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3786 Night Heron Dr
y COUNTY OF SEMINOLE IMPACT -PEE STATEMENT 33 19 STATEMENT NUMBER: 17100007 DATE: October 03, 2017 BUILDING APPLICATION #: 17-10000721 BUILDING PERMIT NUMBER: 17-10000721 UNIT ADDRESS. NIGHT HERON DR 3786 17-20-31-502-0000-1060 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: 337786 NIGHTHSEERRON DR / LOT 106 SFR VE ------- TOTAL FEEBENEFITRATE -------UNIT ------CALC----- UNIT DUE TYPE DIST SCHED RATE UNITS TYPE ROADS- ARTERIALS CO -WIDE ORD Single Family Hou ing 705.00 1.000 dwl unit N7A 705. 00 ROADS - COLLECTORS Single Family Housing .00 1.000 dwl unit 00 FIRE RESCUE. N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Hou ing 5,000.00 1.000 dwl unit 5,000.00 PARKS N A 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT. DUE 5,759.00 STATEMENT n. RECEIVED BY: ( J I j I°` SIGNATURE: Jt PLEASE PRINT NAME) DATE. NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 6 2- FINANCE 4-LAND MANAGEMENT NOTE** PERSONSUNDER THE BOFFEESSINOLEUNTYROODR/ RESCUELIBRARY AND/OR 0-1' ISSUANCE OF A BUILDING PERMIT. I SONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT OR OWNER, TOAPPEALBE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EX E xCISED BY FILING A WRITTEN REUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVEBUT NOT LATER THAN FOR REVIEW CERTIFICATE OF OCCUPANCYOROCCUPANCY. Ta REQUEST 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 i AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. THIS STATEMENT IS NO LONGER VALID IF.A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. r,e, ii ,d1 I II 1QID1 111111(I! (Ill GRANT MALOYr SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER 8K 9017 Ps 1555 (iPss) CLERK'S : 2017111085 RECORDED 11/02/2017 02:40:21 PM RECORDING FEES $10.00 RECORDED BY Wevore THIS INSTRUMENT PREPARED BY: Name: Michelle Brans Address: 5200 Vineland Road utt 200 Orlando Florida 32811 NOTICE OF COMMENCEMENT Permit Number. 7--;7, 70 Parcel ID Number. — !zly 0000 0 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713. Florida Statutes, the following Information Is provided In this Notice of Commencement 1. DESCRI ON OF PROPERTY: (Legal description of the property and street address If a fable) // Lot /O Wyndham Preserve Plat Book 81 / Pages 93-102 3755(o i. k-1- 4M.7 A6anford, FL 32771 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address, Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest In property: Fee Simple Fee Simple Title Holder of 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 8. SURETY Of applicable, a copy of the payment bond Is attached): Name: NIA Address: N/A Amount of Bond: N/A 6. LENDER: Name: Fifth Third Bank Phone Number. Address: 5050 Kingsley Dr. MD: 1MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(s)7., Florida Statutes. Name: Phone Number. Address: 8. In addition, Owner designates of to receive a copy of the Lienors 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 dale 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. Slgiewre or Owner or Lessee. or Owners or Lessee's Autoftsd OfterAM"orlParirm Meneg" State Of i f 17N1 The forego)nj Instrument was by I 1 Vishaal Gupta, Executive Vice President Poor Nerve and P,mdde 5V%9 rys ndeiOmoe) County of kq!1 R— dythis Of t20 Who is personally known to me OR who has produced Identification O type df Identification produced: ARUNA BALA GOEL l ja• M& COMMISSION OFF154106 aw4r EXPIRES December 14, 2018 a9eA1s7 Pt Noteryllemebcorn A, c,3i?rlt7C'DQ' 0ANIT ,ALO'1 C11 o' i''n;t.Ji: ^uH+ r i i• V1 lei CITY OF SANFORD BUILDING & FIRE PREVENTION k N y PERMIT APPLICATION Application No- C2 _)v Documented Construction Value: S 112*89* AL 34y R I.(. Job Address: 3786 Night Heron Dr. Sanford 32771 Historic District: Yes No Wyndham Preserve lot 106) Parcel ID: %'!ZO "-f-/— 53702 —ew0 &6, D Residential © Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Name Street: City, State Zip: Title: Permitting Manager Email: mparkisonCc parksquarehomes.com Property Owner Information Phone: Resident of property? : 0 Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Name: Eng. / Don Bolden Eng. Phone: Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eno./ PO Box 530783. Debary FL 32753 Fax: _ City, St, Zip: Bonding Company: Address: E-mail: Arch. 407-629-6711 Eng. 386-668-7606 Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR 'PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 17 6 Signature of Owner/Agent Date Signature o Contractor/Age Date Pnnt Owner/Agent' ame Print Contractor/A nt's Name Signature Notary -Stale of FloridV Date ( ' Signature) f Notary -State of Flori t''%:•s DateMICHELLE PARKISON MICHELLE PARKISON MY COMMISSION av FF 06::.. . EXPIRES: October30,2r,;. MY COMMISSION # FF 063452 Bonded Thrill Notary Public Under„•t q EXPIRES: October 30. 2017 — P,,,t; q"••' Bonded Thro Notary Public Undonniten Owner/Agent is Per Contractor/Agent is personally Known to Me or Produced 1D Type of 1D Produced ID Type of 1D BELOW IS FOR OFFICE USE ONLY Permits Required: Building x Electrical [ 2 Mechanical© Plumbing© Gas Roof Construction Type: N1 Occupancy Use: 11-51 Flood Zone: a Total Sq Ft of Bldg: 33 Iq Min. Occupancy Load: 1 of Stories: Z- New Construction: Electric - # of Amps I SO Plumbing - # of Fixtures 23 Fire Sprinkler Permit: Yes No © # of Heads APPROVALS COMMENTS: ZONING: 0 Ib 17 UTILITIES: ENGINEERING: 11`1,TC. FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 46. q %' ime, 2410 Se. ring C, CAR. Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 5F Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING 8t FIRE PREVENTION j PERMIT APPLICATION Application No: ! 07 Documented Construction Value: S 150,537.00 Job Address: 3786 Night Heron Dr. Sanford 32771 Historic District: Yes No Parcel ID: %' !7-O ' , ,0,Z _6WO — (wyndham Preserve lot 106) l0lo O Residential © Commercial Type of Work: New El Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Name Title: Permitting Manager Email: mparkison0_parksquarehomes com Property Owner Information Phone: Street: Resident of property? City, State Zip: Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 No Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Information 9 Arch. 407-629-6711 Name: Eng. / Don Bolden Eng, Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: _ Eng./ PO Box 530783 Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR -PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating constructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit 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 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 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. Signatu re oo Contractor/Age V Print Contractg/A nt's Name Myys z MICHELLE PARKISON MY COMMISSION # FF 063452 341 EXPIRES: October 30, 2017 1',+`.qBonded Thru Notary Public UndoWlan Owner/ Agent is Pers Contractor/Agent is Produced IDType of ID Produced ID 6 3I// 7 Date 0 Y/'- / // 7 DateMICHELLE PARKIPARKI D 1 ,oIt MY COMMISSION # FF Og::.• EXPIRES:October30, 2r,;.- Bondod Th_ N' Not" b& UMensr,a , personally Known to Me or Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: 9 l WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Michelle Parkison Firm: Park Square Homes Address: 5200 Vineland Road, Suite 200 City: Orlando State: FL Zip Code: 32811 Phone: 407-529-3135 Fax: Email: mparkison@parksquarehomes.com Property Address: 3786 Night Heron Drive Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-1060 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) O ICIAL S ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone W, the best available information used to determine the base flood elevation is: BP# 17-2704 Reviewed by: Michael Cash, CFM Date: September 14, 2017 Application for Paved Driveway, Sidewalk or 131,4,11Walkwa Includin Ri ht=of-Wa Use & Y 9 9 Y F°87- Landscaping in Right -%I Way www.sanfortM.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 rine.wn.rtibelow. size and location of the existing right—of-way and use shall be provided or application could be delayed. Callbobi0youdlg 1. Project Locabon/Address: 3786 Night Heron Dr, Sanford FL 32771 (lot 106) 2. Proposed Activity: D Driveway Walkway Other: 1 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of work: Construction of new driveway for new single family residence This application is submitted by: Properly Owner Signature: Address: 5200 Vineland Rd Phone: (407) 529-3135 Fax Orlando, FL 32811 Print Name: Vishaal Gupta Email: mparluson@parksquarehomes.00m Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationtimprovement 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 Requestors property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnity, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses. expenses. damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have re d and understa d the bove statement and by signing this application I agree to its terms. Signature: i Date: 6 Zl/ This lWrmit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pro -pour inspection. Pre -pour Inspection by: Date: Official Use Only Application No. Fee: Date - Reviewed: Public Works Utilities Approved: VVIA Engineering Site Inspected by: Special Permit Conditions: Date: Date: Date: a • Z'S.17 Date: ivovemoer ZUIp rcvw use unveway pay Parcel View: 17-20-31-502-0000-1060 Page 1 of 2 Property Record Card CIA Parcel: 17-20.31.502-0000-1060PWAN16—ifit Owner: BRISSON INV LLC rto smuMKnata Property Address: 3786 NIGHT HERON DR SANFORD, FL 32771 Parcel Information I I Value Summary Parcel 17-20-31-502-0000.1060 Owner BRISSON INV LLC Property Address 3786 NIGHT HERON DR SANFORD, FL 32771 Mailing 27 N SUMMERLIN AVE ORLANDO, FL 32801 Subdivision Name WYNDHAM PRESERVE Tax District S1-SANFORD DOR Use Code OD -VACANT RESIDENTIAL Exemptions Legal Description LOT 106 WYNDHAM PRESERVE PS 81 PGS 93-102 Taxes 2017 Working Values 2016 Certified Values Valuation Method CostfMarket CostfMarket Number of Buildings 0 0 Depreciated Bldg Value 0 Depreciated EXFT Value 0 Land Value (Market) 14,000 0 Land Value Ag 0 Just/Market Value " 14,000 0 Portability Adj 0 Save Our Homes Adj 0 0 Amendment1 Adj s0 0 P& G Adj 0 0 Assessed Value 14,000 0 Tax Amount without SOH: $0.00 2016 Tax Bill Amount $0.00 Tax Estimator Save Our Homes Savings: $0.00 TRIM Notice Help Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 14,000 0 14,000 Schools 14,000 0 14,000 City Sanford 14,000 0 14,000 SJWM( Saint Johns Water Management) 14,000 0 14,000 County Bonds 14,000 So 14,000 Sales Description Date Book Page Amount Qualified Vac/Imp No Sales Find Comparable Sales Land Method Frontage Depth Units Units Price Land Value LOT 1 14.000.00 1$14,000 Building Information Permits Permit 0 Description Agency Amount CO Date Permit Date No Permits http:// parceldetail.scpafl.org/Parce]DetailInfo.aspx?PID=l 7203150200001060 8/31/2017 Parcel View: 17-20-31-502-0000-1060 Page 2 of 2 Features Description Year Built Units Value New Cost No Extra Features http://parceldetail.scpafl.org/ParcelDetaiilnfo.aspx?PID=l 7203150200001060 8/31 /2017 Page 1 of 1 THIS INSTRUMENT PREPARED BY AND UPON RECORDING, PLEASE RETURN TO: R. Travis Retz, Esq. GODBOLD, DOWNING, BILL & RENTZ, PA 222 W. Comstock Avenue, Suite 101 Winter Park, FL 32789 i Illlil IIIII IIIII IIIII IIIII IIIII IIII Illl GRANT MALOYY SEMINOLE COUNTY CLERK. OF CIRCUIT COURT h COMPTROLLER BY, 8965 F's5 144-147 (4P9s) CLERK'S 0 2017073301 RECORDED 03/03/2017 09:40:53 AM DEED DOC TAX i25,116.00 RECORDING FEES 935.`:0 TCORDED BY hdevore SPACE ABOVE THIS LINE FOR RECORDING DATA) ------- — SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2nd day of August, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability company, whose post office address is 27 North Summerlin Avenue, Orlando, FL 32801 Grantor"), to PARK SQUARE ENTERPRISES, LLC, a Delaware limited liability company, whose address is 5200 Vineland Road, Suite 100, Orlando, FL 32811 ("Grantee"). Wherever used herein, the terms "Grantor" and "Grantee" shall be deemed to include all the parties to this Special Warranty Deed and the heirs, legal representatives and assigns of individuals and the successors and assigns of corporations. The singular shall be deemed to include the plural, and vice versa, where the context so permits. WITNESSETH: THAT, for and in consideration of the sum of Ten and No/100 Dollars ($10.00) and other good and valuable considerations, the receipt and sufficiency of which is acknowledged by Grantor, Grantor hereby grants, bargains, sells, conveys and confirms unto Grantee all that certain real property together with the improvements thereon (hereinafter collectively referred to as the "Real Property") in Seminole County, Florida, more particularly described as follows: See Exhibit "A" attached hereto and incorporated herein by this reference. TOGETHER WITH all the tenements, hereditaments and appurtenances thereto belonging or in any way appertaining. TO HAVE AND TO HOLD the same unto Grantee in fee simple, forever. AND Grantor hereby fully warrants the title to the Real Property and will defend the same against the lawful claims of all persons claiming by, through or under the Grantor, but not otherwise; the foregoing subject to, real estate taxes or assessments for 2017 and the matters set forth on Exhibit "B" attached hereto and incorporated herein by this reference, all of which, by reference hereto, shall not serve to reimpose same. Book8965/Pagel44 CFN#2017078301 Page 1 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 Page 1 of 1 IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be executed as of the day and year first above written. Signed, Sealed and Delivered in the Presence of: U Print Name Sale t? S a (n . Pa Pe — Print Name: R. Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: (IM Ro rt tkiss AuthoilRepresentative 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 has —produce& R0" D7RMw. Book8965/Page145 CFN#2017078301 Notary Public, tate ofrro—HcE Seal) Page 2 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 T 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, 224, 225, 229, 230, 231, 237 and 238, Wyndham Preserve, according to the Plat thereof as recorded in Plat Book 81, Pages 93 through 102, inclusive, Public Records of Seminole County, Florida. Book8965/Pagel46 CFN#2017078301 Page 3 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 Page 1 of 1 Exhibit "B" Permitted Exceptions 1. Annexation Ordinance recorded October 13, 2005 in Book 5950, Page 1143. 2. City of Sanford Development Order No. 12-20 recorded August 16, 2012 in Book 7835, Page 76; re -recorded October 5, 2012 in Book 7870, Page 613; and corrected and recorded September 11, 2014 in Book 8330, Page 60. 3. Cooperation Agreement between Serengeti Properties, LLC, a Florida limited liability company and Brisson Investments LLC, a Florida limited liability company, recorded October 31, 2012 in Book 7889, Page 598 and Amendment to Cooperation Agreement recorded October 26, 2016 in Official Records Book 8793, Page 289. 4. Provisions of Wyndham Preserve, recorded in Plat Book 81, Pages 93 through 102, inclusive. 5. Declaration and Dedication of Avigation Easement and Related Covenant and Agreements recorded May 17, 2017 in Book 8916, Page 1019. 6. Declaration of Covenants, Conditions, Easements and Restrictions for Wyndham Preserve recorded July 5, 2017 in Book 8947, Page 158. 7. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 634 (as to Lot 112). 8. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 635 (as to Lot 113). 9. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 636 (as to Lot 114). 10. Zoning, ordinances and/or restrictions and prohibitions imposed by governmental Authorities. Book8965/Page147 CFN#2017078301 Page 4 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: D 9// 3 7 I hereby name and appoint: David Mercer an agent of: Park Square Homes Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): D- The specific pen -nit and application for work located at: 27 7 (o ! S U,' t ]P" it t-n Street Address) Expiration Date for This Limited Power of Attorney: License Holder Name: Vishaal Gupta State License Number: Signature of License H STATE OF FLORIDA COUNTY OF Orange CRC1330351 12/31/17 The foregoing instrument was acknowledged before me this /3 day Of 20V2, by Vishaal Gupta who is ¢'personally known to me or o who has produced as identification and who did (did not) take an o 4Signat Notary Seal) CY c^-k--'o Print or type name E R"., MICHELLE PARKISON Notary Public -State ofMYCOMMISSION#FF063a52Commission No. EXPIRES: October 30,2017 BondodTAruNotervPubllcUndorwrllon My Commission Expires: l0 3p a/7 Rev. 08.12) REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # 1-1..2-7n,4 Address: 3-1$to J N 4;,%kC AA-p-oz BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing - Walls 30 Sheathing - Roof 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final R T Max Inspection DescriptionFMin10PlumbingUnderground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 106 Sebring C RHG EnsuiteBed4 - W Builder Name: One Stop Cooling and Heating Street: 3786 Night Heron Dr. Permit Office: Seminole City, State, Zip: SANFORD,FL, Owner: Park Square Homes Florida Series Permit Number Jurisdiction: J102 7 0 USANFORD 4DesignLocation: FL, Orlando County:: Seminole (Florida Climate Zone 2 1. New construction or existing New (From Plans) 9. Wall Types (2857.3 sqtt.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1287.00 tt2 b. Concrete Block - Int Insul, Exterior R-4.1 1250.70 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 319.67 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (2028.0 sgtt.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2028.00 tt2 6. Conditioned floor area above grade (tt2) 2476 b. N/A R. ft2 Conditioned floor area below grade (ft2) 0 c. N/A R. ft2 11. Ducts R ft2 7. Windows(256.6 sqtt.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 495.2 a. U-Factor: Dbl, U=0.55 164.58 tt2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 48.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 47.0 SEER:16.00 c. U-Factor: Dbl, U=0.54 44.00 112 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.687 ft. Area Weighted Average SHGC: 0.231 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2476.0 sqtt.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1588.00 tt2 b. Conservation features b. Floor Over Other Space R-0.0 448.00 f12 None c. other (see details) R. 440.00 tt2 15. Credits Pstat Glass/ Floor Area: 0.104 Total Proposed Modified Loads: 69.89 PASS TotalBaselineLoads: 73.63 1 hereby certify that the plans and specifications covered by Review of the plans and JT1AE STq this calculation are in compliance with the Florida Energy specifications covered by this p_4. V Code. calculation indicates compliance iNitalysignedbyW&O Rafael Izquierdo ini-Kni- with the Florida Energy Code. rn,,, .. •::: ' „ O PREPARED BY: / 064.2017AS261703- 2244VW Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 esigned, is47ance I hereby certify that thisbuil2e. Florida Statutes. COD with the Florida Energy CoWE q O OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: i(-31577 Compliance requires certification bhe air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordan a with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage 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. 8/28/2017 4:58 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Pagel of 5 FORM R405-2014 PROJECT Title: Lot 106 Sebring C RHG Ensui Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2476 Lot # 106 Owner: Park Square Homes - Florida Total Stories: 2 Block/SubDivision: WP of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 0 Street: 3786 Night Heron Dr. Permit Office: Seminole Cross Ventilation: No County: Seminole Jurisdiction: 691000 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 Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2476 22760.4 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1588 14768.4 Yes 2 1 1 Yes Yes Yes 2 2nd Floor 888 7992 No 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor ---- ---- 10 ft2 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ---- .... 430 f12 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1 st Floor 133.9 ft 0 1588 ft2 0.29 0 0.71 4 Floor Over Other Space 2nd Floor ---- ---- 448 ft2 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 2268 ft2 508 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2028 f12 N N 8/28/2017 4:58 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 2028 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below a 0MI To Wall Type Space 1 N Exterior Frame - Wood 2nd Floor 11 31 6 9 0 283.5 ftz 0 0.25 0.8 0 2 N Exterior Concrete Block - Int Insul 1 st Floor 4.1 45 0 9 4 420.0 ft2 0 0 0.8 0 3 E Exterior Frame - Wood 2nd Floor 11 40 0 9 0 360.0 ft2 0 0.25 0.8 0 4 E Exterior Concrete Block - Int Insul2nd Floor 4.1 40 0 9 4 373.3 ft2 0 0 0.8 0 5 S Exterior Frame - Wood 2nd Floor 11 31 6 9 0 283.5 ftz 0 0.25 0.8 0 6 S Exterior Concrete Block - Int Insul 1 st Floor 4.1 37 6 9 4 350.0 ft2 0 0 0.8 0 7 W Exterior Frame - Wood 2nd Floor 11 40 0 9 0 360.0 ftz 0 0.25 0.8 0 8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 11 6 9 4 107.3 ft2 0 0 0.8 0 9 Garage Frame - Wood 1 st Floor 11 34 3 9 4 319.7 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated 1st Floor None 39 3 8 24 ftz 2 Wood 1st Floor None 39 2 7 6 7 17 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Low-E Double Yes 0.55 0.22 15.0 ftz 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 N 2 Metal Low-E Double Yes 0.55 0.22 30.0 1112 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 E 3 Metal Low-E Double Yes 0.55 0.22 15.0 1`112 1 ft 0 in 1 ft 0 in Drapes/blinds None 4 E 4 Metal Low-E Double Yes 0.55 0.22 14.6 1`12 1 ft0 in 1 ft 0 in Drapes/blinds None 5 E 4 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft0 in Drapes/blinds None 6 E 4 Metal low-E Double Yes 0.55 0.22 30.0 ft2 7 ft 0 in 1 ft0 in Drapes/blinds None 7 E 4 Metal Low-E Double Yes 0.58 0.25 48.0 ft2 7 ft 0 in 1 ft 0 in Drapes/blinds None 8 s 5 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 It 0 in 1 ft 0 in Drapes/blinds None 9 S 6 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 11 ft 0 in 1 ft 0 in Drapes/blinds None 10 S 6 Metal Low-E Double Yes 0.54 0.25 8.0 1`12 11 ft 0 in 1 ft0 in Drapes/blinds None 11 W 7 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 12 W 7 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 13 W 7 Metal Low-E Double Yes 0.54 0.25 4.0 1112 1 ft 0 in 1 ft 0 in Drapes/blinds None 14 W 7 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 3 ft 0 in Drapes/blinds None 15 W 7 Metal Low-E Double Yes 0.54 0.25 4.0 1112 1 ft 0 in 1 ft 0 in Drapes/blinds None 16 W 8 Metal Low-E Double Yes 0.54 0.25 16.0 ft2 7 ft 4 in 1 1110 in Drapes/blinds None 8/28/2017 4: 58 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 578 ft2 578 ft2 64 It 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000409 2655.4 145.78 274.15 .3675 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 45.5 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 47 kBtu/hr 1410 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use Se1Pnt Conservation 1 Electric None Garage 0.9 50 gal 80 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handier TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 495.2 It Attic 123.8 ft Prop. Leak Free 2nd Floor --- cfm 74.3 cfm 0.03 0.50 1 1 8/28/2017 4:58 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin r Jan Heatin[X} Jan r Feb Feb Mar Mar AprEApr Ma May 4 Jun Jun Jul Jul Auge4AufSep Oct Oct Nov Nov Dec Dec Ventingl) Jan Feb Mar X) A r May l Jun Jul Aug l Se Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 8/28/2017 4:58 PM EnergyGauge® 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: 3786 Night Heron Dr. Permit Number: SANFORD,FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verity that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third parry shall inspect all components and verity 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 parry. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psi (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 8/28/2017 4:58 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 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. 0 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 th inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 0 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 1409F (38•C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and Be installed at an orientation within 45 degrees of true south. 0 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. 0 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 manufacturers product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 8/28/2017 4:58 PM EnergyGauge® 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 bumers shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. D 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. Q 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. D 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 verity procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Tlme 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. D 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 D 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. 8/28/2017 4:58 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. 3786 Night Heron Dr., SANFORD, FL, 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1287.00 ft2 b. Concrete Block - Int Insul, Exterior R-4.1 1250.70 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R-11.0 319.67 ft2 4. Number of Bedrooms 4 d. N/A R. ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2028.00 ft2 6. Conditioned floor area (W) 2476 b. N/A R= ft2 7. Windows" Description Area c. N/A R= ft 2 11 .Ducts R tt a. U-Factor: Dbl, U=0.55 164.58 ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 495.2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 48.00 ft2 SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor: Dbl, U-0.54 44.00 ft2 a. Central Unit 47.0 SEER:16.00 SHGC: SHGC=0.25 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 45.5 HSPF:9.00 Area Weighted Average Overhang Depth: 3.687 ft. Area Weighted Average SHGC: 0.231 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1588.00 ft2 a. Electric EF: 0.9 b. Floor Over Other Space R=0.0 448.00 ft2 c. other (see details) R= 440.00 ft2 b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficienc Construction through the above energy saving features which will be in this home before final inspection. Otherwise, a new EPL Display C based on installed Code cc plian features. /J Builder Signature: Address of New Pt Date: 0 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. 8/28/2017 4:58 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Protect Summary Job: Loa 106 Sehin9 C RHG En... wrightsoft• Project Gate: 07-02-2017 louse By: XF/RI One Stop Cooling and Heating Plan: RHG 7225 Sardsoove Cool. W irier Park FL 32792 Prone: (407) 629.6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirg com Licerse: CA0032444 Project• • For: Park Square Homes - Florida Series 3786 Night Heron Dr., SANFORD, FL Notes: Design Information Weather: Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside cib 44 OF Outside db 93 OF Inside db 68 OF Inside db 74 OF Design TD 24 OF Design TD 19 OF Daily range L Relative humidity 50 Moisture difference 46 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 19649 Btuh Structure 21712 Btuh Ducts 6115 Btuh Ducts 11346 Btuh Central vent (0 cfm) 0 Btuh Central vent (0 cfm) 0 Btuh none none) Humidification 0 Btuh Blower 0 Bluh Piping 0 Btuh Equipment load 25764 Btuh Use manufacturers data n Rate/swing multiplier Equipment 0.98 Infiltration sensible load 32265 BUh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 1 Average) Structure 2922 Btuh Ducts 20 Btuh Central vent (0 ctm) Btuh Heating Area Cooling525 none) f12) 2525 2 Equipment latent load 5247 Btuh bblume (113) 23200 23200 Air changestbour 0.37 Equiv. AVF 0.16 Equipment Total Load (Sen+Lat) 37511 Btuh cfm) 144 62 Req. total capacity at 0.75 SHR 3.6 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6048H1 Cond 4TWR6048H1 AHRI ref 7563627 Coil TEM6AOD48H41++TDR AHRI ref 7563627 Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER Heating input Sensible cooling 35250 Btuh Heating output 45500 Btuh @ 470F Latent cooling 11750 Btuh Temperature rise 27 OF Total cooling 47000 Btuh Actual airflow 1567 cfm Actual airflow 1567 ctrn Air flow factor 0.061 cfm/Btuh Air flow factor 0.047 cim/Btuh Static pressure 0.50 in H2O Static pressure 0.50. in H2O Load sensible heat ratio 0.86 Capaceatybalancet point = 30 °F Backup: Input = 0 kW, OuIput = 0 Btuh,100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htsoft' 2017•Aug-28132225gFGgli-SUL-OUriversal 201717.023 RSU16202 Pape 1 Terrplol 106 Sebrirg C RFIG ErsUteft& - W rip Calc - M18 Frorl Door laces' W wrightsofe Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardsoove Court, W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629.9307 Web www0reSI0PC00lir9.o0m Lioerse: CAC032444 Jab: Lot 106 Sebring C RHG EnstaL.. Date: 07-02-2017 Br XF/RI Plan: RHG 1 Room name House KIT 2 Exposed wall 264.9 It 37.0 D 3 Room height 92 II d 93 8 heaVcool 4 5 Roomdimensial5 Room area 2524.8 IF 1.0 x 2763 ft 2763 IR Ty Corstrux6on number U-value BWh4R-9 or HTM Bluh4F) Area (IF) or perimeler (4) Load Btuh) Area (W) or perimeter (D) Load Bluh) Heat Cod Gross NIPS Heat Cool Gross NIPS Heat Cool 6 1ql 12B-09v 4135.21v 485-3v 0097 0.540 0S40 n n n 231 12.85 12A5 2.89 13.78 13.78 284 4 4 276 0 0 636 49 51 796 53 55 0 0 0 0 0 0 0 0 0 0 0 0CC 11 Vp/ O13A-4o s A5-2an 0.143 OS50 n n 3.40 13.09 3.00 1351 419 30 389 0 1322 393 1164 405 246 0 246 0 839 0 738 0 LV I--G 12B-Osw 4A5.2Dm 13A-4ors 0.097 0550 0.143 a a a 231 13.09 3.40 2.89 2755 3.00 306 15 372 291 0 265 672 196 902 840 413 794 0 0 98 0 0 50 0 0 171 0 0 151 4A5.2Dm 4A5.2an 0S50 0550 a a 13.09 13.09 2755 2755 15 15 0 0 191 196 402 413 0 0 0 0 0 0 0 0 4A5-2om 4A5-2omd , 1213-09w 0550 0580 0,097 a a s 13.09 13M 231 14.05 20.88 2M 30 47 284 58 57 280 393 653 645 421 988 807 0 47 0 0 28 0 0 653 0 0 988 0Y--G 4B5.21m - 13A•40M 0.540 0.143 s s 12S5 3.40 13.78 3.00 4 349 8 337 51 1146 55 1009 0 0 0 0 0 0 0 0 f485-21m 4B5.2lm 12B-09w 0S40 0.540 0.097 s s w 12M 12.85 231 13.78 13.78. 2.89 4 8 306 8 16 253 51 103 584 55 110 730 0 0 0 0 0 0 0 0 0 0 0 0 fa 1q/ I G 4A5-2Dm 4B5.21m 4B5.21m OS50 0S40 0540 w w w, 13.09 12Z5 1225 2755 29.73 29.73 45 4 4 0 0 0 589 51 51 1240 119 119 0 0 0 0 0 0 0 0 0 0 0 0 13A-4o s 4B5.2lm 0.143 0550 w w 3.40 13.09 3.00 18 68 107 16 67 20 228 209 201 299 0 0 0 0 0 0 0 0 11DO 12C-09w 03M 0.091 w 928 217 12.54 1S7 24 318 24 301 223 653 301 473 0 0 0 0 0 0 0 0P L-D 11DO 0.3N n 928 1254 17 17 158 214 0 0 0 0 C 168-30ad 0.032 076 1.78 2029 2029 1545 3613 276 276 210 492 F 19A4bsm 0295 2.64 2.06 8 8 22 17 0 0 0 0 F 19C•19csm 0.049 0.40 032 430 430 174 136 0 0 0 0 F 22Atpm 1,180 2BA8 0.00 1591 134 3761 0 276 37 1039 0 6 c) AED excursion 0 190 Envelope loss/gain 15902 16242 2913 2179 12 a) trrtiltraton 3748 1261 532 179 b) Room ventilation 0 0 0 0 13 Internal on& Coarparrs@ 230 5 1150 0 0 ApplianDesMw 3060 1200 subtotal (lines 6lo13) 19649 21712 3445 3558 Lem eAemal load 0 0 0 0 Lesstrarder 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 19649 21712 3445 3558 15 Duct loads 311/ 52°/ 6115 11346 31% 529/ 1072 1859 Total room load 25764 33058 4517 5418 Air required (dm) 1567 1567 275 257 Calculations approved byACCAto meet all requirements of Manual J 8th Ind. wrightsoft' NgtiPage -Srite®Uriversal201717.023 RSU16202 2017- Aup•2813 ge 1 1TempNIA 106 Sebring C RHG EmriteBed4 - W.rrp Calc - M16 Frort Door laces: W wrightsoft• Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardsoove Court, W irter Park FL 32792 Phore: (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOreSlopCoolirg oom Ucerse: CA0032444 Job: Lot 106 Sebring C RHG Ensuit.. Date: 07-02-2017 BY. XF/RI Plan: RHG 1 Room name GRT NWIC 2 3 Exposed well Room heigN 15.0 N 93 D heaVODOI 8.0 If 93 ft heaV000l 4 5 Room dimerl5ions Room area 1.0 x 3623 fl 3623 fF 85 x 8.0 M 68D fP Ty Cownat nu BGrhW--9 Bbih" or perim( IF) eeler (4) Load 81uh) orperimeelar M B6rh) Heal Cool Gross N/P/5 Heat Cool Gross N/P/S Heat Cool 6 yl I-G 12B-WN 485.2N 4B5.Zv 0.097 0.540 0S40 n n n 231 12.85 12.85 2.89 13.78 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 0I--fi 11 V 13A•40Gs 4A5.2orn 0.143 05W n n 340 13.09 3.00 1351 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W/ a 12B-Osw 4A5.20m 13A4ocs 0.097 0S50 0.143 a e _ a 231 13.09 3.40 2.89 27.55 3.00 0 0 140 0 0 110 0 0 373 0 0 328 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2cm 4A5-2om 0550 O-W a a 13.09 13.09 2755 2755 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-20m 4A5-2omd 12B-Osw 0550 0580 0.097 a a s 13.09 13.80 231 14.05 20.88 2.89 30 0 0 29 0 0 393 0 0 421 0 0 0 0 0 0 0 0 0 0 0 0 0 0y/ 1-6 4B5-21m 13A-40M 0540 0.143 s- s 1225 3.40 13.78 3.00 0 0 0 0 0 0 0 0 0 74 0 74 0 253 0 223 4B5.21m 4B5.21rn 128.Osw 0540 0540 0.097 s s w 12.85 12.85 13.78 13.78 289 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0y! L-_ r-GG 4A5.2om 485-2lm 485.21m 0.550 0540 0540 w w w 13A3.09 12.85 1285 2755 29.73 29.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A4ocs 485.21m 0.143 0550 w w 3.40 13.09 3.00 18.68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11DO 12C-09w IIDO 16B- 30ad 19A- Mscp - 19C• 19csm 22A- Wn - 03% 0A91 03M 0. 032 0295 0. 049 1. 180 w n 928 2. 17 928 0. 76 2. 64 040 28. 08 1254 157 1254 1. 78 2. 06 032 OAO 0 0 0 323 0 0 362 0 0 0 323 0 0 15 0 0 0 246 0_ 0 421 0 0 0 575 0 0 0 0 0 0 47 0 0 68 0 0 0 47 0 0 8 0 0 0 36 0 0 225 0 0 0 83 0 0 0 P L D C F F F 6 c) AED excursion 116 17 Envelope lossion 1433 1208 513 289 12 a) In6ltaton 216 73 115 39 b) Room ventilation 0 0 0 0 13 blemal gains: Omuparm@ 230 0 0 0 0 Appliancesb1th r 900 0 Subtotal ( lines 6 lo 13) 1648 2181 628 327 Lessexlemal bad 0 0 0 0 14 Lesstransfer Redisbibuion Subtotal 0 253 1902 0 213 2393 0 0 628 0 0 327 15 Dualoads 31% 52°/ 592 1251 31% 520/ 196 171 Total room load Air required (cm) I I I152 2493 3644 173 1 824 50 498 24 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsofC 2017-Aug-28132225 Right-Srile®Uriversal 201717 023 RSU16202 Page 2 Ter pIot 106 Sebring C RHG ErsUteBed4 - W.np Calc = KM Frort Door laces: W wrightsoft• Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardswve Coot, Wider Park FL 32792 Phore (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com Licerse: CAOD32444 Job: Lot 106 Sebring C RHG Ensuit.. Date: 07-02-2017 Pr XF/RI Pian: RHG 1 Room name WTH LNDY 2 6posed well 9.0 ft 0 ft 3 Room height 93 A heaVcool 93 ft heaVcod 4 Room dmerttions 1.0 x 1433 ft 6.0 x 85 ft 5 Room area 1433 1F 51.0 fF Ty rmon U-Vwue Or et Load et Load number toB r Perimeter (f) BWh) or perimeter (ft) BWh) Heat Cool Gross NIPS Heat Cod Gross NIPS Heat Cool 6 Vj/ 12B-09N UA97 n 231 2.89 0 0 0 0 0 0 0 0 I-CG 4B5-21v 4B5-Ov 0540 0540 n n 1285 2B5 13.78 13.78 0 0 0 0- 0 0 0 0 0 0 0 0 0 0__-- 0 0 11 y/ 13A-4ocs 4A5-2Dm 0.143 OS50 n n 3.40 13.09 3.00 1351 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 t-C 12B-Osw 4A5.2Dm _ 13A-40CS 0.097 0550 0.143 a a a 231 13.09 3.40 299 2755 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 4A5-2om 0.5W a 13.09 2755 0 0 0 0 0 0 0 0 4A5-2Dm 05W a 13.09 2755 0 0 0 0 0 0 0 0 4A5.2Dm 4A5.20md 0550 05M a e 13A9 13,80 14.05 2188 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yl Y-C 12B-09N 0.097 s 231 289 0 0 0 0 0 0 0 0 4B5-21rn 13A-40cs 0540 0.143 s s 12B5 3.40 13.78 3.00 0 84 0 76 0 258 0_ 227 0 0 0 0 0 0 0 0 4B5.26n 0540 s 1285 13.78 0 0 0 0 0 0 0 0 4B5.21m 0540 s 12,85 13.78 8 8 103 110 0 0 0 0 12B- 2D w 231 0 0 0 0 0 0 0 0 4A5-tom 4B5.21n 4B5-2hn- - 0-w0.550 0-w 0S40_ w w w 1309 1285 1285 2755755 29.73 29.73 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A4ocs 485.21m 0.143 05W w w 3.40 13.09 3.00 18.68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P i_D 11DO 12C-09w 11DO 0390 0.091 03W w n 928 217 928 1254 157 1254 0 112 0- 0 112 0 0 242 0 0 175 0 0 56 0 0 56 0 0 121 0_- 0 88 0 C, . 16B-30ad 0.032 0.76 1.78 0 0 0 0 0 0 0 0 F,_ 19A40bsm 0295 264 Z06 0_ 0_ 0 0 0 0 0 0 F 19C-19MM 0.049 0.40 032 0 0 0 0 0 0 0 0 F- - _ 22A-Dpm -- 1.180 28JM OAO 143 9 253 0 51 0 0 0 6 c) AED excursion 28 30 F_rnelopeloss/gWn 855 484 121 58 12 a) trrfil rgon 129 44 0 0 b) Room ventilation 0 0 0 0 13 Interralgains: Omiparm@ 230 0 0 0 0 Applianoesbto 0 500 Srbk)W(lines 6Io13) 984 528 121 558 Lessexlemal bad 0 0 0 0 Lesvarsier 0 0 0 0 Redisfribufion 0 0 177 149 14 ScbtoW 984 528 298 707 15 Dud loads 1 319/ 520/ 306 276 31% 52% 93 369 Total room bad 1291 803 391 1076 Air required (dm) 78 38 24 51 Calculations approved by ACCA to meet all requirements of Manual J ft Ed. f wrightsofC 325 FUgh-Su Unve 1201717.023 RSU16202 2017•Aug-26 Page 3 Terrplot 106 Sebrirg C RHG ErsUteBed4 • W.np Calc - MS From Door tapes: W wrightsoft° Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Cool, Winter Park. FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www0r eStopCooling com License: CAC032444 Job: Lot 106 Seb rq C RHG Ensu6t... Date: 07-02 2017 By. XF/RI Plan: RHG 1 Room name PWDR STC1 2 Erp , , , wall 0 f1 0 f1 3 Room height 93 tt heaftol 93 ff heatbool 4 5 Room dmensorc: Room area 55 x 55 fl 303 W 1.0 x 41 B fl 41 B fF Ty on U•value Or HTM Area (" Load Area (W) Load number BWw g BWh" or perimeter (11) Bvh) or perimeter (4) BGth) Heat Cool Gross N/P/S Heat Cod Gross NIPS Heat Cool 6 4I! I-CC 12B-09w 4B5-2tv 485.21v 0A97 0S40 0540 n n n 231 1285 1225 2,89 13.78 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 q/ G 13A-4ocs 4A5•2om 0.143 0550 n n 3.40 13.09 3.00 1351 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 wl 6 12B-Osw 4A5.2om 0.097 0550 a a 231 13.09 2.89 2755 0 0- 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 13A•4ors 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 4A5.2Dm 0550 a 13.09 2755 0 0 0 0 0 0 0 0 4A5.2orn 0550 a 13.09 2755 0 0 0 0 0 0 0 0 4A5.2om 4A5.2ornd 12B-Osw 0550 05W 0.097 a e_ s 13.09 13.80 231 14.05 2D.88 2189 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0_ 0 0 0 0yl Ili 485.2fm 0540 s 12B5 13.78 0 0 0- 0 0 0 0 0 13A-4ors 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 485.21m 485-21m 12B-09w 0540 0540 s s w 12.85 1285 231 13.78 13.78 229 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-GGG 4A5.2om 4B5-21m 4B5.21m 055005W 0S40 0.540 w w w 1309 1285 1285 2755 29.73 29.73 0 0 0 0 0 0 0 0 0 0 0 0__ 0 0 0-- 0 0 0 0 0 0 0 0 0 13A4ors 4B5.21m 0.143 0550 w w 3.40 13.09 3.00 18.68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L-D 11 DO 12C-08w 11 DO 03W 0.091 0390 w n 928 2.17 928 1254 157 1254 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0_ 0 0 0_ 0 0 0 C 16B-30ad 0.032 0.76 1.78 0. 0 0 0 0 0 0 0 F 19A-Clb 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19a w 0049 0.40 032 0 0 0 0 0 0 0 0 F 22A-cpm _ 1,180- 28A8 0.00 30 0 0 0 42 0 0 0 6 c) AED excursion 1 0 Emelope losstain 0 1 0 0 12 a) IMft§on 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains ODalparts@ 230 0 0 0 0 Appllanoesbther 10 0 Sut otal(lines61D13) 0 9 0 0 Less extemalload 0 0 0 0 Lesstrarder 0 0 0 0 Redistribution 558 468 0 0 14 Subolal 558 477 0 0 15 Dud loads 31°/ 52°/ 174 249 31% 52% 0 0 Total room bad 731 727 0 0 Air required (dm) 44 34 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A wrightsoft- Right-Stite®Uriversal201717.023 RSU16202 2017-Aug-28132225 Page 4 TerrptLol 106 Sebring C RHG ErstiteBed4 - W.np Calc a MA Fror1 DDor laces: W wrightt:.sofir Right-J® Worksheet Job: Lot 106 Sebring C RHG Ensuat... House Date: 07-02-2017 Byy. XF/RI One Stop Cooling and Heating Min: RHG 7225 Sardscove Cout, Winer Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web: wAw0r eSlopCooGrg com Ucerse: CA0032444 1 Room name WIC wol 2 Exposed wall 0 fl 4.0 4 3 Roan height 93 Q heatbool 93 B hwV000l 4 5 Room dimensions Roan area 1.0 x 26A ft 26A IF 6.0 x 4A 11 24.0 W Ty n U-value Or HTM Area Load Area (W) Load nu BWt14R 9 BUh" or perimeteter (ft) Bluh) or pedmeew (D) Bluh) Heat Cod Gross NIPS Heal Cool Grass NPS Heat Cool 6 y/ 12B-09w 0.097 n 2.31 229 0 0 0 0 0 0 0 0 I-- G 4135.2W 0.540 n 12.B5 13.78 0 0 0 0 0 0 0 0 4135. 21v 0S40 n 12.85 13.78 0_ 0 0 0 0 0 0 y/ 13A-40cs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 0 11 4A5.2om 0.550 13D9 1351 0 0 0 0 0 0 0 0 Gy/ f 12B- ftv 4A5. 2Dm 13A- 40ts 0. 097 0550 0. 143 n a e_ a 231 13. 09 3. 40 2, 89 2755 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 4A5. 20m 0550 a 13.09 2755 0 0 0 0 0 0 0 0 4A5. 2Dm 05W a 13.09 27.55 0 0 0 0 0 0 0 0 4A5. 20m 05W a 13.09 14.05 0 0 0 0 0 0 0 0 4A5. 2omd 05M a 13BD 20.88 0 0 0 0 0 0 0 0 yl 1-. G 12B- 0sw 0.097 s 231 2.89 0 0 0 0 0 0 0 0 4B5- 21m 0540 s 1285 13.78 0 0 0 0_ 0 0 0 0 1- C 13A- 40cs 0.143 s 3.40 3.00 0 0 0 0 37 33 113 99 4135. 21rn 0.540 s 12A5 13.78 0 0 0 0 4 4 51 55 C 465-21rn - 0540 s 12.85 13.78 0 0 0 0. 0 0 0 0 1213- 09w 0.097 w 2.89 0 0 0 0 0 0 0 0 4AS2om 0550 w 13A3.0 9 2755 00 0 0 0 0 0 0 4135.21m 4135- 21rn _ 0540 0S40 w w 12, 85 12. 85 29. 73 29. 73 0 0 0 0 0 0 0 0 _ 0 0 00 0 0 0 0 0 13A4o s 485. 21m 0. 143 0550 w w 3. 40 13. 09 3. 00 18. 68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L- D 11DO 12C-09N 11D0 0390 0, 091 03N w n 928 2. 17 928 1254 157 1254 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B- 30ad . 0.032 0.76 1.78 26 26 20 47 0 0 0 0 F 19A-0bsp 0295 2.64 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-qxn - _ 1,180 28A8 0.00 26 0 0 0 24 4 112 0 6 c) AED excursion 2 9 Envelope bss/gain 20 45 277 146 12 a) Irlliiltration 0 0 57 19 b) Room ventilation 0 0 0 0 13 Intemalgains: Occupants@ 230 0 0 0 0 Appliarloesbfw 0 0 Subtotal(lines6b13) 20 45 334 165 Less wasmal bad 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subbtal 20 45 334 165 15 Dud loads 31°/ 52°/ 6 23 31% 52°/ 104 86 ToW room bed 26 68 438 251 Air required (dm) 2 3 27 12 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. A -F f- wrtghtsoft- Righ-SUteOUriversal201717.023 RSU16202 2017 Atg 281 2225 Page 5 Tempu. ot 106 Sebrirg C RF IG ErsuteBed4 - W n,p Calc a Ml8 From Door faces W wrightsoft, Right-M Worksheet House One Stop Cooling and Heating 7225 Sardscove Cout, Wirier Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web wwwOreStopCoolirg oom Lioerse* CAC032444 Job: Lot 106 Sebring C RHG Erlsuit.. . Data: 07-02-2017 By. XF/RI Plan: RHG 1 Room name DINE FOY 2 Exposed wall 125 D 17A 4 3 Room height 93 I1 heatbool 93 f1 heaVcool 4 5 Roomdmensions Room area 1.0 x 1275 t1 1275 tF 1A x 162.0 f1 1620 If Ty Cor»on U•value Or HTM Area (tF) Load Area QF) Load number BbrllW-n I or perimeter (11) Bbrh) or perimeter (11) Bbih) Heat Cool Gross N/P/S Heat Cool Gross NIPS Heat Cool 6 IL-- 12B-09N 0.097 ri 231 2.89 0 0 0 0 0 0 0 0 4B5.2N OS40 n 1285 13.78 0 0 0 0 0 0 0 0GG4135-21v O-W n 12$5 13.78 0 0 0 0 0 0 0 0 11 L_C' 13A•4ocs 4A5.2om 0.143 0.550 n n 3.40 13.09 3.00 1351 116 30 86 0 294 393 258 405 56 0 56 0 190 0 167 0 y/ t--G 12B-Os6v 4A5.2om _ 13A-4ors 0.097 O.550 0.143 a e a 231 13A9 3.40 2,89 2755 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 4A5-2om 4A5.2Dm 0.550 O550 a a 13.09 13.09 2755 2755 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 4A5.2omd _ 12" w OS50 0.580 0.097 a a s 13.09 13.80 231 14.05 20.88 2,89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Vy 6 4B5.21m - 13A-4ocs O.540 0.143 s s 12S5 3.40 13.78 3.00 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 485.21m 4B5•Zhn 12B-09N 0.540 0.540 0.097 s s w 12.85 12.85 231 13.78 13.78 2.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2DAS2om 4135-21m 4135.21m O550 0.540 0.540 w w w 13.09 12.85 1285 2755 29.73 29.73 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 4135-21n 0.143 O550 w w 3.40 13.09 3.00 18.68 0 0 0 0 0 0 0 0 107 16 67 10 228 209 201 299 P L-D 11 DO 12C-09w 11DO 03W 0. 091 03W w n 928 Z17 928 12. 54 1. 57 12. 54 0 0 0 0 0 0 0 0 0 0 0 0 24 151 17 24 134 17 223 290 158 301 210 214 C F 168- 30ad 19A- Otiscp 0. 032 0295 0. 76 2. 64 1. 78 Z06 118 0 118 0 90 0 210 0 46 0 46 0 35 0 81 0 F F 19C- 19axD MA- Wn_ - - - 0. 049 1. 180 040 28. 08 032 0. 