T N/A 4 6-4-17 Bmax Revision FEB 2 7 2018 City of Sanford Response to Comments 0 Building & Fire Prevention Division ram, -J+ 2--, Ph: 407.688.5150 Fax: 407.688.5152 ice' Email: building@sanfordfl.gov Permit # 17-3738 Submittal Date. 2/27/18 Project Address: 3722 Saltmarsh Loop (Wyndham Preserve lot 3A contact: Michelle Parkison Ph: 407-529-3135 Fax: Email: mparkison@parksquarehomes.com Trades encompassed in revision: El Building El Plumbing 13 Electrical El Mechanical El Life Safety El Waste Water Department Utilities Waste Water Planning Engineering El Fire Prevention El Building General description of revision: Plans to show correct garage hand to match, approved site plan, energy cales, and trusses. Correct garage is right. ROUTING INFORMATION Approvals 4X7 5 - 2,1 - IS Revision E I V E City of Sanford Response to Comments 0 YMABuilding & Fire Prevention Division 2 2 2018 Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # - 3 4 I,-),, Submittal Date Project Addressa Contact: mrNia P h:r rw 3 Fax: Lw Email: Trades encompassed in revision: Building Plumbing 0 Electrical El Mechanical E3 Life Safety 11 Waste Water Department Utilities El Waste Water 0 Planning El Engineering 11 Fire Prevention General description of revision: ROUTING INFORMATION Approvals 11 Building - 7>1 - (6 Monta Consulting & Design of WMR and Associates, LLC North Pointe II Phone (407) 681-1917 1035 Greenwood Blvd, Suite 173 Certificate of Authorization # 9177 Lake Mary, FL 32746 montaconsulting.com Residential Design & Structural Engineering, Site work, Commercial / Industrial Building Design, Truss Engineering, Third Party Inspection, Project Management, and BIM Modeling for Homebuilders Park Square Homes Wyndham Preserve — Lot 4 (2392 Barcelona AL) Date: 05/18/18 Plan Revision: Repair at Clear Story Framing Plan changes: Contractor did not follow plan indicated details at clear story framing located at the main stair case. Additional repair details were required to address the existing frame condition Sheets affected: SC & S5A