00 0 128 0 13 0 351 0 0 0 162 0 17 0 489 0 0 6 c) AED excursion 47 182 Ernelope loss0ain 1127 826 1822 1655 12 a) b161babon 180 60 252 85 b) Room ventilabon 0 0 0 0 13 Internal gains: Owiparls@ 230 0 0 0 0 Appliarwsbthar 0 0 Subtotal ( Imes 61D13) 1307 887 2074 1739 Lem wdemalload 0 0 0 0 Lewbransler Redistribulion 0 1085 0 910 0 2074 0 1739 10 Subow 2392 1797 0 0 15 Duo loads 31^/ 52'/0 7" 939 31% 52°/ 0 0 Total room bad 3136 2736 0 0 Air required (dm) 191 130 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. AA wrightsaft, 2017•Aug-28132225 FGg11-Sute®Uriversal 201717.023 RSU16202 Page 6 TemplLot 106 Sebnng C RHG ErsriteBed4 - W.nq Calc = KM Frorl Door laces W wrighttsoft° Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Court. W irter Park FL 32792 Phore (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneSlopCoolirg com License: CAOD32444 Job: Lot 106 Sebring C RHG EnstdL.. Date: 07-02-2017 BY. XF/RI Plan: RHG 1 Room name BRhe BTH3 2 Exp0.ed wall 27.0 0 55 A 3 Room height 9.0 0 heaVCool 9.0 0 heatkwd 4 5 Room dimensions Room area 145 x 12.5 0 1813 W 11.0 x 55 0 605 IF Ty Construction U-value Or HTM Area (ti) Load Area (1P) Load number BluhW-°9 Bkjh" or Perimeter M Bvh) or Perimeter (0) Buih) Heat Cod Gross NIP/3 Heat • Cool Cross NIPS Heat Cool 6 12B-09w 485.21v 4135.21v 0.097 0540 0540 ri n n 231 12.85 12.85 2.89 13.78 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 y/ L-C 13A-40cs 4A5-2Dm 0.143 0550 n n 3.40 13.09 3.00 1351 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 It G 12B•Osw 4A5-20m 13A4ocs 0.097 05W 0.143 a e- a 231 13.09 3.40 229 2755 3.00 131 15 0 116 0 0 267 196 0 333 413 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-20n 4A5.20m 0550 0550 a a 13A9 13.09 Z755 Z755 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 05-2om 4A5.2omd _ , _ 12B-09N 05W 0580 0.097 a a s 13.09 13.80 231 14.05 20.88 2.89 0 0 113 0 0 113 0 0 260 0 0 325 0 0 50 0 0 46 0 0 105 0 0 1311Q 485.2hn 13A-40s 0.540 0.143 s s 12215 3.40 13.78 3.00 0 0 0 0 0 0 0 0 4 0 4 0 51 0 55 0 G V I--C3 4B55-21m 485-21rn _- 12B-09w 0.540 0540 0.097 s s w 1285 12.85 231 13.78 13.78 2.89 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C y/ I G 4A5-2Dm 485-21m 485-21m 05W 0.540 0540 w w w 13.09 12.85 12.85 2755 29.73 29.73 0 0 0 0 0 0 0 0 0- 0 0 0 0 0 0-- 0 0 0 0 0 0 0 0 0G 13A-40s 4B5-21m 0.143 0550 w w 3.40 13.09 3.00 le. 68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P 1D 11DO 12C-09w 11 DD 0390 0A91 0390 w n, 928 2.17 928 12.54 1,57 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 lei 181 138 323 61 61 46 108 F ' 19A-0bsM 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19soa 0.049 0.40 032 0 0 0 0 28 28 11 9 F- 22A-Mm - __-- -- 1.180 28AB 0.00 0-- 0 0---- 0 0 0 0 0 6 c) AED excursion 10 17 Envelope Iossfon 861 1384 214 256 12 a) h5reation 376 126 76 26 b) Roan ventilation 0 0 0 0 13 Infernalgairts Occupants@ 230 1 230 0 0 Appliancestdw 0 0 Subtotal (lines 6ID13) 1236 1740 290 312 Less wdemal bad 0 0 0 0 Lesstrarsler 0 0 0 0 Redistribution 172 178 0 0 14 Subtotal 1408 1918 290 312 15 DO loads 319/ 52°/ 438 1002 31% 520/6 90 163 Total roan bad 1846 2921 380 475 Air required (dm) 112 in23 23 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017-Aug•28132225 Righl-Sute®Uriversal 201717 023 RSU16202 Page 7 Terrp'Lol 106 Sebrirg C RHG ErsUteBed4 - W.r p Calc . M16 Frorl Door faces: W wrightsoft* Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Coup, W irter Park. FL 32792 More: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirg.com Ucerse: CAOD32444 Job: Lot 106 Sebing C RHG Ensuit.. Date: 07-02-2017 BY. XF/RI Plan: RHG 1 Room name BRM3 BRM4 2 3 Evosed well Room height 29.0 D 9.0 8 heatbool 20A A 9A If healbod 4 5 Room dimensions Room area 1.0 x 18a3 8 1883 f 14.0 x 125 I1 175.0 W Ty Conmoon U-value Or HTM Area (1) Load Area (W) Load number BGutM* n or perimeter M B4uh) or perimeter (11) BUh) Heat Cod Gross WP5 Heat Cod Gross N/P/5 Heat Cod 6 IL---fC 128.ODN 0.097 n 231 2.89 9 9 21 26 54 54 125 156 485-2N O.540 n 12.85 13.78 0 0 0 0 0 0 0 0 4B5-21v --- 0540 n_ 1.2.85 13.78 0 0 0 0 0 0 0 11 y/ C 13A•4ocs 4A5.2Dm 0.143 05M n n 3.40 13.09 3.00 1351 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 y/ G 12B-09w 4A5.2Dm 13A4ocs 0.097 05% 0.143 a 9 a 231 13,09 3.40 2.89 2755 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 4A5-2om 4A5-2Dm O.550 OSW a a 13.09 13.09 27.55 27.55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5.2om 4A5-2omd 12B•05w 0550 05B0 0.097 a e s 13.09 13.80 231 14.05 2D.88 2.89 0 0_ 122 0 0 122 0 0- 280 0 0_ 351 0 0 0 0 0 0 0 0_ 0 0 0 0W I-G 4B5-21m 13A•4ocs 0540 0.143 s- s 12.85 3.40 13.78 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5.2hn 4B5.2[m 12B-Osxv 0540 0540 0.097 s s-- w 12.85 12.85 231 13.78 13.78 2.89 0 0 131 0 0 112 0 0 257 0 0 322 0 0 126 0 0 96 0 0 222 0 0 277V)/ 4A5.2Dm 45.21rn 46 -Orn 05W 0540 0540 w w w 13.09 12.95 12.85 2755 29.73 29.73 15 0 4 0 0 0 196 0 51 413 0 119 30 0 0 0 0 0 393 0 0 827 0 0 13A-4ocs 485-Om 0.143 0550 w w 3.40 13.09 3.00 18.68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 12C-05w 11D0 0390 0.091 0390 w n_ 928 2.17 928 1254 1.57 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L-D C F 16B-3(kad 19A-Mscp _ - _ 0.032 0295 0.76 2.64 1.78 2.06 188 0 188 0 143 0 335 0 175 0 175 0 133 0 312 0 F F 19C•19csN 22A'oam _-- _ - 0.049 7.180 0.40 28.08 032 0.00 188 0 188 76 59 175 175 71 55 6 c) AED excursion 118 236 Envelope lossn 1026 1744 943 1863 12 a) b-Aftration 403 136 278 94 b) Roan ventilation 0 0 0 0 13 MernalgWns: Occupant@ 230 1 230 1 230 Appliancesb# w 0 0 Subtotal ( lines 6ID 13) 1429 2109 1221 2186 Lem extemalload 0 0 0 0 14 Lesstrensfer Redistribution Subtotal 0 0 1429 0 0 2109 0 0 1221 0 0 2186 15 Dutlloads 31°/ 52°/ 445 1102 31° 52° 380 1142 Total room load Air required (dm) 1874 114 3211 152 1601 97 3329 158 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed. c wrightsOft' 2017-Aug-28132225 AA Right-Suite®Uriversal201717023RSU76202 Page 8 Terrplo1106 Sebring C RHG ErsrileBed4 - W.nrp Calc - KE Frort Door faces W wrightsoft- Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Cont. W irfer Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: vww¢OreStopCDolirg.com Licerse• CA0032444 Job: Lot 106 Sebring C RHG Enstdt.. Date: 07-02 2017 B y. XF/RI Pian: RHG 1 Room name STC2 4.OT 2 Exposed wall 0 fl 85 t 3 Room height 9.0 Q heattool 9.0 0 heaVcool 4 5 Room dmensorls Room area 1.0 x 56B g 56B W 85 x 35 If 29B IF Ty Cov&udon Area r1u BbrW-F) Bbr1 AI orperimew (D) gprh) orpenmeeW (Q) BbWh) Heat Cod Gross NIPS Heat Cod Gross WPIS Heat Cod 6 1q! f 12B- Ow - 4B5- 21v 4B5. 2tv 0. 097 O. 540 0. 540 n n n 231 12. 85 12. 85 2. 89 13. 78 13. 78 0 0 0_ 0 0 0 U 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 6 0 0 I-( 11 y/ 13A-400s 4A5. 20m 0. 143 OSW n n 3. 40 13. 09 3. 00 1351 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Gy/ L- 6 12B- Osw 4A5- 2Dm _ 134- 4ors 0. 097 0. 550 0. 143 a a a 231 13. 09 3. 40 2. 89 27. 55 3. 00 0 0 0 0 0 0 0 0 0 0 0 0 77 0- 0 77 0 0 177 0 0 221 0 0 4A5. 2orn 4A5. 2Dm 0550 0550 a a 13. 09 13. 09 27. 55 27. 55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5. 20m 4A5. 2omd 12B- Osw 05W 0580 0. 097 a a s 13. 09 13SO 231 14. 05 20. 88 2. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 v r-- G 4B5.21m 13A- 40cs 0540 0. 143 s s 12. 85 3. 40 13. 78 3. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5. 21m 4B5. 21m 12B- Os6v 0. 540 0. 540 0. 097 s s w 12. 85 12. 85 231 13. 78 13. 78 2B9 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 11ggJJI-- G 4A5.2Dm 4B5- 21m 4B5. 21m WSW 0540 0. 540 w w w 13. 09 1285 12. 85 Z755 29. 73 29. 73 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-GG 13A4ocs 4B5. 21m 0. 143 05W w w 3. 40 13. 09 3. 00 18. 68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P LO 11 DO 12C- 09N 11DO 03W 0. 091 0390 w n 928 2. 17 928 1254 157 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B•30ad 0.032 0.76 1.78 57 57 43 101 30 30 23 53 F 19A-Dbs - 0295 2.64 2.06 0_ 0 0 0- 0 0 0 0 F 19C-19csm O.o49 0.40 032 0 0 0 0 0 0 0 0 F- 22Atpm.- _ - 1.180 28A8 0.00 0 0 0---- 0 0 0 6 c) AED exanson 5 16 Envelope loss/gain 43 199 258 12 a) b1ftetration 0 0 118 40 b) Room ventilation 0 0 0 0 13 hterralgWns: Ooaaparl>s@ 230 0 0 0 0 Appliarloesbther 01 0 Subtotal ( lines 6 b 13) 43 96 317 298 LesseAsmal bad 0 0 0 0 Lesstransfer 0 0 0 0 Redisbibubon 43 96 317 298 14 Subtotal 0 0 0 0 15 Dud bads 31°/ 52°/ 0 0 31% 52-/ 0 0 Total room bad 0 0 0 0 Air required (dm) 0 0 1 0 0 Calculations approved byACCA to meet all requirements of Manual J" Ed. wrightsofC 2017 Aug 281 32225 Right- SuteOUriversal201717.023 RSU16202 Page 9 TerrplLot 106 Sebrirg C RHG ErsvteBed4 - W.np Cat - NUB Frort Wor faces- W wrighttsoft• Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardsoove Cou1, Wirter Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCDolirig com Lioerse CAC032444 Job: Lot 106 Sebring C RHG Ens;Ldt.. _ Date: 07-02-2017 RIPfan: RHG 1 Room name STR LOFT 2 Exr - - , wall 13.0 4 65 6 3 Room height 9.0 11 heatbool 9.0 If heatbod 4 5 Room dimerdoris Room area 55 x 75 fl 413 iR 1.0 x 1435 If 1435 fF Ty Corawon U-value Or HTM Area (tF) Load Area (W) Load number BWIVA g BbWhM or perimeter M Bbih) or perimeter M Bbih) Heat Cod Gross N PS Heat Cool Gross NIPS Heat Cod 6 12B-091N 0.097 n 231 2.89 68 68 156 195 59 51 117 146 485- 21v 0.540 n 12.85 13.78 0 0 0 0 4 0 49 53 4B5- 3v 0.540 n 12.85 13.78. 0 0 0 0 4 0 51 55 11 y/ 13A-4o s 4A5- 2om _ 0. 143 O5W n n 3. 40 13. 09 3. 00 1351 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L--C W 12B•0sw 4A5. 2om 13A- 4ors 0. 097 05W 0. 143 a a a 231 13. 09 3. 40 2. 89 Z7. 55 3. 00 50 0_ 0 50 0 0 114 0- 0 143 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 4A5- 2Dm 4A5. 2Dm 05W 0550 a a 13. 09 13. 09 Z7S5 Z7S5 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5. 2om 4A5. 2omd _ _ 12B- OsIv 0. 550 O5W 0. 097 a a s 13. 09 13. 80 231 14. 05 20. 88 2. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t-C 4B5.2kn 13A- 4ocs O. 540 0. 143 s s 12. 85 3. 40 13. 78 3. 00 0 0 0 0 0-_ 0 0_ 0 0 0 0 0 0 0 0 0 h- G 4B5-21m 485. 21m .. 128- 09w OS40 O. 540 0. 097 s 5 w 12. 85 12. 85 231 13. 78 13. 78 2. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yyylll4A5. 2Dm 4B5. 21m 4B5- 21M 05W 0. 540 0540 w w w 13. 09 1225 12. 85 Z755 29. 73 29. 73 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. 21m 0. 143 0550 w w 3. 40 13. 09 3. 00 18. 68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11D0 12C- Osw 11 D0 03M 0. 091 03M w n 928 2. 17 928 1254 157 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R L- D C F 16B- 30ad _ 19A- Mscp 0. 032 0295 0. 76 2. 64 1. 78 2. 06 41 0 41 0 31 0 73 0 144 0 144 0 109 0 256 0 F F 19C- 19rscD 22Atpm _ - - 0, 049 1. 180 0. 40 Z8A8 032 0. 00 0 0. 0 0 0 0 0 0- 39 0 39 0 16 0 12 0 6 0 AED excursion 24 51 Envelope losscgarn 302 387 343 471 12 a) btiftbw 181 61 90 30 b) Room ventilabon 0 0 0 0 13 Memalgains ODnipants@ 230 0 0 0 0 Appliancestttter 0 450 SubtDW ( limes 6 b 13) 482 448 433 952 Less eAemalloW 0 0 0 0 Lessirander Redistribution 0 165 0 162 0 24 0 54 14 Subtotal 647 610 457 1005 15 No loads 31% 52% 201 319 31"/ 52% 142 525 Total room bad Air required (dm) 848 52 928 44 600 36 1531 73 Calculations approved bvACCAto meet all requirements of Manual J Elth Ed. wrightSofC 225 Ngh- SuWOUriversal201717.023 RSU16202 2017-Aug-28 Page 10 Temp' Lot 106 Sebrirg C RHG ErsuleBed4 - W.r p Cale . MI6 From DDor laces: W g wrightsoW Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Court. Wirier Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOreStoDCoolirg com License: CAC032444 Job: Lot 106 Sebring C RHG EnsLdt.. Data: 07-02-2017 PlaRln: RHG 1 Room name KSRM BATH 3 2 Exposed wall 31.0 0 215 D 3 Room height 93 0 heaftol 9.0 0 lleaWood 4 5 Room dmensons Room area 1.0 x 278.1 0 278.1 lF 55 x 105 0 57S 1F Ty Area LOW nu MI (BWn Bbih" orperimeel ler (0) BWh) orPerimeetter M Bbih) Heat Cod Grass NIPS Heat Cod Gross N/PIS Heal Cool 6 C 128- 06w 4135. 21v 4135- 21v 0. 097 0. 540 O. 540 n n n 231 12B5 1225 2. 89 13. 78 13. 78 0 0 0 0 0 0 0 0 0 0 0 0 95 0 0 95 0 0 218 0 0 273 0 0 1. 1 1q/ L--- G 13A- 4ocs 4A5. 2om 0. 143 O550 n n 3. 40 13. 09 3. 00 1351 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 t- G 12B• Osw 4A5. 2om 13A- 4ocs 0. 097 05W 0. 143 a a a 231 13. 09 3. 40 2. 89 2755 3. 00 0 0 135 0 0- 105 0 0-- 358 0 0 315 50 0 0 50 0 0 114 0 0 143 0 0 4A5. 2om 4A5. 2om 05W 0550 a a 13. 09 13. 09 27. 55 2755 15 15 0 0 191 196 402 413 0 0 0 0 0 0 0 0 4A5. 2om 4A5. 2omd 12B- 0sw 05W 0580 0. 097 a a s 13. 09 13BO 231 14. 05 20. 88 2. 89 0 0- 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 Vj/ L- G 4135-21m 13A- 4ocs 0540 0. 143 s s 1285 3. 40 13. 78 3. 00 0 153 0 153 0- 522 0 460 0 0 0- 0 0 0 0 0 I-- f; 485-21m 4135. 21n. 12B- Osw 0. 540 0540 0. 097 s s w 12. 85 12. 85 231 13. 78 13. 78 2. 89 0 0 0 0 0 0 0 0 00 0 0 0 0 50 0 0 46 0 0 105 0 0 131 G 4A5. 2Dm 48S2hn 4B5- 21m 05W O. 540 0540 w w w_ 13A9 1285 1285 Z755 29. 73 29. 73 0 0 0_ 0 0 0 0 0 0 0 0 0_ 0 4 0 0 0 0_ 0 51 0 0 119 0 TE 13A- 4ocs 4135- 21n 0. 143 0550 w w 3. 40 13A9 3. 00 18. 68 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 P L- D 11 DO 12C- 05w 11 DO 0390 O. 091 0390 w n 928 2. 17 928 1254 157 1254 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0- 0 0 0 0 0 0 0 0 0 C- 1613-30ad 0.032 0.76 1.78 259 259 198 462 58 58 44 103 F 19A-U1etp_ 0295 2.64 2.06 0 0 0 0 8 8 22 17 F 19C•19ard 0.049 0.40 032 0 0 0 0 0 0 0 0 F 22A-Wn 1.180 28.08 0.00 278 31 871 0 0 0 0 0 6 c) AED exnnson 20 7 Emelopeloss! lgain 2336 2072 555 792 12 a) InbOrabon 446 150 299 101 b) Room ventiiabon 0 0 0 0 13 Internal gains: Croapants @ 230 2 460 0 0 Appliartoasb1w 0 0 Sublolal( lines6lo13) 2781 2682 854 893 Less edemalload 0 0 0 0 Lesstrarder 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2781 2682 854 893 15 Duct loads 1 31% 529/. 866 1401 31% 529/6 266 467 Total room load I 3647 4013 1119 1359 Air required (dm) 1 1 222 194 1 1 68 64 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. AA tF wrightsoCRight-SUIGOUriversal201717.023 RSU16202 2017-Au3.28 Page g11TemptLol 106 Sebrirg C RHG ErsciteBed4 . W.rtp Calc = M1B Fron Door laces: W wrightsoft• Duct System Summary House One Stop cooling and Heating 7225 Sardxove Coot, Wirter Park FL 32792 Ptpre: (407) 629. 6920 Fax: (407) 629 - 9307 Web- www0reSt0p00olir9.com Licerse: CAC032444 Project• • For: Parts Square Homes - Florida Series 3786 Night Heron Dr., SANFORD, FL Job: Lot 106 Sebring C RHG En... Date: 07-02-2017 By: XF/RI Plan: RHG Heating Cooling External static pressure 0.50 in H2O 0.50 in H2O Pressure losses 0.16 in H2O 0.16 in H2O Available static pressure 0.34 in H2O 0.34 in H2O Supply / return available pressure 0246 / 0.094 in H2O 0.246 / 0.094 in H2O Lowest friction rate 0.129 in/10011 0.129 in/100ft Actual airflow 1567 dim 1567 din Total effective length (TEL) 264 ft Name Design Btuh) Htg Cim) Clg diem) Design FR Diam in) H x W in) Duct Mal Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH3-A h 1119 68 64 0.166 5.0 Ox0 VIFx 33.5 115.0 st1 BRW C 2921 112 138 0.184 7.0 Ox 0 VIFx 29.0 105.0 st1 BFIKI C 3211 114 152 0.193 7.0 Ox 0 VIFx 27.5 100.0 SO BPMO c 3329 97 158 0.180 7.0 Ox 0 VIFx 27.1 110.0 SO BTH3 h 380 23 23 0.199 4.0 Ox 0 VIFx 23.8 100.0 SO DINE h 3136 191 130 0.139 8.0 Ox 0 VIFx 31.5 145.0 st3 GIRT c 3644 152 173 0.131 7.0 Ox 0 VIFx 37.9 150.0 st3 Krr h 2258 137 128 0.144 7.0 Ox 0 VIFx 31.5 140.0 st3 Krr•A h 2258 137 128 0.130 7.0 Ox 0 VIFx 40.1 150.0 s13 LNDY C 1076 24 51 0,157 4.0 Ox 0 VIFx 26.5 130.0 st2 LOFT C 1531 36 73 0.196 5.0 Ox 0 VIFx 20.3 105.0 st1 KSFIM h 3647 222 194 0.152 8.0 Ox 0 VIFx 31.5 130.0 st2 WTM h 1291 78 38 0.157 5.0 Ox 0 VIFx 22.0 135.0 sit Nrrol h 438 27 12 0.150 4.0 Ox 0 VIFx 28.8 135.0 st2 MWIC h 824 50 24 0.165 4.0 Ox 0 VIFx 24.0 125.0 st2 PWDFI-A h 731 44 34 0.129 4.0 Ox 0 VIFx 41.0 150.0 st3 sTFI-A h 848 52 44 0.182 4.0 Ox 0 VIFx 30A 105.0 SO WIC C 68 2 3 0.163 4.0 Ox 0 VIFx 20.9 130.0 st2 wri htsoft• 2017-Aug-281322279FGgh-Sute®Uriversal 201717.023 FtSU16202 Page 1AO:% ... Temptot 106 Sebrirg C RHG EraUteBe& • W.r p Calc = NUB Frort Door laces: W Trunk Htg Gg Design Veloc Diam H x W Duct Name Type Cfm) Cfm) FR ipm) in) in) Material Trunk SO Peak AVF 503 652 0.166 610 14.0 0 x 0 VinlFlx st3 Peak AVF 662 594 0.129 619 14.0 0 x 0 VinIFIX s12 st2 Peak AVF 1064 915 0.129 762 16.0 0 x 0 VinIFIX Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) Cfm) Cfm) ft) FR tpm) - in) in) Opening (in) Mal Trunk rsb9 Ox 0 97 158 72.8 0.129 452 8.0 Ox 0 VIFx rt1 rsb8 Ox 0 114 152 60.9 0.154 436 8.0 Ox 0 VIFx rti rsb6 Ox 0 164 182 58.4 0.161 523 8.0 Ox 0 VIFx r11 rb1 Ox 0 1192 1075 55.4 0.169 674 18.0 Ox 0 VIFx rt1 Name Trunk Type Htg Cfm) Gg Cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk rti PeakAVF 1567 1567 0.129 718 20.0 0 x 0 VinlFlx wri htsoft• 2017-Arq-28132ge 2gRiph1•Sute®Uriversa1201717.023 RSU16202 Pape 2 AC:CA ... 7emptol 106 Seb6rg C RHG ErsUleBed4 . W.rtp Cat - WUB Fror1 Door laces. W 9 Static Pressure and Friction Rate Job: Lot 106 Sebring C RHG ErL.. wri htsoft Date: 07-02 2017 House By. XF/RI One Stop Cooling and Heating Plan: RHG 7225 Sardsoove Coot Wirier Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629. 9307 Web: wwwOreStopCDofro.com Ucerse: CAC032444 Project• • For: Park Square Homes - Florida Series 3786 Night Heron Dr., SANFORD, FL AvailablePressure Heating Cooling in H2O) in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total• supply Return Measured length of run -out (18 (ft7 Measured length of trunk 24 15 Equivalent length of fittings 150 50 Total length 191 73 Total effective length 264 Friction Heating Cooling in/100ft) (in/100ft) Supply Ducts 0.129 OK 0.129 OK Return Ducts 0.129 OK 0.129 OK Fitting Equivalent LengthDetails supply 11 A=20, 4X--35,11 G=5,11 G=5,11 A=20,111=10,1 A=35,11 G=:5,11 G=5,11 G=5,11 Gam: Total EL=150 Return 6M=20,11 G=5,11 Gam, 5E1=10,11 G=5,11 Gam: TOtalEL=50 wri htsoft• 2017-Arg-281322279Right-Sute®Uriversa1201717.023 RSU16202 Page 1ACCA ... Temptot 106 Sebrirg C RHG Ersiteeed4 - W.rnv Calc = M18 Frog Door laces' W FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 106 Sebring C RHG EnsuiteBed4 - W Builder Name: One Stop Cooling and Heating Street: 3786 Night Heron Dr. Permit Office: Seminole City, State, Zip: SANFORD , FL , Permit Number: Owner: Park Square Homes - Florida Series Jurisdiction: 691000 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors . 8/28/2017 4:58 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 Level 1 GRT 16 x 16 1 16 x 16 MBRM r _ _ _ _ _ — — — — _ _ , I KRN-F ROOF W11Fi TAID. Ux8 " PERi BLDIRMANr,' Fcim IOOIIiF 4v.FE7IIaDFNuIiEIIII1A- Low aa FAftM 173 II , ..10iA0 I i t t 222 dm Ielm j 10x8 \ I areFrr AFdhi KWIC, ;Fb elm I ti u" 8 A4 " p 80 7 - F_50=fm Sup see I 16 - M1MC I FBB2 FBB1 STC1) MT01 1 4 J' a J ) DINEPWDR y I I I 1000 I I I 191 elm jr' 8x4 _ -- 44 cim NDY 44 Ir/ 1 1 rFI METH 51ctm l EF1 -V__ _ TR 8x4 1 DOOROVI. 4_J GFI— I I I r-----=---- 1-_____-`-_- I 1 I 1 I I I I I I I I GARAGE EF1 - 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFU = 50 CFM Fan EFL2 - 80 CFM Fan EFL3 - 110 CFM Fan VTR = Vent to Foot VTW = Vent to Wall DV = Dryer Vent RV - Range Vent Lineset Chase Condensate OT = Thermostat 18/8 SRB = Small Reduction Box US = Large Reduction Box FBB = Reld Built Box 8x4 27 cfm EF1 • VTW Job #: Lot 106 Sebring C RHG EnsuiteBe... Scale: 1: 98 Perfonned by XF/RI for: One Stop Cooling and Heating Page Park Square Homes - Florida Series 7225 Sandscove Court RiOSOWS Universal 2017 3786 Night Heron Dr. Winter Park, FL 32792 . .. 17.023 RSU16202 SANFORD, FL Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 .-etxing C1RHpGEnsuiteBeda - Wrup www.OneStopC4dirig.com Job M Lot 106 Sebring C RHG EnsuiteBe... Performed by XF/RI for: Park Square Homes - Florida Series 3786 Night Heron Dr. SANFORD,FL, Level 2 12" BYPASS One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com ale:1 : 98 Page 2 Right-SuitsO Universa12D17 17A23 RSU16202 2017-Aug-28132401 ebring C RHG FssuileBed4 - Wrup KR 8 7 cfm II P p GRT 16x16 ooR ounEr rB.o. PER BLDRICUENT j (OPn PRE4MRE CLO. PAMUM 171 cm 10x$ / 17 cfm] I 1 IkLo ,0: 110 FBB 2 DINE 10x10 l l 191 cfm FOY I EF1-VTR I j I+ G d i N I 4" Level 1 16 x 16 RM OPn 4 RECESS UGHIS I 4" I I I DAA If 11 P i I ( OPLn PRE wiRE CG. PANUM I I 10x 10 1222 cfm Ic=m/ w U 05F!'101 N I BMS ' CfM yT1 78 c11m [ 1x6 Var PWDR 4 MWIC 1- 51 cfm 8z4 c I / OODOOR r - — — — — — — — — Q . I I I I I I I I I I I I I I I I I i GARAGE I I I I I I Job M Lot 106 Sebring C RHG EnsuiteBe... Performed by XF/RI for: Park Square Homes - Florida Series 3786 Night Heron Dr. SANFORD, FL One Stop Cooling and Heating 7225 Sandscove Cou inter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (40 629 - 9307 www OneStopCooling.com 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 OT = Thermostat 18/8 SRB =Small Reduction Box LRB =Large Reduction Box FBB =Feld Built Box 8x4 27 cfm I EF1 • VTW I I t J DV - VTW I W Scale:l : 98 Page 1 Right-Suibe®Universal 2017 17.023 RSU16202 2017-Aug-28132400 ebring C RHG EnsuiteBed4 - Wrup L i i——— — — — — —— i i i Job M Lot 106 Sebring C RHG EnsuiteBe... Performed by XF/RI for: Park Square Homes - Florida Series 3786 Night Heron Dr. SANFORD, FL Level 2 12" BYPASS 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 O= Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale:1 : 98 Page 2 Right -Suite® Universal 2017 17.023 RSU 16202 2017-Aug-28132401 ebring C RHG Ensuitel3e& - Wrup RECORD COPY P(HD s?(4A-a e14AE-f yes Oldar, Pir`s'rn.v G— 17-2704 0,0 zZrt w v 7 W RECORD COPY DESCRIPTION AS FURNISHED: Lot 106, WYNDHAM PRESERVE, as recorded in Plot 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 LOT 707 TRACT A (STORMWATER TRACT) S 00D1657" E 6ti 60. 00' ryTo 24.80' 24.80' LOT 106 31.80' 26.0' EXT. COVERED LANAI 10.00' 40.0' 10.00' Z15 a w o O PROPOSED RESIDENCE Lfj 2410-SEBRING-C •~- 1ry602CARGARAGERIGHToppDQ ut 3.0'x4.0' AC 6.00' 10.00' 11.3' COV'D. ENTRY 70.00' N 10.0' a 18.7' 10.00' WALK DRIVE 30.87' 25.20' 25.20' 10' UTIL. ESMT. I 18, tih6 90.00, P.C. 1------------------ 5' CONC WALK BP 1'7- 2w4 ZONIN 0A ATECURB SETBACKS AS FURNISHED S 00016'57" E FRONT •• 25'(•) 60.00' 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' PROPOSED = FINSHED SPOT GRADE ELEVATIONS PFR DRAINAGE PLANS PROPOSED DRAINAGE FLOW\lQy4, LOT GRADING TYPE B PROPOSED F.F. PER PLANS - 27.8' QUO W NIGHT HERON DRIVE PRIVATE ROAD) (50' R/W) LOT 104 LOT 105 Ok to construct single family home with setbacks and impervious area shown on plan. 46- 40,o im f 2410 &66 n9 C ) CIR• PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY FLATWORK ON/OFF LOT - TOTAL t SQUARE FEET DRIVE 6431 126- 769 t SQUARE FEET WALKS 491 300- 349 t SQUARE FEET SOD 3,7641234 a 3,998 t SQUARE FEET NCTE: FRONT SIDENALY AND STREET LOCATION TAKEN FROM 1 SQUARE FEET FLATWORK FOUNDATION/PAD 2,166 t SQUARE FEET REAR PATIO 182 t SQUARE FEET FRONT PORCH DECK 83 t SQUARE FELT POOL DECK N/A t SQUARE FEET WS PROVIDED DY CLIENT • NOT FIELD VERIFIED - I CRUSEWNEYE'.R—SCOTT C7G ASSOC, .INC. — LANlD SURVLI.YO.RSH I P PLAT r rlCLD ID IRON PIPE IP. CA IRON ROD CONCRETE MDNMCNT CT I.R. 1Pl' IR ./110 4596 NEC COPPAR. POINT LCGIIWIMG P.O.C. POINT OF CONMXNCCMCNT T. C[NTCRL INC R&D MAIL L DISK R/V RIGHT-Or-VAY CSMI. CASEMENT DRAIN. DR IMAGE UT IL UTILITY CLFC. CHAIN LINK UNCC VDFC. V011D rCHCc C/D CONCRETE TILDEK P.0 POINT or CURVATURE P.T. POINT Or TANGENCY UCSC, RCSCRIP110H plus1.R D ARC LCNGTM DELTA C.N CMDRD REARING PDL POINT ON LIMC TYP. TYPICAL P.R.C. PtlINT Or R[VERSC CURVATMC V.C.C. VOINT Or CowouND CURVATURE RAP RADIAL NR NON-PAll V.P. VITNESS POINT CALL CALCULATED RJA PERMANENT REFERENCE MONUMENT rf. rINISHCD rLODR CLLVAl10N BSL BUILDING SCTDACK LIME DJL BENCWWIK B.B. BASC BEARING 9 NORTH THIS BUILDING\PROPERTY DOES NOT UE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER FIRM' ZONE X. MAP / 1211700090 F (09-28-07) 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3237. FAX (407)-658-1436 NOTES: 1. THE UNDCRSIONED DOES HEREBY CCRTIrY THIF RIMS SURVEY MEETS THE STANDARDS OF PRACTICE SET FT7RTH BY THE FLORIDA BOARD Or PROFESSIONAL SURVEYORS AND MAPPERS IN CIMPICR SJ-17 FLORIDA ADMW67RATIVE CODE PURSUANT TO SECTION 472.027. FLORIDA STAIVES 2. UNLESS EMBOSSED WON SURVEYOR'S SIGNATURE AND ORIGINAL RJSCD SEAL THIS SURVEY MAP OR COPIES ARE NOT VALID. J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION rURNISHCO TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS OR EASEMENTS TWr AFFECT TTO$ PROPERTY. 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. O. INS SUNVEI'IS PREPARED FOR THE SOLE BENEFO OF THOSC GEMMED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER E14MY Q DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BC USED TO RECONSTRUCT BOUNDARY LINES. 7. GCARIXGS. APE BASED ASSkWCO DATUM AND ON INC UNC SHOWN AS BASE BEARING (B.B.) a. tuwnoNS. IF SHOWN. ARE E' o ON NATIONAL CC000TIC VERTICAL DATUM Or 1929. UNLESS OTHERWISE NOTED. 9. OOTT:. Orr OF AUTHORIZATION NR. 4596. SCALE I- I' - 20' -4 1 DRAWN BY: •'• I CERTIFIED BY.• TJnIe __ ORDER No_ PLOT PLAN 07-24-1017 2920-17 REVISED PLOT PLAN 08-09-2017 3221-17 EVISED PLOT PLAN 08-21-2017 3500-17 EMBED PLOT PLAN (DRIVE ONLY) 09-22-17 i!SCOTT SENME RR.L.S. 1 4714 LS 1 4801 Filename: P SQ HOMES-SEBRING- RECORD COPY Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2481 2 1 Lighting Summary Standard 6,130 6,130 Optional 11,943 61*130 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 Dryers-------------------------------------------------#-1-'-_-2-7-0_4__. Dryer No. No? Nameplate Line Neutral 1 1 5000 2 0 SANFORD 0 o"- AR- 4111DryerSummaryStandard5,000 3,500 Optional 5,000 3,500 I4eating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1' M 1 1 27.0 240 6,480 0 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 1 1 1 1 240 6500 1 6,500 0 Beat/Cool Summary Standard 14,660 0 Optional 14,660 0 4Fixed Appliances: Actual Number = 4 Name M? Ph No Amps Volts VA HP Line Neutral MICRO 1 1 120 1200 1,200 1,200- DW M 1 1 120 1200 1,200 1,200 DISP M 1 1 120 960 960 960 W/H 1 1 18.5 240 4,440 0 Fixed Appliance Summary Standard 5,850 2,520 Optional 7,800 2,520 Other Appliances: Actual Number = 0 Name M? Ph No Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 7--------------------------------------------------------- 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 27 240 Heat/Cool Phase Amps Volts 1 27 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,620 0 SUMMARY Standard Line Neutral Total Total 39,660 16,630 Maximum Amperage = 165 69 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 33,757 16,630 Maximum Amperage = 141 69 Service Voltage = 240 Service Phase = 1 D COPY C w I Z w w J O o w C I- Z O Z _ J w o j fn rn j Q w (9 Z_ O vj w j w co O V w j O Q N Z Z O J U V=1 J aQ U) n J Job O J LL Q c v 17-2704. INr; o 0 ovo SPN z OEPAR 0 iD 5'- 8" _ , , 29- 8" L, 15'- 19' 7'- 9' 5'- 10" APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 12TOP= 2x4 6.0/ i I 12 I aq 12" 1 J L 9 - HUS26 1-PLY HGR MID -FLORIDA LUMBER ACQUISITIONS 12" BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES I FLOOR TRUSSES TOP CHORD LIVE. 200 ITOP CHORD Lilk 400 TOP CHORD DEAD 100 ITOP CHORD DEAD 100 j -• THIS TRUSS SYSTEM HRS BEEN RESIGNED WITH LM GENERRTEO BY 140 MPH WINOS USING 42 PSF TOP CHUB OERD LORD FM 30 PSF BOTTOM CKIRD IFRO LORD 8 MILES FROM HRRICHNE OCERNLINE CRT. 11 Eli. B UTSSCE 7-101 BAR 2410 - C Park Square Homes Lm RwSs 3 BATH OPT TRAY CLG OPT SECOND FLOOR LANAI - 2 OPT Sebring II - C 7-24-17 PS2410C-L2T36 mu n BIGN/A 531-17 Bmax saw 0 i N v A 20 314" 23 3/4" 24" 15 3/4" 15 114" 24" 24' 26'- 0" 14'- 0" I I 011 11 11 1 11 1011 C 11 U U V V ZCJ3C CJ5 C4 1[111'v CJ5 C3 r. C26112 AUSTIIC1JI A7T 2-P Y BRG. POST REQ. I I A6T 12 "STEP CLG. I A5T W12 I A4T I J 3 19'- 4" 3'- 2"-, BRG. POST REO. D1 2-PLY FT3 2-PLY 191- 10" a v v PV w v v v a v a v v v v v D3 2-PLY I 1 1011 FTS 2-PLY LL LL 02 2-PLY I HH S46 17'- 0 1/2" n n l' D4 2-PLY II IIy C' I o F1 n 5 Fj6 2 LW FT7 2-PLY D5A 2-PLY U U II I D5 I 9 LL D5 I O aLL C) ao D5 1- 4- I m °° io o LL D5B 3-PLY 2nd FLR WALL I HGUS28.3 or D7 I 3'- 0" Lu 5- 8 06 I I STAIR HDR. ~7. E2 LL LL LL BY BLDR. V E2 I m toa Y LL LL LL LL LL d E2 E31 F11 U N I~ il' 1 N N N N N N N N N N tE3 . j FT4 2-PLY 6 Ld, E3d Ia d Is LIU= d t. d s to Ia d 1a d isHH d. db.d t> t. 4H1 Y FT1 3PLG2E4 2nd FLR Wall 4CJ3 4112 G1 G1 0 0. BRG. HGT. 4 J1 > Sy ° yr v, 6/12 1/2" HEEL a G3 GARAGE 10._ 0" 18•_ 8" 1 0 i. APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 42 12x4 Cont. Band = TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 12 TOP= 2x46.0 PPP' 4 3. 0. 0 01111110 12 12" TRUSS END DETAIL J L 14 - HUS26 1 - PLY HGR J 1-,-, 22 - HHUS46 FLR HGR O 1 - HGUS28-3 3-PLY HGR U U 7 - HGUS26-2 2-PLY HGR MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES I FLOOR TRUSSES 10P CHORD LIVE. 200 1 TOP CHORD LIVE 400 TOP CHORD DERD. 100 1TOP DiORD DERD 100 BOTTOM CHORD DERD 100 I80TTOM CHORD DERD 50 TOTFI LORD ( PSF) 400 1 TOTAL LORD (PSFI 550 STRESS INCREASE: 125 ISTRESS INCREASE: 10 THIS TRUSS SYSTEM FRS BEEN OESIKD WITH LORDS ODfRRTED BY 140 WH WINDS USING 42 PSF TOP DURD OERO LORD RNO 30 PSF BOTTOM D010 DERD LORD 6 MILES FROM HMUK OCERNLINE. CRT 11. EW. 8 RSM 7-I0) 2410 - C PPark§ Square Homes Lm rk 3 BATH OPT TRAY CLG OPT I FIRST FLOOR LANAI - 2 OPT PS2410C-L2T36 Sebring II - C ITS 7. 24-17 M I 6 2- 17 1,,,,, Bmax 10wA RECORD COPY No. Seal# ITruss Name I Date No. I Seal# ITruss Name Date 1 T11689483 14C.11 7/26/17 112 1 T11689494 I A7T 7/26/17 12 IT11689484 14CJ3 17/26/17 113 1T11689495 I B1 7/26/17 13 1T11689485 141-11 7/26/17 114 1 T11689496 1 B2 17/26/17 1 4 IT11689486 14,15 7/26/17 115 1 T11689497 1 B3 7/26/17 5 IT11689487 14KJ5 7/26/17 16I T11689498 1 133A 7/26/17 6 IT11689488 1A1 7/26/17 1 T11689499 1 B4 7/26/17 17 IT116894891A2 17/26/17 118 1 T1 1689500 1 B4A 17/26/17 1 18 1 T11689490 1 A3 17/26/17 119 1 T11689501 1 B5 17/26/17 1 19 1T11689491 1A4T 17/26/17 120 1 T1 1689502 1 B5A 17/26/17 1 110 IT116894921A5T 17/26/17 121 1T116895031C1 17/26/17 1 111 1T116894931A6T 17/26/17 122 1 T1 1689504 1 C2 17/26/17 1 Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: PS2410C-L2T3B - Park Sq/Sebring II-2410-C 36TH MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PARK SQUARE HMS Project Name: PS2410C-L2T3B Model: SEg"6 IIL%8-4U5 Lot/Block: 106 Subdivision: WYNDHAM PRESERVE Address: 3786 NIGHT HERON DR. City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 77 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. -" 1 7 _ 7 7 0 4 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSlrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek Any protect specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. July 26,2017 Albani, Thomas 1 of 2 RE: PS2410C-L2T3B - Park Sq/Sebring II-2410-C 36TH Site Information: Customer Info: PARK SQUARE HMS Project Name: PS2410C-L2T3B Model: SEBRING II - 2410 - C Lot/Block: 106 Subdivision: WYNDHAM PRESERVE Address: 3786 NIGHT HERON DR. City: SANFORD State: FLORIDA INo. Seal# Truss Name I Date I No. I Seal# Truss Name I Date 23 T11689505 C3 7/26/17 166 IT11689548 J7 7/26/17 24 T11689506 C4 7/26/17 167 1 T11689549 RA 17/26/17 25 IT11689507 CJ1 7/26/17 168 IT11689550 I RT 7/26/17 26 IT11689508 CJ3 7/26/17 169 1 T11689551 1 KJ5 7/26/17 27 IT11689509 CJ3T 7/26/17 170 IT11689552 I KJ7 7/26/17 128 IT11689510 I CJ5 17/26/17 171 I T11689553 I KJ7T 17/26/17 I 129 IT11689511 I CJST 17/26/17 172 IT11689554 I MG1 17/26/17 I I30 I T11689512 I D 1 17/26/17 173 I T11689555 I N 1 17/26/17 I 131 IT11689513 I D2 17/26/17 174 I T11689556 I N2 17/26/17 I 132 IT11689514 I D3 17/26/17 175 I T11689557 I V1 17/26/17 I 133 IT11689515 ID4 7/26117 176 IT11689558 JV2 17/26/17 I 134 IT11689516 I D5 17/26/17 177 I T11689559 I V3 17/26/17 J 135 IT11689517 I D5A 17/26/17 I I I I I I I I I I I I I I I I I I 136 IT11689518 I D56 17/26117 137 IT11689519 I D6 I7/26/17 138 IT11689520 I D7 I7/26/17 39 IT11689521 I E2 7/26/17 40 IT11689522 I E3 7/26/17 41 IT11689523 I E4 7/26/17 42 IT11689524 IF1 7/26/17 143 IT11689525 I F2 17/26117 144 IT11689526 I F3 7/26/17 145 IT11689527 I F4 I7/26/17 146 IT11689528 I F4A 7/26/17 47 IT11689529 F413 1 48 IT11689530 F5 7/26/17 49 IT11689531 F6 7/26/17 I50 IT11689532 I F7 I7/26/17 I51 IT11689533 I F10 7/26/17 52 IT11689534 IF11 7/26/17 53 IT11689535 I FT1 7/26/17 54 T11689536 1 FT2 7/26/17 I55 IT11689537 I FT3 I7/26/17 I56 IT11689538 I FT4 I7/26/17 57 IT11689539 I FT5 7/26/17 58 IT11689540 I FT6 7/26/17 59 IT11689541 I FT7 7/26/17 I60 IT11689542 I G1 I7126/17 161 IT11689543 I G2 17/26/17 162 IT11689544 I G3 17/26/17 163 IT11689545 I H1 17/26/17 164 IT11689546 I H2 17/26/17 165 IT11689547 I J5 17/26/17 2 of 2 Job Truss Truss Type Oy Ply Park SgGebnng 11.2410-C 39TH T716694tt3 PS241OC-UT38 4W1 JACK 2 1 Mid-Flonda Lumber, Barlow, FL. 7.640 a Apr 19 2016 Mirek Industnes, Inc. Wed Jul 2S 11.17.39 2017 Page 1 ID,rFfrlwM3Wq?GdreOMh4ZDxyq_6K-0jb JhCpHmesulyvxUA6PWAAuJg8E1MBXM51i?yuDlg 1.0-0 1.0-0 1-0-0 1-0.0 LOADING (psf) SPACING- 2-" 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 Ina YES WB 0.00 BCDL 10.0 Code FBC2014frP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ile/size) 3=10/Mechanical, 2-124/0-7-8, 4=4/Mechanical Max Hoyt 2=23(LC 12) Max Uplift3=1(LC 9), 2-52(LC 12) Max Grev 3=11(LC 3). 2=124(LC 1). 4=10(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale - 1.6 2 20 = DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 5 >999 240 MT20 244/190 Vert(TL) -0.00 5 >999 180 Hoa(TL) -0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 140-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing NOTES- 1) Wind. ASCE 7-10: Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B: Encl., GCpi=O 18; MWFRS (directional) and C-C Exterlor(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) • This truss has been designed for a live load of 20.0psf 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 1 Ile uplift at joint 3 and 52 Ib uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters find READ NOTES ON TNIS AND INCLUDED MTEK REFERENCE PAGE sU M3 rev. IM3,7016 BEFORE USE. Design valid for use Dory with Mi <ek® connectorfi This design is based only upon parameters shown, and is for an individual budding componerd, not a cuss system Before use. the budding designer must verty the applicability of design parameters and property nncorporale this design into the overall DuWing design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Additional temporary and pannanard bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the IN IaDncatnon, storage, delivery, erection and bracing of trusses and truss systems, sea ANSVrP11 Quality Criteria, DS049 and SCSI Building Component 6904 Parke East Blvd. Safety IMomaUon available from Truss plate Institute, 218 N. Lee Street. Suite 312. Alexandra. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oy Ply Park SWISebnng 11-2410-C 38TM T11869494 PS2410C-L2T3B 4CJ3 JACK 2 1 31) Mid-Florkls Lumber, Banow, FL 7.640 9 Apr 19 2016 MTek Intlu3lnee. Inc Wed Jul 26 11 17.39 2017 Page 1 ID rFfnwM3M?GdreOMh4ZDxyq_6K-bjb JhCpHmesulylxUASPWA9kJgME1MBXM51i?yuDlg 3.40 i 1 0 0 3.0.0 Scats - 110 20 = 3.0-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -001 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(rL) 0.00 2 n/a n/a BCDL 100 Code FBC2014/TPI2007 Matrix-M) Weight: 11111 FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 SOT CHORD Rigid ceiling direly applied or 10-0.0 oc bracing REACTIONS. ( Ib/sae) 3=64/Mechanical, 2=199/0.7-8, 4=32/Mechanical Max Horz 2=41(LC 12) Max Uplift 3-21 (LC 12), 2=55(LC 12) Max Grav 3=64(LC 1). 2=199(LC 1), 4=45(LC 3) FORCES. ( lb) - Max. Comp./Max Ten. - All forces 250 (Ile) or less except when shown NOTES- 1) Wind ASCE 7-10, VuB=140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft, eave=4ft; Cat. II, Exp B; Encl., GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-" to 2-00, Interior(1) 2-0-0 to 2.11-4 zone;C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsl 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 21 lb uplift at joint 3 and 55 Ile uplift at joint 2. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE MR-7473 rev. IM/2015 BEFORE USE. Design valid for use only with Mr7ek0D connectors Tuts design is based only upon parameters shown, and o for an sWividual building component. not s truss system Before use, the building designer must venry the applicability of design parameters and property incorporate this design into the overall bu4dng design Bracing indicated is to prevent bucking of individual truss web and/or lord members only. Additional temporary and permanent bracing Is akvays required for stabraly, and to prevent collapse with possible personal m)ury and property damage. For general guidance regarding the Is fabrication, storage, delivery. erection and bracing of uvales ant truss systems, see ANSVTPII quality CMer4. DS849 and BCSI Building Component 6904 Parke East Bald. Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312, Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Swubnng 11.2410-C 38TH TI IBe9.esIPS2410C42T3B4HtMONOHIP11 Mid-Flontle Lumber, Bartow. FL 7 640 a Apr 19 2015 MIT" mouOnas. one wed Jul 2511:17 V 0 Z1117 Page 1 ID rFfrlwM3Wg7GdreOMh4ZDxyq_6K-4v9MW1DR23mjWSXSVBhLxbCAluIz3JKmoglFRyuDM 1 D o 5.40 10.7.8 1. 00 5.0.0 5.7.8 Scale = 1:19.9 4x9 = 3x4 3x4 = 40 LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 0.60 TCDL 100 Lumber DOL 1.25 BC 0.50 BCLL 0.0 ' Rep Stress Ina NO WB 0.59 BCDL 10.0 Code FBC2014rrP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 5-616/0.7-8, 2=635/0.7-8 Max Horz 2=61(LC 8) Max Uplifts-121(LC 8), 2=140(LC 8) FORCES. ( lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1157/212 BOT CHORD 2-6=216/1061, 6.13=211/1078, 13.14-211/1078, 5.14=211/1078 WEBS 3-6=0/337, 3-5=10161197 DEFL. in (loci) Well Ud PLATES GRIP Verl( LL) -0 04 5-6 >999 240 MT20 244/190 Vert( TL) -0.11 5-6 >999 180 Horz( rL) 0.02 5 n/a n/a Weight: 46 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 54-3 oc purlins, except end verticals BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf: BCDL=3.Opsf, h=1511t: B=45ft: L=24ft, eave=oft: Cat. 11; Exp B; Encl , GCpi=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 1d between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 5 and 140 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 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 169111, down and 168 lb up at 5-0-0, and 50 lb down and 67 lb up at 7-0-12, and 50111, down and 67 lb up at 9-0-12 on top chord, and 87 Ili down at 5-0-0, and 36 lb down at 7- 0-12, and 36 lb down at 9-0-12 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 (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 3-4=-W, 5.7=20 Concentrated Loads (lb) Vert. 3=122(F) 6=74(F) 11=50(F) 12=50(F) 13=28(F) 14=28(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verity design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE 0110.7477 rev. 10003,7015 BEFORE USE. Design valid for use only with MITekV connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the bustling designer must very the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent bucklelp of individual truss web and/or chord members only Additional temporary and permanent bracing rs akvsys r"ulred 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, we ANSVrPH Quality Criteria. DSB-49 and BCSI Building Component 6904 Puke East Bled. Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 31Z Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type oty Ply Park SplSebring 11,2410-C 38TH 1 T71688486IPS24l0C-L2T3B AtJ5 JACK 3 t Job Reference (ootmonall Lumber, Barlow, FL 7 640 s Apr 19 2016 MRek Industries, Inc Wed Jul 26 11:17.40 2017 Pepe 1 ID,rFfrwvM3Wq?GdreOMh4ZDxyq_6K-4v9MW1 DR23mIWSXSVBhLxylyizlzCbKmOglFRyuDff 1 0-0 5-0-0 1ao 5-0-0 Scale - 1 12 9 2x4 = 540 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.02 4-7 >999 240 MT20 244/19D TCDL 10.0 Lumber DOL 1.25 SC 0.17 Vert(TL) -0.04 4-7 >999 180 BCLL 00 ' Rep Stress Ina YES WB 0.00 Horz(TL) 000 2 n/a n/a BCDL 10.0 Code F8C2014rrPI20D7 Matnx-M) Weight: 17 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SIP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 3=110/Mechanical, 2=296/0.7-8, 4=48/Mechanical Max Horz 2=60(LC 12) Max Upli t3=-38(LC 12). 2=68(LC 12) Max Grav 3=110(LC 1). 2=296(LC 1), 4=76(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vu8=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; SCDL-3 Opst; h=15ft; B=45ft; L=24ft; eave=oft; Cat 11; Exp B, Encl. GCpi=0.18: MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces d MWFRS for reactions shown, Lumber DOL-1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will f4 between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 Ile uplift at joint 3 and 68 Ile uplift at joint 2. 6) "Semi -rigid p4chbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - V.Wy design Is...1. and READ NOTES ON Ties AND INCLUDED MITEK REFERENCE PAGE MIF7g3 rev. 10103/2015 BEFORE USE. Design valid for use only with MRek® 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 budding design. Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is always requued 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, we ANSVrP11 Oualhy Criteria, DSO-89 and SCSI Building Component 6904 Pane East Blvd. safety Information available from Truss Plate Institute, 218 N. Lee Street, Suds 31Z Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oy Ply Park SySebnng 11-24106C 38TH n 11te94e7IPS24104-12T38 4NJ5 JACK 1 1 Mid -Florida Lumber, Barlow, FL 7 640 s Apr 19 2016 Mnek Industries. Inc. Wed Jul 26 11.17.41 2017 Page 1 ID rFhIwM3Wq'>GifrcOMh4ZDxyrL6K-YSjNNE3pNua7W13uCaUxGNK7FMdrT?gasntyuDbs i •1•S-0 I 3.11-0 i 7.42 1-11 3.11-0 3-1.2 Stele: 3/4'=T 10 30 = 2.83 12 W 7.62 one i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 125 TC 0,58 TCDL 10.0 Lumber DOL 1.25 BC 0.41 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=157/Mechanical, 2=424/0-10-10, 4=74/Mechanical Max Hoyt 2=60(LC 8) Max Uplift3=50(LC 8), 2-104(LC 8) Max Grav 3=157(LC 1). 2=424(LC 1), 4=107(LC 3) FORCES. (lb) - Max Comp /Max. Ten - All forces 250 (lb) or less except when shown. DEFL. in (loc) VdeB Ud PLATES GRIP Vert(LL) -0.06 4-7 >999 240 MT20 244/190 Vert(TL) -0.18 4-7 >476 180 Horz(TL) 0.01 2 n/a Na Weight: 23 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-14 oc purlins. SOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind. ASCE 7-10, VuM=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=4R; 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 50 lb uplift at joint 3 and 104 Ib 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) 4 lb down and 10 Ill up at 1-6-1. 4 lb down and 10 lb up at 1-6-1. and 4 Ill down and 38 lb up at 4-4-0, and 4 lb down and 38 lb up at 4.4-0 on top chord, and 2 lb up at 1-6-1, 2 lb up at 1-6.1, and 7 lb down at 44-0, and 7 lb down at 4-4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert. 1-3-60. 4-5=20 Concentrated Loads (lb) Vert: 10=1(F=1, B=1) 11=15(F=7, B=7) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Vorfly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M P7473 rev. 100=015 BEFORE USE. Design valid for use" with MrtekOli con be is This design is based only upon parameters shown, and is for on indr dual 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 i di"dual truss web and/or chord members only Additional temporary and permanent bracing ns always repuved for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the kv fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSBa9 and BCSI Building Component 6904 Parke East Blvd. SNety Information available from Tens Plate Institute, 218 N. Lee Street, Suite 312. Alexandra, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Perk SySebnng 11-2410-C 30TH T116MSB PS2410C-L2T38 Al MIP 1 1 Mxr-Fonda Lumber, Bartow, FL. 7 640 s Apr t9 2016 MTek Industries, Inc Wed Jul 26 11:17 42 2017 Page 1 ID rFfnwM3Wg7GdreOMh4ZDxy/L6K-OIH6xjFhahORlmgUdcjpl8oaHWSJR11dEKJPJKyuDld 6.65 12-t43 ta0-0 21.0.0 27.1.13 33311 440-0 1 0 8.6•S &1.13 6.1.13 2.40 6.1.13 6-1.13 &8-S -40 Sx5 = 6.00 12 Sx5 = 24 Scale = 1:72.0 11 cv cr 14 w 12 co ce n 34 3x4 = 4x6 = 3x4 = 3x6 = 3x4 = 30 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.39 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 1.00 Vert(TL) 0.84 14-15 >573 180 BCLL 00 ' Rep Stress Ina YES WB 0 37 Horz(TL) 0.18 9 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix-M) Weight. 216 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-1-7 oc puffins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing, Except, WEBS 2x4 SP No.3 10-0.0 oc bracing: 12-14. WEBS 1 Row at midpt 4-14, 7-12 REACTIONS. (lb/size) 2=1660/0.7-8, 9=1660/0-7-8 Max Horz 2-213(LC 11) Max Uplift 2-302(LC 12), 9=302(LC 12) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-22-2932/894, 3-22=2849/908, 3-4-2691/871, 4-23=-1928/713, 5-23=1914/737, 5.6=1648/702, 6.24=1914/737, 7-24 =1928/713, 7-8=2691/871, 8-25=2851/908, 9-25=29321894 BOT CHORD 2-15-707/2690. 15.26=-543/2227, 26-27-543/2227, 14-27=543/2227, 13-14=312/1700, 12-13=31211700, 12-28=548/2123, 28-29=548/2123, 11-29=-548/2123, 9-11=-712/2546 WEBS 3-15-325/204, 4-15=-91/559, 4-14-765/340, 5-14=-211/626, 6-12--211/625, 7-12=-7651340, 7-11=91/560, 8-11-325/204 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL-4.2psf: BCDL-3.Opsf; h=15ft, 8=45ft; L=40ft; eave=SR; Cat. II; Exp B; Encl., GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0. Interior(1) 3-0-0 to 19-0-0, Extenor(2) 19-0-0 to 214).0, Interior(1) 26-7-14 to 41-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCDL - I O.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 9. 7) "Sem1wrigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify design peramerers and READ NOTES ON TNI S AND INCLUDED MTEr( REFERENCE PAGE M47477 rev. 10,03/2015 BEFORE USE. Design valid for use only with MTekV connectors. This design is based only upon parameters shown, and is for an individual budding componem, not a truss system. Before use, the building designer must veiny the applicability of design parameters and property incorporste 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 10 prevent Wlapse with possible personal injury and property damage For general guidance regarding the No fabrication, storage, detwery, meson and bracing of trusses and truss systems, a" ANSVTF41 Ouallty Criteria, DSO-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insibule, 218 N Lee Street, Susie 312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type ally Ply Park SWUbnnp 11.2410•C 3STH T116e94e9lJob IPS2410C-L2T38 A2 HIP 1 1 Mrd•Flonde Lumber, Bartow. FL 7.640 s Apr 19 2016 MRek Induslnes, Inc Wed Jul 26 11 17 42 2017 Pape 1 ID:rF1nwM3Wg7GifrCOMh4ZDxyq_6K-0IH6xjFhahORlmgUdcjpl BOYMUIRwNdEKJPJKyuDld 1 B•45 11•e-3 17-0 0 23-0-0 28-1-13 3311.17 4D60 t t e 45 SS73 SSt3 e•00 SS13 SS73 8.0.5 1.4 I 3xe = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 e GO 12 Sx5 = 5x7 = G [r 14 12 [ G — I 3,4 = SPACING- 240-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014/rP12007 REACTIONS. (lb/size) 2=1660/D-7-8, 9=1660/0-7-8 Max Horz 2=192(LC 10) Max Uplift2=302(1-10 12), 9-302(LC 12) 3x9 = 3,0 = 30 = 30 = Scale = 171.4 axe = CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.60 Vert(LL) 0.25 14-15 >999 240 MT20 244/190 BC 0.87 Vert(TL) 064 11-12 >749 180 WB 0 81 Horz(TL) 018 9 n/a n/a Matnx- M) Weight: 221 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3.1-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-8-8 oc bracing. WEBS 1 Row at midpt 6-14 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-22-2980/938, 3-22=29141956, 3-4=2777/929, 4-5=2094/804, 5-23=1822(777, 23- 24=18221777, 6-24-1822/777, 6.7=2097/804, 7-8=2790/929, 8-25=2927/956, 9- 25=-2993/938 BOT CHORD 2-15=765/2732, 15.26=625/2339, 26-27=-625/2339, 14-27=625/2339, 13.14=424/1853, 12- 13=-424/1853, 12-28=631/2224, 28-29=631/2224, 11-29=-631/2224, 9- 11=772/2601 WEBS 3-15-287/180, 4.15=-83/469, 4-14-654/299, 5.14=175/629, 6.12=173/701, 7- 12=-654/300, 7-11=83/468, 8-11=287/180 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10, Vuft=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opsf; h-15ft; B=45ft; L=40111; eave=5ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) -1-" to 3-0-0, Interior(1) 3-0-0 to 17-0-0, Extenor(2) 17-" to 28- 6-10, Interior(t) 28-6-10 to 41-0-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will I' d between the bottom chord and any other members, with BCDL = 10 Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 lb uplift at joint 2 and 302 lb uplift at joint 9. 7) " Semirigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING • V r evHy design Parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE alll•7R7 rev. 1 dDYlOfS BEFORE USE. Design valid for use only with Wake, connectors. This design is based ony, upon parameters shown, and is for an mtlividual buildup component, not a truss system Before use, the building designer must verdy the applicability of design parameters and properly incorporate Iles design into the overact DuOng design. Bracing Indicated is to prevent buckling of indwldusl truss web andfor Card members only. Additional temporary and permanent baring is always repurred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Mfb fabrication, storage, delivery, erec3on and bracing of trusses and truss sysiems, see ANSVTPH Oualhy Crfrerls, DS049 and SCSI Building Component 6904 Padre East Blvd. Safety Information available from Truss plate Instaute. 210 N Lee Street. Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Ory Park SrySebnng 11.2410-C 38TH JPly T1186941i0 PS2410C•L2T3B A3 HIP 1 1 MWr10r1011Wmaer, uariGw, rL 7. 9-4 ID rFtnv 15- 0-0 20-0-0 25.0.0 7- 2.12 5.0.0 5.0.0 5x7 = t. 5x4 II 4 235 24 Sx7 = 6 f eeu s Apr 1lr [ula MI I eK mausmnes, inc. wee Jul Le i i.i f.4j zui t Yage i 7- 2.12 7-9-4 Scale = 1:70 7 14 13 r 12 11 10 3x6 = 1.5x4 II 3,4 = 5x6 = 30 = 1 5x4 II 3x6 I 7•a4 I 1so o I 20 0 0 I 2so-0 I 3z-z-12 I 40-0-0 I 7- a4 7.2-12 SO•o 5-0.0 7.2.12 7.94 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Verl(LL) 0.17 12 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.74 Vert(TL) 049 13-14 981 180 BCLL 0. 0 ' Rep Stress Ina YES WB 0.35 Horz(TL) 019 8 n/a n/a BCDL 10. 0 Code FBC2014irrP12007 (Matnx-M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. (lb/ size) 2=1660/0-7-8, 8=166010-7-8 Max Horz 2=170(LC 11) Max Uplrft2= 302(LC 12). 8=-302(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=2926/942, 3-21=2751/960, 3-22=22871807, 4-22=2180/831, 4-23=-2079/843, 5-23= 2079/843, 5-24=2079/843, 6-24-20791843, 6.25=2180/831, 7-25=2287/807, 7-26= 2751/960, 8-26=29261942 BOT CHORD 2-14-759/2551, 13-14=759/2551, 13-27=-489/1970, 12-27=-489/1970, 12-28 495/1956, 11-28= 49511956, 10-11=764/2532, 8-10=764/2532 WEBS 3. 14=0/293, 3.13=-6691307, 4-13=108/503, 4-12=1161370, 5-12=319/166, 6-12- 1161370, 6-11-108/504, 7-11-670/307, 7-10=0/293 Weight: 221 lb FT = 20% Structural wood sheathing directly applied. Rigid ceiling directly applied or 6.9-1 oc bracing. 1 Row at midpl 3-13, 7-11 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10, Vint=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf: h=15ft; B=45ft; L=4011, eave=5ft; Cat. II; Exp B: Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-0-0, Interior(1) 3-0-0 to 15-0-0, Exterior(2) 15-0-0 to 30-7- 14, Interior(1) 30-7-14 to 41-0-0 zone,C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1. 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 302 Ili uplift at joint 2 and 302 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 d PL 9 1{ Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING • Vvlly d.slgn parame1. and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MLL7473 rev. 14IW3?015 BEFORE USE. Design valid for use only with MTakilla connectors This design is based only upon parameters shown, ant is for an individual building component, not a truss system Before use. the budding designer must verify the applicabibly of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual thus web andfor Gard members only. Addsional temporary and permanent bracinggo is alwaysrequirodforpaDddyandtopreventcollapsewallpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, areclion and bracing of trusses and truss systems, age ANSVrPI1 Oualby Criteria. DSO-89 and BCSI Building Component 6904 Parke East Blvd Safely Information available from Truss Plate Instaute. 216 N Lee Street. Suite 312, Alexandna, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SySebnng 11-2410-C 38TH T71889491 PS2410GL2T38 MT SPECIAL 1 1 Mid-Flonda Lumber. Bartow, FU 7 640 s Apr 19 2016 Mrek Industries, Inc. Wee Jul 26 11:17.44 2017 Page 1 ID:rFMwM3Wq?GdreOMh4ZDxycL6K-ygO1MOGy61G9_3gtk 11H6Zus9K$Ovpgwheo WOCyuDlb 2.7.4 7.5.0 12.2•t2 t 20-7.8 2740 332.12 40-0-0 t 2.7.4 4->}12 4.9.12 9.4 7.7-6 6.4.10 8.2.12 8-a4 40 Scale = 1:71.6 a cb 6 00 12 5X5 = 2x4 11 3x4 = 5x7 = 4 a 32 33 ° 34 35 7 Sx8 G 31 30 3x4 3 g 29 d 2x4 11 30 'b 37 2 gr 19 M to 2x4 11 7 _ IZ R OursJet20 11 6x10 4x4 = to 15 14 36 13 12 11 1. 50 II 1.50 II 2x4 II 7xB = 3x6 = 1 Sx4 II 3x8 30 = 21! 4-Al2 4•?12 7-7-6 8-4-10 &2.12 B•94 LOADING ( psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 TCDL 10.0 Lumber DOL 1.25 BC 0 96 BCLL 0 0 ' Rep Stress Incr YES WB 0 88 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 'Except' 1- 3: 2x6 SP DSS BOT CHORD 2x4 SP No.2 'Except' 2- 17: 2x6 SP No.1 D, 16-20,5.15,21-22: 2x4 SP No.3 WEBS 2x4 SP No.3 OTHERS 2x6 SP DSS LBR SCAB 1-3 2x6 SP DSS one side REACTIONS. ( lb/size) 1=1625/0-7-8, 9=1673/0-7-8 Max Horz 1=152(LC 10) Max Uplift 1=361(LC 12), 9=419(LC 12) DEFL. in (loc) Udell Lid Vert( LL) -0.31 16 >999 240 Vert( TL) -082 16 >584 180 Horz(TL) 040 9 n/a n/a PLATES GRIP MT20 244/ 190 Weight: 266 Ib FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. Except: 10.40 oc bracing: IS-17 FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (Ile) or less except when shown. TOP CHORD 1.2=718/259, 2-30=4007/1179, 29-30=3978/1182, 3.29=3920/1193, 3-31-4174/1333, 4-31= 4088/1352, 4-5=2689/919, 5-32=2684/920, 32-33=2684/920, 6.33=2684/920, 6-34= 2451/893, 34-35=2451/893, 7-35=2451/893, 7-36=2380/837, 8-36=2469/822, 8-37= 2898/931, 9-37=2985/910 BOT CHORD 2-18-990/3690. 17-18=602/2544, 14-38=537/2135, 13.38=537/2135, 12-13=537/2135, 11-12= 746/2592, 9-11=746/2592, 5-17--269/146 WEBS 7- 12=-81/458, 8.12=536/239, 6-14=660/250, 3.18=681/338, 4-17=175/722, 14-17-- 583/2313, 6.17= 43/356, 7-14=157/581, 4-18=518/1551 NOTES- 1) Attached B-3-7 scab 1 to 3, front face(s) 2x6 SP DSS with 2 row(s) o1 1Dd (0.131"x3i") nails spaced 9" o.c.except : starting at 2-3-9 from end at joint 3, nail 2 row(s) at r D.C. for 3.11-1; starting at 0-0.8 from end at joint 3, nail 2 row(s) BIT* D.C. for 2-0-0 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=25ft, B=45ft; L=401, eave=5ft; Cat. 11; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) 0-3-12 to 4-3-12, Intenor(1) 4-3-12 to 13-0-0, Exterior(2) 13-0-0to 31.", Interior( 1) 31-" to 41-0-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate gnp 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 fd between the bottom chord and any other members, with BCDL = 10 Opsf. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 361 lb uplift at joint 1 and 419 lb uplift at joint 9. 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 not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - VWW design perametars end READ NOTES ON TNS AND INCLUDED MMEK REFERENCE PAGE MIF7473 rev. f1am"015 BEFORE USE. Design veld for use only with Mrsk® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use. the building designer must verify the applrJDility of design parameters and properly incorporate this design into the *map Wlldmg design. Bracing mdicated is to prevent buckling of individual trust web and/or chord members only. Additional temporary and permanent brsong is always requrred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the No fabrication, storage, delivery, erection and bracing of trusses and truss systems. tee ANSVTPIII Quality Criteria. V3049 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 31Z Alexandria. VA 22314. Tampa, FL 36510 Job Truss Truss Type Oty Ply Palk Sglsebnnp 42414C 3BTH T11SM92 PS241OC-LZT38 AST SPECIAL 1 1 Mid-Flonda Lumber, Barlow. FL 7.640 s Apr 19 2016 Mrek Industries, Inc. Wed Jul 28 11 *17 45 2017 Page 1 ID rFfnwM3Wq)GdreOMh4ZDxyq_6K-0lyFZkHascOOcDP3lkHWen03SkUbeECUIY3wlyuDla 2-7-4 7•SO 11-0-0 1 •2.1 17.147 23.4.8 2li40 34.2.12 40-0.0 1 2-7-4 4-a12 3.7.0 •2.12 57-11 SS15 S7.10 52-12 SS4 -00 d 9 6.00 R2 5x5 = 2x4 II axe = 4 531 32 33 a 1 5x4 11 Sx7 = 34 835 Scale = 1:71.6 20 II Sx10 = 04 = 17 16 15 13 12 1.50 II 20 II 8x8 = 3x8 = 3xS 30 = 1.50 I I 3xS - LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 125 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2014/rP12007 LUMBER - TOP CHORD 20 SP No.2 'Except' 1-3: 2x6 SP DSS BOT CHORD 20 SP No.2 'Except' 2-18: 2x6 SP No. 1D. 5-17,21-22: 2x4 SP No 3 WEBS 2x4 SP No.3 OTHERS 2x6 SP DSS LBR SCAB 1-3 2x6 SP DSS one side REACTIONS. (lb/size) 1=1597/0-7-8.10=1658/0.7-8 Max Horz 1=130(LC 10) Max Uplift 1=370(LC 12). 10=-423(LC 12) CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TC 0.63 Vert(LL) 0.30 5 >999 240 MT20 244/190 BC 0.96 Vert(TL) 077 16-17 >622 180 WB 1.00 Horz(TL) 040 10 n/a n/a Matrix- M) Weight: 262 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purtins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.2=706/265, 2-30=3924/1219, 29-30=3895/1222, 3.29=3837/1233, 3-4=4057/1366, 4- 5=2944/1030, 531=2939/1031, 31-32=-2939/1031, 32-33=2939/1031. 6. 33=2939/1031, 6-7=2758/1001, 7-34=2758/1001, 34-35=2758/1001, 8- 35=2758/1001, 8-36=2512/892, 9.36=2583/874, 9-37=-2900/963, 10-37=-2979/946 BOT CHORD 2-19=1016/3602, 18-19=723/2738, 15-16=775/2805, 14-15=614/2252, 13- 14=614/2252,12-13=-784/2594,10-12=-784/2594 WEBS 8-13=67/373, 9-13=415/196, 3-19=597/291, 6.16=-401/180, 7-15=354/189, 8- 1 5=243/802, 16-18=733/2630, 4-19=-452/1327, 4-18=237/786 NOTES- 1) Attached 8-3-7 scab Ito 3, front face(s) 2x6 SP DSS with 2 row(s) of 10d (0.131"IfW) nails spaced 9" o.c.except starting at 24-0 from end at joint 3, nail 2 row(s) at 2" o.c for 3-10-10: starting at 0-0-8 from end at joint 3, nail 2 row(s) at 7" o.c. for 2-0-0. 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; 8=45ft; L=40ft; eave=5ft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-3-12 to 4-3-6. Interior(1) 4-3-6 to 11-0-0, Extenor(2) 11." to 32- 11-10, Interior(1) 32-11-10 to 41-0-0zone;C-C for members and forces d MWFRS for reactions shown, 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) Beanng at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity printed copies of this document are Pofbearingsurface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 370 lb uplift at joint 1 and 423 lb uplift at not considered signed and sealed and joint 10 the signature must be verified on 9) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. any electronic Copies Q WARNING - Vwffy daalgn paramatars and READ NOTES ON TNIS AND INCLUDED AI TEN REFERENCE PAGE AIXT473 rev. 100=015 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss "am Before use, the building designer must verly the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual Wes web and/or chord members only Additional temporary and permanent bracing ' rs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the No tabricarion, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPIt Quality CMerla. OSS49 and SCSI Building Component 6904 Parke East Blvd Sorely Information available from Truss Plate Institute. 21a N. Lee Street. Suite 31Z Alexandria. VA 22314• Tamps. FL 36610 Job Truss Truss Type oty Ply Park SqfSebdnp 11-2410-C 38TH 711689493 PS2410Cd-2T38 AST SPECIAL 1 1 Mid-Flonda Lumber, Banow• FL 7.640 s Apr 19 2016 MITek Industries. Inc Wed Jul 25 11.17Y62017 Page 1 ID:rihlwM3Wq?GdreOMh4ZDxyq_6K-u3Wdn41CdvW1EN FsSoIB zB28gANk4DByHdS5yuDIZ 2.7-4 B•1.0 9.60 12.2.72 18,6.7 24.8$ 31-0.0 L 2-12 40-0-0 1 2-7-4 3572 2•tt-0 32•t2 &31t 8t•t5 63t0 42.12 4lZ4 1"0 Scale - 1:70.2 5x9 = 6.00 F2 28 1.50 II 5,9 _ 7 33 34 35 B 20 3 150 G 2x4 I I 29 30 9 36 2 37 d 6 i t $ 18 17 1 1; 7x8 20 11 5 31 32 Sx8 = 2x4 II 502 = 04 = 1B 15 14 13 12 1.50 II 3x4 II exe = 3x6 = 30 = 3x6 = 3x10 = 2YSl ft'SCi 3i T 3 Z' iEi3i LOADING (psf) SPACING- 2 0 0 CS'- TCLL 20.0 Plate Grip DOL L25 TC 077 TCDL 10.0 Lumber DOL 1.25 BC 0.94 BCLL 0.0 ' Rep Stress Inv YES WB 0.71 BCDL 100 Code FBC20141TPI2007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 'Except' 1-4: 2x6 SP DSS BOT CHORD 20 SP No 2 'Except' 2-17: 2x6 SP No.1. 20-21: 2x4 SP N0.3 WEBS 20 SP No.3 *Except' 15-17. 2x4 SP No 2 OTHERS 2x6 SP DSS LBR SCAB 14 2x6 SP DSS one side WEDGE Left: 20 SP No 3 REACTIONS. (lb/Sae) 1=1596/D-7-8, 10=1659/D-7-8 Max Horz 1=108(LC 10) Max Uplift 1=371(LC 12), 10= 422(LC 12) DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.35 15 >999 240 MT20 244/190 Vert(TL) -0.90 15-16 >527 180 Horz(TL) 0.41 10 n/a n/a Weight 255 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=705/268, 2-29=4358/1415, 29-30-4330/1418, 3-30=-4311/1423, 3-28=3610/1174, 4-28=3529/1184, 4-5=3758/1286, 531=3751/1286, 31-32=3751/1286, 6-32=-3751/1286,6.7-3277/1158,7-33=3277/1158,33.34=-3277/1158. 34-35=3277/1158, 6-35=3277/1158, 8-36=2711/933, 9-36=2723/916, 9-37=2891/1029, 1D-37=2964/1015 BOT CHORD 2-18=1247/4168, 17-18=-871/3164, 5-17-303/171, 15-16-96/371, 14-15=1001/3448, 13-14=6B0/2393, 12-13=-680/2393, 10.12=-849/2586 WEBS 4-18=262/935, 4-17=305/925, 8.12=37/329, 6-15=421/204, 7-14=397/211, 15.17-919/3125, 6.17=97/376, 6.14=277/60, 8.14=367/1161, 3.18=1182/449 NOTES- 1) Attached 10-2-10 scab 1 to 4, front face(s) 2x6 SP DSS with 2 row(s) of 10d (0.131"x3") nails spaced 9" o.c.excepi : starting at 1-10.15 from end at joint 1, nail 2 row(s) at 2" D.C. for 5-7-3. 2) Unbalanced roof live loads have been considered for this design. 3) Wind: ASIDE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf; h=25ft, B=45f , L=40h; eave=5ft; Cat. It. Exp B, End , GCpi=0.18, MWFRS (directional) and C-C Exterior(2) D-3-12 to 4-3-12, Interior(1) 4-3-12 to 9-0-0, Exterior(2) 9-" to 35-0-0, Interior(1) 35-0-0 to 41-0-0 zone,C-C for members and forces 8 MWFRS for reactions shown; 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 verily capacity of bearing surface. Continued on a e 2 AWARNING - Verily d slpn peramstsm and READ NOTES ON THIS AND INCLUDED AUTEK REFERENCE PAGE M8.7473 raw. 10=2015 BEFORE USE. Design valid for use only with Mrreli® 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 incorporafe this design into the overall building design. Bracing indicated is to prevent buckling of individual Was web andlor chord members only. Additional temporary and permanent bracing is always required for stabeay 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 ANSVrP11 Ouality Criteria, DSS-89 and BCSI Building Component Safety Information available born Tens 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 N! 6904 Parke East Blvd. Temps, FL 36610 Job Truss Truss Type Oty Ply Park Sglsebnng 11.2410-C 3BTH I T71689493IJobPS241000L2T3BAFTSPECIALtt Reference (optional) mMrnwius winwi, wnvw, ram. r Wv a /yr le LV1a Mil aK IndubineS. Int Wee NI Ze 11.17 46 Zel7 Pape Z ID rFfmvM3WqoGdreOMh4ZDxyq_6K-u3Wdn41CdvVNEN FsSolB_zB28gANk4D8yHGSSyuDIZ NOTES- 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at Point 1 and 422 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. r O WARNING • Verifydesign paramaers and READ NOTES ON TN/S AND INCLUDEDWTEK REFERENCE PAGE W04473 rev. 1000"015 BEFORE USE. Design valid for use only with Mriekm connectors This design is based only upon parameters shown, and is for an individual budding component. net a truss system Before use, the budding designer must verily the applicability of design parameters and properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web andlor Nord members only. Additional temporary and permanent gawp is always required for stability and to prevent collapse with posable personal injury and property damage For general guidance regarding the fabrication, storage, delivery. erection and bractng of trusses and truss systems, see ANSIRPII Quality Criteria, OS849 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 oy Ply Park SglSebnng 11-2410-c 3BTH 1 TI1689494IPS24I0C-L2T3S A77 SPECIAL t 2 Job Reference optional) Mid-Flonda Lumber, Barlow, FL 7.640 s Apr 19 2015 MITek Industries. Inc Wed Jul 25 11:17.47 2017 Page 1 ID:rFfnwM3Wq7GdreOMh4ZDxyq_6K-MF4?_OJgODekrXZSP9JJCWSnXJ36H4MNc1A XyuDIY 2.7.4 5. 0 7:0 72.2•t2 14-312 IB•tt•8 237-0 28.2.10 33.0.0 36.2.12 aD- 9" t 2.7.4 2•72 2•PO 52.12 2-1.0 4.7.10 4.7.10 4-7.7l a•9.8 32.12 39-4 •0.0 Scale a 170 0 Sx8 = 8 Do72 20 11 3x8 = 27 28 4 29 5 30 5x5 = 3x8 = 11.50 II 5x7 = 6 7 31 8 9 qippriamimsihmsiFAA 20 11 32 33 84 --1 22 2x4 11 19 18 17 1s 1s 4x5 = 2x4 11 2x4 11 35 Sire = 4xs = 7xs = 4xS = 14 13 4x4 = 2x4 I) 4x5 = 1 1...114312 I 108 I I 1 I 2.12 I42747.O 52172 2-1-0 10OO2.12 0.0.0 2.31i4 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.39 TCDL 100 Lumber DOL 1.25 SC 0.32 BCLL 0.0 ' Rep Stress Ina NO WB 0.34 BCDL 10.0 Code FBC2014rrP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No 2 'Except' 1.3: 2x6 SP No.2 BOT CHORD 2x6 SP No.2 'Except' 1-22,2-22: 2x4 SP No.2, 4-19: 20 SP No 3 WEBS 20 SP No 3 REACTIONS. (lb/size) 1=444/D.7-8, 18=5036/0-3-8, 11=800/0-7-8 Max Hoiz 1=-86(LC 6) Max Uplift 1=137(LC 8), 18=1336(LC 8), 11=213(1_C 6) Max Grev 1=455(LC 17), 18=5036(LC 1). 11=892(LC 14) DEFL. in (loc) Udell L/d PLATES GRIP Vert(LL) -0.05 2-21 >999 240 MT20 244/190 Vert(TL) -0.11 2-21 >999 180 Horz(TL) 0.06 11 n/a n/a Weight: 495 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: 18-19,17.18 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-2-251/118, 2-3=697/492, 3-27=285/1353, 27.28=285/1353, 4.28=285/1353, 4-29=302/1409, 5.29=302/1409, 5.30=-464/627, 6.30=464/627, 6-7=-465/623, 7-31=1339/258, 8.31=1339/258, 8-9=1339/258, 9-10=-1326/271, 1D-11=1583/310 BOT CHORD 2-21x=447/605, 21-32=-458/657, 32-33=-458/657, 20.33=-458/657, 4.20=306H51, 17-18=1988/598, 16-17=0/1030, 1516=0/1030, 14-15=122/1138, 13-14=210/1387, 11-13=210/1387 WEBS 3.21-225/854, 3-20=2176/600, 9-14-31/286, 10-14=-297/102, 6-17=-283/118, 5.18=1994/541. 18-20=2068/630, 520=363/954, B-15=305/126, 7-15=1581638, 7-17=1299/321, 5-17=-410/1714 NOTES- 1) 2-ply truss to be connected together with IOff (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at D-9-0 oc, 20 - 1 row at D-9-0 oc Bottom chords connected as follows: 20 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0.5-0 oc. Webs connected as follows: 2x4 - 1 row at D-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated. 3) 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=2511; 8=45ft; L=40ft, eave=5ft; 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) 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should vent' capacity of beanng surface. 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 137 lb uplift at joint 1, 1336 lb uplift at joint 18 and 213 lb uplift at joint 11. j 1;jgjc¢breaks including heels' Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 ray. 1W.W015 BEFORE USE. Design valid for use only with Welt® 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 verily the applicability of it parameters and properly incorporate this design into the overall Euftng design. Bracing indicaled is to prevent bucklliig of individuel truss web aridror 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 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DS0419 and SCSI Building Component 6904 Parke East SW Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sgesebnng 11-2410•C 38TH T1t869494 PS2410GL2T38 Ali SPECUL 1 Wu eApr 19 Ze15 MeFeK Ineuslnes, Inc Wed JUI 25 11.17.67 2017 Page 2 NOTES- ID:rFfnwM3Wq?GdreOMh4ZDxyq 6K-MF4? OJgODekrXZSP9JJCWSnXJ36H4MNc1A XyuDIY 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 23 lb down and 87 lb up at 7-0-0, 31 lb up at 9-0-12, and 31 lb up at 11.0.12, and 97 lb down and 106 lb up at 13-0.0 on top chord, and 469 lb down and 202 lb up at 7-0-0, 172 lb down and 71 lb up at 9-0-12, 172 lb down and 71 lb up at 11-0.12, and 66 lb down at 13-0-0, and 2095 Ib down and 571 lb up at 13-114 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 (pit) Vert, 1-2-60, 2-3=-60, 3-9=-60, 9.12=-60, 1-22-20, 2-20=20, 11-19=-20 Concentrated Loads (lb) Vert 21= 469(F) 29-97(F) 32=472(F) 33-172(F) 34=41(F) 35-2095(F) O WARNING - Vedry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE M/1-7473 rev. IM3,7015 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, net a truss 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 prevem bu:ldmg of Individual tons 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 is fabrication, storage, delivery, ereaeon and bracing of trusses and truss systems, see ANSVTPII Quality Crher4, DSB{9 and BCSI Building Component 6904 Parke East BNd Safety Information available from Truss Plate Institute. 210 N Lee Strut, Suite 312, Alexandria, VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park SgMebnng I1.2410-C 38TH T11SM9SlJob IPS2410C-L2T3B B7 COMMON 2 1 I Mid-Flonds Lumber, Barlow. FL 7 640 s Apr 19 2016 Mnsk Industries. Inc Wed Jul 25 11.17Le 2017 Page 1 ID rFfnwM3Wq?GdreOMh4ZDxyq_6K-rSeNCmJS9XnbTh8ersgDGP2aOxXyrlPVcFmtXzyuDIX i 7.5.4 i 14-4.0 i 21-2.12 i 28-8-0 7.5.4 610-12 6.11112 7.5.4 1.0.0' 041 = LOADING (psf) TCLL 200 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-M Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv YES Code FBC2014rrPI2007 REACTIONS. (lb/size) 1=1146/Mechanical, 5=1207/0-3-8 Max Horz 1=153(LC 10) Max Uplift1-273(LC 12). 5=-315(LC 12) 4x4 = 5x7 = 3x4 = Scale - 150 6 4x4 = CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.59 Vert(LL) -0.32 7-8 >999 240 MT20 244/190 BC 086 Vert(TL) -0.60 7-8 >578 180 WB 0.27 Horz(TL) 0.08 5 n/a n/a Matrix-M) Weight 129 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-5-2 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-1-1 oc bracing. FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-15=1926/567, 2-15=1761/583, 2-16=1706/575. 3.16-1599/587, 3-17-1598/580. 4-17=1705/568. 4-18=1759/576, 5-18=1924/553 BOT CHORD 1-8=409/1702, 8-19=186/1109, 19-20=186/1109, 7-20=186/1109, 5.7= 419/1644 WEBS 3-7=1861711, 4-7=-410/250, 3-8-187/713, 2-8=-411/250 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=4.2pst; BCDL=3.Opsf; h=25ft; B=4511, L=29ft; eave=oft, Cat. 11, Exp S; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-" to 3-0.0, Interior(1) 3-" to 144-0, Exterior(2)14-4-0 to 17-" zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 315 lb uplift at joint S. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON il95 AND INCLUDED aOTEK REFERENCE PACE 11410-7473 rev. taTYJOfs BEFORE USE. Design valid for use Only with MTek® connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use. the building designer must verily the apptrublbty of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of indrvidual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 6904 Perlis Fast Blvd Safety Information available from Titus Plale Inslnute, 216 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Park SgRebnng 11-2410-C 38TH 1PIy T11669496 PS241OC-LZT38 82 NIP 2 1Job Reference (optional) Mid -Florida Lumber. Barrow, FL. 7 640 s Apr 19 2016 Mn'ek Industries. Inc. Wed Jul 26 11 17 49 2017 Page 1 ID,rFfrnvM3Wg7GilrcOMh4ZDxyq 6K-JeCmP6K4wgvR54gXaLSpdbnRLyKa7nfrvWH30yuDIW r 1.0.0I 6-9.4 I 13.0.0 I 158.0 I 21.10.12 I 26-" 129.8.0. 1-00 6.9.4 62.12 2$0 e-2.12 6-9.4 1A0 Afire = 4x4 = Scale = 1:51.2 12 11 10 9 3x5 = 1x4 II 515 = 3xe = 1x4 II US = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv YES Code FBC2014/TP12007 REACTIONS. (lb/size) 2=1207/0.3-0, 7=1207/0-" Max Horz 2=142(LC 11) Max Uplift2=315(LC 12), 7=315(1-C 12) CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TC 044 Vert(L-) 0.09 11-12 >999 240 MT20 244/190 BC 0.53 Vert(TL) 0.26 11-12 >999 180 WB 0.58 Horz(TL) 0.09 7 n/a n/a Matrix-M) Weight: 152 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-11 oc purlins BOT CHORD Rigid ceiling directly applied or 8-6-12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=1999/606, 3-19=1849/627, 3-20=1451/509, 4-20=1357/530, 4-5=1215/527, 5-21 =-I 351/528, 6-21=1445/507, 6-22--1848/626, 7-22=1999/605 BOT CHORD 2-12=-467/1716, 11-12=-467/1716, 10-11-245/1213, 9.10=-476/1715, 7-9=-476/1715 WEBS 3-12=0/257, 3-11-579/253, 4.11--98/367, 510=119/372, 6-10=583/254, 6.9=0/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf: BCDL=3.Opsf; h=25ft; B-45ft; L=2911; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1." to 2-0-0, Interior(1) 2-0-0 to 13-", Exterior(2) 13-0-0 to 15-8-0, Interior(1) 19-10-15 to 2941-0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni 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 2.40 wide will f4 between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 Ill uplift at joint 2 and 315 lb uplift at joint 7 7) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VOVy design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M11.7Q2 rev. IOM3,7015 BEFORE USE. Design valid for use only with WOW Connectors This design is based only upon parameters shown, and is for an mdiviclual 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 budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members orgy Additional temporary and pemu ilim bracing rs always required for stability snit to prevent collapse with possible personal injury and property damage For general guidance regarding the go Isbri elion. storage. delivery, erection and bracing of trusses and Coss systems, see ANSVTPII Dually Criteria. DSB49 and BCSI Building Component 6904 Parke Ears Blvd Safety Information available from Truss Plate Instaute, 218 N. Lee Street. Suds 312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Perk Sgl$obnng 8.2410-C MTH JPly T71689497 PS2410C4 2T3B B3 HIP t 1 jail Mid-Flonds Lumber, Barlow, FL 7 640 s Apr 19 2016 MTek Industnos. Inc Wed Jul 25 11:17,49 2017 Page 1 ID rFfnwM3Wq>GdreOMMIZDxyq_6K-JeCmP6K4wgvR5glqXaLSpdbiSLylaCyfrvWH30yuDIW 59.4 I 11.0-0 I 17-a-0 I 22.10.12 IV 59.4 52.12 6-8-0 52.12 59.4 1A0 4x8 = 20 21 4x4 = 22 234 Scale - 1:51.0 11 10 9 a 30 = 1x4 II Sx5 = US = 1x4 II 30 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 125 Lumber DOL 1.25 Rep Stress Inv YES Code FBC2014/TP12007 CSI. TC 0.72 BC 0.53 WB 0.31 Matrix-M) DEFL. in (loc) Vdeft Ud Vert(LL) -008 10 >999 240 Vert( TL) -0.26 9.10 >999 180 Horz( TL) 0.09 6 n/a n/a PLATES GRIP MT20 244/190 Weight 144 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 3-9 REACTIONS. ( lb/size) 1=1146/Mechanical, 6=1207/0.3-8 Max Horz 1=12D(LC 10) Max Uplift 1=273(LC 12). 6=315(LC 12) FORCES. ( lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 1-18=2040/665, 2-18=1967/675, 2-19=1618/575, 3-19=1548/592. 3.20=1385/584, 20- 21=1385/584, 21-22--1385/584, 22-23=1385/584, 4-23=1385/584, 4-24-1541/592, 5- 24=1611/575, 5.25=1964/677, 6-25=2037/659 BOT CHORD 1-11=520/1760, 10-11=520/1760, 9.10=335/1383, 8-9=529/1757, 6-8=529/1757 WEBS 2-10--437/211, 3-10=69/400, 4-9=68/400, 5.9=-438/211 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuM=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L-29ft, eave=4ft; Cat. II; Exp B; End, GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0." to 3-", Intenor(1) 3-0-0 to 11-", Extenor(2) 11.0-0 to 21- 10-15, Interior(1) 21-10-15 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 315 lb uplift at joint 6 8) " Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verny design parameters end READ NOTES ON T10S AND INCLUDED WTEK REFERENCE PAGE WI.7473 rev. 1""015 BEFORE USE. Design valid for use only with MUM connectors. This design is based only upon parameters clown• and is for an Individual building component, not a truss "am Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overact budding design Bracing indicated is to prevent buckling of individual buss web andlor Nord members only, Additional temporary and permanent bracing is always required for stability and to prevent collapse wdh possible personal injury and property damage For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems. see ANSIRPl1 Dually Criteria. DSB49 and BCS1 Building Component 69N Parke East Blvd Safety Information available from Thus Plate Institute. 218 N Lee Vreet• Suite 31Z Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Dty Ply Part SySebnng 142410-C 38TH PS2410C-L2T38 83A HIP 1 1 T11669498 N14Flonda Lumber, Banow, FL 7 610 s Apr 19 2016 MTek Industries. Inc Wed Jul 26 11.17.50 2017 Pape 1 ID•rFhyNM3Wq?GdrCOMh4ZDxyq_6K.nglBcSLth811i 115HshLq$tsllYJICo3ZFgbsyuDN 1.0.01 5.9.4 I 11-0.0 I 17.8.0 I 22.10.12 I 28- _O B-0 1.0-o S1}4 5.2.12 6-8-0 5.2-12 S94 1-0Or 4x8 = 4x4 = Scale - 1:51 2 1L 11 10 9 3x4 = 1x4 II 5x5 = 3x8 = 1x4 II 3x4 = LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0,08 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) 0.26 10-11 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.31 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matnx-M) Weight: 146 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 of puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1.14 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at micipt 4-10 REACTIONS. (lb/size) 2=1207/0-3-8, 7=1207/0.3-8 Max Horz 2-121(LC 11) Max Uplift 2=315(LC 12), 7=315(LC 12) FORCES. (lb) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-19=2035/656, 3-19=-1962/674, 3-20=1617/574, 4-20=15471592, 4-21-13841581, 21.22= 1384/581, 22-23=1384/581, 23-24=13841581. 5.24=1384/581, 5-25=1540/589, 6-25= 1610/571, 6.26=1963/673, 7-26=2036/656 BOT CHORD 2-12=518/1755, 11-12=518/1755, 10.11=335/1382, 9.10=-526/1756, 7-9=526/1756 WEBS 3. 11=-433/210, 4-11=68/399, 5-10=68/400, 6-10=438/211 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h-25ft; 8=45h; L=29R; eave=oft; Cat. II; Exp B. End , GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-" to It-", Extenor(2) It-" to 21-10- 15, Interior(1) 21-10-15 to 29-8-0 zone;C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1. 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 lb uplift at joint 7. 7) "Semi - rigid pitehbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vwffy daslgn parameters and READ NOTES ON TNIS AND INCLUDED 110TEK REFERENCE PAGE M11.7473 rev. 100MV15 BEFORE USE. Design valid for use only with MTek4b connectors This design is based only upon parameters shown, and is for an individual balding component, not a truss system. Before use, the budding designer must verify the applicability of design parameters and property inct)WIlte this design into the *mapbuilding design BracingindicatedistopreventbucklingOfindividualtrustwebandforchordmembersonly. Additional temporary and permanent bracing is asvays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fakv brication, storage, delivery. erection and bracing of trusses and truss systems. see ANSVTPIt Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Bald. Safety InformationavailablefromTrussPlateInsldute. 216 N Lee Street, Suite 312, Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SplSebnng 11-2410-C 3BTH T718e9499 PS241OC-LZT38 84 HIP 1 1 1,16FI0n la Lumber, Bartow, FL 7 640 s Apr 19 2016 MrTek Industries, Inc Wed Jul 26 11:17.51 2017 Page 1 ID: rFfnwM3Wq?GdreOMh4ZDxyq_6K-FOJ WgoMLSS99K8sDe?Nwu2g8J9a0280yID?071yuDIU i 4.9.4 F 9.0.0 I 144-0 1 19.8-0 F 2310.12 i 28." (2HA 4-9.4 4.2.12 5.4.0 5-4-04.2.12 4.9-4 1 0 3x5 = 4xe = 1x1 II 44 = 3 19 420 2122 5 11 10 5x5 = 3x8 = 3x4 = Scale = 1.49.9 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -0,12 9-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.34 9-17 >999 18O BCLL 00 ' Rep Stress Inv YES WB 0.16 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FSC2014/TP12007 Matrix-M) Weight 143 lb FT = 200/9 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-6-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1-1146/Mechanical, 7=1207/0-3-0 Max Horz 1=97(LC 10) Max Uplift 1=192(LC 12), 7-226(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-18=2036f736, 2-18=197Of750. 2-3=1766/642. 3-19=178if7O8, 4-19=178111708, 4-20=17817708, 20-21=17817708, 21-22=1781/708, 5.22-17811708. 5-6-1757/642, 6-23=-1972r753,7-23=20307739 BOT CHORD 1-11=597/1770, 10.11-406/1524, 9-10=416/1525, 7-9=607/1764 WEBS 2-11=283/217, 3.11=54/347, 3.10=148/428, 4-10=363/192, 5.10=152/426, 5.9=52/346, 6-9=284/217 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=29111; eave=oft; Cat. II; Exp B; Encl., GCpt=0.18, MWFRS (directional) and C-C Exterior(2) 0.0.0 to 3-0-0, Interior(1) 3-0-0 to 9-0-0, Exterior(2) 9-0-0 to 24-0-11. Interior(1) 24-0-11 to 29-8-0 zone;C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 1 and 226 lb uplift at joint 7. 8) "Semi -rigid pilchbreaks including heels" Member end fixily 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 MS AND INCLUDEDWTEK REFERENCE PAGE Mil-7I73 rev. 10003/2015 BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters sawn, and is for an individual building component, not a truss system Before use, the buWing designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Braang indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing rs alyswarequited 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 lass systems, a" ANSVTPII Quality Crlterls, DSB49 and SCSI Building Component $904 Parks East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee greet. Suite 312. Alexandria, VA 22314 Temps. FL 36810 Job Truss Truss Type Ory Ply Park SySebrinp I1.2410-C 3BTH T11689500 PS2410C4 2T3B 84A HIP 1 1 mro-Fiunoa won. eanow. FL. 7.6405 Apr III2o16 stnek Industries, Inc Wed Jul 26 11.17:52 2017 Page 1 ID.rFhi%vM3WglGdreOMh4ZDxyq_6KiDtul BNzDIHOyIRPCiv9OFDJ3YvFnbl5XtkxglyuDrr 1 0-0I 4 94 I 1i40 I 14-a-0 I 19 e 0 I 23.10.12 I 2b8 0 &B-0 10 0 4.11.4 4-2-12 5.4.0 5+0 4-2-12 Scale - 1.512 axe = 1x4 II 4xe = 4 20 21 5 22 23 6 12 11 10 36 = 5x5 = 3xe = 30 = 3x5 = LOADING (psf) TCLL 200 TCDL 10.0 BCLL 0.0 BCDL 100 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014frPI2007 REACTIONS. (lb/size) 2=1207/0.3-8, 8=1207/0-3-8 Max Horz 2=101(LC 10) Max Uplift 2=315(1-C 12), 8=315(LC 12) CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.35 Vert(LL) 0.12 10-18 >999 240 MT20 244/190 SC 0.77 Vert(TL) 034 10-18 >999 180 WB 0.16 Horz(TL) 009 8 n/a n/a Matrix- M) Weight: 145 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-615 oc bracing. FORCES. ( lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-2032/735, 3.19=19737749, 3-4=1763/641, 4-20=17807703, 20-21=17807703, 5. 21=178Of703, 5-22-17807703, 22-23=1780/703, 6.23=1780/703, 67=1756/638, 7- 24=19717750, 8-24-20297736 BOT CHORD 2-12=596/1765, 11-12=405/1522, 10-11- 41211524, 610=-604/1763 WEBS 3-12=279/216, 4-12-54/345, 4-11=151/428, 5-11=-363/192, 6-11=1521425, 610= 52/346, 7-10=283/217 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=2511; B=45H; L-29h; eave=oft; Cat. 11, Exp B; Encl., GCpi=O 18. MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 9-0-0, Extenor(2) 9-0-0 to 24-0-11 Interior( 1) 24-0-11 to 29-8-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will f4 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 Ile 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 O WARNING - Vorfly doslgn parameters and READ NOTES ON TN1S AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev. IMM015 BEFORE USE.wiwIMIA Design void for use only with Mi7ekS connectors. This design is based only upon parameters shown, and is for an individual bugWng component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design. Bra" indicated is to prevent buckling of individual truss web and/or chord members only Adddronal temporary and permanent bracing Is $ live" 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 Irusses and truss systems, see ANSUTP11 Quality Criteria. DSB-89 and SCSI Building Componerrt 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 31Z Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type city Ply Park, 9.2410-C 38TH TI1689501 PS2410C-LV3B BS HIP 1 1 MWFlende Lumber, Bartow, FL. 7.640 s Apr 19 2016 Mnek Industries. Inc Wed Jul 25 11:17.53 2017 Pogo 1 ID:rfhlwM3Wq?GdreOMh4ZDxyq_6K-BPRGFTND 3PIZS0un000zTmNNyEdWy9E0(UUCByuDIS I 3a4 I 7-ao ( 11.11-4 I to-B-12 I zt-9-0 I 2a a12 I z6B-0 129.8.0 39d 32.12 4.11-4 4-a8 att 1 32.12 3a4 t a0 i Scale - 149.9 4x7D = 30 = 1x4 II 8,o0112 3 20 21 22 4 23 24 25 26 27 28 29 4x10 = 13 "" - 12 11 "" 10 3x7 = 3x4 = 5x8 MT20HS = 4x8 = 30 = 3xe = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 20 SP No.2 'Except' 3-6. 2x4 SP No.1 BOT CHORD 2x4 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1-2125/Mechanical, 8=2209/0-3-8 Max Horz 1-77(LC 6) Max Uplift 1=-485(LC 8), 8-543(LC 8) CSI. DEFL. in (loc) Vden Ud PLATES GRIP TC 0.83 Vert(LL) 0.24 11-12 >999 240 MT20 244/190 BC 0.89 Vert(TL) 063 11-12 >542 180 MT20HS 187/143 WB 0.55 Horz(TL) 0.19 8 n/a n1a Matrix-M) Weight: 145 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purtlns. BOT CHORD Rigid ceiling directly applied or 6-1-12 oc bracing. FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=4119/990, 2-3-3986/971. 3-20=4694/1172. 20-21=-4694/1172, 21-22=4694/1172, 4-22=4694/1172, 4-23=-4757/1216, 23.24=-4757/1216, 24-25"757/1216, 25-26=4757/1216,26.27=-4757/1216,5-27"757/1216,5.28=4757/1216, 28.29=-4757/1216,6.29=-4757/1216,6.7=4036/1022,7-8=-4163/1036 BOT CHORD 1-13=820/3607, 13-30=773/3563, 3D-31-773/3563, 12-31-773/3563, 12-32=1064/4719, 32-33=1064/4719, 33-34-1064/4719, 11.34-1064/4719, 11.35-819/3610, 35.36=-819/3610, 10-36=-819/3610, 8-10-860/3645 WEBS 3-13-33/539, 3.12-349/1447, 4-12-642/264, 5.11-611/290, 6-11-343/1454, 6-10-26/555 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=1511; B 45R; L=2911; eave=oft; Cat It: Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) 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 f4 between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 485 Ile uplift at joint 1 and 543 lb uplift at joint 8 9) "Semi -rigid pilchbreaks including heels" Member end ffxily model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 180 Ile up at 740-0, 104 lb down and 88 Ile up at 9-0-12, 104 lb down and 88 lb up at 11-0-12, 104 lb down and 88 lb up at 13 12, 104 lb down printed copies of this document areand88Ileupat144-0. 106 lb down and 109 lb up at 15-7-4, 106 lb down and 109 lb up at 17-7-4, and 106 lb down and 109 lb up at 19-74. and 198 lb down and 202 lb up at 21-8-0 on top chord, and 327 lb down and 87 lb up at 7-0.0, 66 Ile down at 9 12, 66 Ile not considered signed and sealed and down at 11-0-12, 66 lb down at 13-0-12, 66 Ile down at 144-0, 74 lb down at 15-74, 74 lb down at 17-74, and 74 Ib down at 19.7-4he Signature must be Verified on and 337 Ile down and 87 lb up at 21-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of any electronic copies others. dddtlRJlile 61?6k 2SE(S) section, loads applied to the face o1 the truss are noted as front (F) or back (B) 0 WARNING - Verify des/gn Paramoras and READ NOTES ON INS AND INCLUDED WTEK REFERENCE PAD 111110-7473 1W03/2013 BEFORE USE. Design valid for use only with Mrrek* 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 verdy The applicability of design parameters and property incorporate this design into the overall Bracingdesign. Brng indicated is to prevent buckling of individual trust web and/or chord members only. Additional temporary and pemionem bracing- - is always ruined for stability and to prevent Collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection end bracing of trusses and truss systems, we ANSVTPII Quality Criteria, DSB29 and BCSI Building Compomum 6904 Parke East Blvd Safety Information available from Trams Plate Institae. 218 N. Lee Sued. Suite 312. Alexandra. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park SglSebnng 11.2410-C 3M Taa889501I IPS2410C4MB85HIP11 Job Reference (optionall MIO•YlOWIl LumDer, tlanOM, YL. 7 640 a Apr 19 2016 Mrek Industries, Inc Wed Jul 28 11.17.53 2017 Pape 2 ID rFInwM3Wq7GdreOMh4ZDxyt_6K-BPRGFTNb 3PtZSOcm000zTmNNyEdWy9EIXUUCByuDIS LOAD CASE(S) Standard 1) Dead ; Roof Live (balanced) Lumber Increase-1 25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.3-60, 3-6=-60, 6.9=-60, 14-17=20 Concentrated Loads (lb) Vert: 3=142(F) 6=151(F) 13=327(F) 10=337(F) 21G97(F) 22=97(1`) 23=-97(F) 24-97(F) 27=106(F) 28=-106(F) 29=106(F) 30--41(F) 31=-41(F) 32=-41(F) 33-41(F) 34=51(F) 35-51(F) 36=51(F) rr O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE Mll•7477 rev. 100037015 BEFORE USE. Know Design valid for use only with MUM connectors. This design is based only upon parameters shown, and is for an mdrAdual building component, not a truss system Before use, the buildup designer must venly the applicability of design parameters and or fly Incorporate this design into the overall balding design Bracing In41=6111 is 10 prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing Is sways requued for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the 4bncatan, storage, delivery, erection and bracing of trusses and truss systems, we ANSVTPII Quality Criteria, DS839 and SCSI Building Component 6904 Parke East Blvd. Safety Infomisllon available from Truss Plate Institute. 210 N Lee Street, Suite 312, Alexandne, VA 22314. Temps, FL 36610 Job Truss Truss Type Oty Park Sglset"" 11-2410.0 38TH JPly T71889502 PS241OC-LZM BSA HIP 1 1 Mod-Florlds Lumber. Barlow, FL. 7 640 s Apr 19 2016 MITilk IoW ustnes, Inc Wed Jul 25 11:17:54 2017 Pape 1 ID rFh1wM3Wq?GrfrcOMh4ZDxyq_6K-fb7tSpODINXkBcboK7xdWgIYZMa5FPC0_BE2kdyuDlR 11.0-0i 39.4 i 7_0 i 11-11.4 i 16-8.12 i 21-8-0 i 24:.IkI2 i 2&8.0 ?9. , 1-00 39.4 32-12 4.11-4 4-1;8 4-11.4 32.12 394 1.40 Scale - 1.51.2 3x8 = 4x8 = 3x1 = 1x4 II n m 177 4 21 22 235 24 25 28 6 2728 29 400 = 14 13 __ __ 12 __ — 11 3x4 = 5x8 MT20HS = 44 = 30 = 3x8 = i 74G1 1 11.11.4 1 1e-fL12 i 21-a-0 i 2&&0 i 7b0 4.11 4-&B 4-11 7 0 Plate Offsets (X.Y)— 12:0-".0.0.141. 14:0-5.8.0-2-01. 17:0.7-0.0.2-01. 19:0.8-0.0-0-141. 113:0-4-0.0-3-41 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.80 BC 087 WB 0 54 Matrix-M) DEFL. in (loc) Vdefl Ud Vert(LL) -0.24 12-13 >999 240 Vert(TL) -062 12-13 >554 180 Horz( TL) 018 9 n/a n/a PLATES MT20 MT20HS Weight: 147 lb GRIP 244/ 190 187/ 143 FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-3-0 oc puffins. 4- 7: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 6.3-1 oc bracing. BOT CHORD 20 SP No.1 WEBS 20 SP No.3 REACTIONS. ( lb/size) 2=2158/D-3-8, 9=2158/0-3-8 Max Horz 2=81(LC 7) Max Uplift 2-54 7(LC 8), 9=-547(LC 8) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4055/1007, 3-4=-3924/974, 4-21=-4603/1159, 21-22=-4603/1159, 22-23=4603/1159, 5- 23=4603/1159, 5-24=4630/1166, 24-25=-4630/1166, 25-26=-4630/1166, 6. 26=4630/1166, 6-27=4630/1166, 27-28=4630/1166, 28.29=4630/1166, 7- 29=-4630/1166, 7-8-3925/974, 8-9=-4056/1007 BOT CHORD 2-14=826/3550, 14-30=756/3508, 3D•31=756/3508, 13.31-756/3508, 13- 32=1026/4627, 32-33-1026/4627, 33-34-1026/4627, 12-34-1026/4627. 12- 35-756/3509, 35-36-756/3509, 11-36=756/3509, 9-11=-826/3550 WEBS 4-14=46/538, 4-13-324/1403, 5-13=-616/250, 6-12-590/255, 7-12-330/1422, 7- 11= 44/544 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=25111, B=45ft, L=2911; eave=oft, Cat. 11, Exp B; Encl., GCpi=O 18: MWFRS (directional), Lumber DOL=1.60 plate gnp 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 nonconcurreni 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 rd between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 547 lb uplift at joint 2 and 547 lb uplift at joint 9. 8) " Semi -rigid pdchbreaks including heels` Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 Ile down and 179 lb up at 7-0-0. 117 Ib down and 88 Ib up at 9-0.12, 113 Ib down and 88 Ib up at 11.0-12, 110 Ib down and 88 Ib up at 13-0-12, 1101b down and 88 Ile up at 14-". 110 lb down and 88 lb up at 16-7-4. 113 lb down and 88 Ile up at 17-7-4, and 117 Ile down and 88 Ile up at 19-7-4, and 2Printed copies Of this document are 189lbdownand179111upat21-8-0 on top chord, and 327 lb down and 87 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11.0.1 CO p 66 Ile down at 13-0.12, 66 lb down at 14-", 66 Ile down at 157-4. 66 lb down at 17-7-4. and 66111 down at 19.7-4, and 327 lb downnot considered signed and sealed and and 87 lb up at 21-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. the Signature must be Verified On 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). any electronic copies refev 11 1 .`r,y LAY O WARNING - Verify design paternal. and READ NOTES ON INS AND INCLUDED W TEK REFERENCE PAGE NO.7473 rev. IM"015 BEFORE USE. Design valid for use a* with MRakm connectom This design is based only upon parameters shown, and is for an mdmdual building component, not a truss system. Before use, the building designer must very the applocaabry of design parameters and property Incorporate this design into the overall buBWng design Bracdq indicated is to prevent buckling of individual uvas web *Wor chord members only Additional lemparery and permanent bracing Is alive" reclured for ssabaity and to prevent collapse with possible personal injury and property damage For general guidance regarding the kv fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPN Ouallty Criteria, DSB419 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Thus Plate Institute. 218 N Lee Street. Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Ply Park SglSebnng 11.2410-C MTH TIIU9502 PS2410C-L2T3B BSA HIP 1 1 all winger, wnvw, r. I'640 a Apr le ZOl5 MUCK Inclutonee. Inc. Wed Jul 25 11-17-54 2017 Pape 2 ID:rFMwM3Wq?GdreOMh4ZDxy1L6K4b?fSpODINXkBcboK7xdWgIYZMa5FPc0 BE2kdyuDIR LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=60, 4-7=60, 7-10=60, 15-18=20 Concentrated Loads (lb) Vert: 4-142(F) 7=142(F) 14=-327(F) 11=327(F) 21-97(F) 22=97(F) 24=97(F) 25=97(F) 26=97(F) 28=97(F) 29=97(F) 30=-41(F) 31=41(F) 32=-41(F) 33=-41(F) 34=41(F) 35=41(F) 36=41(F) Q WARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 01010-7473 M. 1000"015 BEFORE USE. Design valid for use only with MReK® connectors. This design is based only upon parameters shown, and is for an mdrMusl building component, not a truss system Before use, the building designer must vent' the applicability of design parameters and property rncowele this design irdo the overall buildup design. Bracing indicated is to prevem buckling of individual trW s web and/or chord members only Additional temporary and permanent brat" Is always required for stability and to prevent cWapse with possible personal injury and property damage For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, we ANSVTPH Quality Criteria, DS049 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Instdute. 218 N Lee Street, Suite 312. Alerundna, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply vark ScI/Sebring u-2410-C 3BTH T116e9503 M4100L" C1 COMMON 1 1 Mid-Flade Lumber, Banow, FL. 7.640 s Act 10 2015 MTek Industries, Inc. Wed Jul 26 11.17.55 2017 Pape 1 ID:rFMwM3Wq?GdreOMh4ZDxyq 6K-7oZ1g9PrWgfbplAtrSs2urobmzD xuXDrzbG3yuDIO i 6.9.4 13-0.0 i 19.2.12 1 26-0.0 9- 4 6-2.12 &2.12 6-64 1-00 t Scale: 1/4*-V 40 = 3x4 = 3x4 = 3x4 = 3x5 3x5 _ 8, 10.3 17.1-13 26.0.0 1iS- 10.7 8.3.11 8-10.3 Plate Offsets (X.Y)- 11:0-2 B.Edoel. WO-2-8.Edoel LOADING ( psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Vdeff Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.46 Vert(LL) -0 20 7-9 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.69 Vert(TL) -0.39 7-9 >806 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.22 HOIz(TL) 0.07 5 n/a n/a BCDL 10.0 Code FBC2014/rPI2OO7 Matrix-M) Weight: 117 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-6 oc purlins BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-64 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 1-1040/Mechanical, 5=1100/0-7-8 Max Horz 1=-134(LC 10) Max Uplift 1-174(LC 12). 5-208(LC 12) FORCES. ( lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=1737/520, 2-16=1659/534, 2-17=1534/524, 3.17=1442/535, 3.18-1441/527, 4- 18=1 533/516,4-19=1657/526, 5-19=17351505 BOT CHORD 1- 9=372/1526, 8-9=170/997, 8-20=170/997, 20-21=170/997, 7-21=170/997, 5-7=383/ 1482 WEBS 3-7- 168/627, 4-7-370/228, 3.9=169/629, 2-9-371/228 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind, ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h-1511; B-4511, L=26ft; eave=oft, Cat II, Exp B; End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) D-0-0 to 3-0.0, Intenor(1) 3-0-0 to 13-0-0. Exterior(2) 13.0.0 to 16-0-0 zone,C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL-1 60 plate grip DOL=1 60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members, with BCDL = 10 Opsf 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 1 and 208 lb uplift at joint 5. 7) " Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design Parameters and READ NOTES ON TNS AND INCLUDED WTEK REFERENCE PAGE M11-7473 rev 100=015 BEFORE USE. Design valid for use only with MRela® connectors. This design is based only upon parameters shown, and is for an individual budding component, nor a truss system Before use. the building designer mull verily the applicability of design parameters and properly incorporate this design into theoverall design. Bra" Indicated is to prevent bucking of inWvidual truss web and/or lard 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 souses and truss systems, see ANSUTF41 Quality Criteria. OSS49 and SCSI Building component 6904 Parks East Blvd Safety Information available from Truss Plate Instdul*, 218 N. Lee Sirsal. Suit* 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sti/Sebnnp 11-2410-C 38TH T 116/19504lJobPS241WLZMC2HIP11 Reference lootionall Mid-Flondo Lumber, Banow, FL. 7,640 s Apr 19 2016 Wait Industries, Inc Wed Jul 25 11.17.55 2017 Page 1 ID rF&W M3Wg7GAn:OMh4ZDxyt_6K-7oZ1g9PrWplbpLA trSs2urrFml9 v7XDrzbG3yuDIO St 4 I 11-0.0 I 15.40 I 20.2.12 I 2e.0.0 .27-0-0 5-9-4 52.12 52.12 Sao 1.00 n Scale - 146 4 axe = 4x4 = 21 u 11 v e 3x4 = tx4 II 3x4 =3x4 34 = 1x4 II 30 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 00 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014/rP12007 REACTIONS. (lb/size) 1=1040/Mechanical, 6=1100/0-7-8 Max Horz 1=115(LC 10) Max Uplift 1 —1 74(LC 12), 6=-208(LC 12) CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.29 Vert(LL) 007 11-12 >999 240 MT20 244/190 BC 0.44 Verl(TL) 0.20 11-12 >999 180 WB 0.34 Horz(TL) 0.08 6 n/a n/a Matrix- M) Weight: 133 Ile FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-24 oc purllns. BOT CHORD Rigid ceiling directly applied or 8-7-14 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1.19=1823/592, 2-19-1753/603, 2-20=1368/497, 3-20=1291/514, 3-21=-1163/514, 4- 21-1163/514, 4-22=1292/517, 5-22=1369/499, 5.23=1749/605, 6-23=1819/588 BOT CHORD 1-12-456/1568, 11-12=-456/1568, 10-11=265/1162, 9.10=265/1162. 8-9=467/1565, 6- 8=467/1565 WEBS 2-11=-477/221, 3-11=81/346, 4-9=921346, 5-9=-473/219 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=2611; eave=oft; Cat. II; Exp B; Encl., GCpi=0 18; MWFRS (directional) and C-C Exterior(2) 0-" to 3-0-0, Interior(1) 3-0-0 to 11-0 , Exterior(2) 11-0-0 to 15-", Interior(1) 19.2-15 to 27-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f4 between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 1 and 208 lb uplift at joint 6. 8) " Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED IWTEK REFERENCE PAGE MIP7473 rev. 10003/2015 BEFORE USE. Design valid for use only with MTekrp connectors. This design is based only upon parameters Shawn, and is for on individual building component. not a truss system. Before use, the buildup designer must vent' the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for Stability and to prevent coWpse with possible personal injury and property damage For general guidance regarding the fabrication, storage. delivery, eredan and bracing of trusses and truss systems, sae ANSVTPII Quality Criteria. DSB-s9 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Ory Ply Park SySebnng 11.241" 38TH TI ISM505 IP5241W -UT38 C3 HIP 1 1 All M6Flerdla Lumber, Bartow, FL. 7.640 a Apr 19 2016 Wilk Industries. Inc Wed Jul 25 11:17*56 2017 Page 1 cID.rF1nwM3Wg7GdreOMh4ZDxyq_6K7PtVOTH nSOvIARYz5b501gAl6jPghSVj9pWyuDIP 4. 9.4 8-0.0 13.40 17-0A 27-2-12 2 -L2 27-0-0 4- 9.4 4-2-12 4.40 4.40 4.2.12 4.9.4 1.40 Scale = 145.4 US = 40 = 30 = 40 = 3 19 4 20 5 11 e 3x6 = 3x4 = 3x8 = 3x5 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0 11 11-14 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(TL) 0.31 11-14 999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.18 Horz(TL) 008 7 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight, 126 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 1=1040/Mechanical, 7=1100/0-7-8 Max Horz 1=95(LC 10) Max Uplifll=174(LC 12), 7-208(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 4-3-9 oc purlins. BOT CHORD Rigid ceiling direly applied or 7-11-15 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-1 8=181 21665, 2-18=1746/679, 2-3=1531/564, 3-19=1325/552. 4-19=1325/552. 4- 20=1324/555, 5.20=1324/555, 5.6=1529/567, 6.21=1754/681, 7-21=1809/667 BOT CHORD 1-11=534/1572, 10-11=397/1432, 9.10=397/1432, 7-9=544/1569 WEBS 2-11=297/223, 3-11=121/423, 4-11-253/111, 5.9=116/422, 6.9=294/222, 4- 9=255/114 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3 Opsf, h=15ft; B=45ft; L=26ft; eave=oft; Cat. 11; Exp B. Encl., GCpi=O 18, MWFRS (directional) and C-C Extenor(2) 0-0-0 to 3.40, Interior(1) 3-0-0 to 9-0.0, Exterior(2) 9-0-0 to 21-4-11, Interior( 1) 21-4-11 to 27-0-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 174 lb uplift at joint 1 and 208 lb uplift at joint 7. 8) " Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vmtfy design parameters and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PA EM11-7177 rev. 10,0=015 BEFORE USE. Design valid for use only with MlT&V wnneclors This design is based only upon parameters drown, and is for an individual building component, not a truss system Before use, the budding designer must verify the applicability of design parameters and property incorporete this design mile 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 miury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, DSBa9 and SCSI Building Component 6904 Parke East Bald Safety Information evadable from Truss Plate Institute, 218 N. Lee Street. Suite 31Z Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SrySebnnp 1-2410•C 38TH T11689506 PS2410GL2r38 G HIP 1 1 Mid-Florda Lumber, Banes. FL. 7 640 a Apr 19 2016 Ma ek Industries, Inc. Wed Jul 25 11.17:57 2017 Pape 1 ID-rFfnwM3Wq?GdreOMh4ZDxyq_6K4Ahn4rO62lvJ23KN?FUK7Jw1 gLhSrOgg9SiLyyuDIO 3.9.4 I 7.00 I 13-0.0 I 19.0.0 I 22.2.12 I 2e.0.0 E 0-0r3.9.4 32.12 6.0.0 e-40 3-2.12 3-9.4 .to Scale o 1.45.4 4xe txe II 4x8 = 3 13 14 15 le 4 17 10 5 30 = 3x4 = 3x8 = 3x4 = 30 = 12 19 20 11 10 21 22 9 3x4 = 7.0.0 I 134)-0 I 19-0-0 I 26.0.0 i7.0.0 6.0.0 &0-0 7J10 LOADING (par) SPACING- 2-" CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.93 TCDL 10.0 Lumber DOL 125 BC 0,50 BCLL 0.0 ' Rep Stress Ina NO WS 0.22 BCDL 10.0 Code FBC2014/TPI2007 Matrix) DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.06 1-12 >999 240 MT20 244/190 Vert(TL) -0.15 1-12 >579 180 Horz(TL) 0.00 7 n/a n/a Weight, 127 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing direly applied or 6-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings Mechanical except Qt=length) 7=0-3-8, 7=0.3-8. lb) - Max Horz 1=76(LC 6) Max Uplift All uplift 100 lb or less at joint(s) 1, 7 except 12=213(LC 8). 10=283(LC 8). 9=203(LC 8) Max Grav All reactions 250 lb or less at joints) 1 except 12-1102(LC 17), 10=1065(LC 18), 9=1080(LC 18), 7=312(LC 18),7-307(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown WEBS 2-12=275/130, 3-12-476/165, 4-10=760/300, 5-9=470/160, 6-9=254/117 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=15tt; 8=45ft; L=2611, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional), Lumber DOL=1 60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 7 except (jt=lb) 12=213, 10=283, 9=203. 8) "Semi -rigid pilchbreaks 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) 189 lb down and 179 lb up at 7-0-0, 104 lb down and 88 lb up at 9.0-12, 104 lb down and 88 lb up at 11-0-12. 104 lb down and 88 lb up at 13-0-0. 104 lb down and 88 lb up at 14-11-4, and 104 lb down and 88 lb up at 16.11-4. and 189 lb down and 179 lb up at 19-0-0 on top chord, and 327 lb down and 87 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12. 66 lb down at 13-0-0, 66 lb down at 14.114, and 66 lb down at 16-11-4, and 327 lb down and 87 lb up at 18-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Printed this documentUniformLoads (pIQ copies of areP Vert: 1-3=60, 3-5=-60, 5-8-60, 1-7=-20 not considered signed and sealed and the signature must be verified on any electronic copies Continued on a e 2 0 WARNING • VerUy design parameters end READ NOTES ON TNS AND INCLUDED WTEK REFERENCE PAGE 11,10.7473 rev. 10N3,7015 BEFORE USE. Design valid for use only with MiTelaB connectors This design is based only upon parameters shown, and is for an mtlrvdual building component. not a truss system. Before use, the building designer must ven y the applicability of design parameters and property incorporate this design into the overall inbuddingdesign. Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent brecing rs 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 SCSI Building Component 69b Parke East BlvdSafetyInformationavailablefromTrussPlotInstitute. 218 N. Lee Street. Suds 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ott' Ply Park SgfSebnng 11.2410•C 38TH T11889506 PS2410C4 2T3B C4 HIP 1 1 M6Flertda Lumber, Bartow, FL 7 640 a Apr 19 2016 MRek Industries. Inc Wed Jul 25 11 17 57 2017 Pape 2 ID:rFtnwM3Wg7GdreOMh4ZDxyq_6K-4Ahr ArO62lvJ23KN7FUK7Jw1clbhSrOgg9SlLyyuD10 LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=142(B) 5=142(1`) 12-327(B) 10=-41(F) 4=97(F) 9=327(F) 14=97(F) 15=97(F) 17-97(F) 18-97(F) 19=41(F) 20=41(F) 21-41(F) 22=41(F) Q WARNING • VMIy design parameters arid READ NOTES ON THIS AND INCLUDED a9TEK REFERENCE PAGE MU•7477 rev. 1W072015 BEFORE USE. Design valid for use only with MITekB connectors. This design Is based only upon parameters shown, and is for an individual buadrng component. not a truss system Before use, the building designer must vent' the applicability of design parameters and property incorporate this design Into the owes budding design Bracing Indicated isto prevent buckling of Individual truss web andfor *two members only. Additional temporary and permanent bracing Is akways required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, etect10n and bracing of trusses and truss systems, see ANSVTP11 Quality Criteria, DS849 and BCSI Building Component 6904 Parke Fist Blvd Safely Information available from Truss Pyle InsldNe. 218 N Lee Street. Suite 312. Alexandrle. VA 22314. Tamps, FL 36610 Job Truss Truss Type Ory Ply Park SgtSebnng n-2410-C 3M Ttt669507 PS211pC-L2T39 CJ1 JACK 16 1 Mra-Flernle Lumber, uonow, FL 7.W0 s Apr 19 2016 MTek Induanss. Inc Wed Jul 26 11:17:58 2017 Pape 1 ID:rFfnwM3Wq7GdreOMh4ZDxyq_6K-YNE91BRkoblAgDvZZz')ZgWrP7z9ZBL3 vpCF10yuDIN i -1.0.0 i 14R0 i 1.0-0 14)-0 LOADING (psf) SPACING- 2-" CSI. TCLL 200 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014lrP12007 Matnx-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=12/Mechanical, 2=124/0.3-8, 4=3/Mechanical Max Horz 2=35(LC 12) Max Uplift3=-4(LC 9), 2=-51(LC 12) Max Grav 3=13(LC 17). 2-124(LC 1), 4=12(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. Scale - 1:7.1 2x4 = DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(TL) -0.00 7 >999 180 Horz(TL) -0.00 2 n/a n/a Weight: 5 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vu8=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15111, B=45ft; L-24ft; eave=oft: Cat. II; Exp B: Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi, -rigid prichbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Variry daalgn paramof. and READ NOTES ON TNS AND INCLUDED M/TEN REFERENCE PAGE MII.7473 rev. 109=015 BEFORE USE Design voted for use only with MTskoD connectors This design is based only upon parameters shown, and is for an indrAdual building compionem, net a buss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall D:ding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is kvays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the No fabrication, storage. delivery, erection and bracing of trusses and truss syaems, see ANSVTPH Quality Criteria, D3849 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Inaitine. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tow". FL 36610 Job Truss Truss Type Oty Ply Park SgtSebnng 0.2410-C 38TN T7166950e PS2410C-LZT3B C43 JACK 16 1 Med•Floreda Lumber, Bartow, FL 7.640 s Apr 19 2016 MTek Industries, Inc Wed Jul 26 11 17 66 2017 Page 1 ID rFfnwM3Wq?GdreOMh4ZDxyq_6K-YNE91BRkoblAgDvZZz?ZgWTPtz9nBL3_vpCF10yuDIN t-0-0 3.40 t 40 3J}0 Scale = 1:12.3 20 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 0.08 TCDL 10.0 Lumber DOL 1.25 BC 0.06 BCLL 0.0 ' Rep Stress Inv YES WB 0 00 BCDL 10.0 Code FBC2014lrP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=65/Mechanical, 2=201/0-3-8, 4-29/Mechanical Max Horz 2-62(LC 12) Max Upld13=26(LC 12). 2=50(LC 12) Max Grav 3=65(LC 1), 2=201(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -000 4-7 >999 240 MT20 244/190 Vert( TL) -001 4-7 >999 180 Horz(TL) 000 2 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft-140mph (3-second gust) Vesd-108mph, TCDL=4 2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat II; Exp S; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0.0. Interior(1) 2-0-0 to 2-11-4 zone:C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconwrrent 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 fd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Varlly design parametars and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE MO.7177 rw. 1eW7/t016 BEFORE USE. Design voted for use only with MITeM connecbrs This design is based only upon parameters shown, and is for an Indwedual budding component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual buss web andfor chord members only. Addsiorol temporary and permanent bracing is always required for stability and to prevent collapse with possible personal mlury and property damage For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPll Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from This Plate Insldule. 216 N Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sp/Sebnng 11-2410-C 38TH T718771IPS2410C-L2T3B CJ3T SPECIAL 2 1 Job 1 Mq-FINba Lumber, Bartow, FL. 7.640 s Apr 19 2016 MTek Industries. Inc. Wed Jul 28 11 *17:53 2017 Page 1 ID:rFfrlwM3Wp7GdrCoMh4ZDxyq_6K-YNE91BRkoblAgDvZZz7ZgWTPaz8WBL3 vpCFtOyuDIN t-0-0 I 2.7.4 1.40 2.7.4 0-4.12 2x4 = 7-4 0+ Scale = 1:12.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 007 Vert(TL) -0.01 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0 00 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc puriins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-7: 2x4 SP No.3 REACTIONS. (lb/size) 4=52/Mechanical, 2=203/0-7-8. 5=45/Mechanical Max Horz 2=62(LC 12) Max Uplift4=14(LC 12), 2=51(LC 12), 5-7(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 8=45ft, L=24R, eave=oft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2.00, Interior(1) 2-" to 2-114 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 2, 5 6) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING . Verify design parameters and READ NOTES ON THIS AND INCLUDED 1WTEK REFERENC PAGE 11104473 rev. 7dilt"016 BEFORE USE. Design valid for use only with MTekV connectors This design is based only upon parameters shown, and rs for an individual budding component, not I truss syslem. Before use, the building designer must verily the applicabildy of design parameters and property Incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or Chord members only Additional temporary and permanent bracing is sways required for liability 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, a" ANSVTPIt Quality Criteria. DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insidule. 218 N Lee Street. Suite 312, Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park SgySebnng 11-2410-C 38TH T118e9510 PS2410C-L2T3B CJ5 JACK 12 1 Mid-Flonds Lumber, Barlow, FL 7 640 s Apr 19 2016 MiTek Industries, Inc Wed Jul 25 11.17.59 2017 Pape 1 I D:rFtnwM3Wq?GdreOMh4ZDxycL6K-OZoYVXSMZv91 INUI6gXoDk7YzNS6wol76TxpOryuDIM I 1-0-0 i 5-0-0 1 fY0 5-0-0 Scale = 1:17.3 20 LOADING (psf) SPACING- 2-" CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 TCDL 10.0 Lumber DOL 1.25 SC 0.18 BCLL 00 ' Rep Stress Inv YES WB 0.00 BCDL 10.0 Code FBC2014r rP12007 Matnx-M) LUMBER - TOP CHORD 20 SP No 2 BOT CHORD 2x4 SP No 2 REACTIONS. (Iblsize) 3=111/Mechanical, 2-298/0-3-8, 4=46/Mechanical Max Horz 2=90(LC 12) Max Uplift3=-47(LC 12). 2=60(LC 12) Max Grav 3=111(LC 1), 2=298(LC 1), 4-76(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) 0.02 4-7 >999 240 MT20 244/190 Vert(TL) -004 4-7 >999 180 Horz( TL) 0.00 2 nla Na Weight: 18 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins. BOT CHORD Rigid telling directly applied or 10 0 oc bracing. NOTES- 1) Wind ASCE 7-10, VuM=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf, h=15ft; B=45R, L=24ft: eave=4f1; Cat. II; Exp S; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interror(1) 2-0-0 to 4-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for Coss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 2 6) " Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 44/1.7473 rev. 1MV2015 BEFORE USE. Design valid for use only with MReklb Connectors This design is based only upon parameters shown, and is for an i dwdual budding component, nol a Coss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall budding design. arawp indicated is to prevent bucking of iridnwdual thus web and/or chord members only Additional temporary and permanent bracing is ahrays required for pebbly and to prevent collapse with possible personal injury and property damage For general guidance regarding the kv Istincelron, storage, detwsry, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS049 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oy Ply Park Sgrat)nng 11-2410-C 38TH T11689511 PS2410C-LZT38 W5T SPECIAL 2 1 Wo-IiWga Lumber, vanow. rL 7.-0 6 Apr 19 2016 Mnek Industries. Inc Wed Jul 25 11.17.59 2017 Page 1 I D. rFfnwM3VVq7GArcOMh4ZDxyq_6K.OZoYVXSMZv91 INUI69XoDk7X4NONwo178TxpOryuDIM 2- 7-4 i 5.0.0 1. 0.0 2-7-4 2-4-12 settle = 1:17.3 214 = i 2-7-4 2. 7.4 1 54)-0 2- 4-12 Plate Offsets (X.Y)— f3.0-2-4.0-1-131 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 026 Vert(LL) 0.04 6 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert( L) -0.06 6 >916 180 BCLL 00 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.03 5 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 191b 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 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3- 7. 2x4 SP No.3 REACTIONS. ( lb/size) 4=95/Mechanical, 2=307/0.7-8. 5=59/Mechanical Max Horz 2=108(LC 12) Max Uplift4=-44(LC 12), 2=-83(LC 12), 5=7(LC 12) Max Grav4=95(LC 1). 2-307(LC 1), 5=71(LC 3) FORCES. ( lb) - Max. CompJMax 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=251t; B=45ft; L=24111; eave=oft; Cat. It: Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) .1.0-0 to 24)-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live 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 3-1 -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($) 4, 2, 5 6) " Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design pi rarnerere and READ NOTES ON MS AND INCLUDED M/TEK REFERENCE PAGE MO.7473 rev. 1000=015 BEFORE USE. Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and its for an mtlrvidual budding component, not a truss "am Before use. the building designer must venty the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and permanent braung is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the is fabrication, storage, delivery, erection and bracing Of trusses and truss systems, see ANSViPII Quality Criteria, DSB-59 and SCSI Building Component 6904 Parke East Blvd Slimy Information available from Truss Pole Insimile. 218 N Lee Street, Suite 312. Alexandria. VA Z2314 Tampa, FL 36610 Job Truss Truss Type Oy Ply Perk Sq/Sebnng 11-2410-C 38TH T11W9512 IPS241W-UT38 D1 S%CW- 1 all 10110- rOrlOa WIr10er. Wallow. rl r— a ryr-Nio r.a.i ID:rFfn wM3Wq?GdreOMh4ZDxyq_6K-UlMwjtT KDHuvx2ygO2ilxYaOncC10HGN7hMyHyuDIL I 4.1•B -8 , 13I 1SS0 I 17.1$ 100-1-00- 0I - 8_e I 1 31 703730111382102I112}. 73480 Scale = 1: 37.1 1.5x4 II 30 = 1 2x4 I I axe = 4x4 II ax12 MT20HS = b14 I I 7xe = 4xii II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20. 0 Plate Grip DOL 1.D0 TC 0.78 TCDL 10. 0 Lumber DOL 1,00 BC 0.96 BCLL 0 0 ' Rep Stress Incr NO WB 0.96 BCDL 10. 0 Code FBC2014rrP12007 Matnx-M) DEFL. in ( loc) Well Ud Vert(LL) - 0.24 15 >981 360 Vert(TL) - 0.63 14-15 >377 240 Horc(TL) 0.06 11 Na n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP DSS 'Except' 11-14: 2x6 SP No 1 BOT CHORD WEBS 2x4 SP No 3 'Except' 6.14, 8-14,8.12,1D•12: 20 SP No.2 REACTIONS. (lb/ size) 11-2610/0.60, 2=1498/0-7-8 Max Horz 2=327(LC 8) Max Uplift 11-422(LC 5), 2=208(LC 8) Max Grav 11=2887(LC 13). 2=1534(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-2949/331, 3-4=2861/337, 6-15=543/114, 6.20=10932/1700, 7-20=10932/1700, 7-21= 10932/1700, B-21=10932/1700, 8-9=5093/752, 9-10=-5093f752, 10-11=2534/378 BOT CHORD 2-17-563/2750, 16-17=563/2750, 1516=1735/10873, 14.15=1892/11515, 13-14= 1395/9316, 12-13=1395/9316, 11-12=51/348 WEBS 4. 16=-436/3012, 4-6=3110/525, 6-16=-8636/1275, 7-14=578/103, 8.13=43/394, 9.12=- 611/102,6-14=-658/210,8.14=343/1771,8-12=-4629/716,10-12=768/5201 PLATES GRIP MT20 244/ 190 MT20HS 187/ 143 Weight: 253 lb FT = 20% Structural wood sheathing directly applied or 2-11-4 oC purlins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing NOTES- 1) 2- ply truss to be connected together with 10d (0.131"x3") nails as lollows: Top chords connected as follows: 20 - 1 row at 0-7-0 oc Bottom chords connected as follows. 2x6 - 2 rows staggered at 0.9-0 oc. Webs connected as follows: 20 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (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, VuD=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf, h=15ft; B=4511; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1 60 plate gnp 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 pal bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a Ile 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 100lb uplift at joint(s) except 01=11t) 11=422.Printed COpI@S Of this document are 2=20810) Girder tames tie-in span(s). 7 0 from 11-3-8 to 19-10-0 not considered signed and sealed and 11) "Semi - rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. the signature must be Verified On 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. Continued on Daae 2 0 WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M I-7473 rov. 10N3/2015 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 buildmg design Bracing indicated is to prevent budding of individual liuss 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 broong of trusses and truss systems. see ANSIRPI7 Oualhy Crtterls, DS049 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Ins:1000, 21eN Lee West. Suite 312. Alexandria. VA 22314 Tampa, FL 36810 Job Truss Truss Type Ply 10ty 11-2410-C38THT71669512 PS24IOC-L2T3B D1 SPECIAL 1 mrunwroa wmxr, wnow, •. LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (p") Vert: 1-5-60, 6.10=289, 2-11=20 Concentrated Loads (lb) Vert 6=520 7 6su s Apr 1a 2016 MRek Industries, Inc. Wed Jul 26 11,13,00 2017 Pape 2 ID:rFfnwM3WpTGdrCOMh4ZDuyq_6K-UIMv4lT KDHuvX2ygO211xYaOnCCfOHGN7hMyHyuDIL AWARNING - Varlly design parameters and READ NOTES ON TNrS AND INCLUDED WTEK REFERENCE PAGE 11,111.7473 rev. 1000"VIS BEFORE USE. Design valid for use only with MRek® connectors This design is based only upon parameters shown, and is for an Individual building component, net a truss system Before use. the building designer must venly the applicability of design parameters and popery incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members ordy Additional temporary and permanent bracing Is always repurred for stability and to prevent collapse with possible personal injury and popery damage. For general guidance regarding tint is fabrx;alron, storage. delivery, erection and brsdng of trusses and truss systems, see ANSVTPIII Duality Crkerta, 05829 and SCSI Building Component 6904 Parke East BlvdSafelyInformationavailablefromTrussPrsbInstitute. 210 N Lee Streal, Suite 312, Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oily Ply Park SglSebnng 11-2410-C 38TH PS2410C•LZT38 D2 SPECIALSPEC. 1 21 Mid -Florida Lumber. Banow, FL 7 640 s Apr 19 2016 Mrrek Industries. bic Wed Jul 26 11.18 012017 Pape 1 ID rFfrnvM3Wg7GdreOMh4ZDxycL6K yywlwCTc5WPkXgd8E5ZG185m3_YOW80bnOwUtyuDIK 1 0-0 d 1•e 7-68 11-38 131.13 1 15j 1 17.2-0 17 0 19.140 1.40 4 1.8 37.0 37-0 1.145 41.9 1.10 8 43 1•tiA 0 4 1 2.3 8 Scab a 1.35 8 15xe II 5 17 3x4 = 11 2x4 II 7x8 = 40 ll 8x10 MT20HS = 20 II exe = 40 11 LOADING (psf) TCLL 20.0 TCDL 100 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Inv NO Code FBC20141TPI2007 CSI. TC 0.82 BC 082 WB 0 81 Matrix-M) DEFL. in (loc) Vdefl Ud Vert(LL) -0.26 15 >899 360 Vert(TL) -0.68 14-15 >348 240 Holz(TL) 0.06 11 n/a n/a PLATES GRIP MT20 2"/190 MT20HS 187/143 Weight: 253 Ile FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing 6-16,6.14,8-14,8-12,10.12. 2x4 SP No.2 REACTIONS. (Ile/size) 11=2852/0-6-0, 2=1641/0-7-8 Max Horz 2=327(LC 8) Max Uplift 11 —361 (LC 5). 2=208(LC 8) Max Grav 11=3W8(LC 2). 2=1641(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=3160/333. 3-4=3061/338, 6 15=637/127, 6-20=10636/1523, 7-20=10636/1523, 7-21-10636/1523, 8-21=10636/1523, 8-9=5600/714, 9.10=560W/714, 10.11=2608/321 BOT CHORD 2-17=565/2798, 16-17=565/2798, 15.16=-1741/11366, 14-15=-1877/11870, 13-14=-1240/9408, 13.22=1240/9408, 12-22=1240/9408, 11-12=42/356 WEBS 4-16-437/3149, 4-6=3238/526, 6-16=9104/1298, 8.13=911736, 6.14=-2040/388, 8-14=310/2409, 8-12=4174/578, 10-12=737/5748 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 D-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-" oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf, h=15f ; B=45f ; L=24ft; eave=411; Cat 11; 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 100lb uplift at joint(s) except Ot=1b) 11=361, 2=208 Printed copies of this document are 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1282 lb down and 215 lb up at not considered signed and sealed and 17-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. the Signature must be Verified On LOAD CASE(S) Standard any electronic copies Continued on Daae 2 AWARNING • Verf1y design parameters and READ NOTES ON TKS AND INCLUDED MITEN REFERENCE PAGE M/F7473 rev. 1097R015 BEFORE USE. Design valid for use only with MrreM connectors This design is based only, upon parameters shown, and is for on individual building component, not a truss system Before use. the building designer must verily the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or cord 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 bDricolion, storage. delivery, erection and bracing of trusses and truss systems, no ANSVTPII Quality Criteria, DSB29 and SCSI Building Componem 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SglSebnng 11-2410-C 3BTN T71689513 P5241OC-LYi3B D2 SPECIAL 1 r.wv a nor re zuro win ea moumnes, mc. Wec Jur zo 11ae'ul zu1 r Pape z ID: rFtnwM3Wq?GdreOMh4ZDxyq_6K-yywlwCTc5W PkXgdBE SZG185rTB_YO WBObnOwUjyuDIK LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Undone Loads (plf) Vert: 1-5-60. 6.10=90, 2-11= 20 Concentrated Loads (lb) Vert: 6-1320 22=1282(F) AWARNING - Verlry dealpn parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE MLL7473 rev. 10,00=015 BEFORE USE. Design valid for use only wdh Meek* connectors. This desgn is based only upon parameters shown, and is for an mdnrdual building component. not a truss system Before use, the bu9drng designer must vent' the applicability of design parameters and property incorporate this design into the overall budding design Brarmg indicated is to prevent buMng of individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stabrldy and to prevent collapse with ponrble personal rnlury and property damage. For general guidance regarding the No fabrication, storage. delivery. erector and breong of trusses and truss systems, see ANSUTPII Quality CrIterls, OSO49 and BCSI Building Component 69W Parke East BledSafetyInformationavailablefromTrussPlateInstitute. 210 N Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Sebring 11-2410-C 38TH T11889514IPS241oC-L2T3B 03 SPECIAL t n M6Flords Lumber, Bartow, FL 7 640 s Apr 19 2015 MtTek Industries, Inc Wed Jul 26 11.1 a.02 2017 Page 1 ID rFfrnlvM3Wq?GdreOMh4ZDxyq_6K-0BUgBYUEsgXb9gCKop4VqMdyQaLA71r)ZqRAT09yuDIJ 1 •1-0-0 1 4-8-6 1 9.00 1 11.3,8 1 12 1 15.5.0 1 17 110 1 19.140 1-00 4.8.8 a310 2.38 1.11-14 2-1-10 2-1-t0 2-3.8 Scat*-1:37.2 1.Sx4 II 11 30 = 10 II Sx12 MT20HS = 2.5 II 302 = 1x4 II 4102 = 2x4 11 LOADING (psf) SPACING- 2-" CSI. TCLL 20.0 Plate Grip DOL 1.00 TC 0.68 TCDL 10.0 Lumber DOL 1.00 BC 0 73 BOLL 0.0 ' Rep Stress InNO aWB 0.96 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 'Except' 11- 16. 2x4 SP DSS WEBS 20 SP No.3 REACTIONS. ( lb/size) 11-1711/Mechanical, 2-1500/0.7-8 Max Horz 2=327(LC 12) Max Uplift 11=184(LC 9), 2=185(LC 12) Max Grav 11=2071(LC 17), 2=1586(LC 17) OEFL. in (loc) Vdefl Ud Vert( LL) 0.23 15 >999 360 Vert( TL) -0.57 15 >413 240 Horz( TL) 0.07 11 n/a n/a PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 225 lb FT = 20% 17 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-4 oc purllns, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 7- 8-14 oc bracing: 15-16 7- 7-3 oc bracing: 14-15. FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=2764/675, 3-21=-2696/689, 3.22=2580/680, 4-22=2503/689, 6-15=-292/127, 6- 23-953412986, 7-23=9534/2986, 7-24=-9534/2986, 8-24=9534/2986, 8- 25=-3789/1027, 9-25=3789/1027, 9-10=-3789/1027, 10-11=1960/518 BOT CHORD 2-17=-982/2543, 16.17=-982/2543, 15.16=3692/10980, 14.15=3859/11339, 13- 14=204W7090, 12-13=204W7090 WEBS 4-16=1460/4598, 6.16=9534/3085, 4-6=4343/1481, 7-14=251/27. 6-14=2008/971, 8- 14=1043/2719, 8-12-3673/1137, 10-12=1099/4038 NOTES- 1) 2-ply truss to be connected together with 10d (0 131 "x3") nails as follows: Top chords connected as follows: 20 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows 20 - 1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (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; Vul1=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15ft; B=45ft, L=24ft, eave=4ft: Cat. 11; Exp B, Encl , GCpi=-0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-0-0. Interior(1) 2-" to 19-8-4 zone:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-D-0 wide will fit between the bottom chord and any other members. 9) Refer to girder(s) for truss to truss connections. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 11= 184, 2=185. 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 Con> f%WgAp&AWjce(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 0 WARNING - Verify design paramerers and READ NOTES ON TWS AND INCLUDED AUTEK REFERENCE PAGE MII.7473 rev. I&MVtS BEFORE USE. Design valid for use only with WNW 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 budding design. Bracing indicated is to prevent buckling of individual truss web andror Cord members onty. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal merry and properly damage For general guidance regarding the IN fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DSB-89 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute. 218 N Lee SUeet. Suite 312. Alexandria, VA 22314 Tampa. FL 36610 Job Truss Truss Type of/ Ply Parr SglSebnng n-2414C 3BTH 711699514 PS24IW-LMB D3 SPECIAL 1 21job Reference (optional) XV s Apr le Zu19 MI I eK m0u71ne5. Im; Wad JUI Z5 11'le'02 Z017 P&90 2ID:rFfrnwM3Wg7Grrc0 ZDxyq_6K-08Ug8YUEsgXb9gCKop4VgMdyOaLA7w7ZgRATD9yuDIJ LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pll) Vert: 1-5-60, 6.10-90, 11-18=-20 Concentrated Loads (lb) Vert: 6-1320 AWARNING - Volly dodo -parameters and READ NOTES ON MS AND INCLUDED aeTEX REFERENCE PAGE MIS-7473 rev. IM312015 BEFORE USE. Design valid for use only with MITOXV connectors This design Is based only upon parameters shown, and is for an indivrtluel budding component, not a truss system Before use, the budding designer must Verily the applicability of design parameters and properly incorporate this design into the overall budding design are" indicated Is to prevertt buckling Of Indtvr0uat vast web andlor cord members only. Additional temporary and permanent bracing is aN+ays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erecwn and bracing of trusses and truss systems, see ANSVTPf1 Quality Criteria, DSB-119 and SCSI Building Component 69W Parke East Blvd Safety Information available from Truss Plats Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sit Se" I1-2410-C 38TH T11669515 PS24I0C-L2T3B De SPECIAL 1 Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 Mnek Industries, Inc. Wed Jul 26 11:15.02 2017 Page 1 ID: rFbiwM3 Wg7GdreOMh4ZDxyq_6K-0BU98YUE sgXb9gC Kop4VgMdlhaLk7xrZgRAT09yuDIJ 1-0.0 3.5.4 fi40 11.i 14.2-0 17 u 1.0.0 3-54 2.10.12 4-11.6 2.10-8 2.10-B Scale = 134 9 9 3x4 = 5x9 = 30 II 502 = 1411 40 r & 40 I 11.3•e 411.8 I 142-0 I 17.0.8 I 2.10-e 2-10.9 Plate Offsets (X.Y)- 16:0.2-4.0.3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 0.19 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.DO BC 0.76 Vert(TL) 0.50 11-12 >404 24D BCLL 0.0 ' Rep Stress Ina NO WB 0.91 Horz(TL) 0.07 9 Na n/a BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 192 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 4-10-0 oc puffins, except BOT CHORD 20 SP DSS end verticals. WEBS 2x4 SP No.3 *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8-10: 2x4 SP No.2 WEBS 1 Row at midpt 6-12 REACTIONS. (lb/size) 9=2201/Mechanical, 2=149210-7-8 Max Horz 2=327(LC 8) Max Uplift9=-330(LC 5), 2=195(LC 8) Max Grav 9=2561(LC 13), 2=1555(LC 13) FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2768/287, 3-4=2731/286, 6-11=-89/696, 6.7=-6141/860, 7-8=-6141/860, 8-9=2477/331 BOT CHORD 2-12=523/2533, 11-12=1621/10683, 11-16=1731/11159, 1D-16=1731/11159 WEBS 4-12=239/1920, 4-6=2542/416, 6-12=8380/1219, 6-10=5308/922, 7-10=411/15. 8-10=897/6350 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x31") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.9-0 oc. Bottom chords connected as follows, 2x4 - 1 row at 0-5-0 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; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=1511; B=45ft, L=24R; eave=4ft, Cat 11, 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) 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-D-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) 01 truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (fit=lb) 9=330. 2=195 10) "Semi -rigid pdchbreaks including heels" Member end fixdy model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 876 lb down and 157 Ile up at 11-5-8 on bottom chord The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on Daoe 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • V design erlry p M rarkg cot and READ NOTES is bass AND INCLUDED 1eters REFERENCE or E Ms-7g3 rev. building component. BEFORE USE. Design veld for use only with MRell®connsclors This design is WaeO Dory upon parameters siwwn, and is for an individual DuUdup component not a truss system Before use. the buildup designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing militated Is to prevent buckling of individual truss web andlor Chord members only Additional temporary and permanent bracing is'sways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, eretlbn and bracing of losses and truss systems, see ANSVIPII Quality Crllorla, DSBa9 and SCSI Building Component 6904 Parke East Blvd. Safely Information available from Truss Plate InsldNe. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgGe" n-2nb-C 38TH T11689515 IPS2410C-LZT38 Ds SPECIAL 1 all Mod-Flonda Lumber, Barlow, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 00, Plate Increase=1.00 Uniform Loads (pl ) Vert: 1-5=60, 6-8=90, 9-13=20 Concentrated Loads (lb) Vert: 6=-1320 16=788(F) 7.610 a Apr 19 2015 MTek In not, Inc. Wed Jul 25 11:18:02 2017 Pape 2 ID.rFh- wM3Wq')GdreOMh4ZDxyq_6K-08Up8YUEsgXb9gCKop4VgMdlhaLk7xrZqRAT09yuDIJ T0WARNING • Verify design jsanmNars and READ NOTES ON TlOS AND INCLUDED MITEK REFERENCE PAGE M1F7177 rw. id07rtOfS BEFORE USE. Design void for use only with MiTekV connectors. This design Is based only upon parameters shown, and is for an individual budding component. not a truss system. Before use, the budding designer must vertly the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buciding 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, electron and bracing of trusses and truss systems. see ANSVTPII Quality Criteria, DSB29 and BCSI Building Component 61104 Parke East Blvd Safety Information available from Truss Plate Institute, 2111 N. Lee Street, Suite 312. Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty Ply Park SgMebnng 11-2410-C 3STH T11889516 PS2410C-L7T38 DS SPECIAL 3 1 Mid-Flonds Lumber. Barlow. FL 7 540 $Apf i9 zuio Mnex Inausines. Inc. Wee Jul 25 i i.15.03 z017 Paget ID•rFh wM3Wq7GdreOMh4ZDxycL_6K-uK22LuVsdBlSm_nXLWbkNZA60_dKsO7j35vOZcyuDll 1.0-0 1 511-0 1 11-3-0 1 13.10.0 1 1 1.40 511-0 5.4-0 2$8 2$8 3x5 = Bx9 = 30 11 Sx14 = 54011 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 00 ' Rep Stress Ina NO BCDL 10.0 Code FSC20141TPl2D07 LUMBER - TOP CHORD 20 SP No 2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except' 4.10,5-11. 2x4 SP No.2, 7-9: 20 SP No.2D REACTIONS. (lb/size) 8=1682/Mechanical, 2=1148/D-7-8 Max Horz 2=327(LC 12) Max Upld18=239(LC 12), 2=142(LC 12) Max Grav 8=1970(LC 17). 2=1170(LC 17) Settle = 134 6 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TC 0.74 Vert(LL) 0.2310-11 >856 360 MT20 244/190 BC 099 Vert(TL) 0,53 10-11 >369 240 WB 0.94 Horz(TL) 0.06 8 n/a n/a Matrix-M) Weight: 102 Ile FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-5-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 4-11-13 oc bracing. WEBS 1 Row at midpt 3-5. 5-11 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-14=2253/580, 3.14-2152/595, 5.10=-414/222, 5.16=4207/1483, 6.16=4207/1483, 6-7=4207/1483, 7-8-17761602 BOT CHORD 2-11=-901/2105, 1D-I I= 2625l7074, 9-10=2827!/429 WEBS 3-11=420/1387, 3.5=21081796, 5.11=5053/1752, 5.9=3421/1427, 6-9=354/50, 7-9=1520/4283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; B=45R; L=2411; eave=4f1; Cat. II; Exp B; Encl., GCpi=O 18; MWFRS (directional) and C-C Exterior(2) -1.0-0 to 240.0, Interior(1) 2-0-0 to 16-2-12 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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) Refer to girder(s) for truss to truss connections 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) except (A=lb) 8=239, 2=142. 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. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vera: 14-60, 5-7=90, 2-8=20 Concentrated Loads (lb) Vert: 5-1320 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify des/gn paramerars and READ NOTES ON TN/S AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 100=015 BEFORE USE. Design cold for use aMy with Wake, connectors. This design 1s based only upon parameters shown, and is for an individual budding component, not a truss system Before use. the building designer must verify the applicability of design parameters and property uirarporale this design into the ovuae building design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the is fabrication. storage, delivery. arectxtn and brawg of trusses and truss systems, we ANSIRPII Quality Croerla, DSB29 and BCSI Building component 69N Puke Fast Blvd. Safety Information available from Truss Pe Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Pars SWSebnng 11-2410-C 38TH T71668517 PS2110C-L2T3B DSA SPECIAL t m,wr,wws wmwa , omuw, rL. r.p u a Apr 11r N16 ml I oK Irlouranati. me Wee Jul Le 11.1 e.u7 Zul r Fogel ID rFfnwM3Wq'GdreOMh4ZDxyq_6K-uK22LuVsd8tSm nXLWbkNZA7LfrsN7)35vOZcyuDll 110 I 5.11.0 I 11.3-B I 13.10.0 I 18-4-8 1.40 511-0 5.4-8 2-" ill Scale = 1:34.6 3x4 = 4x8 = 3x5 II 5x14 = 4x4 II 1 s1t-0 1 t1.3 e I t3 to-0 I te.4-a 571-0 s4-8 2$8 2$8 Plate Offsets (X.Y)- 12,0.1-4.Edael. IS:D-2-8.0-3-41.18.Edne.0-3-81. 111:0.3.8.0.2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) -0.17 10.11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 083 Vert(TL) -0.45 10-11 >430 240 BCLL 0.0 ' Rep Stress Incr NO WS 0.97 HOrz(TL) 0.05 8 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matnx-M) Weight: 204 Ili FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3'Except' BOT CHORD 4-10,7-9: 2x4 SP No.2 WEBS REACTIONS. (lb/sae) 8=2713/Mechanical, 2=1578/0-7-8 Max Horz 2=327(LC 8) Max Uplift 8=-44 1 (LC 5), 2=214(LC 8) Max Grav 8=3117(LC 13), 2-1647(LC 13) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3409/395, 5-10=94/693, 5-6=-6905/1D48, 6-7-6905/1048, 7-8-2840/416 BOT CHORD 2-11=592/3137, 10-11-1848/11724, 10-14=1991/12364, 9-14=-1991/12364, 8-9=53/390 WEBS 3-11=-298/2259, 3-5=-3162/517, 5-11=-8730/1327, 5.9=5796/1001, 6.9=314/4, 7-9=107217017 Structural wood sheathing directly applied or 4-6-12 oc puffins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. 1 Row at midpt 5-11 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows, Top chords connected as follows: 20 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows. 20 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4 2psf; BCDL=3 Opsf, h=15ft; 8=45h: L=24411; eave=4R; Cat. II; Exit B. Encl., GCpl=O 18. MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7)' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (j1=lb) 8=441, 2=214 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1624 lb down and 290 lb up at 11-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on a e 2 O WARNING - Verify design pararmters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE MU-7473 rev. 100=015 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 vent' the applicability of design parameters and property Incorporate this design Imo the overall budding design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanem bracing Is always rzred for stability and to prevent collapse with possible personal injury and property damage. For general guidance reDardmg the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSBa9 and SCSI Building Component Safety Information available from Truss Plate Insidule. 210 N. Lee Street. Suite 312. Alexandra, VA Z2314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies h" 6904 Parke East Blvd. Tamps. FL 36610 Job Truss Truss Type Oily Ply Park Sq Sebring 11-2410-C 38TH TI1869517 PS2410C-L2T3B D5A SPECIAL 1 Job Mid-Flonds comber, Bariovr, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 UnHorm Loads (p") Vert. 1-4=60, 5-7=90, 2-8=20 Concentrated Loads (lb) Vert: 5=1320 14=1460(8) 7.610 {Apr 19 2015 MRek Industries. Ir1C Wed J01 ZB 11:1a'03 2017 Page 2 ID:rFh1wM3Wg7GdreOMh4ZDxyq_6K-rK22LuVsdBfSm nXLWbkNZA7LIrsN7135vlueyuDll 0 WARNING - Verily design parsmafens and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE MO.7473 rev. t0id3,7015 BEFORE USE. Design valid for use only with MITOW connectors This design is based only upon parameters shown, and is for an individual budding component, not e buss syailem Bofors use. the Dubdmp designer must veriy the Abilityappl¢of Design parameters and properly Incorporate this design into the overall budding design Bracing mdicaled is to prevent buckling of Individual buss web andfor chord members only Adddionol temporary end permanem bral:mg ' Is always required for stability and to prevent collapse with possible personal mlury and property damage. For general guidance regarding the go fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANS11iPl1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Inforlradon available from Truss Pule InsiknAe, 216 N Lee Street. Subs 312. Alexandria, VA 22314. Tampa, FL 36810 Job Truss Truss Type pty Ply Park SgtSebnng 11-2410•C 38TH T116e95ta PS2410C•L2T3B 0511 SPECIAL 1 Mo-r lords Winder, 118110w, rL. 7 540 6 Apr 19 ZU15 Merck Industries, Inc. Wed Jul 25 11.1e,04 2017 Page 1 ID* rFfnwM3Wq?GdreOMh4ZDxyq_6K-NXcRYEVW ORoJOBMIvE6zwnjCtO?Cbt2sHBa52yuDIH 1-0-0 1 31-0 I 5.78 - I 8-4.10 I 11-0-0 I 137$ 1 18.4-8 1 0 31A 2$8 2-9-2 2-7-6 2.7•B 2-ii2 Scale. 3/e =1• 1.5x4 11 IS = 3x5 — 7xe = 4x4 11 axe = Sire = Sire = 10 4x5 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.D0 Lumber DOL 1 DO Rep Stress Ina NO Code FBC2014rrP12007 CSI. TC 1.00 BC 0.89 WB 0.80 Matrix-M) DEFL. Ver1(LL) Vert(TL) Horz(TL) in (loc) Well Ud 0.27 12-13 >731 360 069 12-13 >280 240 007 10 n/a n/a PLATES MT20 MT18HS Weight: 286 lb GRIP 2441/ 190 244/ 190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals. 5. 9: 2x4 SP No.t BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 6- 12.8-12.9-11: 20 SP No.1 REACTIONS. ( lb/size) 10=4858/Mechanical, 2=3171/0-7-8 Max Horz 2-208(LC 8) Max Uplift 10=806(LC 5). 2=-477(LC 5) Max Grav, 10=5468(LC 29), 2-3483(LC 29) FORCES. ( lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=7565/1065, 3-4=407/32, 5.18=23206/3559, 6-18=23206/3559, 6.19=24306/3851, 7- 19=2430613851, 7-20=24306/3851, 8-20=24306/3851, 8-21=13652/2098, 9- 21=-13652/2098, 9-10=5047/758 BOT CHORD 2-15=-108316830, 14-15=2557/16744, 13.14=2742/17991, 12-13=-3559/23206, 11- 12=2098/13652, 10.11=-97/678 WEBS 3.15=-658/4543, 3-5=6553/982, 5-15=10678/1587, 5.13=-871/5491, 6-13-13901226. 6- 12=335/1298, 7-12=-5604/1009, B-12=1868/11347, 8-11=-4284/661, 9. 11=2131/13818 NOTES- 1) 3-ply truss to be connected together with 1Od (0,131"0") 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 it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated 3) Unbalanced roof live loads have been considered for this design. 4) Wind ASCE 7-10, VuR=140mph (3•second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h-15ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl , GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 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 ps1 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 printed copies of this document are fitbetweenthebottomchordandanyothermembers. 9) Refer to girder(s) for truss to truss connections. not Considered signed and sealed and g10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) the signature must be verified on 10= 806, 2=477. any electronic copies 11) Girder carries tie-in span(s): 5-0-0 from 5-7-8 to 11-7-8 d& 6&V ;-6i9WaW0breaks including heels' Member end fixity model was used in the analysis and design o1 this truss O WARNING - Verify design parameters and READ NOTES ON TN/S AND INCLUDED WTEK REFERENCE PAGE 11,111.7473 rev. 10r0"015 BEFORE USE. Design valid for use only with MlTeIrt connector*. This design is based only upon parameters clown, and is for an mdwiflual building component, not a truss system. Before use, the budding designer must venfy the applicability of design parameters and property Incorporate this design into the overall Watling design Brag indicated is to prevent buckling of individual truss web and/or cord 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, election and bracing of trusses and truss "am*. no ANSV IPII Quality Criteria. DSB-89 and SCSI Building Component 6904 Parke East Bhp, Safety Information evadable from Truss Plate Insldule, 218 N. Lee Street, Suite 31Z Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sglsebnnp I1-200-C 3M I n+6e9s1eIPS241oGL2T3BD58SPECIAL1 3 FAWF10WOLumber. uenow.FL. b4U a Apr ie wab am eK rrlbusines, me web An 20 i nit w ZVl r rape z ID•rFfnWM3Wq'>GdreOMh4ZDxyq_6K-NXcRYE WVORoJOSMtvE62wntCtOTCbt2sH pa52yuDIH NOTES- 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 602 lb down and 182 lb up at 10-8-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead + Root Live (balanced). Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert. 1.4 =60, 5-20=-266, 9-20=90, 2-10 =20 Concentrated Loads (lb) Vert, 5-425 7-4840 AWARNING - Verify design paromtsra and READ NOTES ON THIS AND INCLUDED MrrEK REFERENCE PAGE M/I.7473 rov. 10IM015 BEFORE USE. Design valid for use only with MRek® connectors This design Is based only upon parameters shown, and is for an individual building component, not a truss system Before use. the buildup designer must venly 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 cord 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, wilchon and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Abvandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty my Perk SqiSebnng 11.2410-C 38TH T11669518 PS241OC•L2T38 DO SPECIAL 1 1 Mid -Ronda Lumber. Barlow. FL 7.540 s Apr 19 2016 Mnek Industries. Inc Wed Jul 25 11.18.05 2017 Page 1 ID:rFtnwM3Wq7GilrcOMh4ZDxyq_6K4ftmaX79kvA01xvTxeCS FTgoMvKMUDWP07dUyuDIG 1-0-0 I 2.10.0 I 57-6 I 648 I ta7.8 I 13315 I 1-s0 2.10.0 2•a6 2•St 2$13 2.6.9 Scald a 1 261 1 5x4 II 30 = 7x6 = 24 II 40 = 6xe = 9 30 II I 2-to-0 I s7-6 I e-a9 I ta7.6 I 13315 I 2.10-0 2-9.6 2•S1 2A73 2.8.9 Plate Offsets (X.Y)— 15.0-24.0-3-01.113,0-3-0.0.4-41 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.00 TC 0.62 TCDL 10.0 Lumber DOL 100 BC 0.73 BCLL 0 0 ' Rep Stress Inv NO WB 0.60 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 Except* 511.$-10.6.10. 2x4 SP No 2 DEFL. in (loc) Wert Ud PLATES GRIP Vert(LL) -0.11 11-12 >999 360 MT20 244/190 Vert(TL) -0.25 11-12 >629 240 Horz(TL) 004 9 n/a rda Weight: 79 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins, except end veAicals. BOT CHORD Rigid ceiling directly applied or 7-4-7 oc bracing. REACTIONS. (lb/size) 9=840/0.4-15, 2=870/0.7-8 Max Horz 2=155(LC 12) Max Uplift9=37(LC 9), 2=103(LC 12) Max Grav 9=1077(LC 17). 2=956(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-16=1851/474, 16.17=-1831/478, 3.17=1816/479, 518=3524/846, 6-18=3524/846, 6-19=2176/454, 7.19=2176/454, 7-8--2176/454, B-9=-934/194 BOT CHORD 2-13=-605/1698, 12-13=1066/3560, 11-12=1129/3788, 10.11=-846/3524 WEBS 7-10=341/51, 3-13=202/892. 5-13=1981/491, 3-5=1595/527, 5-11=413/302, 8-10=450/2149, 6.10=1439/418 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, VuB=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3 Opsf; h=1511; B=4511; L=2411; eave=4f1; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-" to 2-0-0, Intenor(1) 2-" to 13-2-3 zone,C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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) 9 except (/t=1b) 2=103. 7) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated Ioad(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Invease=1.00, Plate Invease=1.00 Uniform Loads (pit) Vert 1-4=60, 5-8=90, 2.9=20 Concentrated Loads (lb) Vert: 5-365 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify design Paramerera and READ NOTES ON TINS AND INCLUDED M/TEK REFERENCE PAGE 1101110.7473 rev. 10/03,7015 BEFORE USE Design valid for use only with MFT*k* connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding designer must verify the applicability of design parameters and properly incorporate Ibis design into the overact budding design Bracing indicated is to prevent buckling of individual thus web andror chord members only. Additional temporary and permanent bracing lwIsaays required for stabiliy, and to prevent collapse wah possible personal inlirry and property damage. For general guidance regarding the lebncaton, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPII Quality Cdtw%, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Instauhe• 216 N Lee Street, Suite 312, Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oy Ph, Park Sc Sebring 11-2410•C 30TH Tt1889520 PS2410GL2T3B D7 SPECIAL 1 1 MWFlonds Lumber. Barrow. FL 7 640 s Apr 19 2016 Work Industries. Inc. Wed Jul 26 11:16.06 2017 Page 1 ID rFh1wM3Wq?GdreOMh4ZDxy/_6K-JvIBzwXIw321dSW51e9R?Cob9CeT3nv9g8g9xyuDIF 2.10-0 I 5.7.8 I .2-0 I IOjO,4 I 13.8.8 I 18.4.8 I 1b0 2.,O o 2-9.8 28$B 2-8-4 2.64 2.10-0 Scale - 1 31 0 20 II 3x4 =3x4 = 7,6 = 3x4 II 4x8 = 2x4 II 8x9 = 30 II 2.10-0 I 5.7.9 I f1•ao I 10.10.4 I 13.8-8 I 1&4-B 2•to-0 2.9-B 288 2-8-4 2.64 2.10.0 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20 0 Plate Grip DOL 1.00 TC 0.82 VeM(LL) -0.23 13 >854 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.97 Verl(TL) -0.50 13 >393 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.71 Horz(TL) 0.06 10 n/a n/a BCDL 10 0 Code FBC2014frP12007 Matrix-M) Weight: 96 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-10.13 oc purlins, BOT CHORD 2x6 SP No.1 D except end verlicels WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 8-1-12 oc bracing. 5.13,7-13,7-11,9-11: 2x4 SP No.2 REACTIONS. (lb/stze) 10=878/Mechanical, 2=941/0.7-8 Max Horz 2=129(LC 12) Max UpIM 2=-86(LC 12) Max Grav 10=1216(LC 2), 2=1092(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-18=2218/439, 18-19=2201/4 2, 3-19=2192/443, 5-20=-4856/815, 6.20=4856/815, 6-21=4856/815, 7-21=4856/815, 7-22=25741302, B-22=2574/302, 8.23=25741302, 9.23=2574/302, 9.10=1044/122 BOT CHORD 2-15=537/2018, 14-15=992/4496, 13.14=1052/4810. 12-13=-607/4492, 11-12=-607/4492 WEBS 6.13=-318/17, 8-11=322/28, 3-15=19811123, 5-13=-230/262, 7-13=220/399, 7-11=2064/324, 9.11-297/2525, 5.15-2635/483, 3.5-19051472 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind, ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf: BCDL=3 Opsf; h-15ft; B=451111; L=24f1; eaver14ft; Cat If: Exp B: Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2.0.0, Interior(1) 2-0.0 to 16.2-12 zone;C-C for members and forces d MWFRS for reactions shown, Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2. 8) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=50, 5.9=40, 2-10=17 Continued on Daae 2 Printed copies of this document are not considered signed and sealed and the signature must be venfied on any electronic copies O WARNING • Verily deslgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE af0.7473 rev. 141612015 BEFORE USE. Design valid for use only with Mrr@W connectors This design is based only upon parameters shown, and is for on Individual building component. not a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overact buildup design Brame indicated is to prevent budding of individual truss web andlor chord members only. Additional temporary and permanent brawq is always required for stability and to proem collapse with possible personal injury and property damage. For general guidance regarding the fabrication. storage, delivery, erecllon and bracing of trusses and Wu systems, we ANSVrPI1 Owlity Crlterls, DSBd9 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Trans Plate Inatnae. 218 N. Lee Sliest. Sune 312, Alexandra. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Sebnnp 11.2a10•C 38TH T11689520 PS241OC-LZT38 07 SPECIAL 1 1 all vo+u s AV tv Lute min rex rrmoustnes, rno. woo Jul im 11•te'W ZVI I page ID. rF1nwM3Wg7GdreOMh4ZDxyq_6K-JtgBzwXlw321 dS WS 1 e9R?Cob9CeT3nv9l38g9xyuDIF LOAD CASE(S) Standard Concentrated Loads (Ib) Vert:5=-365 r..mt0WARNING • Ver11y daslpn parameters and READ NOTES ON TFOS AND INCLUDED MITEK REFERENCE PAGE Ma•7473 rev. 10007R01e BEFORE USE. Design valid for use only with MTelt® 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 budding design Bracing indicated is to prevent buckkng of individual truss web and/or chord members only. Additonal 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 ANSVTPN Ouetlty Criteria, OSS49 and SCSI Building Component 6904 Ps" Fast Blvd Safety Information available from Truss Plate InsbtlAe. 218 N Lee Street, Suite 312. Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type oty Ply Park Sq/Sebnrlp II-2410-C 3BTH TIIN9521 PS2410C{2T3B F2 SPECIAL 3 1 Mi0•Florids Lumber, Barlow, Fl. 7.640 s Apr 19 2016 MRek Industries. Inc Wed Jul 26 11 *18,06 2017 Pape 1 ID. rFfnwM3Wq?GdreOMh4ZDxyq_6K-JvIBzwXNv321 dS W51 e9R?CohYChl31S9138g9xyuDIF 1.412 2.9.10 S7.4 8.3.8 11-3 1-012 2-"o 2.9.10 2-8-42.11.12 2xil 11 exe = 2.0 11 7,9 = 1.118 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code FBC2014/TPI2007 Scale = 133 e 17 CSI. DEFL. in (loc) VdeO L/d PLATES GRIP TC 042 Vert(LL) 0.07 W 999 360 MT20 244/190 BC 0.82 Vert(TL) 0.16 9-10 846 240 WB 0.87 Horz(TL) 0.02 8 n/a We Matrix-M) Weight: 87 Ili FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8-738/Mechanical, 12=748/0-6-12 Max Horz 12-247(LC 12) Max Uplifi8=101(LC 12), 12-46(LC 12) Max Grav 8-957(LC 17). 12=769(LC 17) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-13=488/1D8, 13-14=436/116, 3.14=435/117, 5.15=-2064/806, 6-15=2064/806, 6-7=2064/806, 7-8=834/302, 2-12=761/223 BOT CHORD 11-12=371/260, 10.11=1292/2726, 9.10=-1426/2921 WEBS 2.11-931581, 3-11=311/582, 6-9=-400/66, 511=2338/925, 3-5=-695/445, 5-9=904/654. 7-9=795/2003 Structural wood sheathing directly applied or 3-1D-6 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-15 oc bracing NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuB=140mph (3-second gust) Vasd=108mph, TCDL=4.2ps1; BCDL=3.Opsf; h=15ft; 8=45ft; L=24R; eave=4R; Cat. II; Exp B. Encl., GCpr=0.18; MWFRS (directional) and C-C Exterior(2)-1.0-12 to 1-11-4. Interior(i) 1-11-4 to 11-1-8 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1 60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.40 wide will I'd between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (f1=lb) 8=101 8) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase-1.00 Uniform Loads (plf) Vert 1-2=60, 2-4=-60, 57=90, 8-12=20 Concentrated Loads (lb) Vert: 5=365 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING . Verify design parameters and READ NOTES ON TNS AND INCLUDED MITEK REFERENCE PAGE AUI.7473 rev. /0Io312015 BEFORE USE. Design valid for use only with MRek® 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 Verily the applicability of design parameters and properly incorporate this design irdo the owed building design Bracing militated Is to prevent buckling of individual trans 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 ANSVrPit Quality Criteria. DSB-19 and BCSI Building Component 6904 Parke Fast Blvd Safely IntomraUon available from Truss Pole InsfrlNe. 218 N. Lee Street. Subs 312. Alexandra, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SgGebnng 11•2410-C 3BTH T118e9522 PS2410C-LZT313 E3 COMMON 3 1 MgFlonda Lumber. Bartow, FL. 7.640 s Apr 19 2016 MRek Industries. Inc Wed Jul 26 11.18.07 2017 Page 1 I D: rFfrrwM3Wq?GdreOMh4ZDxyq_6K-n5HZBGYNhMAuFbSlaMggXPLrNb9foOjIJtE INyuDIE 6.40 I 104-0 i 1i 1.0.0 6.40 "0 1-00 4x4 = 6 4x6 6 2x4 II 1.5x4 II Scale - 1:28.1 i 6bD 6-0-0 i 10-0 ( 4.4.0 Plate Offsets (X.Y)— 12:0-3-15.0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.03 7-8 >999 240 MT20 2441190 TCDL 100 Lumber DOL 1.25 BC 026 Vert(TL) -0.08 7-8 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.10 Horz(TL) 0.00 6 Na n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 60 lb FT = 200/9 LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/size) 8=472/D-7-8, 6=467/Mechanical Max Hoiz 8=-110(LC 10) Max Uplift 8=-157(LC 12), 6=165(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=374/200, 9.10-303/204, 3-10=295/215, 3-11=303/238. 11-12=305/229, 4-12=-347/227, 4-6=438/339, 2-8=-415/333 WEBS 4-7=90/287 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=15ft; B=451t: L=24R, eave=oft, Cat. 11: Exp B; Part. End., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-" to 6-0.0, Exterior(2) 6-0-0 to 9.041 zone; end vertical left exposed,C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Ot=lb) 8=157, 6=165 7) "Semi -rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE WI.7473 ray. 10093?016 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 verdy the applicability of design parameters and property incorporate thts 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 rs always required for stabdity, and to prevem collapse with possible personal injury and property damage For general guidance regarding the kv fabrication. storage. delivery. erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OS049 and SCSI Building Component 6904 Parke East BNB Safety Information available from Truss Ptale Institute, 218 N Lee Street. Sude 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgBebnng 11-2410•C 313TH T11669523 M41OC-UT38 E4 GABLE t t M6Florids Lumber, Bartow, FL. 7 640 s Apr 19 2016 MRek Industries. Inc. Wed Jul 26 11:10.08 2017 Pop 1 ID-rFfnwM3Wq?GdreOMh4ZDxyq_6K-FlrxOcZ?Sgl IIIgU83Bv4dt5R'/ZKXscSC NdnE pyuDlD 1-0-0 6J0-0 12-0-0 13.0-0 1 .0 6J0-0 6-00 1-40 Scale - 128 8 4x4 = le 15 14 13 12 11 10 1.Sx4 II tx4 11 tx4 11 1x4 11 tx4 11 tx4 11 1.5x4 II LOADING (psf) SPACING- 2 0 0 CSI. TCLL 20.0 Plate Grip IDOL 1.25 TC 0.13 TCDL 10.0 Lumber DOL 1.25 BC 0.04 BCLL 0.0 ' Rep Stress Inor YES WB 0.06 BCDL 10.0 Code FBC2014/TPI2007 Matrix) DEFL. in (loc) Vdef1 Ud PLATES GRIP Vert(LL) -0.00 9 n/r 120 MT20 244/190 Vert(TL) -001 9 n/r 120 Horz( TL) -0 00 10 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-" Ib) - Max Horz 16=105(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 16, 10. 14, 15, 12. 11 Max Grav All reactions 250 lb or less at joints) 16, 10, 13, 14, 15, 12. 11 FORCES. ( lb) - Max. Comp./Max Ten -All forces 250 (Ib) or less except when shown. TOP CHORD 2-16=136/252 Weight 64 Ili FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 6-0-0 cic bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu8=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h-15ft; B-4511; L=24ft; eave=2ft; Cat. 11; Exp B, Encl , GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1.0.0 to 2-0-0, Extenor(2) 2-0-0 to 6-0-0. Comer(3) 6-0-0 to 9-0-0 zone; end vertical left and right exposed;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL= 1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consull qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e diagonal web). 6) Gable studs spaced at 2-0-0 oc. 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 Td between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10, 14, 15, 12, 11. 10) " Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 491.7473 rev. 1N07,7015 BEFORE USE. Design valid for use only with MRek® connectors This design Is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the budding designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bra" indicated is to prevent buckling of individual trust web and/or chord members only. Adddronal temporary and permanent bracing is always required for stability and to prevent collapse with possible persorul injury and property damage. For general quittance regarding the fabrication, storage. delivery, arechon and bracing of trusses and truss systems, see ANSVTPI1 Oualhy Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inslduts. 219 N Lee Street. Suds 312. Alexandria. VA 22314. Tempe. FL 36610 Job Truss Truss Type Oty Ply Park Sglsebdng II.2410-C 38TN T 11699524 PS2410G12738 F1 ROOFTRUSS 2 1 Mrm1,10ma Wmaer, nenrw, rL. I-1-3-0 2 dlu s Apr le Nle Miieil mauslnes, 1111: Wee Ni LC 11'le'W LVl / waga 1 ID rFfnwM3WglGdreOMh4ZDxytL6K-FlrxOCZ?SgIl11gU83Bv4dt?I?MUXI7SCNdnEpyuDID i 141-12 i 14)-4 0-ke Scale - 1 3e 5 US FP= 1x3 II 4x8 = 1x3 = 3 4 5 6 7 a 9 10 11 12 28 17 25 25 24 23 22 21 20 19 16 17 16 15 14 13 4x4 = 1x3 II 4x4 = 14 II 3x6 FP= 1x3 II LOADING (pst) SPACING- 2-D-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 056 Verl(LL) -0.12 24-25 >999 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 Sc 0.87 Vert(TL) -0.18 24-25 >866 240 BCLL 0.0 Rep Stress Inv YES WB 0.47 Horz(TL) 003 13 Na n/a BCDL 5.0 Code FBC2014fTP12007 (Matra) Weight: 120 lb FT = 20%F, 1156E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT CHORD 20 SP No.2(flat) end verticals WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 27-662/Mechanical, 13-386/0-3-8, 20=1403/0.3-8 Max Grav 27=673(LC 10). 13=451(LC 4). 20=1403(LC 1) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-27=-665/0, 13.28=444/0, 12-28=-444/0, 1-2=-637/0, 2-3=-1466/0, 3-4=1466/0, 4-5=1628/0, 5-6=-1628/0, 6-7=1186/0, 8-9=194/455, 9-10-684/210, 10-11=756/53, 11-12=400/0 BOT CHORD 25.26=0/1204, 24-25=0/1674, 23-24=011628, 22-23=0/1628, 21.22=01793, 20-21=-776/0, 19-20=-776/0, 18-19=210/684, 17-18=210/684, 16-17=210/684, 15.16=210/684, 14-15=0l745 WEBS 8-20=-1353/0, 1-26=0/848, B-21-0/997, 2-26=789/0, 7-21=-921/0, 2-25=0/365, 7-22=0/581, 4-25=289/0, 6-22=-648/0, 8.19=0/672, 9.19=793/0, 9-18=0/292, 12-14=01513, 11-14=480/0, 1D-15=0/292, 10-17=262/0 NOTES- 1) Unbalanced floor live bads have been considered for this design 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections 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) 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 O WARNING • Verify design paramoters and READ NOTES ON TN1S AND INCLUDED aOTEK REFERENCE PAGE MIF7473 rov. 1NO3/2015 BEFORE USE. KNEW Design valid for use only with MITekm connectors. This design is based only, upon parameters shown, and is for an individual budding component, not a truss system. Before use. the budding designer must verity the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing is always required for stability and to prevail collepse with possible personal injury and property damage For general guidance regarding the mow fabrication, storage. delivery, erection and bracing 0f trusses and truss systems. see ANSM11 Quality Criteria, DS049 and BCSI Building Component 6904 Parke East Blvd. Safety Information available hom Truss Plate Institute. 218 N Lee Street, Suite 312. AlexandN. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oly Pry Perk Sgrsebnng II.2410-C 38TH I T116e9525IPS241oc-L2T3B F2 ROOF TRUSS a 1 Job Reference optional) ID:rFhiwM3Wq'IGdreOMh4ZDxyq_6K-BgzipHaG HYT63pIGUDN92zMap2f?eBlgh6ubyuDIB scale - 1.27.9 3x4 = 314 = 4M5 = 14xS 2 3 4 5 6 7 8 17 18 17 to 15 14 13 12 11 10 4x6 = 30 = 1x3 II 1x3 II 3x4 = 4M6 = 1$0 j 4.0.0 10.1.0 j 1.7.9 j IW j I& i 1•e-o 280 2.8-0 3.7-0 ;iio 280 1.60 Plate Offsets (X.Y)— f1:Edae.0.1-81 LOADING (psf) SPACING- 2-7 CSI. DEFL. in (loc) Well Vd TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) 0,18 14 999 360 TCDL 10.0 Lumber DOL 1.00 BC 088 Vert(I-) 0.28 13-14 691 240 BCLL 0.0 Rep Stress Inv YES WB 057 Horz(TL) 0.06 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 88 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 10.00 oc bracing. REACTIONS. (lb/size) 18=898/Mechanical, 9=898/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-18=-892/0, 8-9=892/0, 1-2=-894/0, 2-3=2179/0, 3.4=2852/0, 4-5=3045/0, 5-6=-2852/0, 6.7=2179/0, 7-8-894/0 BOT CHORD 16-17=0/1686, 15-16=0/2646, 14-15=0/3D45, 13.14=0/3045, 12-13=0/3045, 11-12=0/2646, 10.11=0/1686 WEBS 8.10=0/1190, 1-17=0/1190, 7-10=1101/0, 2-17=1101/0, 7-11=0/687, 2-16=0/687, 6-11=-649/0, 3-16=-649/0, 6.12=0/369, 3.15=0/369, 5-12=426/43, 4-15=-426/43 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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 AWARNING • Verify design parameters end READ NOTES ON TNS AND INCLUDED 119TEN REFERENCE PAGE Mp-747S rev. 10003,7015 BEFORE USE. Design valid for use only who MRek® connectors This design is based only upon parameters shown. and is for an individual buildup component• not a truss "am. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual tens web and/or chord members only. Additional temporary and permanent bracing is always repuired for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabncalbon, storage, delivery• erection and bracing of trusses and truss systems, see ANSVTPIt Ouslity Criteria. DSB49 and SCSI Building Component 6904 Parks Fast Blvd Safety Information available from Truss Plate Institute, 210 N. Lee Street, Suite 312. Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type oty Ply Park SitSebnng 11-2410-C 3BTH T118a8528IPS2410C-L2T3B F3 GABLE 1 1 Job Reference (optional) r.WVSI4pi ie Nlemrruninuummis.rm; vireo JYlL-iti-1eLV1/Pagel ID.rFfnwM3Wq')GdreOMh4ZDxyq_6K-BgzipHaG HYT63ptGUDN92zR?pFF7ezlgh6uliyuDIB Scale a 1:27 7 30 II 3x4 II 3 4 5 6 7 8 9 10 11 12 28 25 24 23 22 21 20 19 18 17 le 15 14 34 11 30 11 3x4 11 3x3 11 a'" 1-Sd 2.p.e 4•td SS-0 a0.s S t 7.10-0 1 to*" t •1-0 1354 14.9d tIL10 1•S-0 170 1i0 1J 1.4. 0- attd 0-11-8 4 1Jd 1-0d 1.4-0 1-0.0 1.5.9 a3-0 LOADING (psi) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 013 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 001 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Ina NO WB 0.52 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 72 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 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 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 16-3-0. lb) - Max Grav All reactions 250 lbor less at joints) 26, 14, 20, 22, 23, 24, 25, 19, 18, 17, 16, 15 except 21= 2265(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-21=225210 NOTES- 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc 5) " Semirigid prlchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 6) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each cuss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 14-26=10, 1-13-100 Concentrated Loads (lb) Vert: 6-2141 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verily dealpn parsmerars and READ NOTES ON THIS AND INCLUDED M1TEK REFERENCE PAGE Ma•7Q3 rev. taWYlOfS BEFORE USE. KNEW Design valid rot use only with MITek® connectors This design rs based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the building designer must verily the applicabiaty, of design parameters and property incorporate this design into the overall building design Breritrig indicated is to prevent buckling of individual cuss web and/or chord members only Additional temporary and permanent bracing rs always required for stabdity and to prevent collapse with possible personal mlury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. we ANSVTPi1 Ouslhy Criteria, OS849 and BCSI Building Component $904 Parke East Blvd SafetyintermissionavailablefromTrussPlateInstitute, 216 N Lee Street. Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park styseDnnp II.2410C 387}1 T11898527 PS2410G2T3B F4 ROOF TRUSS 7 1 all 0.1•8 H I 1.3-0 I 3x4 = 14 = 1 2 ID: rFfnwM3Wq?G4rcOMh4ZDxyt_6K4tX40dbulbgKkDO3pCkciFVXKDPnk6HuuLrRrByuD W 114 II 3 4 5 6 Scale - 122.9 axe = 7 ram w w w - w tw IMIIL11WONALWAi we Y Y Y-:-Y Y Y-riL 1 1 4x4 = 4x4 = 13.7.0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) -0.12 10.11 >999 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 083 Vert(TL) -0.18 10-11 >885 240 BCLL 0.0 Rep Stress Ina YES WB 0.45 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code FBC2014rrP12007 Matrix) Weight: 72 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP N0.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15-727/0-3.8, 8=733/Mechanical FORCES. (lb) - Max Comp /Max Ten. -All forces 250 (lb) or less except when shown TOP CHORD 15-16=724/0, 1-16=723/0, 7-8=726/0, 1-2-710/0, 2-3=1646/0, 3.4=1987/0, 4.5=1987/0, 5-6=1652/0, 6.7-707/0 BOT CHORD 13-14=0/1325, 12-13=0/1987, 11-12=0/1987, 10.11=0/1930, 9-10=0/1333 WEBS 7-9=0/941, 1-14=0/914, 6.9=471/0, 2-14=-855/0, 6.10=0/443, 2-13=0/455, 5-10=386/0, 3-13=541/0, 5-11=120/326 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections 4) "Semi -rigid p4chbreaks 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-M 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) 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 AWARN/NG • Varlly design Parameters and READ NOTES ON Was AND INCLUDED IIOTEK REFERENCE PAGE NIF7473 rev. 10000312013 BEFORE USE. Design valid for use only with Woke, connectors. This design rs based ony upon parameters shown, and is for on sefrvrdual Duftnp component, not a truss system Before use, the building designer must verily the applicabiliy, of design parameters and popery incorporate Nis design into the overall building design Braining indicated is to prevent Duckling of individual truss web andfor chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPIt Quality Criteria, DS849 and BCSI Building Component 6904 Parks East Blvd Safety Information available from Truss Plate Insidule. 218 N Lee Street. Suite 312. Nexondna, VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty Ply Park SySebnnp Is241GC 38TH TIIU9528 PS2410GL2T3B FIA GABLE 1 1 1 6-9.0 r 3x3 I I 3x4 11 1 2 3 4 5 6 22 21 20 19 1S 17 3.3 II 3x4 II rw , —verse r ro n cuss rage r ID.rFfnwM3Wq?GdreOMh4ZDxycL6K-NX40dbulbgKkDO3PCkCIFVdwDbLkSDuuLrRrByuD W State 1 231 3x3 I I 7 e 9 10 11 7 7S 15 14 13 12 3x3 II LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a Ma 999 BCLL 0.0 Rep Stress Inv NO WS 0.52 Horz(TL) 0.00 12 n1a n/a BCDL 50 Code FBC2014rrPI2007 Matrix) Weight: 61 Ill, FT - 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No 3(nat) REACTIONS. All bearings 13-7-0 lb) - Max Grav All reactions 250 lb or less at joints) 22, 12. 21. 20, 19, 18, 16, 15, 14, 13 except 17=2266(LC 1) FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. WEBS 6.17=2253/0 NOTES- 1) All plates are tx3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 6) Recommend 2x6 strongbacks, on edge, spaced at 10-" 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. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 12-22-10. 1-11=100 Concentrated Loads (lb) Vert: 6=2141 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • VarBy design paramarvs and READ NOTES ON TldS AND INCLUDED IIOTEIr REFERENCE PACE MIF7477 rw. 10r03/2015 BEFORE USE. Design veld for use only with MiTelr® connectors. This design is based only upon parameters shown, and is for an i drAdual budding component, not a truss system Before use, the building designer must veMy, the applicability of design parameters and property incorporate this design into the overall building design Bracing i ndwated is to prevent bucWurg of individual truss web and/or chord members only. Additional temporary and permanent bracing nit always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the labncalron, storage, dalwary, ereclon and bracing of trusses and truss systems, see ANSVrPI1 Quality Criteria. DS549 and SCSI Building Component 690it Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Mexandire, VA =14 Temps, FL 36610 Job Truss Truss Type oy Ply Park SWSebn% 11-2410-C 38TH T11689529 PS2410C-L2T3B F48 ROOF TRUSS 2 1 Mod-Flordt Lumber, Bartow, FL. CIO- 3x6 = 1 3x8 2 7.640 t Apr 19 2016 Mrrek Industries. Inc Wed Jul 25 11,16:12 2017 Pape t ID:rFfnwM3Wq'GdrCOMh4T-Dxyq_6K-835SEuVWvoBLNzFNvGrET2d4cheTbul7 b?NayuD19 Scale - 122.7 34 = wow w w w w II /II I I II ter. LqW4 A\ih r Y-Y Y-Y Y :-alb Y-Yi 1 ttl 3x4 = 30 = 2.2.12 I 13.7-0 ir 2.2.12 11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Uden Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 0.80 Vert(LL) -0.11 10-11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.16 10-11 >844 240 BCLL 0.0 Rep Stress Incr NO WB 0.36 Holz(TL) 0.02 8 n/a n/a BCDL 5.0 Code FBC20141TPI2007 (Matrix) Weight: 75 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(nat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling direly applied or 1D-0-0 oc bracing, Except: 6-0-0 oc bracing 14-15,13.14. REACTIONS. (lb/sae) 8=582/0-3-0, 14=960/D-3.8 Max Grav 8=608(LC 4). 14=960(LC 1) FORCES. (Ib) - Max Comp /Max Ten -All forces 250 (lb) or less except when shown. TOP CHORD 7-8=600/0, 2-3=-488/129, 3-4=1341/0, 4-5=1341/0, 5.6=1241/0, 6-7-568/0 BOT CHORD 14-15=298/0, 13-14=293/0, 12-13=0/994, 11-12=0/1341, 10.11-0/1341, 9-10=0/1071 WEBS 1-15=257/0, 2-13=0/717, 3-13=731/0, 3-12=0/663, 4-12=296/0, 7-9=0r757, 6.9=-698/0, 6-10=0/277, 5-10=269172, 2-14-905/0 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 oc and fastened to each truss with 3-10d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=l 00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-16=10, 1-7-100 Concentrated Loads (lb) Vert: 1-75 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Vwfly design parameters and READ NOTES ON TN)S AND INCLUDED WTEK REFERENCE PAGE M0.7473 rev. 10003R015 BEFORE USE. Design valid for use only with Mrrek* conneclors This design is based only upon parameters clown, and is tor an indW ual buildup component, not a truss system. Before use, the building designer musl veft the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of u dnildual truss web and/or cord members only Additional temporary and permanent bracing is always required for slabiiity and to prevent collapse with possible personal nlury and property damage For general guidance regarding the in fabrication, storage, delivery, ereclrbn and bracing of trusses and truss systems, no ANSVTPI1 Quality Criteria. DSB29 and BCSI Building Component 6904 Perks East Blvd. Safety Information available from Thus Plate Instaule. 218 N. Lee Street. Suite 312. Alexandre, VA 22314. Tamps, FL 36610 Job Truss Truss Type oy Ply Park SclMebnng 11-2410-C 38TH 1669530 T1JobPS2410C42T3BFSROOFTRUSS11 Reference (ootionall 1.3-0 t 3x6 2 w - grips ie cvro inn eir mousnes, sett vvw,row co n ra is" w rage I ID rFh1wM3Wq')GilreOMh4ZDxyq_6K-MSEuVWvoBLNzFNvGrET2I6cp5Tbl17 b?NayuDl9 Scale - 1 19 3 34 = 3 4 5 6 w w wow w w r In w• ,. i 19.-Y Y Y Ii-Y Y Y 11.7-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 041 Vert(LL) -005 11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 050 Vert(TL) -0.07 11 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.37 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014ITPI2007 (Matrix) Weight: 64 lb FT = 2D96F, 1196E 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(Oat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing REACTIONS. ( lb/size) 14=623/Mechanical, 7-623/0.4-15 FORCES. ( lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-618/0, 6.7=-618/0, 1-2=-586/0, 2-3=1291/0, 3-4=1471/0, 4-5=1291/0, 5-6=586/0 BOT CHORD 12-13=0/1096, 11-12=0/1471, 1D-11=0/1471, 9-10=0/1471, 8.9/1096 WEBS 6.8/780, 1-13=Or780, 5-8=710/0, 2-13=710/0, 5-9=0/290, 2-12=0/290, 4-9=319/0, 3-12=319/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated 3) Refer to girder(s) for truss to truss connections. 4) " Semi -rigid pdchbreaks 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 0 WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M&7177 rev. 1403,7015 BEFORE USE. Design valid for use only with Mrrek* connectors. This design is based only upon parameters shown, and R for an individual building component, not a truss system Before use, the budding designer must verily the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is 10 prevent bucatutp of individual trust 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 Lq fabrication, storage, delivery, eledgn and bracing of trusses and truss systems, see ANSVTPl1 Quality Criteria, D5849 and BCSI Building Component 6901 Parke Fast Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suse 31Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory Park SgMobnng 11-2410•C 38TH JPly T116e9531 IPS241oC42T38F6ROOFTRUSS11JobReference (opficinall mio-riorioa Wmom, wnow, r. r.a+u s npr re curio mnaa inousuias, me vreo .fill co i i:io: is cvir rape r ID:rFfnwM3Wq7GdreOMh4ZDxyq_6K-835SEzcVWvoBLNzFNvGrET2oXcvbTtxl7 b'NayuD19 41-8 34 it i 3[4 = 1.3-0 2 niGi ill 0." 3 nip II 4 9 Scale a 1:9 5 34 = 3X3 II LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in (loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.13 Vert(LL) 0.00 6 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.09 Vert(TL) 0.00 6 999 240 BCLL 0.0 Rep Stress Ina YES WB 0.10 Horz(TL) 0.00 5 n/a n/a BCDL 50 Code FBC2014rrP12007 Matrix) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 26 Ile FT = 20%F, 11%E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4.0-0 oc purlins, except BOT CHORD 2x4 SP No.2(11at) end verlicals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=200/0-M.5=206/0.3-8 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) "Semi -rigid prlchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 0 WARNING • Verily dWgn Panimirlara and READ NOTES ON 710S AND INCLUDED AUTEK REFERENCE PAGE M0.7473 rev. 1MV2015 BEFORE USE. Design valid for use only with MiTeh® connectors This design is based only upon parameters shown, and is for an individual building componem, not a truss system. Before use, the building designer must vent' the applxJblbly of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web encVor chord members only. Additional temporary and permanent bracing rs "Mays required for stability and to prevent collapse with possible personal InJury and property damage For general guidance regarding the labnutron, storage, delivery, erection and bracing of trusses and truss systems. ails ANSViPl1 Ouallly Criteria, DSO-49 and SCSI Building Component Selely Information available from Tens Plale Institute. 21e N. Lee Street, Sude 312. Alexandra, VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies N! 6W4 Parke East Blvd. Tampa, FL 36610 Job Truss Truss Type Ply Park SgMebnnp 11-2410-C 38TH 101y T1t889532 PS2410GLn38 F7 ROOF TRUSS t 1 w—ua"p ID Nle MII aR rlIYYAr1ea,—--Jur-1w:re'4" w —gor ID rFtrlwM3Wg7GdreOMh4ZDxyq_6K cFegRJd8GCwlzWYSxdn4ngbzKOFOC6LBMeKYvlyuDIS 41-8 3x6 = I. , 3,0 = 1-3.0 2 x3 P 080 p x3 11 4 3x3 = 3.3 II Scale - 1.9.5 3-9.0 3.'0 i LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.00 6 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 SC 0.07 Vert(TL) -0.00 6 >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 FBC2014/TP12007 Matrix) 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 3-9-0 oc purtins, except BOT CHORD 2x4 SP No 2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10 0 oc bracing. REACTIONS. (lb/size) 8=186/0-3-8, 5=192/Mechanical FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (Ib) 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 oc and fastened to each truss with 3-10d (0 131" X 3`) nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verify dWpn pararnHNs and READ NOTES ON THIS AND INCLUDED WTEX REFERENCE PAGE 111104473 rw. I&V3,7015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an indrAdual budding component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of inWwdual truss web and/or Groh members only. Additional temporary and permanent bracing is always required for stabdty and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, dolt.". erection and bracing of truss*$ and truss systems, ass ANSVTPII Quality Criteria, DS849 and SCSI Building Component 69D4 Parke East Blvd. Safety Information available from Truss Plate Instdute. 21e N Lee Street, Suds 312. AlexandN. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SglSebnng 11.2410-C 3BTH TIIW9533 PW410C-L2T3B F10 ROOF TRUSS 1 1 wi F, rma WTDer, n+nvw, r. 13 1 ID:rFtr1wM3Wg7GdreOMh4ZDxyq_6KiUPJcyadD OcUvFginiBdgODIPvOGJ2bR1MLmFyuDIC 1x3 II 1.3 II 2 3 4 5 34 = 6 12 11 10 9 a 7 Scab = 1:17.5 LOADING (psi) SPACING- 2-" CS1. DEFL. in (loc) Weft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 038 Ven(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.05 Vert(TL) n/a n/a 999 BCLL 00 Rep Stress Inv YES WB 0 05 Holz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014frP12007 Matrix) Weight: 52 lb FT - 20%F, 11%E LUMBER- BRACING. TOP CHORD 20 SP No.2(Oat) TOP CHORD Structural wood sheathing directly applied or 9-3-8 oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(nat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 6-" oc bracing: 9-10. REACTIONS. All bearings 9-3-8 lb) - Max Grav All reactions 250 lb or less at joint(s) 12, 7, 8, 11, 9, 10 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 pdchbreaks 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 O WARNING • Verify daslgn parameters and READ NOTES ON Inds AND INCLUDED NT7EK REFERENCE PAGE NO.7473 rw. 10,10=015 BEFORE USE. Design vald for use only with MIT09 connectors. This design is based ony upon parameters shown, and is for an indrvdwl building component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and Property incorporate this design irdo the overall bustling design Bracing Indicated is to prevent buckling of ind-dual truss web andlor chord members only Additional temporary and permanent bracing reaWays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the is bbnalron. storage, delivery, ereGron and bracing of trusses and truss systems. see ANSVTPII Quality criteria. 0S13a9 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Thus Plate Institute. 218 N. Lee Street. Suse 312. Abxandna. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SySobnnp 11.2410-C 38TH Tl t6e953.1 PS2410C-L2T3B F11 GABLE 1 1ReferenceJob (ool'onall W 2 1x3 11 3 tx3 II 1.Y e / , Y c IY ml1 OR IIgY Os, IIR: WOO JYI N 11.10 Yv Nl / "ge 1 ID:rFfnwM3Wq7GdreOMh4ZDxyq_6K.jUPJcyadD OcUvFginiSdgOHOPv_GJIbR1MLmFyuDIC Scale:: 1 11.1 4 1x3 II 5 3x3 11 to 9 e 7 e 3x3 = 1x3 II 1x3 II tx3 II 3,3 - 1$0 4 a7.0 67.0 We 1.4.0 140 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdef1 Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 008 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.02 Vert(TL) n/a - n/a 999 BCLL 00 Rep Stress Inor YES WB 0.03 Holz(TL) 0.00 6 n/a n/e BCDL 5.0 Code FBC20141TP12007 Matrix) Weight 28 lb FT is 2096F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(fW) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3(fWt) REACTIONS. All bearings 5.841. Ib) - Max Grav All reactions 250 Ib or less at joint(s) 10, 6, 8, 9, 7 FORCES. (Ib) - 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 pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-110d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vert nVeritydesign parameters end READ NOTES ON TleS AND INCLUDED 110TEN REFERENCE PACE M/F7177 rev. fpNJR015 BEFORE USE. Design valid for use only with MITeII® connectors This design is based only upon parameters shown, and is for an Individual buildup component not a truss system Sefora use, the building designer must verity the applicability of design parameters and properly Incorporate this design Imo the Overall building design Bracing indicated is to prevent buckling of individual tons web and/or chord members orgy 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 labrrulwn, storage, delivery, erec on and bracing of Irusses and truss systems, see ANSIRPN Owlity Criteria, OS049 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Ply Park 154M.06 g 11-2410•C 38TH T11689535 PS24IOC4 2T3B FT1 SPECIAL 1 mio-rrorioe wmxr, wnvw, r • rw , r.ye I I I I ID. rfhwM3Wq7GdreOMh4ZDxyqI_ 6K-4SCCHemIt W2ubg7eVKIJIKu7yWOOAxLeKbl46RTyuDl7 10 7$ 4 2.32 4-3-4 .38 aa4 2S•44t4 -BI82I882-7-12-7.TS14 2322- a2 2-0-212 &t2810 Scale = 1:49 7 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4x4 = 1 1x4 n 2 4x10 = 3 1x4 n 4 ex12 = 5 tx4 n 6 27 502 = 1x4 II 4xe = 7 28 296 9 1x4 n to 400 = 30 11 1x4 a 12 7xe = 13 26 31 20 II 2532 4x8 = 24 2x4 II 33 23 34 8x10 = 22 35 702 = 21 36 4x12 = 20 37 19 38 18 39 20 II ex10 = 7xe = 17 4x9 — 40 16 20 II 41 15 42 ex10 = 14 4x4 II LOADING (psf) SPACING- 2- 0- 0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 0.86 Vert(LL) -0.37 17-18 >585 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(TL) -058 17-18 >375 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.99 Horz(TL) 003 14 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix-M) Weight: 475 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc puffins, except BOT CHORD 2x6 SP DSS -Except- end verticals. 18-22 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-10.1 oc bracing. WEBS 2x4 SP No.2 'Except' 1-26, 324,11-16,9.18,522, 6.21,7-20,8.19,2-25,4-23,12-15,10.17: 2x4 SP No.3 REACTIONS. (lb/size) 26=1533/0-6-12, 14-4825/0.6-12, 22=12556/0-7-8 Max Uplift 26-221 (LC 4), 14-615( LC 5). 22-1562(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 ( lb) or less except when shown. TOP CHORD 1-26-9881156, 1-2=1696/ 272, 2-3-16961272, 3.4-1045/7973, 4-5-104517973. 5-6-774/6270, 6.27-774/6270, 7-27-774/6270, 7-28-11146/1421. 28-29-11146/1421, 8-29-11146/1421, 8-9=11146/1421, 9-10-17280/2194, 10-30=-17280/2194, 11-30-17280/2194, 11.12=-9892/1259, 12-13-9892/1259, 13-14=-4042/523 BOT CHORD 26-31-38/259, 25-31- 38/259, 25-32=-808/184, 24-32=-808/184, 24-33-808/184, 23-33=-808/184, 23-34-17780/2208, 22-34-17780/2208, 22-35-15506/1930, 21-35-15506/1930, 21-36-561/4326, 20.36=-561/4326, 20- 37-561/4326, 19-37=561/4326, 19-38=1979/15559, 18-38=1979/15559, 18- 39-2024/15948, 17-39-2024/15948, 17-40-2161/16992, 16-40-2161/16992, 16- 41-2161/16992, 15.41-2161/16992, 15-42-94/729, 14-42-94/729 WEBS 324-96/867, 11-16=-160/1401, 9-18-198/1687, 5. 22-9869/1245, 6.21=-359/60, 7-20=-97/892, 8-19-763/110, 2-25-845/131, 1- 25=-251/1540, 3.25-360/2683, 4-23=794/125, 3-23=-7650/952, 523=1294/10370, 12-15=- 482/83, 10-17-377/67, 13.15-1249/9818, 11-15-7608/966, 11-17-35/308, 9- 17-179/1409, 5-21-1312/10485, 7-21=11739/1479, 7-19-952/7555, 9-19=5010/634 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 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc, Except member 5-22 20 - 1 row at 0-7-0 oc 2) All loads are considered equally applied to all plies, except d noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only bads noted as (F) or (0). unless otherwise indicated. 3) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL= 4.2psf: SCOL-3.Opsf; h=15ft; B=45ft; L=29ft; eave=oft; Cat 11; printed copies of this document are Exp B; Encl., GCpi.18; MWFRS (directional); Lumber DOL=1.60 plate gripDOL=1 60 p 4) Provide adequate drainage to prevent water ponding not considered signed and sealed and 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. the signature must be Verified on 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 any electronic copies fit between the bottom chord and any other members. Continued on Daoe 2 AWARNING • Verily Mslpn Paramelers and READ NOTES ON TOGS AND INCLUDED ASTEK REFERENCE PAGE MO.7Q3 rev. 10003R015 BEFORE USE. Design valid for use only with MTel* 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 opplxability of design parameters and property 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 ANSVTPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parke East Blvd Safety IMortrudon available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgrSebring 11-2410•C 38TH T„869535 P52.,OGI2T38 FT, sPEcuu 31job Reference (optional) inn/-r.wiwe wmwei, wnvw, r . / 04V s /1pr 10 ZUlb MI I eK IMUsines. Inc. We0 JN 20 11:10.14 Z017 Page 2 ID rF(r1wM3Wq7GdreOMh4ZDxyq_6K-4SCCf1emlW2ubg7eVKIJKu7yWOOAxLcKbl46RTyuDl7 NOTES- 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 lb uplift at joint 26, 615 lb uplift at joint 14 and 1562 lb uplift at joint 22. 8) Girder carries tie-in span(s). 7-0-0 from 0-0-0 to 16-0-12: 5-0-0 from 22-5-12 to 28-6-8 9) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 564 lb down and 71 lb up at 15.10-0, and 610 lb down and 77 lb up at 22-8-8 on top chord, and 506 lbdown and 64 lb up at 5-1-4, 630 lbdown and 80 Ib up at 1-1-0, 740 lb down and 941b up at 3-", 650 Ib down and 82 Ib up a1 6-1060, 650 Ib down and 82 lb up at 8-10-0. 591 lb down and 75 lb up at 10.10-0, 591 lb down and 75 lb up at 12-10-0, 740 lb down and 94 lb up at 14-10-0, 740 lb down and 94 lb up at 16-10- 0, 740 lb down and 94 lb up at 18-10-0. 740 lb down and 94 lb up at 20.10-0, 740 lb down and 94 lb up at 22-10-0, and 740 Ib down and 94 Ib up at 24-10-0, and 740 Ib down and 94 1b up at 26 10.0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( pit) Vert: 1- 8=346, 8-30=100, 13-30-291, 14-26=10 Concentrated Loads ( lb) Vert: 24= 506(B) 17=740(B) 29=564 30=-610 31=-630(8) 32=-740(B) 33=-650(B) 34=-650(8) 35=-591(B) 36=591(B) 37--740(B) 38=740(B) 39=740(8) 40=-740(B) 41-740( B) 42-740(8) 1r A WARNING - Varfry design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 100MO1S BEFORE USE. allow Design valid for use only with MiTeli® connectors This design is based only upon parameters shown, and Is for an indmdual budding component, not a truss system Before use. the budding designer must verily the applrubiliy, of design parameters and property incorporate this design into the overall budding 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, erechon and brsong of trusses and truss systems. see ANSVTPII Quality Criteria, DS049 and BCSI Building Component 6904 Parke East Blvd Safety Information available both Truss Plate Inst4u8, 216 N Lee Street. Suite 312. Alexandria. VA 22314 Temps, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Sebnng 11.2410-C 3BTH T11689538 PS2410C-L2T3B FT2 ROOF TRVSS 1 n Mid-Flpgs Lumber, Bartow, FL. 7.640 s Apr 19 2016 MRek Induones. Inc. Wed Jul 26 11:19* 15 2017 Pape 1 ID: rFfiwM3Wq?GdreOMh4ZDxyq_6K-Yembs?eOogAlCgig21 pYs5g8jglOgorUpypf_vyuDl6 I 2.412 1 .12 I 2 I 9130 I . I 13b•12 I 1S9.12 1 18412 1 224-3312 1 42L4-72-412 2.32.30 2.2.28 2.2.8 2.3-0 2.. THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 30 = 30 = 10 II 3x8 = 30 = 1 2 3 4 25 5 30 = Scale = 1: 39. 4 Sx8 = exit = Sig = 10 II 3x4 = 4x1D = 8 7 26 8 9 10 11 20 II 30 = 3x8 = 20 II Tie = 20 II 4x5 = 4X1D II 3x10 = 7xe = 4x5 = 8x12 MT18HS 11 2-4-12 2.3A 2.3A 1.7.0 2.2.8 2.2.8 1-7-0 2.30 2.3A 2.412 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 400 Plate Grip DOL 1.00 TC 0.77 TCDL 100 Lumber DOL 1.DO BC 0.85 BCLL 0.0 ' Rep Stress Ina NO WB 0.99 BCDL 5.0 Code FBC20141TP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No 1 'Except' 7.11. 2x4 SP No.2 BOT CHORD 2x6 SP No 2 'Except' 12-19: 2x6 SP No.1 WEBS 20 SP No 3 'Except' 7.16,8- 16,4-20,5.20,1-23,2-22,1D-14,11-13,8-14,4-22: 2x4 SP No.2 REACTIONS. (lb/size) 24=240/Mechanical, 12=3326/0-3-8. 17=8078/0.4-0 (req. 0-4-12) Max Uplift24=344( LC 17), 12=912(LC 5). 17=850(LC 8) Max Grav 24= 518(LC 13). 12=5640(LC 2), 17=8078(LC 1) DEFL. in (loc) Vdefl Ud Vert(LL) -0. 08 14 >999 360 Vert(TL) -0. 19 14 >562 240 Horz(TL) -0 02 17 n/a We PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 255 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3.7.7 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 24-4631323, 1-2-9291722, 2-3-1383/1352, 3-4=138311352, 4-25=-112012257, 5.25=-1120/ 2257, 5-6=94412419, 6-7=-727/5411, 7-26=314/1768, 8.26=314/1768, 8-9=8273/ 1214, 9.10=8273/1214, 10.11-6417/915, 11-12-2780/403 BOT CHORD 22- 23=722/929, 21-22=194211452, 20-21=1942/1452, 19.20=-2419/944, 18-19=4318/ 582, 17-18=-4318/582, 16.17=5411/727, 15.16-1130/6608, 14-15=-1130/ 6608, 14-27=915/6417, 13-27=915/6417, 13.28=59/414, 12-28=59/414 WEBS 7-17= 5694/676, 5.19=897/130, 6-18=567/80, 2.23=375/313, 10.13=910/l64, 8-15=-642/ 4231, 6-19=285/2219, 6-17=1191/330, 7-16=733/6422, 8-16=9640/1465, 4-20=1140/ 159, 5.20=112/849, 1-23=741/937, 2-22=-684/493, 10.14=382/2119, 11-13-930/ 6525, 8-14=251/1950, 4-22-132/870 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 - 3 rows staggered at 0-2-0 oc Webs connected as follows. 2x4 - 1 row at D-7-0 oc, Except member 5.19 2x4 - 1 row at 069-0 oc, member 6-18 2x4 - 1 row at 0.9-0 oc, member 23-2 2x4 - 1 row at 0-9-0 oc, member 3.22 2x4 - 1 row at 0-9-0 oc, member 4-21 2x4 - 1 row at 0.9-0 oc, member 10.13 2x4 - 1 row at 0- 9-0 oc, member 9.14 2x4 - 1 row at D-9-0 oc, member 8-15 2x4 - 1 row at 0-9.0 oc, member 19-6 2x4 - 1 row at 0.9.0 oc, member 6-17 2x4 - 1 row at 0.9.0 oc, member 7-16 2x4 - 1 row at 0-9-0 oc, member 4-20 2x4 - 1 row at 0.9-0 oc, member 20.5 2x4 - 1 row at 0. 9-0 oc, member 1-23 2x4 - 1 row at D-9-0 oc, member 2-22 2x4 - 1 row at 0.9.0 oc, member 10.14 2x4 - 1 row at 0-9-0 oc, member 13-11 2x4 - 1 row at 0-9-0 oc, member 8-14 2x4 - 1 row at 0-9-0 oc, member 22-4 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 (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind ASCE 7-10, VuH=140mph (3-second gust) Vasd=108mph, TCDL-4 2psf, BCDL=3.Ops1, h=15ft, 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 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) The Fabrication Tolerance at joint 7 = 12%, joint 8 = 8%, joint 16 = 12% 3drJtAfiAWM"%2Vn designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING . VWW) l design parameters and READ NOTES ON TWS AND INCLUDED 49TEK REFERENCE PAGE 6111.7g3 rev. 111093Q015 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 buildup 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 tons web and/or chord members only. Additional temporary and permanent bracing is always repuxed for stability and to prevent collapse with possible personal mpiry and property damage For general guidance regarding the - 5 fabricalron, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTF41 Quality Crlterla. DS8419 and BCSI Building Component 6904 Parke East Blvd safety Information available from Truss Mete Institute. 218 N Les Street. Suite 312. Alexandria. VA 22314 Tamps. FL 36510 Truss Type it IPIy I Park SgMebnng 11.2410-C 3BTH T11689536 ROOFTRUSS t M*Flonda Lumber, Ballow, FL 7 610 s Apr 19 2016 MiTek Industries. Inc. Wed Jul 28 11.18.15 2017 Page 2 ID:rFtnwM3Wq7GdreOMh4ZDxyq_6K-Yembs?eOogAlCglg21 pYs596jgI0gorUpyp1_vyuDl6 NOTES- 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) WARNING: Required bearing size at joints) 17 greater than input bearing size. 10) Refer to girder(s) for truss to truss connections. 11) Provide metal plate or equivalent at bearing(s) 17 to support reaction shown. 12) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 344 lb uplift at joint 24, 912 Ill uplift at joint 12 and 850 Ill uplift at joint 17 13) "Semirigid prtchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 14) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1134 lb down at 14-2-12, 4992 lb down and 819 lb up at 15-9-4, 1138 lb down and 157 lb up at 17-9-4. 1138 lb down and 157 lb up at 19-9-4, and 1138 lb down and 157 lb up at 20.11-0, and 2592 Ib down and 442 lb up at 22-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: t-1 t=100, 12-24=-10 Concentrated Loads (lb) Vert: 14=1138 15=-893(B) 16=-870(B) 27=1138 28=7138 WARNING • Verify design parameters and READ NOTES ON TWOS AND INCLUDED MITEN REFERENCE PAGE 11110-7473 rev. IGM312015 BEFORE USE. Design valid for use only with M rek® connectors This design is based only upon parameters shown, and is for an individual building component, not is lass system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall ibus:dmg design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracingisalwaysrequiredforstabaityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe ' MR fabrrcalron, storage, detwery, erection and bracing of trusses and truss systems, see ANSVrPN Quality Criteria, DS049 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. AlexandN. VA 22314 Tampa. FL 36610 Job Truss Truss Type Oy Ply Perk SySebnng 11-2410-C 38TH T11689537 PS2410GL2T3B FT3 SPECIAL 1 Mrd•Flonda Lumber. Bartow, FL 7.640 s Apr 22 2016 MTek Industries, Inc. Wed Jul 25 15:32.07 2017 Page 1 I D:rF1nwM3 Wq?Gi6oOMh4ZDxyq_6K-4U?29R?2f HpcDx 19m111pDXCnxOOZ1uVP1agb2yuA 16 1.10.12 3.7-12 5.4-12 7-1-12 10-12 10.7.12 12.4.72 14.1.12 15.10-12 17-9-9 1-10.12 1-9-0 1-9-0 1.9-0 1-9-0 1.9-0 1.9-0 1.9-0 1-9.0 1-10-1z Scale - 1:29.8 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 1x4 II 3x10 = 1x4 II 4x6 = 1x4 II 6x12 = 1x4 II 402 = tx4 II 30 = 300 = .. _ " .. -.. 04 II iaiv — u. 3x6 = 7x6 = — 1. — u. n 012 = u. ii 402 = 20 II LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.70 TCDL 10.0 Lumber DOL 1.00 BC 0.95 BCLL 0.0 ' Rep Stress Ina NO WB 0.97 BCDL 5.0 Code FBC2014/TP12007 Matrix-M) LUMBER. TOP CHORD 20 SP DSS -Except' 1-7: 2x4 SP No.2 BOT CHORD 2x6 SP No.1 WEBS 20 SP No.3 *Except* 1-21,3-21,11-13,9.13,9.15,3.19,5-19,7-15,5.17,7-17: 2x4 SP No.2 REACTIONS. (lb/size) 22=2966/0.6.12, 12=112/0-fro, 15=7505/0.6.0 Max Uplift 22-351(LC 4), 12=586(LC 12), 15=-828(LC 5) Max Grav 22-3614(LC 2), 12=46(LC 13), 15=9685(LC 2) DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) -0.15 19 >962 360 MT20 244/190 Vert(TL) -0.2718-19 >555 240 HOrz(TL) 0.03 15 n/a n/a Weight 202 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-22=3081/3D4, 1-2=5298/477, 2-23-5298/477, 3-23-5298/477, 3-4=92621838. 4-5=9262/838, 5.24=43061383, 6.24=4306/383, 6-25=4306/383, 7-25=4306/383, 7-8=748/8262, 8-9=748/8262, 9-26=105/1358, 10-26=105/1358, 1D-11=105/1358, 11-12=20/594 BOT CHORD 21-22=36/349, 20.21=-806/8887, 19.20=806/8887, 19.27=749/8267, 18.27-749/8267, 18-28=749/8267, 17-28=-749/8267, 17-29=1755/156, 16-29=1755/156, 16-30=1755/156, 15-30=1755/156, 15.31=-4538/413, 14-31=-4538/413, 13.14=4538/413 WEBS 2.21=509/99, 3-20=46/1165, 4-19= 498/95, 5-18=37/1043, 6.17=-559/98, B-15=1015/153, 9.14=293/355, 10.13=-659/114, 1-21=-503/5643, 3.21=4092/375, 11-13=1517/121, 9-13--353/3626, 9.15=4245/394, 3-19=-43/427, 5.19=101/1135, 7-15-7419/674, 5-17=4516/418, 7-17=-615/6909 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 0.7.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf, h=15ft; B=4511; L=24ft, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate gnp DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) 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 r4 between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 351 lb uplift at joint 22, 586 lb uplift at joint 12 and 828 lb uplift at joint 15. 8) Girder carries tie-in span(s): 7-0-0 from 0-0-0 to 17-9-8. 7.0-0 from O-D-0 to 17-9-8, 7-0-0 from 0-0-0 to 17-9-8 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 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 WTEK REFERENCE PAGE MX7473 reV. /dO312015 BEFORE USE Design valid for use only with MTek* connectors. This design is based only upon parameters shown, BM is for an individual building component, not a truss system. Before use, the buildup designer must vent, the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indurated is to prevent buctduig of individual thus web andfor chard members only Additional temporary and permanent bracing is always re4uired for stability and to prevent collapse with possible personal injury and property damage. For general guidence regarding the No fabrication, storage, delivery, erection and bracing of passes and truss systems, no ANSVTPII Duality Criteria, DS049 and BCSI Building Component 6904 Parke Fast Blvd. Safely Information available from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandra. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SySebnng 11-2410-C 30TH 7116895371PS2410C-UT38 FT3 SPECIAL 1 2 all 111110-FID"08 Lumber. isanow, FL 7 540 s Apr 22 2016 MTek Industries, Inc Wed Jul 26 15:32 07 2017 Pape 2 I D:rFhrwM3Wq?Gif rcOMh4ZDxyq_6K-4U729R?2fHpcDx 19rrollpDXCnxOOZIuVPlagb2yuA16 NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 15 lb down and 2 lb up at 0-1-12 on top chord, and 888 Ib down at 1-8-8, 888 lb down at 3-8-8. 888 lb down at 5-8-8, 888 lb down at 7-8-8, 888 lb down at 9-8-8. 888 lb down at 11-8-8. 888 Ib down at 13-0-0, and 888 lb down at 14-3-8. and 182 lb down at 16-3-8 on bottom chord The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=l 00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-11=347, 12-22=134(F=124) Concentrated Loads (lb) Vert: 1-15 21=235(8) 20=235(8) 14=-235(B) 27=235(B) 28=235(B) 29=235(B) 30=-235(B) 31=235(B) 32-42(B) 0 WARNING - Verily das/pn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1101.7473 rw. 10 "015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use. the budding designer mull verdy the applicability of design parameters and property Incorporate this design onto the overall D:drng design Bracing indicated isto prevent burJOep of individual lass web and/or chord members only Adddlenal lampotary and permanent bracing is allays required far 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 Cnterfa, DSBa9 and BCSI Building Component Safety Information available from Truss Plate ImMute. 218 N Lee Street. Suds 312, Al liumil ra, VA 22314. Ir 6904 Parke East Bald Tamps, FL 36610 Job Truss Truss Type Oty Ply Perk Sql-ebnng 0.241GC 38TH T 11689538 PS2410C-L2T3B FT4 SPECIAL 1 Mid -Florida Lumber. Barlow. FL 7 WO t Apr 19 2016 MiTek Industries. Inc Wed Jul 26 11.18.16 2017 Page 1 ID rFhiwM3Wg7GdreOMh4ZDxyt_6K-0gKz4LIOZ71cq_HOclKnPJDOeDE POpd2rZCWMyuD15 1 3.10.4 1 6-64 1 108.8 3.10-4 2.10-0 3.10.4 4x4 = 1 20 11 10 2 11 axe = 7 40 3 12 40 = 4 4x4 = 20 II 13 6 14 5 Scale - 1 18 6 3-10-4 2.10-0 3-10.4 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.50 Vert(LL) -0.01 5-6 >999 360 MT20 2441190 TCDL 100 Lumber DOL 1.00 BC 0.31 Vert(TL) -0.01 5-6 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0,43 Horz(TL) 0.00 5 We n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 143 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except BOT CHORD 2x6 SP No.2 end verticals WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing REACTIONS. All bearings 10-6-8. Ib) - Max Uplift All uplift 100 lb or less at joints) except 8=142(1-C 4), 5=322(1-C 5), 7=309(LC 4). 6=751(LC 5) Max Grav All reactions 250 lb or less at joint(s) except 8=989(LC 1). 5=2142(LC 1). 5=2142(LC 1), 7-2125(LC 1). 6=5083(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=959/149, 4-5=1131/187 WEBS 1-7-351/54, 2-7=-1754/278, 3-7=-512779, 3-6=3792/590 NOTES- 1) 2-ply truss to be Connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 20 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 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 bads are considered equally applied to all plies, except If noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind, ASCE 7-10; Vuh-140mph (3-second gust) Vasd=108mph; TCDL=4.2psF BCDL=3.Opsf; h=15ft: B=45f1; L-2411; eave=4R; Cat II; Exp B; Encl., GCpr=O 18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to bearing plate capable of withstanding 142 lb uplift at joint 8, 322 lb uplift at joint 5, 309 lb uplift at joint 7 and 751 lb uplift at joint 6. 8) Girder carries tie-in span(s): 2"-0 from 6-" to 10-6-8 9) "Semi-ngid pitchbreaks including heels" Member end fixhy model was used in the analysis and design of this truss 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 453 lb down and 65 lb up at 0.1-12, 453 lb down and 65 lb up at 4-4-4, and 2141 lb down and 309 lb up at 644, and 453 lb down and 65 lb up at 244 on top chord, and 737 lb down and 107 lb up at 6.4-3, and 737 lb down and 107 lb up at 8--3, and 737 lb down and 107 lb up at 1D-4-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Printed COp185 Ot this document are1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plq vied and sealed andgnotconsideredsigned Vert, 1-3=314, 3.4=-667, 5-8=10 the signature must be verified on any electronic copies Continued on a e 2 AWARNING - Verify design parameters and READ NOTES ON TFVS AND INCLUDED MrTEK REFERENCE PAGE MIJ-7473 rev. 14100041015 BEFORE USE. Design valid for use only with MrFekO connectors. This design is based only upon parameiers shown, and is for an individual building component, vice a truss system Before use, the building designer must verify the appircabibly of design parameters and property incorporate this design into the overall buildup design. Bracing indicated is to prevent budding of individual truss web and/or chord members only. Adddrorul temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the letincabon, storage, delivery, erection and bracing of trusses and truss systems, ass ANSVTPII Ouslhy Criteria. DS049 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Pleas Institute, 218 N Les Street. Sues 312. Abxandne. VA 22314. Tamps. FL 36610 Job Truss Truss Type Qty Ply Park Sorsebnng II.2414C 38TH T116t19536 PS241OC-L2T38 FTI SPECIAL 1 w Mid-Flonda Lumber, Bartow, FL. LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 1=453(F) 5=737(8) 3-2141 9=453(F) 11=453(F) 13=737(B) 14-737(B) 7.510 s Apr 19 2015 MITek Induslbes, Inc Wed Ju125 11*1$,16 2017 Page 2 ID rFfnwM3Wq)GdreOMMZDxyq_6K-0gKz4LIOZ71cq_HOclKnPJDOeDE_POpd2r2CWMyuD15 AWARNING • Verily deslpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II.7473 rev. 1400312015 BEFORE USE. Design valid for use only with Mrrek* connectors This design is Dosed only upon parameters clown, and is for an individual budding component, nor a truss system Before use. the buildup designer must verify the applicability of design parameters and property incorporate the design into the overall building design. Bracing indicated is 10 prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for atabddy 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, ass ANSVTPII Quality Criteria, DS849 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insidute, 218 N Lee Street, Suds 312. Alexandna, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oy Ply Park Sgroobnng 11.2410•C 38TH 711689539 IPS2416C-L2T3B FT5 SPECIAL 1 all M10•Flona& Lumber, u8now, YL. r OeY &Apr li Nle Mllix Ir1YYi1nW, mG. WOO .NI N 11.1 O:rI N1I rage r ID.rFInwM3Wq?GdreOMh4ZOxyq_6K111 uLHhgrKROTSBsDASrOuWMcdbn&OnHGlm2oyuDl4 I 2.40 I 44),0 2.40 2-0.0 i i 3x4 = 2 10 II 20 II 2x4 II Scale - 19.5 0 0. 20 t•11.8 8 Plate Offsets (X.Y)- 15:0.4-0.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vden Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 011 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) -001 5 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 041 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-M) Weight: 46 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 4-0-0 oc purtins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. ( lb/size) 6=1055/0-3.8, 4=1055/0.3-8 Max Uplift 6=-1 22(LC 4). 4=122(LC 4) Max Grav 6=1084(LC 2), 4=1084(LC 2) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=886/106, 1.2=1517/165, 2-3=1517/165, 3-4-886/106 WEBS 1-5=185/1708, 3.5-185/1708 NOTES- 1) 2-ply truss to be connected together with IOff (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 0-5-0 oc Webs connected as follows, 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except 0 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; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=1511; 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 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 20.0psf 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 122 lb uplift at joint 6 and 122 Ile uplift at joint 4. 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) 1834 lb down and 189 lb up at 2- 2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1 00 Uniform Loads (plf) Vert: 1-3=100, 4-6=10 Concentrated Loads (lb) Vert: 5=1701(B) Q WARNING • verify design paremerai s and READ NOTES ON TrOS AND INCLUDED WTEK REFERENCE PAGE A104473 rev. 100103r2015 BEFORE USE. Design valid for use only with MITekA 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 verily the applicability of design parameters and property incoryorale this design into the overall building design Bracing indicated le to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPIt Quality Criteria, DSa•49 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 Perko Fast Blvd Temps, Ft. 36610 Job Truss Truss Type Oty Ply Park SgrSitbnng 11.241" 38TH 711689540IPS24lOC-t2T3B FT8 SPECIAL 1 2 Job Reference tool'onall wmoer, carioca, rr.. 7.&10 s Apr 19 2016 Mrek Industries. Inc Wed Jul 26 11AK17 2017 Pagel ID rFfnwM3Wq?GdreOMh4ZDxyq_6K-MuLHhgrKROTSBsDAStOxVWJdbBSgPnHGlm2oyuDl4 1.11.2 I 3.104 I 1.11.2 1.11.2 3x4 = 2 1x4 II Scale =1:9.5 214 II 20 II 1.11.2 1.11.2 I 3,10.4 1-11.2 Plate Offsets (X.Y)- 15:0-4-8.0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.25 Vert(TL) -0 02 5 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.47 HOrz(TL) -0 00 4 nla n/a BCDL 5.0 Code FBC2014ITPI2007 Matrix-M) Weight: 44 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10.4 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 1D-0.0 oc bracing REACTIONS. (lb/size) 6=1302/0-38, 4=1302/Mechanical Max Uplift6=-195(LC 4), 4=195(LC 4) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-6=10621164, 1-2=1745/262, 2-3=1745/262, 3-4=1062/164 WEBS 1-5=297/1982, 3.5=297/1982 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 D-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-4-0 oc Webs connected as follows, 20 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vu8=140mph (3-second gust) Vasd=108mph, TCDL-4.2psf; BCDL-3.0psf; h=15ft; B=45R; L-24ft; eave=4R; Cat. 11; Exit B. Encl. GCpi=O 18; MWFRS (directional), Lumber DOL=1.60 plate gnp 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-D-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 lb uplift at joint 6 and 195 lb uplift at joint 4. 9)'Semi-rigid phchbreaks including heels" Member end kity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2212 Ili down and 337 lb up at 2-M on bottom chord. The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=l 00, Plate Increase=l 00 Uniform Loads (plf) Vert: 1-3-100, 4-6=10 Concentrated Loads (lb) Vert:5=-2212(B) Prihted*copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Veiny design parameters and READ NOTES ON INS AND INCLUDED MrTEK REFERENCE PAGE MII.7473 rev. 1d03/2015 BEFORE USE Design valid for use only with MiTelr® 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 *verso building design Bracing indicated is to prevent buckling of individual truss web ands dtor0 members only Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabneabon. storage, delivery, erection and bracing of trusses and truss systems, see ANSL rP11 Quality Criteria. DS849 and SCSI Building Component 6904 Parke East BhdSafetyInformationavailablefromTrustPoleInstitute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Part SgMebnng 11-2410-C 38TH T71869541IPS241OC-UT38 M ROOFTRUSS 1 M*Flendo Lumber, Bartow, FL. 7 640 a Apr 19 2015 MI7ek Industnes, Inc Wed JUI 26 11"111 la 2U17 Pager ID rFkwM3Wq?GdreOMh4ZDxyq_6K-yDSIU1hH5NK31RPkAMFUklylz?tODwVw2JaEquD13 1.9.0 1-9-0 2x4 II 1 20 II 2x4 I I 2 2x4 11 Scale - 1.9 7 LOADING (psf) SPACING- 1-4-0 CST. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 0.39 Vert(LL) 0.00 4 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 BC 0.02 Vert(TL) 0.00 4 >999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014frP12007 Matnx-M) Weight 19 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-9-0 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) 4-1460/Mechanical, 3=788/Mechanical Max Upli t4=211(LC 4). 3=-114(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14=1458/214, 2-3=780/116 NOTES- 1) 2-ply truss to be connected together as follows: Top chords connected with 10d (0.131"x3") nails as follows: 20 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Bottom chords connected with 10d (0 131"x31) nails as follows: 2x6 - 2 rows staggered at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind: ASCE 7-10; VuN=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15ft, B=45R; L=24R; eave=oft; Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate gnp DOL=1.60 4) Provide adequate drainage to prevent water ponding 5) 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 bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 211 Ib uplift at joint 4 and 114 Ib uplift at joint 3. 9) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated loads) 2141 Ib down and 309 Ib up at 0-7-12 on top chord The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-2-67. 3-4=7 Concentrated Loads (Ib) Vert: 5-2141 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily daslgn pe oun.f s and READ NOTES ON THIS AND INCLUDED A9TEK REFERENCE PAGE MII.7473 rev. 14007/2015 BEFORE USE. Design valid for use only with MiTelt® Connectors This design is based a* upon parameters shown, and is for an Individual budding component, not a truss system. Before use, the building designer must very the applicability of design parameters and property incorporate this design into the overall budding design. Bra" indicated is to prevent buckling of Individual Innis web and/or chord members only Additional temporary and permanent bracing is always required for stability and to provers collapse with possible personal Injury and property damage For general guidance regarding the go fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIfTPH Quality Criteria, DSB29 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Thus Plate Institute. 218 N Lee Street. Suite 31Z Alexandna, VA 22314 Temps. FL 36610 Job Truss Truss Type Oty Ply Pant SglSebnnp II.2410.0 3BTH T11689512 PS2110C-L2T38 GI COMMON 3 1 Whew" nanow, rt_. 7.649 a Apr 1B 2016 MTek industries, me Wed Jut 25 11:18 18 2017 Pape 1 ID rFfnWM3Wq)GdreOMh42DxycL6K yDSIU1hH51YK31RPkAMFUkloI lnytLrwVw2JaEquDl3 i 4.9-8 i 9.4-0 i 13.10.8 i 18.8.0 i 1ti$0 I 4-0.8 4$8 4$8 4-9-8 1.40 Scab - 1.34 4 04 = 3x5 = SX9 = 3xS = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vden Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.12 7-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(TL) -0.31 7-10 >724 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.20 Horz(TL) 0.03 5 Na n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-M) Weight: 84 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-14 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 WEDGE Left: 2x4 SP No 3, Right 2x4 SP No.3 REACTIONS. (lb/size) 1=745/0.7-8, 5=808/0.7-8 Max Horz 1-97(LC 10) Max Uplift 1=124(LC 12), 5=160(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-14=-1224/413, 2.14=1119/422, 2-15=915/309, 3-15=847/325, 3.16=-847/315, 4-16-915/304, 4-17=1166/407, 5-17=12201392 BOT CHORD 1-7=297/1049, 5-7=298/1043 WEBS 3.7=128/533, 4-7-340/199, 2-7=348/202 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10, Vutt=140mph (3-second gust) Vas4=108mph; TCDL=4.2psf; BCDL=3.Ops1; h=15ft; B=45ft, L=24ft; eave=oft; Cat. II; Exp B. End., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) 0.0-0 to 3-0-0, Interior(1) 3-" to 9-4-0. Extenor(2) 9-4-0 to 124-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf 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. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 124 lb uplift at joint 1 and 160 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. ld Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify das/gn pararnelera and READ NOTES ON TIdS AND INCLUDED WTEK REFERENCE PAGE M0 7413 rev. 109"015 BEFORE USE. Design valid for use only who MTekm conneclors This design is based only upon parameters shown, and is for an individual budding component, not a tons system. Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall is :ding design Bracing indicated is to prevent buckling of individual thus web andfor chord member o*. Additional temporary and permanent bracing is Ways required for stability and to prevent collapse wah possible personal injury and property damage For general guidance regarding the No fabrication, storage, delivery. erearon and bracing of trusses and truss systems, see ANSVTPit Quality Criteria, DSB49 and SCSI Building Component 6904 Parks East Blvd Safety Information available from Tens Plate Institute, 218 N. Lee Street, Suite 312. Alexandna. VA 22314 Tampa, FL 38610 Job Truss Truss Type Ply Park S41Sebnng IF2410-C JBTH 10ty I T11889543 PS2410042T38 G2 SPECIAL 1all Mod-Flonds Lumber, Bartow, FL 7 640 s Apr 19 2016 Mr rek In sines, Inc Wed Jul 25 11111-19 2017 Page 1 ID: rFfnwM3Wq7GdreOMh4ZDxyq_6K-0PO51Mhvs2gBhR7bHtuUDxro7R74cel3kens7gyuDl2 8-0.4 1 10-7.12 1 12-10-8I 157.12 1 18$0 119.8-0 3-0 4 2-t>4 2412 2-7-8 2.2.12 2-9.4 20 11 3x6 = axe = 4x4 11 8x12 MT20HS = 5x5 = 4x4 II 4x9 = 4x5 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0 0 ' Rep Stress Ina NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No 2 'Except' 4-7: 20 SP No 1 D SOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 3-16.8-13: 2x4 SP No.2 REACTIONS. (lb/size) 1=1257/0-7-8.10=1320/0.7-8 Max Horz 1-113(LC 10) Max Uplift 1-154(LC 12). 10=217(LC 12) Max Grav 1=1328(LC 17). 10=1392(LC 18) State a 1:34.8 1; 7 CSI. DEFL. in (loc) VdeB Ud PLATES GRIP TC 094 Vert(LL) 0.28 14-15 >792 360 MT20 244/190 BC 0.80 Vert(TL) 076 14-15 >296 240 MT20HS 187/143 WB 0.89 Horz(TL) 0.07 10 n/a n/a Matrix- M) Weight: 113 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-4-8 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 5-6-15 oc bracing. FORCES. ( lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-24=2383/698, 2-24=2337/706, 4-25=7294/2341, 5.25=7294/2341, 5-6=7294/2341, 6- 26=-741212368, 7-26=7412/2368, 9.27--2337/778, 27-28=2348/777, 10-28=23831770 BOT CHORD 1-17-74712177, 16.17-1851/5729, 15-16=2005/6171, 14-15=2323/7432, 13-14=1905/6019, 12- 13=1782/5606, 10.12=645/2091 WEBS 2-17=-412/1383, 9.12= 403/1362, 4-17=3780/1181, 2-4=2064f728, 7-12=376011210, 7-9=2025/716, 5 15=538/183, 6.14=533/198, 4.15-329/1303, 7-14=-492/1533 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; VuM=140mph (3- second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft: L-2411; eave=oft, Cat. 11; Exp B; Encl., GCpi=-0.18; MWFRS (directional) and C-C Exterior(2) 0-" to 340.4, Intenor(1) 3-04 to 13-0-4. Exterior(2) 13-0-4 to 16-0-4 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) 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 154 lb uplift at joint 1 and 217 lb uplift at joint 10. 8) "Seml-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 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- 7-199, 8- 11-60, 18-21=-20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily design parameters and READ NOTES ON TItlS AND INCLUDED MITEK REFERENCE PAGE 11,111.7477 rev 1NO3/2015 BEFORE USE. Design vand for use only with MRek® connectors. This design is based only upon parameters shown, and is for an mtlovi0ual budding component, not a truss system Before use, the building designer must verily the applicability of design parameters and properly incorporate this design inl0 the owes building design Bracing indicated is to prevent buckling of individual truss web andfor chord members only Adddwwl temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal mlury and property damage. For general guidance regarding the in labrrulron, storage, debvery, eretlnn and bracing of trusses and truss systems, see ANSVTPII Quality CAlorla, DSB4e9 and SCSI Building Component 6904 Parke East Bled Safely Information available from Truss Plate Insldute, 218 N. Lee Street, Suse 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Py Park StiMebnng 11.2410-C 38TH T 11889544IPW41OC-LZT38 G3 GABLE 1 1 Job Reference (optoonall I Mid -ribs. Lumber, Bartow, FL. 7.640 s Apr 19 2016 Mrek Industries. Inc Wed Jul 25 11.18*202017 Page 1 ID: rFfnwM3Wg7GOrcOMh4ZDxyq_6K-vc.ZUviiXdMp2JbaorbPjZ9N9trecL IeDzEXOr7yuDl1 I•t00 i 940 I 18$0 I19a-0 i19-4-0 9.4.0 t-40 Scale - 1:35 6 40 = Jd 123x4 = 18 17 16 15 14 13 12 3x4 = Sx5 = Plate Offsets (X.Y)— 115:0-2-8.0.3-01 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 11 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 0.08 Vert(TL) 001 11 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.06 Horz(TL) 0.DO 10 n/a n/a BCDL 10.0 Code F8C20147rP12007 Matrix) Weight 93 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 18-8-0 lb) - Max Horz 2=99(LC 11) Max Uplift All uplift 100 lb or less at joint(s) 2, 16, 17, 18, 14, 13, 12, 10 Max Grav All reactions 250 lbor less atjoint(s) 2, 15, 16, 17, 14, 13, 10 except 18-255(LC 17), 12-254(LC 22) FORCES. (lb) - Max. Comp./Max. Ten -All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; 8CDL=3 Opsf; h=15ft; 8=45ft, L=241t; eave=2H; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-0-0 to 2-0.0. Exterior(2) 2-0-0 to 9-4-0, Comer(3) 9-4-0 to 124-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1 60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANS11TPI 1 4) All plates are 1x4 MT20 unless otherwise indicated 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 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) o1 truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 16, 17, 18, 14, 13, 12, 10. 10) " Semi -rigid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - verify design peramerps and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MIP7473 rev. I&V3/2015 BEFORE USE. Design valid for use only with Mrek® connectors. This design is based only upon parameters shown, and is for an individual buildup component, not a truss system Before use. the budding designer must verity the applicability of design parameters and property rncorporale this design into the overall Iou s :ding designBracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent lxwmg is Ways required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 4No bricalion, storage, delivery, electron and bracing of trusses *no truss systems, see ANSIrrPII Quality Criteria, DS849 and BCS1 Building Component 6904 Parke East Blvd. safety Information availablefromTrussPlateInstitute, 210 N Lee Street. Suite 312, Alexandns. VA 22314 Tempe, FL 36610 Job Truss Truss Type Oty Ply Park SglSebnng 11-2410-C 38TH T1160545 PM41OC-LMB Hl COMMON 1 M6Flonda Lumber, Bartow, FL. r 54U s Ap to zu16lYillek rfl0ualnes, rnC. weo JYr ze 11.1e:11 [e1 r Vega] ID:rifrlwM3Wq?GdreOMh4ZDxyq_6K-lo7s72j9Ogxvwl9 PIwy6MwCgEs 4ZXMCuGzBZyuDiO 52-0 i to." 52-0 5.2.0 4x4 = 300 c I s.2-o i 10-4-0 i 52-0 52-0 LOADING (psf) SPACING- 2-" CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 TCDL 100 Lumber DOL 1.25 BC 0.58 BCLL 0.0 ' Rep Stress Ina NO WB 0.78 BCDL 10 0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1-4278/0-3-8, 3=4286/0-3-8 Max Horz 1=50(LC 6) Max Uplift 1=1028(LC 8), 3=972(LC 8) Scale = 1 19 9 1$ DEFL. in (loc) Vdefl L/d PLATES GRIP Vert(LL) -0.07 4-6 >999 240 MT20 244/190 Vert(rL) -0.16 4-6 >767 180 HOR(TL) 003 3 n/a n/a Weight: 90 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 4-8-2 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=5097/1191, 2-3=5102/1193 BOT CHORD 1-9=1017/4559, 9.10=-1017/4559, 4-10=1017/4559, 4.11c1017/4559, 3-11=101714559 WEBS 2-4=919/4106 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-" oc. Webs connected as follows: 20 - 1 row at 0.9-0 oc 2) All loads are considered equally applied to all plies, except d noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind. ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3 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 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 bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f4 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 (11=1b) 1=1028, 3=972. 8) "Semimrigid pftchbreaks 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) 1127 lb down and 292 lb up at 0-10-12, 1126 lb down and 293 lb up at 1-3-4, 1126 lb down and 293 lb up at 3-3-4, 1126 Ill, down and 293 Ill, up at 5-3-4, and 1126 lb down and 212 lb up at 7-3-4, and 2105 lb down and 505 lb up at 9-3-4 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 (pit) Vert, 1-2-60, 2-3=60, 1-3=-20 Continued on Daae 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED 11UTEK REFERENCE PAGE MU-7473 rev. 1d03/2015 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 vent' the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and petitioners bracing . Is always required for stabsity and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Lq fabrication, storage, delivery, ereclon and bracing of trusses and truss systems. see ANSUTPH Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Tens Plate Insidute. 210 N. Les Street Suite 31Z Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Para SglSebnng 11.2410-C 38TH TIIS89545 PS2410GL2T3B H1 COMMON 1 1 540 s Ap 19,7015 Mask Inciustnes, Inc. Wad Jul 26 11' 15 21 2017 Pape 2 ID.rFfnwM3VVq?GdreOMh4ZDxyq_6K-No7s72t90gxvwl9 PIwy6MwCgEs 4ZXMCuGzBZyuD10 LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=1126(B) 6=1127(B) 8=2105(B) 9=1126(B) 10=1126(B) 11-1126(B) 0 WARN/NO • Vorrly, das/pn paremaraa and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111111674731 rev. /0OM015 BEFORE USE. Design veld for use only with MITek® connectors. This design Is based only upon parameters shown, and Is for an individual building componem. not a truss system. Before use, the building designer must verity the applicability of design parameters and popery incorporate this design Into the evera9 building design. Bracing indicated Is to prevent budding of individual truss web andfor chord members only Add4ronal temporary and permanem bracing Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fsDncallon,:orage, delivery, erection and breang of trusses and truss systems, an ANSVTPI11 Quality Crlterla. DS049 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Tens Plate Institute. 218 N Lee Street, Suite 312. Alexandre. VA 22314 Tampa. FL 36610 Job Truss Truss Type Ply Park SglSebnnp 11.2410-C 39TH 10ty Ttt6s9548 PS241MUT38 H2 HIP 1 1 MM-Flonds Lumber, Bartow, FL 7,640 a Apr 19 zulb M7ek inouatnes, me web Jn 2b 11 1e Z1 zull Vag* 1 ID rFfnwM3Wq?GdreOMh4ZDxytL6K-No7s72190gxwrl9_PMry6MwHCExf4knMCuGzBZyuD10 5-+-0 1-0-0 5-0-0 a2 5-0O 1-0-0 a2-0 Scale a 1.20.0 4x4 = 3x4 S-0-00124 S+o 0-2-0 30 = 5-0.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 026 Vert(LL) -0.01 6-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 028 Vert(TL) -0.04 6-9 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.13 Horz(TL) 001 4 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 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 20 SP No 3 REACTIONS. (lb/Size) 2=622/D-3-8, 4=622/0.3.8 Max Horz 2-58(LC 7) Max Uplift 2=161(LC 8). 4=161(LC 8) FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=821/157, 3-4=-821/157 BOT CHORD 2-6=76/679, 4-6=76/679 WEBS 3-6=0/333 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=4H; Cat. II; Exp B; Encl., GCpi-0.18; MWFRS (directional); Lumber DOL=1 60 plate gnp DOL=1.60 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 36-0 tall by 2-0-0 wide will I'd between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 2=161, 4=161, 6) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 303 lb down and 225 lb up at 5-2-0 on top chord, and 51 lb down at 50-0, and 36 lb down at 5-2.0. and 51 lb down at 54-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3=60, 3-5=-60, 7-10=20 Concentrated Loads (lb) Vert: 6=102(F) 3=195(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design paamerrs and READ NOTES ON THIS AND INCLUDED Ii9TEK REFERENCE PAGE 111/1.7473 rev. 1441312016 BEFORE USE. Design valid for use only with MRek® 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 applicabil y of design parameters and property incorporate this design into the overall budding design. Brawp indicated is to prevent buckling of individual truss web andlor chord members only. Addnonal temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and BCSI Building Component $904 Parke East Blvd Safety Information available from Thus Plate Institute. 219 N Les Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq/Sebnng 11-2410-C 38TH TIIS89547 IPS2410GLZT38JSJACK11 Job Reference (optional) Mid-Flonda Lumber, Barlow, FL. Plate Offsets (X.Y)- 12:0-4-0.0-0-4 7 "0 S Apr 19 2016 MTek Industries, Inc Wed Jul 26 11.18.22 2017 Page 1 ID rFInwM3Wq?GihcOMh4ZDxyq_6K-r hEKOkn9z3mYvkAz?RBeaST9eJWpC?WOYOXk?yuDl? 1 -1-0-0 1 S40 i 1-0A 5.40 20 = Scale = 1.17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.25 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 018 VeA(TL) -004 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horc(TL) 000 2 n/a n/a BCDL 10.0 Code FBC2014rTP12007 Matra-M) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. ( lb/size) 3-111/Mechanical, 2=298/0-", 4=46/Mechanical Max Horz 2=90(LC 12) Max Uplift 3=47(LC 12). 2=-60(LC 12) Max Grav3=111(LC 1). 2=298(LC 1), 4=76(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf: BCDL=3.Ops1; h=15ft; B=45ft: L-24ft; eave=oft; Cat. II; Exp B. Encl , GCpi-O 18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3)' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ile uplift at joint(s) 3, 2. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Venry design parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE MX7473 rev. 11110"015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an individual building component, nor a truss system Before use, the budding designer must vent' the applicability of design parameters and propedy incorporate this design into the overall budding design Bracing indicated is to prove" buckling of individual truss web andlor Card 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 fabracetan, storage, delivery. ereelion and broong of trusses and truss systems, we ANSITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Insldi ae, 216 N Lee Street, Subo 317 Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq/sebnng 11-2410•C 3STH T1168954e PS2410GL2T3B J7 JACK 22 1 Mid•Flonds Lumber. Bartow, FL Plate Offsets (X.Y)- 12 Edoe.0-0-4 7 640 s Apr 19 2016 Mnek Indusines. Inc Wed Jul 25 11.18,22 2017 Page 1 1wID:rFhM3Wq?GdreOMh4ZDxyCL6K-rhEKOkn9z3mYvkAz?RBeaSOxoGYpC7MYOXk?yuI i • 1-0.0 I 7.00 i 1ao 7A0 3x4 = Scale= 1:22.2 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 037 Vert(TL) -0.16 4-7 >510 180 BCLL 0 0 ' Rep Stress Incr YES WB 0 00 Horz(TL) 001 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 3=157/Mechanical, 2=397/0-38, 4=61/Mechanical Max Horz 2-118(LC 12) Max Uplift3=-67(LC 12). 2=72(LC 12) Max Grav 3=157(LC 1), 2=397(LC 1). 4=106(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; B 451`1; L=24f: eave=4R; Cat. II, Exp B; Encl., GCpi=O 18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 6-11-4 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. 6) " Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • V design _r 0 arlly p parameters and READ NOTES is rise AND INCLUDED MI ers REFERENCE PAGE M0.7p2 rev. ing component. BEFORE USE. Design valid for use ony with Mnsla®Wnnegors This design is based only upon parameter eMwn, and is for an mtlivitlwl budding component, not a truss system Before use, the building designer must verify the applicability of design parameters and property incoryorete this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing Is always required for idab8dy and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabnv ation, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPI1 quality Criteria. DSB28 and BCSI Building Component 6904 Puke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type Qty PlyPark S41561bring 11.2410-C 38TH T11689549 PS2410C•LZT38 RA JACK 4 1 Mr6Flonds Lumber, Bartow, FL 7.640 s Apr 19 2016 Mrrok Indusines. Inc Wed Jul 26 11:1022 2017 Page 1 ID:rFft wM3Wq?GdreOMh4ZDxyq_6K-rhEKOkn9z3mYvkAz?RBeaSNyeE-PC?MYOXk?yuD1? e- 10-8 e- 10-8 r Scale - 1:22.2 2, 6 = Plate Offsets (X.Y)- I1.0-6-0.0-0-121 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -007 3-6 >999 240 MT20 2441190 TCDL 10. 0 Lumber DOL 1 25 SC 0.47 Vert(TL) -0.20 3-6 >399 180 BCLL 0. 0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 100 Code FBC2014frP12007 Matnx-M) Weight. 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-11-7 oc puffins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/ size) 1=308/Mechanical, 2=166/Mechanical, 3=71/Mechanical Max Horz 1=114(LC 12) Max Uplift l-47(LC 12), 2=88(LC 12) Max Grav 1=308(LC 1). 2-166(LC 1). 3=114(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10, VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=4511; L=24R; eave=4R; Cat. 11: Exp B; Encl., GCpi=0.1 B; MWFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0.0, Interior(1) 3-0-0 to 6-9-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will I'd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 2. 6) "Semi - rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies I.Mil Q WARNING • Verify daslgn Panmelero and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE MII.7473 rev IM3,7015 BEFORE USE. Design valid for use only with WOW connectors. This design is based only upon parameters shown, and is for an individual budding component, nct man a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of mdmdual buss web and/or chord members only. Additional temporary and permanent bracing is shreys required for stabddy, 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, DS829 and SCSI Building Component 6904 Parke fast Bald Safety Intonation available hom Tens Plate Inetdute. 218 N Lee Street, Sues, 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Qly Ply Park Sgrsebnng 11-2410-C 3BTH rt16e955o PS241GC4 ZT38 JrT SPECW- 3 t Mod-Floroa Lumber, Bartow, FL 7 64U 6 Apr iv zuio Mriex industries, mc. Wee Jiln [e 11 it; LJ LVl r rage i ID: rFhrwM3Wq?GdreOMh4ZDxyq_6K-JAF cYkIPwH BdA3JN WjyQBn7bT2cHYdtffC 14GSyuDI_ 1 00 I I 4$9 I 7-0A r 1 0 2.1.4 2.1.5 2.3.7 Scale = 1.22 7 EM--= 1.50 7.4 4 1 LOADING (psf) TCLL 200 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014/TPI2007 CSI. TC 0.40 BC 0.34 WB 0.09 Matrix-M) DEFL. Vert(LL) Vert(TL) Horz(TL) in (loc) Vdefl Ud 0.06 8 >999 240 0 13 8 >658 180 0.07 7 n/a n/a PLATES MT20 Weight, 29 Ili GRIP 244/190 FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc puriins. BOT CHORD 20 SP No.2'Except' BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except- 3-9: 20 SP No.3 6-0-0 oc bracing 2-9. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=39/Mechanical, 2=392/D-7-8, 7=192/Mechanical Max Horz 2=118(LC 12) Max Uplift 5=21 (LC 12), 2=-68(LC 12), 7=-36(LC 12) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-14=282/125, 4-14=271/133 BOT CHORD 3.7=261/274 WEBS 4-7=313/298 NOTES- 1) Wind: ASCE 7-10, VuH=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=oft, Cat. It. Exit B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-D-0 to 6-11.4 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) N/A 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) 5, 2, 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 0 WARNING • Vanity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1101.7473 rev. 10A73,2015 BEFORE USE. Design valid for use only with MTekm connectors This design its based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must verily the applicability of design parameters and property mcorpWate this design into the overall Duitdmg 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 No fabrication. aorage, delivery, erec on and bracing of trusses and truss systems, we ANSVI lin Quality criteria, DS849 and BC51 Building Component 6904 Parke East Blvd. Safety Information available from Truss More Institute. 218 N. Lee Street. Suite 31Z Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SgMebnng 11-2410-C 30TH T11689551 PS2410C-L2T38 KJ5 JACK 2 1 mu-nonca wmuer, =avow, rL 7 640 S Apr 19 2015 Mllell Industries. Inc. Wed Jul 26 11.18.23 2017 Page t ID rffrrwM3Wq?GdreOMh4ZDxyq-SK-JAFcYkIPwHBdA3JNWIyOBn7Yb2bEYeFHCWGSyuDI_ 1.5-0 I late 1.5.0 7a14 Scale - 1:16 9 2xe = 7414 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Vdefl Led PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.40 Vert(TL) -0.17 4-7 >506 180 BCLL 0.0 ' Rep Stress Ina NO W8 0.00 Horz(TL) 0.01 2 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=156/Merhanical, 2=429/0.5.11, 4=67/Mechanical Max Horz 2=90(LC 21) Max Uplift3=57(LC 8). 2-97(LC 8) Max Grav 3=156(LC 1). 2=429(LC 1), 4=106(LC 3) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown NOTES- 1) Wind. ASCE 7-10: Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL-3.Opsf; h=15111; 8=45R; L-241t; eave=4R; Cat. II; Exp B; Encl., GCpi=O 18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 pest 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 2.40 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 2. 6) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 11 lb up at 1-6-12, 43 lb down and 11 lb up at 1-6-12, and 64 Ili down and 41 lb up at 4-4-12, and 64 lb down and 41 lb up at 4-4-12 on top chord, and 6 lb down and 2 lb up at 1-6-12, 6 lb down and 2 lb up at 1-6-12, and 18 Ili down at 4-4-12, and 18 lb down at 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, bads 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 Undone Loads (pit) 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 QWARNING • Varlry design parameters and READ NOTES ON T145 AND INCLUDED M/TEK REFERENCE FADE MII.7477 rw. /1W3720/b BEFORE USE. 1 Design valid for use only with MrTelt® connectors. This design is based only upon parameters shown, and Is for an individual balding component, not man a truss system. Before use, the building designer must verily the applicability of design parameters and property incorporate this design r"o the overall building design. Bracing indicated is to prove" budding of individual truss web andfor chord members only. Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the to eon. storage. delivery, erection and bracing of busws and truss systems, see ANSVTPn Quality Crlterls, DS849 and SCSI Building Component 6904 Parke Fast Blvd. Safety IntorllratIori available from Truss Plate Insldute, 218 N Lee Street, Suite 312, Mexendna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SglSebring 11-2410-C 38TH T11689552 PS2410C-L2r3B KJ7 JACK 6 1 Mq•FWoa Lumber, Bartow, FL 1 54V a Apr IV 7.016 MI I eK industries, me wee Jui zo 11:la.Ze zul r wage 1 ID rFfnwM3Wq?GdreOMh4ZOxyg_6K-nNp 1412hbJUnDuZ4OTfj?YmUSwyHOAousVdnuyuDkz i •1•SA i St-9 g•141 1•10 51-9 4-8.8 Scale = 1.22 3 20 = sxa n 5 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 TCDL 10.0 Lumber DOL 1,25 BC 0.44 BCLL 0.0 ' Rep Stress Ina NO WB 0.34 BCDL 10.0 Code FBC20141TPI2007 Matnx-M) 3x4 = DEFL. in (loc) Vdefl Ud 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 Ile 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) 4=130/Mechanical, 2=517/0.4-15, 5-314/Mechanical Max Horz 2=141(LC 8) Max Uplif4=62(LC 8). 2=141(LC 8), 5=58(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11-743/97, 11-12-706/106, 3.12=664/108 BOT CHORD 2-14=180/666, 14-15=180/666, 7-15=180/666, 7-16=-180/666, 6-16=180/666 WEBS 3-7= 0/258, 3-6=723/196 Structural wood sheathing directly applied or 6-D-0 oc purlins. Rigid ceiling directly applied or 10-0.0 oc bracing NOTES- 1) Wind: ASCE 7-10; VuB=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Ops1; h=25R; B=45f1; L=24ft: eave=4R; 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 rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 4, 5 except (jt=lb) 2=141 6) "Semirigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 Ile down and 11 lb up at 1-6-1, 51 Ile down and 11 Ile up at 1-6-1. 72 lb down and 37 lb up at 4-4-0, 72 lb down and 37 Ile up at 44-0. and 96 lb down and 64 lb up at 7-1-15, and 96 lb down and 64 Ile up at 7-1-15 on top chord, and 6 Ile down and 2 Ile up at 1-6-1, 6 Ile down and 2 Ile up at 1-6-1, 18 Ile down at 44-0, 18 lb down at 4-4-0, and 33 lb down at 7-1-15, and 33 lb down at 7-1-15 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60. 5.8-20 Concentrated Loads (lb) Vert: 13-53(F=27, B=27) 14=4(F=2, 8=2) 15=-10(F=-5, B=5) 16=35(F=17, B=17) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify design paramerars and READ NOTES ON INS AND INCLUDED MITEK REFERENCE PAGE MX7473 rev. 1ND3/2015 BEFORE USE. Design valid for use only with MITekR connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent bucking of individual truss web andfof chord members ordy Addmonat temporary and permanent bracing is alweys 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, an ANSVTPIt Quality Criteria. DS049 and SCSI Building Component 6904 Parke East Blvd Safely Information available from Truss Plate Insblute. 219 N Lee Street, Subs 312. Alexandria, VA 22314. Tamps. FL 36610 Job Truss Truss Type Park sglsebnnp II.2410-C 38TH 10ty 1Py T11689553 PS2410GL2T38 KJ7'f SPECIAL 1 1 1.04115 Apr 19 Zeta Mil eK IndwSlnes, Inc. Wed Jul 25 11-18 25 2017 Pape 1 ID rFtnwM3Wq?GdreOMh4ZDxyq_6K-FZNNzOmgSuRLPMT198 uGC4p?sAPOVLy6WEBJKyuDky iS`0 3.7-7 e-7-6 9.10.13 i 5-0 3-7-7 2.11-15 3.3.7 1.50 3x5 = I 3.7.7 I 3.7.7 6-7.6 2.11-15 I 9.10.13 3-3-7 Plate Offsets (X.Y)- 12:0.0.15.Edoel.13:0-24.0-2-2) LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.17 9 >691 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) 0.40 9 >296 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.22 Horz(TL) 0.16 6 n/a Na BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 1 TOP CHORD Structural wood sheathing direly applied or 3.11-12 oc purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 3-10: 20 SP No.3 6-0-0 oc bracing: 2-10. WEBS 2x4 SP No 3 REACTIONS. (lb/size) 5=64/Mechanical, 2=603/0-11-6, 6=325/Mechanical Max Horz 2=118(LC 21) Max Uplift5=29(LC 8), 2=155(LC 8). 6=91(LC 8) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 3-15=780/191, 4.15=760/199 BOT CHORD 3-18=242/739, 8.18=241l735, 8.19=2427741, 7-19=24Zr741 WEBS 4-8=43/250, 4-7=-W4/266 NOTES- 1) Wind: ASCE 7-10: VuR=140mph (3-second gust) Vasd-108mph; TCDL=4 2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24h; eave=aft; 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 pill bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f4 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) S. 6 except (ft=lb) 2=155. 6) "Semi -rigid prichbreaks 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) 43 lb down and 11 lb up at 1-6-12. 43 lb down and 11 lb up at 1-6.12, 61 Ile down and 29 lb up at 4-4-12, 61 lb down and 29 lb up at 44-12. and 80 lb down and 65 Ile up at 7-2-11, and BO lb down and 65 lb up at 7-2-11 on top chord, and 6 lb down and 2 lb up at 1-6.12, 6 lb down and 2 lb up at 1-6-12, 24 lb down and 16 lb up at 44-12, 24 lb down and 16 lb up at 4-4-12, and 37 Ile down and 20 lb up at 7-2-11. and 37 lb down and 20 lb up at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. B) 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, 3-5=-W. 10-11-20, 9.10=20, 3-6=20 Printed copies Of this document areConcentratedLoads (lb) p Vert 16=20(F=10, B-10) 17=4(F=2, B=2) 18=38(1`-79, B=19) 19=62(F=31, B=31) not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verrry design paramenra and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE Me-7473 rw. 1p/07/2015 BEFORE USE. 6-6 Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall budding 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 fabrication, storage, delivery, erection and bracing of truss*$ and truss systems, see ANSInPhl'Ouality Criteria. DSB-89 and SCSI Building Component 6904 Parlor East BlvdSafelyInformationavailablefromTrussPlateInstitute. 218 N Lee Street. Suite 312. Alexsr4na. VA 22314 Tamps, FL 36610 Job Truss Truss Type oty Ply Park SglSebrin0 11•2410-C 38TH T11689554 PS2410CGLV38 MG1 JACK t 1 Mod-Flonds Lumber, Barlow, FL 7.640 s Apr 19 2016 MTsk Industnes. Inc Wed Jul 26 11.18 25 2017 Peye 1 ID rFfnwM3Wq7GdreOMh4ZDxyq_6K-FZNNzOmgSuRLPMTleB_uGC4wAsSAOLhy6WEBJKyuDky 0 2-80 1.5x4 II 5x5 = 300 11 4x4 =A Scab = 1:23.7 LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2014n-P12007 CSI. TC 0.45 BC 0.95 WB 0.84 Matrix-M) DEFL. in (loc) Vdefl Ud Vert(LL) -0.05 5-7 >999 240 Vert(TL) -011 5-7 >731 180 Horz( TL) 0.02 4 n/a n/a PLATES GRIP MT20 244/190 Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.7-1 oc purfins, except BOT CHORD 2x6 SP No.1 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1=1726/0-7-8, 4=2115/Mechanical Max Horz 1=116(LC 8) Max Uplift 1=305(LC 8). 4=419(LC 8) FORCES. ( lb) - Max. Comp./Max Ten -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=21001340 BOT CHORD 1-8=376/1870, 5-8=-376/1870, 5-9=376/1870, 4-9=376/1870 WEBS 2-5=366/2194, 2-4-2421/486 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. 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 to between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=305, 4= 419. 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) 227 lb down and 60 lb up at 0.041, 1020 lb down and 194 lb up at 2-0-12, and 1020 lb down and 194 lb up at 4-0-12. and 1021 lb down and 192 lb up at 6-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 25. Plate Increase=1 25 Uniform Loads (plf) Vert: 1-3=60, 14=-20 Concentrated Loads (lb) Vert: 1=-227(F) 5=1020(F) 8=-1020(F) 9=1021(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies r 0 WARNING - Varlry design paramafem and READ NOTES ON TIOS AND INCLUDED MTEK REFERENCE PAGE 11,10.7073 rev. 10,V3/20/5 BEFORE USE. Design valid for use only with Woke connectors Tles design is based only upon parameters Shawn, and is for an mtlrvldual building componerd, 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 ardicats0 is to prevent buckling of individual truss web andfor ciard members only Additional temporary and permanent bracmg Is always required for stability and to prevent collapse with possible personal mlury and property damage FOr general guidance regarding the fabrication. storage, delivery• erection and bracing of trusses and truss systems, see ANSUMI Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd Safely Information available from Truss Plats Insldute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Ply Park SqfSebnng 11-2410-C 38TH 711689555 PS2410r-L2T38 Nt COMMON 1 1 mq-r,wgs Wmw, wnuw, r. r.eW a APr la N1e Mr reK meusmes, me Wee Jur q3 11.10.2o 2u1 r Vage 1 ID rFhuYM3Wq'GdreOMh4ZDxyq_6K-IlxWnnICCZBI W2xCrW7pOdAHFcXlxXSL.A_ksmyuDkx 380 I 7-0-0 I 340 3S0 Scale - 1 15 4 40 1-1 30 = 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20 0 Plate Grip DOL 1.25 TC 017 TCDL 10.0 Lumber DOL 1.25 BC 0.43 BCLL 0.0 ' Rep Stress Incr NO WS 0.29 BCDL 10.0 Code FBC2014frP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No 3 REACTIONS. (Ib/size) 1=690/0.3-8, 3=734/D-3.8 Max Horz 1=34(1-C 23) Max Uplift 1=143(1-C 8), 3-151(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1056/225, 2-3=1056/225 BOT CHORD 1-9=1601923, 4-9=160/923, 4-10=160/923, 3-10=160/923 WEBS 2-4=1371749 DEFL. in (loc) Vdef1 Ud PLATES GRIP Vert(LL) -0.02 4-6 >999 240 MT20 244/190 Vel1(TL) -0.04 4-6 >999 180 Horz(TL) 0.01 3 n/a n/a Weight: 30 Ile FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-6-10 oc purtins 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; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.0psf; h=25ft; 9=45ft, L=24ft; eave=aft; 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 fil between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except (11=lb) 1=143, 3=151 6) "Semi -rigid prtchbreaks 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) 288 lb down and 67 Ile up at 1-9-4, and 288 lb down and 67 lb up at 3-94, and 288 lb down and 67 Ile up at 5-9-4 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=l 25 Uniform Loads (plf) Vert: 1-2=60, 2-3=-60, 1-3=20 Concentrated Loads (Ile) Vert: 4=288(8) 9=288(8) 10=288(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Var/ly dsslgn parameters and READ NOTES ON THIS AND INCLUDED 60TEK REFERENCE PAGE 6111-7473 rw. IOM312015 BEFORE USE. Design valid for use only with MITek® connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding designer must venly the applicability of design parameters and property incorporate this design into the overall Duddrng design Bracing indicated is to prevent buckling of individual Was web andror chord members only Additional temporary and permanent bracing is aWays required for stability and to prevent collapse with possible personal mpiry and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSVTPIt Duality Criteria, DSB-119 and SCSI Building Component 6904 Parke East BW. Safety Information available from Truss Plate Instdule. 218 N. Lee Street, Suite 312. Alexandra. VA 22314 Tampa. FL 36610 Job Truss Truss Type Oty Ply Park SglSebnng 11.2410•C 3STH T116e9555 PIW41MUTM N2 GABLE 1 1 Mid -Florida Lumber. Bartow. FL 7.640 s Apr 19 2016 Mrrek Indusines, Inc Wed Jul 26 11:1e 26 2017 Pape 1 ID:rFInwM3Wq?GdreOMh4ZDxyq_6K-jb(L4mnICCZBI W2xCrW7pOd8XFhIP85LA_ksmyuDkx I •1-0-0 I 3-6-0I 7.0.0 I 1-0.0 3-6-0 3-6-01.0.0 Scale - 1 17 2 40 2x4 = 1x4 II 20 = 7 0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.29 Ver(LL) 0.01 5 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0,12 Vert(TL) 0.02 5 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 28 Ib FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 20 SP No.3 REACTIONS. (lb/size) 2=209/7-", 4=209/7-0.0, 6=262/7-0-0 Max Horz 2=43(LC 11) Max Uplift 2=99(LC 12), 4=99(LC 12), 6=20(LC 12) FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft, L=2411, eave=2ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-0-0 to 2-0-0. Exterior(2) 2-0.0 to 3-6-0. Comer(3) 3-6-0 to 6.6-0 zone:C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load noncon current 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 100 Ile uplift at joint(s) 2, 4, 6. 9) "Semi -rigid pltchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Verily dWpn pararnarsrs and READ NOTES ON THIS AND INCLUDED M/7EK REFERENCE PAGE M0.7473 Cw. fd03,7015 BEFORE USE. Design valid for use only with MiTo1eS 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 venly the applicability of design parametersraandpropertyurporau this design into the overall Oudding design Bracing indicated is to prevent buckling of individual truss web andlor Chard members only. Additional temporary and permanent bracing la always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the to r ion. storage, delivery, erection and bracing of trusses and truss systems. a" ANSVTPII Ouality Citterla. DS841119 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Trans Plate Insidule. 218 N Lee Slreet. Suite 312, Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Ply Park SWsebnng I12410C 38TH 10ty 777PW410GL2T3BV1VALLEY11 Mid-FkmOa Lumber. Bartow. FL. 7 640 a Apr 19 2016 MRek Industries. Inc. Wed Jul 26 11:19.27 2017 Page 1 ID rFh-mM3Wq?GOrcOMh4zOxycL_6K-ByV7N5owzWh2egdBIZ1MLdANOf2uUSEFag110DyuDkw 1$0 i 3)-0 i 1$0 1-6.0 3x4 = 600 12 2 2x4 i Zx4 Scale = 1.6.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) VdefI Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 004 Vert(TL) n/a Na 999 BCLL 0.0 ' Rep Stress Ina YES WB 0 00 Horz(TL) 000 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Weight: 8 lb FT - 20% LUMBER. BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-" oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 1-71/3.0.0, 3=71/3.0-0 Max Horz 1=8(LC 10) Max Uplift 1-17(LC 12), 3=17(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind, ASCE 7-10; Vuh=140mph (3-second gust) Vesd-108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=4ft; Cat. II; Exp B; Encl., GCpl=O 18. MWFRS (directional) and C-C Exterlor(2) zone,C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL-1.60 plate grip DOL=1 60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf 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 Vass to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "SemFrigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verily design parameters and READ NOTES ON TWS AND INCLUDED IWTEK REFERENCE PAGE AIXTM rev. 10111LI015 BEFORE USE. Design Valid for use only with MRek® connectors This design is based only upon parameters shown, and is for an individual building component, net a truss "am. Baton use, the building designer must venly the appirablby of design parameters and property incorporate this design into the overall budding design. Brscup indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MR fabrication, storage, delivery. erection and bracing of misses and bass systems, see ANSVTPIt Quality Criteria, DS049 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexantlntl, VA Z2314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgfSebnng It•2410-C 3BTH I T116e9559IPW410GL2T38V2VALLEY1 Job Reference loptionall MitsRoncls Lumber, Bartow, FL. 7 640 s Apr 19 2016 Mnek Industries. Inc. Wed Jul 25 11:10,27 2017 Pape 1 ID:rFhwM3Wq4GdreOMh4ZDxyq_6K-ByV7N5c wzWh2egd81Z1 MLdAMmfzDUSEFagjlODyuDkw r 3.2-0 I 6-4-0 3-2-0 3.2.0 314 = 20 r- 20 Scale = 1:12.7 i 6.4.0 i Plate Offsets (X.Y)- 12:0.2-O.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.34 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) Weight, 18 lb FT - 20% LUMBER- BRACING. TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing REACTIONS. (lb/size) 1=204/6.4-0, 3=204/64.0 Max Horz 1=24(LC 11) Max Uplift 1-34(LC 12), 3=34(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.0psf; h=15ft; B=45ft; L=24ft; eave=4ft: Cat. II, Exp B, Encl., GCpi=O 18; MWFRS (directional) and C-C Exterior(2) zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f4 between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. 7) "Semirigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING • Verify design parameters and READ NOTES ON TKS AND INCLUDED WTEN REFERENCE PAGE NIP7473 rw. 11100341015 BEFORE USE. Design valid for use only with MRekg connepors This design is based only upon parameters drown, and is for an individual building Component, not a truss system Before use, the building designer musl ver0y_1he applicability of design parameters and property Incorporate this design into the overall ischng 0esig :n Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe fabrication, storage, delivery. erection and bracing of trusses and true systems, see ANSVTPM Oualhy Crherla, DS049 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq/SeDnnp It 38TH TI IU9559 PS2410C-LMB V3 VALLEY 1 1 rare-r rbritla Lumoer, Uanow, FL 7 640 s Apr 19 2016 MTek Industries. Inc. Wed Jul 26 11 16.26 2017 Pape 1 ID: rFfrlwM3 Wq7GdreOMh4ZDxyq_6K-g82VbRoYkppvGgBKJGYbunYr3OhDvUOPUTrwfyuDkv I 1.2.0 I 2.4-0 I 1.2.0 1.2.0 3xa i Scale - 15 7 r 2:1-0 2.40 I Plate Offsets (X.Y)— f2 D-1-14.Ed0el LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ildefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.04 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 000 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 000 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014lrPI2007 Matrix) Weight' 4 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 1=50/2-4-0, 3=50/2-4-0 Max Horz 1=8(LC 11) Max Uplift 1=16(LC 12), 3=16(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.Opsf; h=1511; 8=45ft; L=2411; eave=oft; Cat. II; Exp B; Encl., GCpi=O 18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4)' This truss has been designed for a 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) 1, 3. 6) "Semi -rigid pttchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Venyr design peremerm s and READ NOTES ON THIS AND INCLUDED r1/1TEK REFERENCE PAGE MIF7473 rev. 1Na312015 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 budding design. Bracing indicated 13 to prevent buckling of Individual truss web and/or chord members only. Additional lemporary 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, delrvery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Criteria, DSB49 and BCS1 Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Sir". Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Symbols Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 3I4' 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. 0J,Ii, For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon requesL PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings Ono (supports) occur. loons 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. 6-4-8 1 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS 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 NUMBERSILETTERS. 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 budding designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIIrPI 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 sae, and in all respects, equal to or better than that speed. 13. Top chords must be sheathed or purluts provided at spacing indicated on design. 14 Bottom chords require lateral bracing at 10 R 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/fPI 1 Quality Criteria. RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification 17-2704 Permit # Project Location Address 3'M8(a ts;c hJ V- gumcy Form Iv\LD NG SANFORD Al FPAR As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category/Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door w/Sidelites FL8871.7 Slidina MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 94/T40-W4 FL15279.20 Roll U Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows 8 Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected Mullions MI Windows 8 Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description(including Florida Approval # . decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coatin Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Florida Building Code Online Page 1 of 4 Leif s•t ..w lr-nr• r;t. r..'." e7 i; SOS Home I Log In I User Registration Mot Topics I Submit Surcharge I Stats 9 Facts i Publications ! FBC Staff eCls Site Map I links I Search y, a r p Product Approvald,,bpr USER. Publlt User Y Product Approval Menu > PrpduR or ADoll[atlon Sean:h Application Ust > Application Detail e. r, ' FLY F18871-R7 y Application Type Revision Code version 2014 Application Status Approved Comments Archived G Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@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 0 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan ). King, P.E. 2A Validation Checklist - Hardcopy Received Certificate of Independence FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE Dd Referenced Standard and Year (of Standard) Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL8871 R7 Eauiv of STANDARDS falodf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrpk... 9/7/2017 Category / Subcategory Manufacturer Product Descri tion Florida Approval #. include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signatu Applicant's Name Please Print) June 2014 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 10/13/2016 . 12/13/2016 10/21/2016 12/15/2016 FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1'for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.1.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.2.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R7 AE (al EVAL 8871.2.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. 'ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.3.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure. N/A Other. See INST 8871.3 for Design Pressure Ratings by Evaluation Reports FL8871 R7 AE (a) EVAL 8871.3.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of ")" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ) 8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.4'.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.4.Ddf specific Model and for any other addibonal use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of ")^ part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.5.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.S.odf Created by Independent Third Party: Yes http://www.Roridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrpk... 9/7/2017 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" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidel:te (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.6.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6 odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and Installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of ")" 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 871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.7.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraR" or'ClassicCraR Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.8.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.8.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 1. "FiberClassic", "SmoothStar', 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraR" or "ClassicCraR Sidelites (OXXO) - Inswing or Outswing Rusbc" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.9.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.9.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of ")" part numbers for these sidelites, which have been stained or painted within six months of Installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ Back lye: Contact Us :: 2601 Slalr Stone Road, Tallahassee Fl. 32399 Phone: 850-487.1824 The State of Florida Is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records retiuest, do not send electronic mail to this entity. Instead, contact the Office by phone or by traditional mad. If you have any ovestions, 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 emalts 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 dick here . Product Approval Accepts: 1=1iw ® - http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=vGEVXQwtDgty3Ij Wak2nHmk... 9/7/2017 Florida Building Code Online Page 4 of 4 Credit Card Safe http://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHxpk... 9/7/2017 I .s THERMANIRU THER.MA TRU DOORS 1 1 B INDUSTRIAL OR., EDGERTON, OH 4351 7 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE "IMPACT" DOOR W/ "NON -IMPACT' SIDELITES INSWING / OUTSWING GENERAL NOTES 1. This product has been evaluated and Is In compliance wilh the 51h Edition (2014) Florida Building Cade (FBC) structural requkemenfs including the'}Bgh Velodly Hurricane Zone" (HVHZ). 2. Product anchors shot be as listed and spaced as shown an details. Anchor embedment to boss molerld shall be beyond wall dressing or stucco. 3. When used In the ?Mir the opaque door complies with Section 1626 of the Florida Building Code and does not require on impact tesislant covering. The nondn pocl sklelle must be protected wllh an Impact resistant covering cbmpying wilh Section 1626 of the FBC. I. When used In areas outside of the imr requiring wind borne dells protection the opaque door complies with Section 1609.1.2 of the FBC and does not require an Impact resistant covering. The door panel meets missile level MT and includes Wind Zone 4 as dented In ASTM E1996 and Section 1609.1.2.2 of the FBC. The noMmpoct sidefles mini be protected with an Impact r font covering compyig with Section 1609.1.2 of the FBC. 5. For 2x stud banning construction, anchoring of these units shag be the some as that shown for 2x buck masonry construction. 6. Site conditions that deviofe from the defo& of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. Oulswing configurations using coastal sit Ilem RX under ache doors, and oil dis used under the sidefiles, meet water in0lrolion tequiemenls for'HVHr. B. Inswing confgurdlions and oulswing conflgurallo s using sit Item 05 under the door do not meet the water IMlialion requirements for the "HVHr and sisal be islalled ally In non habitable areas or of habitable locations protected by an overhang or cdnopy such that the angle between the edge of canopy or overhang to sit is less than 45 degrees. TABLE OF CONTENTS T DDESCRIPTION Tvpicol elevations, d n pressures d geneal notesPIDoorpaneldetails (Smooth slur) Door panel details (Fiber classic) Sldelle panel deloils Horizontal cross sections 6 Vertical cross seclions 7 Vertical cross sections 8 Buck and frame anchoring - 2X buck masonry construction 9 Fame anchoring - 1 X buck masonry construction 10 Components s, Glazing details 11 BID of Materials 71.75 MAX. OA FRAME WIDTH 37.7S. MA>< FRAME WIDTH 36.00' MAX PANEL WIDTH x LF] 10 a P O 15.50' MAX.', FRAME WIDTH 13.75 MAX. PANEL WIDTH F:j •' If• riY.YAV,SA-:t'JV1i/ Y- DESIQQN'PRESS(PS) IN wgAEL s N+. UIMENSICSN 101I1 CA* J. GSTO SMOOTH INSWING 71.7S x 98.00" 60.0 60.0 STAR OUTSWING 71.75 x 96.50" 65.0 65.0 FIBER INSWING 71.75" x 98.00" 60.0 60.0 CLASSIC OUTSWING 71.7S"x 96.50" 65.0 65.0 See Jneer iv nor assign pressure emat10n11. e N.T.S. er. DWS or LFS mu xa: FL-8871.7 n —L or 11 44 4d 47 41 EXTERIOR 47 41 43 1. ._ ..l •- • 1.•:t.. iafllllllllIIIII INTERIOR 46 1 HORIZONTAL CROSS SECTION TYP. 4 I I I CORNERS OF PANEL a 42 TOP RAILLDETAILA -A J b DOOR PANEL c 40 Smooth slat 00000 42 00000000000000000000000000000000000000000000000000010, 00000000 46 0000000000000000000000 O00000000 1 0000000 L 000000000 O a 00000 0000000 Itk I GESITtf 000000000000000 l 28.867E OPEN 00000000 AREA MAX. 0000000 / j(—J0000000045III000000000000000 DETAIL A -A Panel reinforcement ice •' z n r`.` h m o o iu y Y 9 Z OZu gE 5muaIL E V E o= 3n jVy, ix EXTERIOR INTERIOR 2 N VERMAL CROSS SECTION 2 a R N Q f O • N 7 n N - Z OS 22 08 n N.T.S. er. DWS W. mr° rra: ° FL- 8871.7 a 3 orJ1 IQ N d4 dd 67 di EXTERIOR 67 dl 63 Y• zm L DETAIL A -A J i 60 DOO PANEL FlDn cl0stk 00000000000000000000000000000000000000000000000000000000000,11, 000000000000000000000000000000000000000000000 00000000o 0 00000 000000000000000000000000000000000000000000000000000000000000 DETAIL A -A Ponel reinlorcemenl Illq iflllllllll INTERIOR dd lT1 HORIZONTAL CROSS SECTION 3 1.18' r It HI GE STILE 28.86% OPEN AREA MAX i o2:r:rn z O " o a0 j Z I U DammodN m 6LL4 V Z fo 3u a Q CyO du am i-r EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION 3 L N.T.S. or. DWS er. US ma "0' FL-8871.7 i 3 or 11 I 13.7S' MAX. PANEL WNTH x P 0 SIDEUM PANEL C. 7 TOP RAIL Sldale r-- I 72 S1ILESldeGla 73 BOTfOM 'LI swer,Ie 9 Sr' MAX. D.L EXTERIOR Z-J HIERIOR 1 HORIZONTAL CRI 4 (Closk Csoll a nnRc T MAX. D.L EXTERIOR 11 INIERIOR 2 HORIZONTAL CROSS SECTION 4 Imo d..I1 I' MAX. D.L. EXTERIOR MIERIOR 3 HORIZONTAL CROSS SECTION q ISmoolh Slos) EXTERIOR INTERIOR EJQERIOR MTERIOR j EXTERIOR IL wwm W- ° 4 VERTICAL CROSS SECTION tS VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION FL_8871 7 q (aossk aoll a mlk) 4 1 dk) 4 (Smoolh slur) .. n 1-1/,' MB EMB. YP.r 1 HORIZONTAL CROSS SECTION 5 OL-, w'ng shown - inswingalsoapproved 2 HORIZONTAL CROSS SEC17ON S Oswing shown - Inswing olulso approved wn wllx wb4xu NTERIOR XTERIOF n 4,0 0S • o RmzitsrsP, 1`u•• uZuei 9mg xr mnuCOV z u z I NN 3 HORIZONTAL CROSS SECTION S 0 lsvAg shown - ft *V d.. opproved t N.T.S. DWS er US DW HM: FL-8871.7 n 5 ov t L EXTERIOR -""71 INTERIOR 11 VERTICAL CROSS SECTION EXTERIOR El b, z d UL INTERIOR I 4 VERTICAL CROSS SECnON d Ten egerralnotes sheet I ror'HVHr water InfJtrotbn re emenls EXTERIOR INTERIOR 2 VERTICAL CROSS SECnON d Shownw/lX.A, .k EXTERIOR INTERIOR s sheel l Infdlrotksn INTERIOR C1; . * &• — O; oae 1•'• , of n TERI&,"*... rr ns 1` 4 Z o z8 .. g" Z 0 5 ci s40v maul: 60 § a. E ( 2O O 1 w J g 8o 3 VERMAL CROSS SEC17ON d Outswcrg configuotbn o see general notes sheet 1 aI« HVHrworerinNtrotion requirements 0 INTERIOR EXTERIOR M Ln d VERTICAL CROSS SECTION d OulsvftconrWalton see general notes sheel 1 I« Mir water Infalrollon requirements t N.T.S. rm DWS en LFS no ML. FL-8871.7 r Of i t 4 timid NOTE 1 9 8 c EXTERIOR INTERIOR 1 VERTICAL CROSS SECTION 7 O Is gshev m - ftw1V WIG. I. Screws lhru head and s01 jamb located T from each end and O.C. (TYP.) One. EXTERIOR INTERIOR 4 VERTICAL CROSS SECTION. 7 Inswing configurolion EXTERIOR-7l- INTERIOR " eVERTICAL CROSS SECTION 7 Shownw/IXwb4=k EXTERIOR INTERIOR 5 VERTICAL CROSS SEC110N 7 Inswing confiWollon 40 ot; Z m Gj m nY••. r INTERIOR EXTERI p SEE ss o n i U N •; z uNOTE M P z c 5$ 9poa S 'O 22 E 1 5 0 gEg o z 8 3n rc Jm 3 VERTICAL CROSS SECTION m 7 OulswkVconfIgusolion I c o INTERIOR 6 VERTICAL CROSS SEC110N 7 alswing con"llon ODD. eY: DWS m MMM4 W- m FL-8871.7 ° n Sian —L or 11 Q II II I I Tom• HEAD d I IMASONRYJAMBS OPENING II II II II II II 2X BUCK MULLION I I uo I _SHOWN FOR I I REFERENCE IIIONLY II . II II II II II II II II II BUCK ANCHORING CONCRETE ANCHOR NOTES: 1. Concrete anchor locations of the comers may be odusled to maintain the min. edge distance to mortor Jofnls. 2. Concrete anchor Locations noted as MAX. ON CENTER" must be odpnted to maintain the min. edge distance to mortar Joints, additional concrete anchors may be required to ensure the MAX. ON CENTER' dimension due not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR MINT:::':; MIN:CLEARANCE, MIN: CLEARANCE• SIIE:,;:. bLDME1V1'. TO:MASONRY.';: TO:ADJACENT';: EDGE :.' :: '.; ANCHOR,. .. I1W e VIC T T/4"...... 4" TAPCON ELCO 1/4" ULTRACONa WOOD SCREW INSTALLATION NOTES: I. Maintain a rntnimum 51W edge distance, I" end distance, d 1' o.c. spacing of wood screws to prevent the Willing of wood. I MASON OPENIN FRAI 2X B to Tjy s IE T= I9 TYP. SILL TYP JCK 1 F MUllli K I TYP. SILL i'• HINGE JAMB FRAME ANCHORING Mosonly 2X buck construction HINGE DETAIL Xt n 01 I i%\ a o m 2 w TJ a o u y9 96 EZYEob3u o z c o NLx W j Fr yj 2p r' Iroo YY t mm STRIKE JAMB LATCH A DEADBOLT DETAIL t N.T.S. 5 un DWS m W. LFS 3 FL-8871.7 c ora c THESE (2) ANCHORS REOD 3' ONLY WHEN DP > 60.0 PSF C 1 M TYP. HEAD & JAMBSMASONRY OPENING At 1 0 FRAME TYP. _T A] L tq )X BUCK ATYP. SILL TYP. L TYP. SILL HINGE JAMB FRAME ANCHORING STRIKE JAMB CONCRETE ANCHOR NOTES: Masonry IX buck construction I. Concrete anchor locations at the comers may be ocrpisted to maintain the min. edge distance to morforjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to maintain the min. edge dislonce to mortar joints, odditionol concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: ANd4dR ANCHOR. MIN;7`-:: MIN.CLEARANCE- MIN: CLEARANCE SIZE Wit TQ.MASO RY. .-TO ADJACENT ANCHOR"': TYPE EDGE:.' .`- ITW 1/4" 1.1/4* 2* 4" TAPCONO WOOD SCREW INSTALLADON NOTES: Maintafn a minknurn 5/8* edge distance, )*end distance, & 1"o.c. spacing of wood screws to prevent the splitting of wood. d)'- 1toOtt, 0 z 0 lQ N zEpp90.0z 6051 M 11: iL C Z* E 3X a: cc 14 g LATCH A DEADBOLT DETAIL HINGE DETAIL LL N.T.S. 17A DWS up Lrs 3 914 um, 0 FL-8871.7 0 9 orb IQ SST L THRESHOLD• OulsvNq coostd L sas 2 RES OlD S.7S 4 S RESHOLD Wiswhp sl dad 20 NSWING SIDEUTESpacer I/T GLASS 3/4" THK. BITE GLASS 11W TEMP. AIR SPACE 1 /8" TEMP. SWIGGLE GLAZING SPACE424RR G L GLAZING DEI; L3/lhabledgMs 7/16'GIASS BITE se0aTHRESHOLD I1SW4q us1 r i '•-- 5. 83' THRESHOLD 6evfiip MAX. DESIGN PRESSURE _ */ 550 PSF 2. 1,C 21 INSW NG SIDEUTE Spacer 1' THK. GLASS 1 / 8' 11EMP. AIR SPACE i un•; z plz. m I I O d HEAD t SIDE AmibN! r 2. 12' —1 o 22 OUTS NG SIDELRE Spacer 7/ IB GLASS BITE 1 /2- THK. GLASS i,,-\FF,-,I/8l TEMP. 1/ 8-TEMP. - AIR SPACE 4IIWIEMP. DWI 05 22 08 SWIGGLEGLAZING .25" STEEL stmL N.T.S. 24 . SPACER VlNTERCEPT ox a OWS m' SPACER 23 oxm, L FS i 8GLAZYmAoted s ING DETA G3 GLAZING DLT n DRAXW rro: a G2 1' 1?heulotedglva_... FL-8871.7 c a srrtn 10 - L o BILL 0, z * NtS?j4 OZ as j' t o q i m n g i o IIP' 1``` R i b E0 m • 04 9 oa asHmugILI S W IL o I u c rc m 0 rS u 0 N U eB Ixo s yC N oho naw qua u b N e NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) e nN Z u DAMOS 22 08 = wAh N.T.S. i owc. en DWS m oaL sa LFS ? CROW 40. Q FL- 8871.7 e slm 11 or 11 Ory OF MATERIALS ITEM DESCRIPTION MATERIAL ITEM DESCRIPITON MATERIAL A IX BUCK SG >= 0.55 WOOD 40 SMOOTH STAR DOOR •SEE DOOR PANEL DETAIL SHEET FOR DETAILS B 2X BUCK SG >= 0.55 WOOD 41 DOOR SKIN 0.077 THK. SMOOTH STAR = 6,000 PSI MIN. FIBERGLASS C . MAX. I /4"SHIM SPACE WOOD 42 TOP RAIL SMOOTH STAR COMP. D 1 /4" X 2-3/4" PFH ELCO CONCRETE SCREW STEEL 43 LOCK STILE SMOOTH STAR WOOD/LVL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 44 HINGE STILE SMOOTH STAR WOOD 45 BOTTOM RAIL SMOOTH STAR COMP. F I /4" X 2-3/4' PFH ITW CONCRETE SCREW STEEL 46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL I 1/4" X 2-I/4"PFH ITW CONCRETE SCREW STEEL 41 FOAM CORE POLYURETHANE J 1 M" X 3.3/4" PFH 111V CONCRETE SCREW STEEL 48 SIDEUTE SKIN SMOOTH STAR FIBERGLASS K I/4" X I-3/4"PFH ITW CONCRETE SCREW STEEL 49 LITE FRAME SMOOTH STAR PVC L N 10 X 2-I /2" PFH WOOD SCREW 1.IS MIN. EMBEDMENT STEEL 57 FOAM CORE POLYURETHANE M R9 X 2-1/2" PFH WOOD SCREW STEEL 58 SIDEUTE SKIN CLASSIC CRAB FIBERGLASS N 2X MULLION SG >= 0.55 WOOD 60 FIBER CLASSIC DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS 1 INSWING ADJUSTABLE THRESHOLD IS300AJ ALUM./WOOD 61 DOOR SKIN 0.137' THK. (FIBER CLASSIC F = 6,000 PSI MIN. FIBERGLASS 2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. 62 TOP RAIL (FIBER CLASSIC COMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD ISP30M) ALUM./COMP. 63 LOCK STILE (FIBER CLASSIC WOOD/LVL 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 64 HINGE STILE (FIBER CLASSIC) WOOD S OUTSWING STANDARD THRESHOLD ALUM./WOOD 65 BOTTOM RAIL (FIBER CLASSIC COMP. 6 INSWING THRESHOLD ALUM./COMP. 66 PANEL REINFORCEMENT 0.023" THK. (FIBER CLASSIC STEEL 7 DOOR BOTTOM SWEEP VINYL 67 FOAM CORE POLYURETHANE 8 JAMB PINE SG >= 0.42 WOOD 68 SIDEIRE SKIN (FIBER CLASSIC FIBERGLASS 9 JAMB OAK SG >= 0.42 WOOD 69 LITE FRAME (FIBER CLASSIC PVC 10 WEATHERSTRIP FOAM 70 SIDELf1E -SEE SIDELRE PANEL DETAIL SHEET FOR DETAILS 11 HINGE STEEL 71 SIDEUTE TOP RAIL COMP. 12 II10 X 3/4" PFH SCREW STEEL 72 SIDEUTE STILE WOOD 13 N9 X 3"PFH WOOD SCREW STEEL 73 SIDEUTE BOTTOM RAIL COMP. 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 q8 X 2-1 /2" PFH SCREW STEEL 18 KWIKSET 200 SERIES PASSAGE LOCK STEEL 19 KWIKSET 600 SERIES DEADBOLT STEEL 20 INSWING SIDEUTE SPACER FOR HP 1HRESHOLD DBI4HPA PVC 21 INSWING SIDEUTE SPACER FOR SELF ADJUST THRESHOLD DB14 PVC 22 OUTSWING SIDEUTE SPACER PVC 23 R6 X 1-3/4- PFH SCREW LITE FRAME STEEL 24 GLAZING COMPOUND SILICONE 25 SEALANT SILICONE 26 R9 X I" PPH SCREW (LITE FRAME STEEL Florida Building Code Online Page 1 of 3 13' a, - BUS Home Idp In User Registration Hot Topics Submit Surcharge Sbts 6 Facts Publkatlon5 j FBC Staff BCIS Site Map Links Scorch Florid p Product Approval Ia usER. Public User vaam.es l iY roMtdd Product Approval Menu > Product or Application Search > Application US t > Application Detail a. . FL FL15332-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory n MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlingerOmiwd.com Brent Sitlinger bsitlingeromiwd.com Exterior Doors Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer C 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 C 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 Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIdk... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/2015 Date Validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Date Revised 08/11/2017 Summary of Products FL tt Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80' NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00500D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant. No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510807C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 11 08-00498D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure. N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510805C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96' Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R3 II 08-02248B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 512968B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R3 II 08-022498.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas §2514 Impact Resistant: No Created by In Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 5129698.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-022508.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 51297013.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R3 II 08-004990.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510806C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00501D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWldk... 9/7/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00502D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation*Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510809C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions 1 Approved for use in HVHZ: No FL15332 R3 II 08-00503D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510810C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Contact Us ;: 2601 Blair Slone Road, Tallahassee FL 32399 Phone: 850.487.1824 The State of Florida is an WIMO employer. Coovrieht 2007-2013 State or Florida.:; Privacy Statement :: ticeessiblllry Statement ;: Refund Statement Under Florida law, email addresses are public records. It you do not want your e-mail address released In response to a public -records request do not send elecboMe mall to this entity. Instead, contact the office by phone or by traditional mail. It you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes. effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for offldal communication with the licensee. However email addresses are public record. If you do not wish to supply a Personal address, please provide the Depai ti, nt with an email address which can be made available to the public. To determine It you act a licensee under Chapter 455, F.S., please dick hNe . Product Approval Accepts: 0h CredA Card' Safe http://www.floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWldk... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD 4 ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL- EXTRUDED ALUMINUM 6063—T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS. 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4'. 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8' MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). 0. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 1/8' THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. XO, XX, XP, PX, XIP, PIX I TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS RENsaxs I REV I DESCRIPTION I DATE I APPROVED 1 A I ADDED FLANGE ANO FlN INSTALLATION 112/10/13 I R.L. ' 8 REVISED INSTALLATION DETAILS 08/03/15 R.L MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" x 96" NOTES DRAWN. owc NO. V.L. 08-02249 S': E NTS 1011E 10/30/ 13 SHEET I OF 10 SIGNED: 1012312015 I FI HI 6' MAX 96' MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART g3 FOR NUMBER OF LOCATIONS REOUIREO 17' MAX 6' MAX 17' MAX O.C. 16' IAX AME ICHT 6" MAX J. 6' MAX SERIES 420 SGO REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.0PSF NONE SEE CHARTS II AND I2 FOR OTHER UNITS RATINGS REVISIONS OMRFW" ADDEO FLANGE AND FIN INSTALLATION REVISED INSTALLATION DETAILS CH4RTI1 WHERE WATER INFILTRATION RESISTANCE IS REOUIRED. SEE NOTE 9 SHEET I Design pressure charf (pso Frame Single Panel and Total Frans VVWth (in) in) MightW40.01 36.0 72.00 42.0 84.00 48.0 96.00 Poe Nep Poe Nap Poe Nep 84.0 400 50.9 40.0 457 40.0 42.0 08.0 40.0 480 400 43.0 394 39.4 82.0 40.0 454 40.0 40.6 37.1 37.1 96.0 40.0 43.1 36.4 38.4 35.0 35.0 CHART M WHERE WATER INnLTR4T10N RESISTANCE IS NOT REOUIREO. SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frans W1dlh (in) Height 30.0 60.00 36.0 72.00 42.0 4.00 40.0 96.00 Pos Neg Pos Pos Meg Pos NW 58.4 584 50.9 SO 45.7 45.7 42.0 42.0 e8.0 55 2 55 2 48 0 E 43.0 43.0 39.4 39.4 97.0 52.4 524 45.4 40.6 40.6 31.1 37.196.0 49.8 49.6 43.1 38.4 38A 35.0 35.0 CHART 13 Number or anchor love dons required Single Panel and Total Frane Width (in) 30.0 60.0 72.0 36. 0W66 48.0 96.0 N&S Jamb H85 Jamb H6S JambE12. 4 6 5 6 6 6 4 6 5 6 6 6 4 6 5 6 6 6 4 6 5 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SOO REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAWN. DWD No. REV V.L. 08-02249 8 surf NTS 5'"' 10/30/13 1 e1Ev2 OF 10 DATE APPROVED 12/10/13 R.L. 08/03/ 15 R L. SIGNED: 1012312015 c ti FA HE 96- MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD do JAMBS SEE CHART 84 FOR NUMBER OF LOCATIONS REOUIRED 6- MAX 17- MAX O C. I 6' MAX 17' MAX O.C. 6' 1- AX LME GHT 6' MAX 6' MAX 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART 14 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACT RATING REQUIRED t35.OPSF NONE SEE CHARTS 11 AND 12 SHEET 2 FOR OTHER UNITS RATINGS REVISIONS OESCRIMH are I PPRMO ADDED FLANGE AND FIN INSTALLATION 12/10/13 RL. REVISED INSTALLATION DETAILS 08/03/15 R.l. CHART 14 Number o/ anchor locations required Seigle Panel and Total Lht W th (in) H i9fueigtd h) 70.0 60.0 36.0 72.0 42.0 64.0 40.0 96.0 H&S Jamb H&S Jamb H&S Jamb H&S Jamb 61.0 4 6 5 6 6 6 6 6 66.0 4 B 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 URAWN: OWC NO REV V.L. 08-02249 B sr`C NTS 8"'E 10/30/13 3 OF 10 SIGNED: 1012312015 GEHSFq'P p TAT 'OF ryO ss II I VF REVISIONS . 1/2" MIN. Rev OESCRIvnON GATE APPROVEO EDGE DISTANCE A ADDEO FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REIASEO INSTALLATION OETAILS 08/03/15 R.I. 1 3/8" MIN. W000 FRAMING OR 2X BUCK EMBEMENT BY OTHERS 1/ 4" MAX. SHIM 10 WOOD SPACE 1 3/8" MIN. 1/4" MAX. r SCREWEMBEDMENT SHIM SPACE T I INTERIOR 1/ 2" MIN, EDGE DISTANCE 10 WOOD SCREW WOOD FRAMING OR" 2X BUCK BY OTHERS EXTERIOR 11 11 11 11 INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. IENT AIN. r- v%PL VI TANCE 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 10/23/2015 MI WINDOWS AND RS LLC 00 LAKESIDE PARKWAY RKWAYFLOWER MOUND, TX 75028 J.VOENS p NOTES: SERIES 420 SGO REINFORCED WITHOUT ADAPTER 0 5t I. INTERIOR AND EXTERIOR FINISHES. BYOTHERS. 96" z 96" FRAME INSTALLATION DETAILS v = TAT OF. NOTSHOWNFORCLARITYjoiNr BY E OTHERSTO BE CCORDANCEmwec an NO. REv 0 , FS :°( 0RVDt DESEGNEO IN ARfmETER WID THASTME2T082E249suue aTE NTS10 30 13 4 OF 10 METAL STRUCTURE BY OTHERS 3/4' MIN. EDGE DISTANCE pp 1 1/4' MAX. Id I r SHIM SPACE ml REVISIONS ` DESCRIPTION DATE APPROVED ADDED FIANCE AND FIN INSTALLATION 12/10/13 RA. REVISED INSTALLATION DETAILS 011/03/I5 1 R.L. 1/4' MAX SHIM SPACE 110 SMS OR SELF DRILLING SCREW T — INTERIOR 3/4' MIN. EDGE DISTANCE EXTERIOR INTERIOR L SILL TO BE SET IN # 10 SMS OR a, o A BED OF SELF DRILLINGAPPROVEDSEALANT SCREWS g1O SMS OR METAL SELF DRILLING SCREW STRUCTURE EXTERIORBYOTHERS METAL STRUCTURE JAMB INSTALLATION DETAILBYOTHERS METAL STRUCTURE INSTALLATION 3/4' MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1111IIIIlI l0'i i/ 1900 LAKESIDE PARKWAY J\S f:'• FLOWER MOUND, TX 75028 GENSF9`p% NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER p, 51 *= 1.INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 96" x 9IOFRAMEINSTALLATION DETAILS o TAT OF ty 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE INACCOR04NCEWITHASTME2112 OwG aEv X'*• DESIGNED i``rS% Lo: 08-02249 B t,G`N 77IOIIIA111\\\ NTS IDATE 10/30/13 SHEETS OF 10 REMONS 2 1/2- MIN. REv oESd1rMN WE A"ROVEo EDGE DISTANCE A ADDEO FIANCE AND FIN INSTALLATION 12/10/13 1 R.L. 8 REVISED INSTALLATION DETAILS 08/03/15 RL. A e n 1 1/4" MIN. a• ., EMBEDMENT 1 1/4" MIN. CONCRETE/ I EMBEDMENT MASONRY 1/4' MAX' T IBYOTHERSrSHIMSPACE OPTIONAL IXXCKU o 1/4" MAX. TOBE 2 1/2' I r SHIM SPACE INTERIOR PROPERLY MIN. I SECURED EDGE SEE NOTE 3 DISTANCE, SHEET 1 a a 1 i 3/ 16- TAPCON 3/ 16- TAPCON CONCRETE/ MASONRY BY OTHERS V EXTERIOR INTERIOR SILL TO BE IN A BED OF APPROVED SSEALA T v 3/ 16" TAPCON MASONRY/ CONCRETE BY OTHERS OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 1 1/4' MIN. a• EMBEDMENT EXTERIOR JAMB INSTALLATION DETAIL CONCRETE/ MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 1 _ 1 2 1/2" MIN. EDGE DISTANCE SIGNED: 1012312015 VERTICAL CROSS SECTION MI WIN DOORS LLC Illp41 CONCRETE(MASONRY/NSTALLATION IWS DEPARKWAYDLAKESS11ft. FLOWER MOUND, TX 75028 CENSe SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATION DETAILS DO,' TAT OF75, oRAwN owc No REv iFS;IORI'Dt' 081 0 suuE NTS — 10/30 13 S'CC'69OF 10 1/2" MIN. r EDGE DISTANCE WOOD FRAMING I 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. SHIM SPACE 010 WOOD SCREWS EXTERIOR U—U lLU INTERIOR ro BE SET IN OF VED SEALANT 10 W000 SCREW WOOD FRAMINC OR 2X BUCP BY OTHERS MIN. WENT cwc UIWAI'q,C VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REWSONS oESCOWTIM OM1E AMROVEO ADDED FIANCE AND FIN INSTALLATION 12/10/13 R.L REVISED INSTALLATION OETAILS 08/03/15 1 R.L. 1 3/8" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 1/2" T MIN. INTERIOR EDGE DISTANCE n i 10 wood a 1 aSCREWS EXTERIOR W000 FRAMING JAMB INSTALLATION DETAIL OR 2% BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 1012312015 MI WINDOWS AND DOORS LLC \NotiIIIIIII//, 1900 LAKESIDE PARKWAY \`J g R• LO,( 7// FLOWER MOUND, TX 75028,•.GENS 9p SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" — — FLANGE INSTALLATION DETAILS - ; TAT OF ty ORAW owc NO. REY i0' F( .- ir Sc'" NTS °A'E 10/30/13 08-022ls'w790F 10 B ONA ////S/C1\\\` 3/4" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS EXTERIOR 010 SMS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS 1/a• MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF PROVED SEALANT 1- 3/4- Mil EDGE OISTF L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS W. l RLla5W15 DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 00/03/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 3/4• MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC R• LOj'//// 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 J S GENSF 9J1 NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 5 *= I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. 96" x 96" FLANGE INSTALLATION DETAILS a GF EDTAT OFNOTSHOWNFORCLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DRArrtc arc No REV 1`F • R O Rl p DESIGNED IN ACCORDANCE WITH ASTM E2112 08 B S • • . • • G ll?\\\ s-' NTS I DATE 10/30/13 —ET89OF 10 fit 2 1/2- MIN. EDGE DISTANCE 1 1/4' MIN. e EMBEDMENT CONCRETE/ LMASONRY 1/4 MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16' TAPCON EXTERIOR W J W J INTERIOR SILL TO BE SET IN A BED of APPROVED SEALANT 3/16" TAPCON REVISIONS •. OESCRIVTION are I PPW40 ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 1/4' MIN. EMBEDMENT T•• 1/4 MAX a I SHIM SPACE MIN. EDGE DISTANCE v 3/16' TAPCON CONCRETE/MASONRY BY OTHERS i INTERIOR EXTERIOR JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRYINSTALLATION MASONRY/ TO BE PROPERLY CONCRETE SECURED BY OTHERS SEE NOTE 3 SHEET 1 NOTES., 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, y 1 1/4' MIN. NOT SHOWN FOR CLARITY. ate' , • . EMBEDMENT 2. PERIMETER AND JOINT SEALANT BYOTHERS TOBE n '• d . . a DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/2" MIN. SIGNED: 1012312015 EDGE DISTANCE - VERTICAL CROSS TION MI WI DOORSNDOWS ANDLLCOCONCRETEiMASONAYNSTALuTION00LAKESIDEPARKWAYIt 9s i FLOWERMOUND, TX 75028 GENS SERIES 420 SGD REINFORCED WITHOUT ADAPTER o 61 *= x 96" TA FLANGE INSTALLATION DETAILS ATAT OF EORAWM owc NO REv 08 B 0010: 1j01VA11 N\\\\ SGLENTS °ATE 10/30/13 SHEC1990F 10 WOOD FRAMING BY OTHERS 1 1/4- MIN EMBEDMENT APPROVED SEALANT BEHIND FIN 8 WOOD SCREW APPROVED SEALANT BEHIND FIN is WOOD SCREW 7/16• MIN EDGE DISTANCE 1/4 MAX r SHIM SPACE I I 7/ I6- MIN EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BLICK INSTALLATION 1 1/4• MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4• MAX. SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4.9. INTERIOR TRIM REVISIONS REV OENRIPMIN GATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 0 REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 5/8• MIN. EDGE DIST. TRIM a 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED f TAPCTAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY/CONCRETE 1/2" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS EDGEE 3D MIN. DISTANCE TRIM 1 3/8" MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP 10 WOOD SCREW 010 SELF DRILLING SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCK4V000 FRAMING METAL STRUCTURE SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY 5 R'• O i! FLOWER MOUND. TX 75028 VGENS.9% SERIES 420 SGO REINFORCED WITHOUT ADAPTER 0 6 *= NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. SHOWNFOACLARITY OK x TAL96" NAILFINdoHOOKINSTALLATIONDETAILS p ' ' 0 , TAT OF. ;4t4v NOTPERIMETER AND JOINT SEALANT BY EZSTOBE oRAL owc REVi///ss01VAlE G`'`\` DESIGNEDINACCORDANCEWITHASTME22. S08-02249 SC NTS DATE 10/30/13 sNEEr 10 OF 10 l11111110l \ Florida Building Code Online Page 1 of 6 SCIS Home iI Log In i User Registration i Hot Topic j Submit Surcharge Slats a FIMS Publications FBC Staff BCIS Site Map UnkS Search , dbpr 0 ;::j Product ApprovalA "• USER: Public User Product Approval Menu > ProduR or Appliwtlon Search > ADDllcation List > Application Detail nare FL 0 FL15279-R4 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer 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 c Clopay Building Products Company 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfield@clopay.com Scott Hamilton shamilton@clopay.com Exterior Doors Sectional Exterior Door Assemblies Certification Mark or Listing Intertek Testing Services NA, Inc. Gary Pfuehler 2 Validation Checklist - Hardcopy Received ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Flonda Licensed Professional Engineer or Architect FL15279 R4 Eauiv 20150319 - FBC - DASMA 108 eauiv odf FL15279 R4 Eauiv 20150319 - FBC - DASMA 115 eauiv odf Method 1 Option A http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwd)gv3yvvKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted 03/19/2015 Date Validated 06/12/2015 Date Pending FBC Approval Date Approved 06/21/2015 Date Revised 08/10/2017 Summary of Products Go to Page Q d FL tt Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.2 002 W3-09 DSIE-1A471: GD1SP, GR1SP, GD1LP, GR1LP, AR1SP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 0 0 Page 1/ 8 0 6 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) WINDCODE9 W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.Ddf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101655-Revl2.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; Interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspectlon.pdf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103952-RevOl.odf Verified By: Intertek resting 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 Door18131,8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the Impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.4 004 W3-16 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant. N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBCj, Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinsnection.odf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101820-Revl3.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 3 of 6 15279.5 005 W3-16 DSIE-1A471: GD1SP, GR1SP, GD1LP, GR1LP, AR1SP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.6 006 W3-16 OSIU-1A171: 9130, 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). 15279.7 007 W3-16 PAN-2F153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 428, 148B,SSS,4RST,6P,ST,4RSF,6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). 15279.8 008 W4-09 DSIE-11`171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other. The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the Impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 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 (9'2" up to 16V wide) WINDCODEO W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of mspection.odf FLIS279 R4 C CAC W3 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104028-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of insoection.Ddf FLIS279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104168-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by independent Third Party: Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate 115279 R4 C CAC Letter with proof of contract and proof of inspection.pdF FL15279 R4 C CAC'W3 Listina Intertek,odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101308-Rev12!odf Verified By:' Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 101652-B-Revli.0df Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.9 009 W4-09 DSIE-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; intenor skin 27 ga. min.) Single- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE(D W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.pdf Impact Resistant: No FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv")yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 4 of 6 Other: The standard glazing available for this product 65/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLI5279 R4 II 103969-S-RevO2.Ddf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Parry: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-11`171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE® W4 Garage Door18201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the Impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.11 O11 W4-09 DSIU0-1K479: Canyon Ridge/Brookstone Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other. The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.12 012 W4-09 PAN-2FISI: 73, 1500, 75, 190, 84A, 94, 76, 42, 48, 55, 425, 488, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GRSS, GRSSV, ARSS, ARSSV, EDSS, ED5SV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the Impact resistant requirement for windborne debris regions. 15279.13 013 W4-09 PAN-2F441: G4S, GS4, G4L, GL4, GD4S, G04L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR41.SS4V, SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF ' Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.14 Certification Agency Certificate FLI5279 R4 C CAC Letter with proof of contract and proof of inspection.odf FLI5279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLI5279 R4 II 104183-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinsoection.pdf FLI5279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104456-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLI5279 R4, C CAC Letter with proof of contract and proof of Insoection.odf FLI5279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLI5279 R4 II 300159-B-Rev16 odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artlstry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of Inspection.odf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLI5279 R4 II 103486-B-RevO8,Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yWKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-2F449: Grand Harbor, Stone Manor Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.15 015 W4-16 DSIE-1F171:4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the Impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-1F471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.17 017 W4-16 DSIEO-1F479: Coachman/Settlers/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, 8200, 18201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 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) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listina Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-Rev06.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.odf FL15279 R4 C CAC W4 Listina Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 101481-B-Revl3.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Arbstry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Ustino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104029-B-Rev03.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports , Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 I1 103046-Rev07.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.odf FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104169-RevOl.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuildincr.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the impact resistant requirement forwindborne debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.19 019 W4-16 DSIUO-1K479: Canyon Ridge/Brookstone Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf Impact Resistant: N/A FL15279 R4 C CAC W4 Listing Intertek.odf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 104457-Rev02.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windbome Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-2F153: 73, 1S00, Steel Pan (min. 25 ga.) Double -Car (97" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE® W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GDSS, GD5SV, GRSS, GR5SV, ARSS, ARSSV, EDSS, EDSSV Limits of Use Approved for use in HVHZ: No Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of insoection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Design Pressure: +24 PSF/-24.5 PSF FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for windborne debris regions. FLIS279 R4 II 101711-B-ReviS.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page = 42 Back Neat 0aPagel /800 Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 850=487.1824 The State of Florida Is an WEED employer. Copyright 2007.2013 State of Florida.:: Privacy Statement •: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your a•mall address released in response to a public -records request, do not send electronic mall to this entity Instead, contact the office by phone or by traditional mail. If you have any questions, please rbntact 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 !malls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: Safe http:// www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQvADgv;yVVKJZ 1 QR... 9/7/2017 m A VON F-m-4 SHEET 1 OF 2 OPTION& owwo MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS. MAX STANDARD SUE 5 42-1/2•.16'. IMPACT RESISTANT GLAZING 5 21-6/6•.14-1/6•. r.aawwa Y-d/0 N A i-1-7-1 AIION , rmkk6vm anON If VAS am IE%f swmL OC1 b T ni i i nin ir rI I I I` MdW wI1 1 SHM A.®sN1-P 0OM 0 Aw13u0 aom nlw.a Ilass< NI.Am 6NJ/ As LLLIl a• a w sung u a< ae lam . A L wwwL 01IIM>< to w VIOL Famm ilI> mcommD SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL i4' AND STANDARD CONSTRUCT DETAIL W; TRACK AND JAMB DETAILS. w r i WV and , I/ i3iiili AM Nm mA SH P LAP JOINTS. - a If DENSITY POLYSTYRENE FOAM INSULATION 1- 3/16THICK WON VINYL HAIRCELL BACKER (INSULATED MODELS ONLY) 23 GA, MIN GILV. STEEL SKIN WITH A SZO-ON PRIMER. AND A BAKED -ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. boouasmoo®sumwnaas 4WOi ® IC® Oa A OL 1 sum O 0. Alm- M amp E{O 1) Opamma® w VAOM6 0" IW P w 0Wl 01 GLOMS 00 mi A Nan po sy. NdC luo p ioor r .00aawt m OdWOO 0f AVM/O WYR-Y 1um6Rs10 r 0! V u/ m COX CATWW LOIL csL0 I LO 0 Clopay Building Products w° S° sLwN°aHaH ComnanvS13) 770-4600 ICJIVHIIII cale 6 I SECTION A -A ( SIDE V1EW1 J• TALL U-BAR 20 GA GALV. STEEL MN. TOLD STRENGTH: 60 KS 11UCK _C I J• r p2' T 12 GA. GALV. STEEL TOP ROLLER BRACKET. EACH BRACK ATTSHEEfAGiED 14.5 6• uET 14 GA GALV. ROLLER HINGE EACH HINGE FASTENED TO END STaES WITH (4) /14. 6/6' SHEET METAL SCREWS AND ( 4) 1/4'03/4' SELF TAPPING SCREWS. SEE NEW W. 7\ TALL . 20 GA. GALV, STEEL U-tW6 N A 2-1-2- 1 PATTERN (I.E. TWO U-BARS ON BOTTOM SECTION. ONE U-BW ON NEXT SECTION. ETC.). EACH U- BAR ATTACHED WITH IT () I/ g SELFTAPPING SCREWS PER 13 GA. GALV. SIM ATTACHED WITH #1105/E• SHEET METAL SCREWS. ALUMINUM OMWSION VINYL WEATHERSTRIP. DESIGN LOADS: 424.0 PSF t -24.S PSF TEST LOADS: +36.0 PSF ! -J7.0 PSF PAN-2F153 vuoLa.s RAFDO INIC ®' um W 4 16'O' W . 16'0-H 1/3/97 attwTmA CLASSIC AND CH RP STEEL PAN sm JAC DOUBLE -GAR. 16V t24/-24.5 PSF B O AVIRI N QO! V va MWAY 101711 IBC VARMAR IGIDD0atcl0 RAno PonVMS fOm+ I 0 W 10 OI od MGM am J Am Muv cAwaAa IaR• Sass c=v m NG71r • v U-ws uo SOIon a s• cams 1-1 m Wnlp Immm Ira 000W1 111r Q CIIRIIOB/a W WR 1 1 M rtlmL A RM I10U11010 pOgQ. WR®IOL YAm 00 IW 7W61U IaIO. 11cm ANOOII aRll a ODllon A aL awam0 muo aw elm psamm anUPS1/41r VPM Cnim a Ir Gomm DUWO A WL OaMmq a a, mllm 00-00 aam0. 1' 06 r M aoll+m WIN WOOS Agln6 ma aI 00WIOBw blf W slaud W now A RON W N MEiAOC NOIRm" LYO 00 mil=1 um on so WIG m OUM 101-N1. A ucem oSaal Mr SHRUM m ARWa( wawa[ rmmm MgAM ome laOgaWIW6 ra/ mWoMo a o = rsW1lll/ l00 am L0 IOIA r0[ Al1a / m _ 0 — 0A111. am 00 PI moawv. am Inot ml- IMPACT RESISTANT ASSEMBLY DETAILS DRAWINo + 01711-A SECTION B-B (IMPACT -RESISTANT GLAZING OPTTONI OGL 9 amrL omSlaA • 10JUXU Oa NO tam WS aw- W So= Hum AAa r 013 ring no= emW ICKW Lom am a Ala rwq 1°woom a 1 IR70111oW I@IG M wa a ma W01 la N •;Ir' IWI Imo MOW[ alpi I It cav STANOARO ASSEMBLY DETAILS ORAVVINo 10171 +- 8 SECTION B- B (NON -IMPACT RESISTANT GLAZING OPTIONI RtlMT FRAIL aw UV OUM ON W0a[ ILWXL HIM UK HIM M LO IUIWOUG TYN YO mAlW VOLDED low ay• rAx we roar. TANaL2O AccEMBLY CONSTRUCTION, O/IgML SSR OSO a I AMUG UITS MOLARS. DRRDIUL AWAC 6 ft4m nt ow aKm U apARMED OCi RAMS)W AWWDW L am WO)ToO INS om am ASsoOr puma 01 Oa01WIM WIN o0 SUC1SIN Dail INS we umo AmlWmmin OF UK now aWNW and an NRRWWGaa awls aaR WAR 1mnaNr Os1Nm Rmaa Ov. CWPM U rDcA sc), SHEEP 2 OF 2 DATE lTc N1PER a tAO 11 P. ( IRlmt 1 O PSITHp dw amW ( am SO I IUL4 rASmm a 11 0A OVX 000D1 HW L Pa HN00 ImRa GPAC l r na®m as mo Ww NI UM TRACK CONFKXMTIOH lax 9 AM < 0 LOU7 • Wln 1s/' ABOVE THE DOOR OPENBIO mar 11"M9io1p• w Coal DOES NOT AFFECT THE WWD r a "L aaa Rol am Ra1n1 am LOAD RATWO OF THIS DOOR. ODea OR NIION DR ll m1DO1 tr on rw ulamallr) mmH et AND UWDI 1. M Dm71 w D[ s/rwm fODFHaK anon aNLL N to V. am Na a lcou. UD! TOP BI4CKET DOUBLE HMOWAL De a®IM1vnrNW®IDA v Nmo w1 Be DUGa a 000101 W me a AaOMAM aw Comm aaua Do00 FOR am Woo m Ip WOOD aro aw I-D/0aqDLADSOMETRACKuma 29 ORNINLl11+" T 3 y. am WALK wvaw. INVOM rG WL DLL ooal>s and r IAL om 06SUISER 00 SUR) 1 assaw UAW WFSTOWMA / l aH 6 I 7MQ a711m1 MO NO l0y Idml aNmfrfall 8 IWm®] Tor1WMWI OWN OVER am t' 941001 IMCK G® wma OAS Rloom cola7 FACOM FOR W WOWL• Rm sum DESIGN LOADS: + 24. 0 PSF • -24.5 PSF Florida Building Code Online Page 1 of 3 tit — SCIS Home I lag In User Registration i Hot Topics I Subnut Surcharge I Stats & FaCCS Publications I FBC Stall I SCIS Site Map I Unks search r70dUa 115 :::! Product Approval f6 ® USER: Public Vsergopr rhri'c Product Aporoval Menu > Product or Application Search > Application List > Application Detail 1 r ! FL,t FL17499-RI 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 C MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsidinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Category Windows Subcategory Single Hung r Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE m Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA 506 AAMA/WDMA/CSA 301/I.S.2/A440 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 07/19/2016 Date Validated 08/05/2016 Date Pending FBC Approval Date Approved 08/05/2016 Year 2008 2008 http://www.floridabuilding.org/car/pr_app_dtl.aspx?param=vGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 k Summary of Products FL it IModel, Number or Name Description 17499.1 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact 2).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact 3).DdfDesignPressure: +55/-55 Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Imoact 2).DdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Imoact 5).Ddf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R1 II 08-02544A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.Ddf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG waiver)5-81G 1-SA 52 1-8X84 R60(100918).2df FL17499 R1 C CAC MI Windows - 185 SH (Fin) (10),Ddf Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).odf FL17499 R1 C CAC MI Windows - 185 SH (Flan(3e) (9).odfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 11 08-02546A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.Ddf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Approved for use in HVHZ: No Certification Agency Certificate FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact 4).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 Rl C CAC MI Windows - 185 SH (Fin) Imoact (5) Done.Ddf j Design Pressure: +55/-55 Other: R-PG551, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Imoact 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Flange) Imoact bedded in Pecora 896 sealant. 4).odf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02545A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.Ddf Created by Independent Third Party: Yes 17499.4 185 SH 52x72 Fln/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 Approved for use outside HVHZ: Yes SH(FLG waiver).odf Impact Resistant. No FL17499 Rl C CAC MI Windows - 185 SH (Fin) (11).Ddf Design Pressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Fin) (121.Ddf Other. R-PG60 FL17499 R1 C CAC MI Windows - 185 SH (Flanoe) 1( 0).odf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 II 08-02549A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513327A.odf Created by Independent Third Party: Yes 17499.5 1 185 SH 1 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://www.floridabuilding.oriz/t)r/pr app_dtl.aspx?param=wGEVXQwtDgtCUGgvjQiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate " Approved for use in HVHZ: No FL17499 R1 C CAC APC(13363)El729,01-109-47-RO 185 SH (FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Design Pressure: +60/-60 Other: R-PG60* FL17499 R1 C CAC MI Windows - 185 SH (Fin) (13).Ddf FL17499 RI C CAC MI Windows - 185 SH (Fin) (14) Ddf FL17499 R1 C CAC MI Windows - 185 SH (Flans ) 11),odf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02550A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.Ddf Created by Independent Third Party: Yes 17499.6 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin) Approved for use outside HVHZ: Yes 3).Ddf Impact Resistant: No FL17499 Rl C CAC MI Windows - 185 SH TriDle MM Design Pressure: +50/-50 4).odf Other: R-PG50* FL17499 RI C CAC MI Windows - 185 SH Triple (Flanoe) 3).odf FL17499 R1 C CAC MI Windows - 185 SH Triple (Flanoe) 4).Ddf Quality Assurance Contract Expiration -Date 10/20/2018 Installation Instructions FL17499 RI II 08-02548A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513324A.Ddf Created by Independent Third Party: Yes 17499.7 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 1O5x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) Approved for use outside HVHZ: Yes 3).Ddf Impact Resistant: No Design Pressure: +45/-45 FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) 4).odf Other: R-PG45 FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 4 df Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02547A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513323A.Ddf Created by Independent Third Party: Yes Bask next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850- 117.1824 The State of Florida is an AA/EEO employer. CoovrleM 2007-2013 Sb[e of Fledda.:: 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 t4 a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by Milltional 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 !mails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., Please dick h=. Product Approval Accepts: M" 0RR® Credit Card Saie http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENrj OF THE FLORIDA BUILDING CODE INCLUDING 11.1E HVHZ. 2. W000 FRAMING AJID MASONFV( OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBII.ITY OF THE ARCHIIECT OR ENGINEER OF RECORD. 3. IX RUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. AHERE SHIM OR RUCK THICKNESS IS LESS THAN 1-1/2" VA14DOW UNITS MUST BE AIICHORCO THROUGH THE FRAME IN ACCORDANCE W1114 MANUFACTURER'S PUOLISHED INSTALLATION INSTRUCTIONS. AIJCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MA GIIRY, CONCREIE OR OTHER STRUCTURAL SUBSTRATE MATERIAL 5. WHERE WOOD UUCK THICKNESS IS 1-1/2" OR GREATER. GLICK SHALL BE SECURELY FASICNEO 1'0 MASOIIRY, CONCRETE OR OTiIER STRUCIURAL SUBSTRATE. WINDOW UNITS MAY RE ANCHORED THROUGH FRAME TO SECURED WOOD DUCT( IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS 6. WHERE IX BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPRObEO COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RE iPONSIBIUTY OF TT,IE ARCIIIIECT OR ENGINEER OF RECORD, 7. BUCKS SHALL EXTEND BEYOND WIN00.1 INTERIOR FACE GO THAT FULL FRAME SUPPORT IS PROVIDED. 6, FOR FIN INSTALLATON SHIM AS NEEDED FOR FRAME INSTALLATION SHIM AS REOUIRED AT CACII ANCHOR LOCATION WITH LOAD BEARING SHIM. SIIIM WHERE SPACE OF 1/18" OR GREATER OCCURS MAXIMUM 4LLOWABLE SHIM STACK TO BE 1 /4'. 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AI40 THICKNESS CAPABLE 01' SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED RIGID PVC,. 12, U141TS MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 14 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS NOT P.EOUIREO FOR THIS PRODUCT 114 WIND BORNE DEBRIS RCGIONS. 14, FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #8.W0_OD SCREWS WITH SUFFICIENT LEI4GTH TO ACHIEVE A 1 1 /4" MINIMUM EMBEOM.IENT INTO ',SUBSTRATE. LOCAIC ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION OCIAILS IKNSIdrs I RIv I Ofsca MN I all I Ap+ROVED I A I REVISEO NICHOR SPACING h CHARTS 1 07/11,'20161 R.I. 15, FOR ANCHORING THROUGH FRAMC INTO WOOD FRAMING OR 2X BUCK USE 010 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMtIM EMBEDMENT INTO SUBSIRAIC. LOCATE A14CIlORS AS SHOWN IN ELEVATIONS AND INSTALLATIUN DETAILS. 16. FOR ANCHORING 111140VCH FRAME INTO MASONRY] CONCRETC USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUUSTRATL V"ITII 2 1/2" MINIMUM EOGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELLgIONS AHO 11,15TALLAIJON DETAILS. 17. FOR ANCHORING TIIROUGII FRAME RITO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICICNT LENGTH TO ACHIEVE 3 THREADS MINIMUM OEYONO STRUCTURE INTERIOR WILL. LOCATE ANCHORS AS SHOWII IN ELLVAIIONS AND INSfALLA110N OCIAILS. I S. AI.L FASTENERS TO BE CORRO :ION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLEO IN ACLARO:J4CE WITH ANCHOR MANUFACIUHER'S INSIALVtiHON INSTRUCTIONS AND A14CHORS SHALL NOI 13E USED IN SUBSTRATES WITH STRE14GTHS LESS THAPI THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVIT! OF G-0.42 B. CONCREIE: MINIMUM COMPRESSIVF. STRENCIH OF 2.000 PSI, C. MASONRY! HitLLnW/FII.LFO BLOCK PER ASTM C90 W1111 Fin-2,00013SI IAINIMUAI D. METAL STRUCTURE: STEEL 18GA (.048') FA=33KSI/FU=52KSI OR ALUMIiIUM 6063-T5 FU=30KS1 .048' THICK MINIMUM I TABLE OF CONTENTS 1 SItEET NO I DESCRIPTION I1NOTES 2 - 4 1 CLEVAIIONS 5 - 13 INSTALLATION DETAILS 14 1COMPONENTS SIGNED: 0711212016 M650 IWDOWM KND DOORS IILIo q. GRATZ, PA 17030-0370 61R GENSF•d1 fir• ,10 5 •ik=. SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT a=i/`j,t iNOTESu , 8TAT OF • p' 1t:•'PIpRIOP• MUM. avo r1O av N.G. 08-02546 A 111111111\\ serl: NTS a¢ 12/09/14 s1Qf 1 OF 14 9 M FR HE 52" MAX FRAME WIDTH 2" MAX MAX60.C. "I 2` MAX I I I I r L P 16" MAX 6;_ O CX T I X 52' MAX FRAME WIDTH 2" MAX 16" A1.1X O.C. 2" - l I6" 1 1tiA( 171 84' MA:< FRAME HEIGHT % ^ U X 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGES FINLESS INSTALLATION FLANGES FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART f I FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART Of FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING I IMPACT RATING t60.0PSF NONE. 11 2" MAX fKN510TT5 N OESCROTI0h CATS I AMpov 6 REVISED A14CHOR SPAC1140 & CW.RTS 07/I1;"2015 R.L. CHART #I UNITS INSTALLED WITHOUT FILLERS Number of anchor locsllons required Frame 1YI0ht (In) Fiume WIdtA jInj 16.00 ZOO 3000 36.0O 4200 4800 5200 Hud Jamb Head Jamb Had Jamb Head Jamb Head Jamb Head Jamb Head Jamb 2400 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36,00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 4240 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48,00 2 4 3 4 3 4 3 4 4 4 1 4 4 4 5400 2 5 3 5 3 5 3 5 4 5 4 5 4 5 60.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66A0 2 5 3 5 3 5 3 5 4 5 1 5 4 5 72.00 2 6 3 8 3 8 3 6 4 6 4 6 4 6 7600 2 1 6 1 3 1 6 1 3 6 3 6 4 6 4 0 5 8 0400 2 1 6 1 3 1 6 1 3 6 1 3 1 6 1 4 6 4 1 7 1 5 1 7 SIGNED: 0711212016 MI WINDOWS AND DOORSNOTES: I AXIMUM SASII SIZE. 51' X 35 . 650 WEST MARKET STREE f 2. Mh'YIMIIM SASH O.L.O.• 47 5/5' X 32 1/2' GRATZ, PA 17030-0370 GENS•giP y 3. P.V*MUt.1 Fu;FO O.t.O.: 49 1/4" X 45", SERIES 185 ALUMINUM SINGLE HUNG WINDOW 1015 •9t= 52"X84" NON -IMPACT FLANGE & FINLESS ELEVATIONS 13 . 8TAT OF iv HARDWARE SCHEDULELN—. Kv F'' c OR1 P' \ S1ONAl1 6`\` SWEEPL CKALE TANCEATIACHENOINTERIORMEETINGRAILMBS 08 A j2)BLOCKG. AND NTS 'Arc sUT12/09/14 260F 14 I I HE 52" MAX FRAME R4DTH — 2` MAX -- 16• MAX O.C. 1 " L 16` L1AX OO.C. 14' iA:4 AMC ICHT - 4 2.` MAX 52" MAX FRAME YAOTH -- 2" MAX - 16' MAX __ I __ 2" MAX 2 L 16` MAX OO.C. ` MAX FRAME HEIGHT 4 X 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE & FINLESS INSTALLATION FLANGE 8 FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART I2 FQR SMALLER UNITS REQUIRED ANCHORS SEE CHART 02 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE. NOTES: I. 11"IMUM SASH SIZE: 51' X 36". 2. MAXIMUM SASH D.L.O: 47 5/8" X 32 1/2`. 3. I&AXIMURI FIXf_0 OL.O: 49 1/4' X 45". HARDWARE SCHEDULE A. 421 METAL SWEEP LOCK AT B" FROM EACH END INTERIOR MEETING RAIL BLOCK AND T IIrSCR a110N NtE aaaR0yE0 REVISEO ANCHOR SPACING & CHARTS 07/11 j 2015 R L. CHART k2 UNITS INSTALLED WITH FILLERS Number of anchor locations requ red Fame Width pn) 1800 Hoad Jamb 2400 Had Jamb 3000 Had Jamb 36.00 Hoed Jamb 4L00 Hoed Jamb 46.Oo FNad Jamb 5200 Hud JambE27791471 2 3 3 3 3 3F36 4 3 4 7 4 3 2 3 3 3 3 3 4 3 4 3 4 3 2 4 3 4 3 4 4 4 4 4 4 4 2 4 3 4 3 4 1 4 4 4 4 4 34.00 2 5 3 5 3 5 4 5 4 5 4 6 60.00 2 5 3 5 3 5 4 5 4 5 4 5 66A0 2 5 3 5 3 5 4 5 4 5 4 5 72:2 2 6 3 8 3 6 4 8 4 6 4 e 7600 2 6 3 8 3 6 4 6 4 6 4 8 4.00 2 6 3 8 3 6 1 3 6 4 6 4 6 4 6 MI WINDOWS AND DOORS 650 WEST MARKET SFREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW. 52"X84" NON -IMPACT FLANGE & FINLESS ELEVATIONS 411"a Ca.: M7. NFV N.G. 08-02546 A scvr. HTS I °"r 12/09/14 s111173 OF 14 SIGNED: 0711212016 1Rf I III 04 ///i r• 00 5 •.*= PaTAT E OF4 AiI\` I FI HE 52- MAX FRAME WIDTH — 2" 10X - r I I MAX Ox 1C" MAX O.C. O 4" I P LAX AME IGHr I..J X d 2" MAX I I FF HE 52- MVX FRAME WIDTH -- 2" MAX 10" - fi 1 MAX 0 C. 2" T O" AJ1AYO0C. 1— I4" AMC ICHT A U X 1 r 2" ),IA-X 185 ALUMINUM SINGLE HUNG WINDOW 1 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FW INSTALLATION SEE CHART I7 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART R3 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTCS: 1 MAXIMUM SASH SIZE. 51" X 36" 2. M.?X:MUM SAS14 O.L.C.: 47 5/8' X 32 I/2" J. MAXMURI FIXCD O.L.O.• 49 1/ 4" X 45". Nf11i5M115 CnWT10N I (ATE I "vn11rE0 RM* FO ANCHOR SPACING h C IARTS 07/11/2016 R L. CHART#3 t4wmber of anchor localbne requbed Freme Fb10m P^) Frame Width (In) IA00 24.00 30.00 36.00 4L00 4600 5200 HAS Jamb HAS Jamb HAS Jamb HAS Jamb HAS Jamb HAS Jamb HAS Jamb 24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3 3000 3 4 3 4 4 4 5 4 5 4 6 4 6 4 36.00 3 5 3 5 4 5 5 5 5 6 0 5 6 6 42.W 3 5 3 5 4 5 5 5 5 5 6 5 6 5 4A00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 5400 3 0 3 0 4 6 5 6 5 6 0 6 6 6 60.00 3 7 3 7 4 7 5 7 5 7 6 7 6-7 6A00 3 6 3 0 4 6 5 6 6 6 6 e 6 6 72.00 3 6 3 6 4 6 5 6 5 B 6 0 0 6 7A00 3 B 3 0 4 0 S B 5 B 0 9 6 0 A4.00 3 0 3 9 4 9 5 9 5 B 6 1 4 1 6 I0 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FIN ELEVATION 11 0*; 1:0 N.G. 1 08-02546 w"c NTS ar[ 12/09/14 511c1T4 OF 14 SIGNED: 0711212016 J 5 R I IL Of. A STAT OF`07 0R0 . o ssoNa 11 a-': 1110III WOOD FRAMING OR 2Y RUCK OY OTHERS BACKER ROD t APPROVED SEALANT EXTERIOR BACKER ROD do APPROVED SEALANT WOOD FRAMING OR 2X BUCK GY OTHERS 1/2' MIN EDGE DISTANCE 1 1/4' MIN. EMBEC1aENT SHIM SPACE 10 WOOD SCREW INTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAI. SHIM SPACE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. WTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 FE"1SIrgG rA]RDlSE0 0ESCMrE ".. Povtlt3/4- MIN NNG11OR SPACING & Cf"T5 07/11/201b R LtEDGEDISTANCE METAL I 1 1/4' MIN. 1/4" mKA. STRUCTURE EMBEDMENT SHIM SPACE 13Y OTHERS 1 f4_ MAX SHIM SPACE APPROVED SEALANT 110 SMS OR SELF DRILLING SCREW EXTERIOR BACKER ROD — Ze APPROVED \ SEALANT METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION INTERIOR 1 /2 INTERIOR MIN EDGE DISTANCE 110 WOOD--' SCREW WOOD FRAMING 1 OR 2X DUCK EXTERIOR BY OTNERS BACKER MIV ft APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4` MAX. SHIM SPACE 10 sMs OR INTERIORSELFDRILLING SCREWS 7 3/4" g_ SILL TO BE SET L"1 A 6ED OF MIN EDGE r APPROVED GIST CE STRUCTURAL EXTERIOR SCALA.IIr METAL 1/4' MAX STRUCTURE BACKER ROD BY OTftERS SIIIM SPACE h APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MIWINDOWSIWOOW ODORS liLlo'i,/ ESTnKNDSGRATZ. PA 17oso-0370 N •GENq*. SERIES 185 ALUMINUM SINGLE HUNG WINDOW 6 • k= 52" X84" NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS 0 JJ'!rv/ 9 A STAT OF i tU` oR. m, va sv, wv i'FS'Ol000 "A N.G. 08-02546 A Nx 11IVA1ei sc", c NTS a¢ 12/09/14 s1¢Ir5 OF 14 0\\\\\ 2 1/2" Mtrl. OCE DISTANCE CONCRETE/MASONRY BY OTHERS " '• a a 01"116HAL 1X BUCV, - ' ' r°' 4 1 1/4" MIN. SEC NOIES 3 - 7 . EMBEDMENT SHCET 1 VI\ 1/4" MAX. BACKER ROD SHIM SPACE APrROvEDSEPLANI' 3,/ 16" TAPCON EXTERIOR INTERIOR SOL TO BE SET RI A BED OF Sc APPROVED RACKER D APPROVED STRUCTURAL SEAlAMr _ SEALANT' r OPTIONAL IX BUCK \ 1/4" MAX. SEE r1UlE 3 - 7 \ - r SHIM SPACESHEET1 CONCRETE/MASONRY -\ _ I TIY OIHERS ' ^ •• 4. 4 VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" MIN. EMBEDMENT CONCRETE/MASONRY BY OTIIERS — V 3/ 16" TAPCON .a o 2 1/2- MIN. EDGE a DISTANCE PEVI Ars I IfiLVOFSCIM'PGN `USE aPAPdVEP A. REYL T.O /.NCIIOR SPACING & CHARTS 07/11/2016 P1. I; d" MAX. SHIM SPACE INTERIOR EXTERIOR bkCKER R00 ArrROVEO OPTIONAL IX BUCY. SEALANT SEE NOTES 3 - 7 SHEET I JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES' I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 MI WINDOWS AND DOORS 01111111////// 650 WEST MARKET STREET GRATZ, PA S R• L I1//// v17030-0370 GEM6, 9s SERIES 185 ALUMINUM SINGLE HUNG WINDOW p 52"X84" NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS TAT OFey OR<WN• LTA: Fh7 PEV O•• Iata"Gc08-02546N.G. NA1iR 11ENTS °"E 12/09/14 y1 T6 OF 14 1``' 1 /2" MIN EDGE DISTANCE WOOD FRAMING — OR 2X BUCK UY OTHERS I 1/4- MIN. EMBEr-MEIIT SACKER ROD k'11vSIIIM 1/4" MAk. h APPROVED SEALANT SPACE FR ID J III III N10 WOOD SCREW I Iw rc 1 INTERIOR Il ail EXTERIOR N. GESCRrPNON GATE APAg7yEo 3/4' MIN A REVISTO ANCHOR SPACING & Cf"TS 07/f 1/20 N, R.l. EDGE OISIANCE - - METAL 1 1/4" MIN. - 1/4' 1,40. STRUCTURE EMBEDMENT SHIM SPACE BY OTHERS 1/4" MAX. r SIIIM SPACE APPROVED SEALANT RIGID FILLER EXTERIOR J SILL TO BE SET IN A BED OF APPROVED STRUCTURAL UACKER ROD SEALANI k APPROVED SEALANT 1/4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT WOOD FRAMING OR 2k BUCK \ BY 0111CR5 META STRUCTUR BY OTHER VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 I MINN / INTERIOR EDGE DISTANCE •^ SCRCW 910 SNS OR Ill___ SELF DRILLING WOOD FRAMING SCREW Oil2X DUCK EXTERIOR BY OTHERS BACKER R00 RIGID & APPROVED FILLER SEmA4r JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR METAL STRUCTURE I/'I' MAX. SHIM SPACE BY OTHERS 10 SMS OR INTERIOR SELF DRILLING SCREWS nnn rl 11n VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 3/4• I SILL TO BE SET 114 A BED OF MIN EDGE 7 t— APPROVED OISTA — erg._ STPI ICTORAI- EXTERIOR SEALANT RIGID L BACICCR ROD 1/4" MAX. FILLER do APPROVED SIIIM SPACE SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION , SIGNED: 07/12/2016 M650 IWDOINMARKEID BOORSREEI 51T1 11ILf0//,' i9U1 GRATZ. PA 17030-0370 y •GENS Ik• 0125 • RSERIES185ALUMINUMSINGLEHUNGWINDOW 52"X84" NON -IMPACT iq. FLANGE INSTALLATION DETAILS WITH FILLERS O STATE OF ;•tV` iZFS'O(ORIOP G ORAWN• Nr u 1.0. ory N.G.. 08 502546 n i/i/s/DNA'L \\ at[ I4TS 12/09/14 7 OF 14 2 1/2" MIN. EDGE DISTANCE CONCRCTC/MASONRY \ -• BY OTHERS ° OPNGNAL IX BUCK ' ' a. ° 1 1/4• MIN, SEC NOTES 3 - 7 , EMBEIIMENT SHCCT 1 1/4- MAX. — 1'iACKCR ROD — SHIM SPACE St APPR0VEO SEALANT RIGID J FILLER 3/16' TAPCON I EXTERIOR [, INTERIOR i I — SILL TO BE SET RACIER ROD I IN A BED OF APPROVED do APPROVED STRUCTURALSTRUTTURAL SEALANT SEALANT' OPTIONAL 1X BUCK 1/4" MAX. IFSEENOTE3 — % SHEET I SHIM SPACE CONCRETE/IA ASONRY UY OTHERS VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION REN:XNG OESCi.IP"ok I MIE Apt.' REVISTR NICliOR SPACING h CHARTS 07/11/%016 P.L 1 MIN. _ EAIBEoBEOMEffl' CONCRETE/MASONRY DY Or11CRs OPTIONAL 1X BUCK SEE NOTES 3 - 7 a SHEET t 3/16" TAPCON 0 SIIIM SPACC 71 v ' INTERIORF 2 t/2' PAIN. rVajEDGEv DISTANCE ' I PEXTERIOR BACKER ROD RIGID k APPROVED FILLER SEAIFNI JAMB INSTALLATION DETAIL CONCRETEiMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG W114DOW 52" X84" NON -IMPACT FLANGE INSTALLATION DETAILS WITH FILLER 17R+ 1vN. 1;.r: 1n1. N. C. 08-02546 5r., 1r. NTS I aAIE 12/09/14 ;11ar8 OF 14 Ak SIGNED: 0711212016 GENs' 9JH' 6125 # r os TATE OF 4j Oi tnS4R1Qt' i/ S/ONA 11\ 1 / 2" MIN EDGE DISTANCE W000 FRAMING OR ZX BUCK UY UNIERS BACKER ROn If4" MAX. AI PROVED SEALANT I \o111M SPACE METAL STPOJURE ` BY OTHERS APPROVED SEALANT FT3/ 4" MIN EDGE olsrArlcE 1/4' MAX. SHIM SPACC 10 WOOO SCREW II Q10 SMS OR EXTERIOR SELF ARIL LINT: r1 SCREW INTERIOR EXTERIOR INTERIOR II BACKER ROD do APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY 0111ERS SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT BACKER ROO 1/4' MAX. & APPROVED HIM SPACE SEALANT r STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALA: I 1/4 MAX. SIRM SPACE RENW Ci NEv 6EUNNNON A REVISTD ANCHOR SPACING & OATS 1 1/4' MIN. _. _ I; 4" L/AX, EMBEDMENT SHIM $PACE 1 INTERIOR lJ2' MIN EDGE DISIANCC 10 WOOD SCREW WOOD FRAIAINO OR 2X BUCK BY OTHERS EXTERIOR BACKER ROD APPROVED SEAV 111 JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I/4" MAX r SHIM SPACE 10 SMS OR I INTERIOR SELF GRILLING SCREWS T— 3/4" MIN. EDGE DISTANCE I GIE p%vE0 07/11/2016 PL. EXTERIOR METAL BACKCR ROD STRUCTURE & APPROVED 13Y OTIIFRS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MssoWINDOWS AXED 11L 0ESTSTREDOOERS1R GRATZ, PA 17050-0370 r,•GENSF.•Sy y1Vp •a= SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS I-;,( rt ,•E.pi • — pO•• TAT OP eM` F•'O(OR1aP• r4UV" owa NO. Nfv 08 5960f A SSj NAj1 G` c.If: I1T5 IIAI[ 12/09/14 yc 14 2 1 / 2" MIN Plyl`J4i6 rEUGE DISTANCE rtn asCMPF" TINE ppeown CONCRCTC/MASONRY • A RINISE0 ANC6101R SPACING k CHARTS 07/ 11!701b P L. BY OTHERS w n r ° 1 1/4" MIN, OPII(stM, I BUCK — • EMBEDMENT SEC NOTES 3 - 7 SIIEET 1 11/4" MIN. EMLREUMENT CONCRETE/MASONRY BY ONICRS OPNON.AL 1X DUCK OACKCR ROD SHIM. SPACE SEE r13TES 3 - 7 APPROVED b FICET R SEALANT 3l16• TAPCON 3/16• TAPCONT-,1/d` MAX. I SHIM SOACC INTERIOR EXTERIOR I I INTERIOR 21112. ! EDGE 0151ANCE EXTERIOR BACKER ROD G• APPROVED SEALANT" SILL TO DE SET JAMB INSTALLATION DETAIL IN A BED OF CONCRETE/MASONRYINSTALLATION BACKER R00 - APPROVED 6c APPROVED \ STRUCTURAL SEALANT SF_41AIJ 1 OPTIONAL IX BUCK 1 4• A1VC. SEE NOTE 3 - 7 SHIM SPACE - NOTES: 1.INTERIOR AND EXTERIOR FINISHES,BYOTHERS, NOT SHOWN FOR CLARITY. SHEET 1 , 2. PERIMETER AND JOINT SEALANT BY OTHERS TO SE DESIGNED IN ACCORDANCE WITH ASTM E2112 CONCRETE/MASONRY — SIGNED: 0711212016BYOTHERSb a• MI WINDOWS AND DOORS j11111I11i, a t ' ' ' • . a 650 WEST MARKET STREET 5 R• L p i GRATZ. PA 17030-0370v GENS 9+G SERIES 185 ALUMINUM SINGLE HUNG WINDOW_ 1e Jp • A 52"X84" NON -IMPACT y„( VERTICAL CROSS SECTION FINLESS INSTALLATION DETAILS WITHOUT FILLER DO•• TAT OF CONCRETE/MASONRYINSTALLATION v: A NEvI'F':14T5 pRlpP 08-02546 n i7s/ONAL A'E 12/09/14 y'cr110 OF 14 111111100 I /2' MIN EDGE DISTANCE WOOD FRAMIIIK; OR 2X BUCK OY OTItERS BACKER ROD 6. APPROVE O 1 /4 MAX. J SEALANT 'SHIM SPACE RIGID J FILLL"R $ 111 W000 SCREW 1— INTERIOR EXTERIOR BACKER ROD do APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS METAI STRUCTURI BY OTHER. APPROVE( SEALANI I 3I4" 'Al. EDGE DISIANCE 1/4" MAX. a r SHIM SPACE RIGID II FILLER # 1 O SMS OR SELF DRILLING EXTERIOR SCREW r INTERIOR SILL YO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4- MAX. BACKER ROD SHIM SPACE h APPROVED SEALANI r STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION aEvlslas OEV OESCRIPTION WE PPROVCP r A 1 REVISFO ANCHOR SPACING h 01ARTS 07/ 11!4016 P.L. 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 1 Z" INTERIOR MIN EDGE DISTANCE Tps_ SCREW WOOD fRAI{IN(; EXTERIOR OR 2X BUCK 8Y OTHERS // OACKER ROD J APPROVED RIGID FILLER EALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY MIER'S 1/4" MAX. SHIM SPACE AID SMS OR INTERIOR SELF DRILLINGSCREWSIL 3/4" SILL TO BE SET Marl IN A BED OF EDGE WPROVEO DISTANCE EXTERIOR SIRIICTURAL t SEALANT 1/4" MAX. RIGID BACKER ROD FILLER do APPROVED SHIM SPACE SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 Msso IWESTDOW DOORS IIL01 1,/ i A. ftARKeOTREET GRATZ. PA 17030-0370 9 i` GENS SERIES 185 ALUMINUM SINGLE HUNG WINDOW zz111• 015 •#= 52"X84" NON -IMPACT Lqa_ FINLESS INSTALLATION DETAILS WITH FILLERS STATE OF crs wN: v; 90. eLV i 0' E`S (QRIOP A08-OE2511 S1ONA E IiTS °` 12/09/I4 OF 14 I1`\`\ L 2 1 /2- MIN. EDGE DISTANCE CONCRETC/MASONRY jOfOTHERS 1 •. ` " n • ' a. e n 1 1/' 4" MIN, OPTIONAL Ix OUi.K ° EMBEDMENT SEC NOTES 3 - 7 SHEET 1 UAAPPROVEDRROD — SHIM SPACE h APPROVED SEALA! I RIGID FILLER 3/16- TAPCON r EXTERIOR I ' _ INTERIOR U SILL TO BE SET BACKER' R00 UJ A RED OF APPROVED APPROVED STRUCTURAL SEALANT SEALANT OPTIONAL IX BUCK 1 /4" MAX. SEE NOTE 3 - 7 r SHIM SPACE SHEET 1 CONCRETE/MASONRY BY OTHERS b VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" MIN. EMBEDMENI CO ICRETE/MASONRY - BY OTHERS 3/I6" TAPCON 2 1/2" MIN. EDGE OIS LANCE I OESLRmw REWSCO ANCHOR SPACING k CHARTS I 07/11/201E R1. 0P110NAL 1X RUCK SEE NOTES 3 - 7 SHEET 1 1/I,IAm" X. SIIIM SPACE INTERIOR EXTERIOR J/ ` BACKER R00 RIGID r AT'RROVEO FILLER 5f}.LANT JAMB INSTALLATION DETAIL CONCRETEAl1ASONRY INSTALLATION NOTES: 1 • INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 MIDO4YMARKeO DOORS IlLOf 650WEST51R // PA 17030-0370 Nr •*\GEN' SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 6 •#= 52" X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITH FILLER pTAT OF mwN• c:IJ. Rlv lORiaP a A OBy2512SNA11\\\` sc14TS °"`C 12/09/14 OF 14 1 1/4" MIN, EM6EOMENT a Y100D .` WOOD SCREW FRAMING 8Y OTHERS 11111jWh1tIM 1/4" MAX. T SIIIIA SPACE 7/ 16" MIN J p EDGE DISTANCE I I EXTERIOR INTERIOR WOOD FNAlAING _ 1/4" LW BY OTHERS r SHIM SPACE INTERIOR t / IMIN, EMBEDMENT 8 WOOD X SCREW 7/18' MIN EDGE DISTANCE EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUOK INSTALLATION ncvlsrs 0[SCNWI74N CATC. I wD mmo RMCD MICIIOR SPACING do CHARTS 107/111.'20161 RL. Jar 1/4" MAX NOTES: u SHIM SPACE I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND.FOINTSEALANT BY OTHERS TO BE Irniii I IP ,/ 7/ 18" MIN % DESIGNED IN ACCORDANCE WITH ASTM E2112 EDGE DISTANCE y8 woof) —' — WOOD ISCREW FRAMING SIGNED: 07/I?J2016 II- 1 1/4' MIN. 6Y OTHERS EM6EDMEIIT M650WINDOWS DOORSAKe0 S VERTICAL CROSS SECTION EST GRATZ, PA 17030-0370 GENS':9s' WOOD FRAMING OR 2X BUCK INSTALLATION SERIES 165 ALUMINUM SINGLE HUNG WINDOW pyFi125 •`4 52"X84" NON —IMPACT a ( "'h. FIN INSTALLATION DETAILS 0 , STAT OF .•cc,, z o>rM: aacaro. ryRA108-02546 NARIIQrPG1•GN vrwc NTS an 12/09/14 13 OF 14 T` AdPL 2 3/ 16" r- 1 7/8' 13/16- 2 3/ 16- FLANGE FRAME HEAD FLANGE FRAME JAMB CM-18501 CM-18= ALUMINUM 6063-T5.050' THICK ALUMINUM 6063-T5.050' THICK 2 5/ 1 b- --I 3 3/8- p FLANGE FRAME SILL CM-16502 ALUMINUM 6063-T5.055' THICK FINLESS FRAME SILL CM-18554 ALUMINUM 6063-T5.055' THICK 7-r2 3/ 16" --{ u 5/16" LTJ 1 FINLESS FRAME HEAD CM-18553 ALUMINUM 606345.050' THICK 2 5/16" 3 3/4- FIN FRAME SILL CM-18509 ALUMINUM 6063-T5.055' THICK 1 3 2 3/16- FINLESS FRAME JAMB CM-18513 ALUMINUM 6063-T5.050- THICK 2 3/16' T__ 1 2 5/16 I FIN FRAME HEAD CM-18508 ALUMINUM 6063-T5.050' THICK 1 7/16" 2 3/8" 5/8" I--1.:8- 2 5/16- 2 3/16" 1 3/4" 2' ^1 r LOCK RAIUSTlLE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB CM-18510CM-18505 CM-18555 CM-lawALUMINUM 6063-T5.050' THICKALUMINUM6063-T5.062' THICK ALUMINUM 6053-T5.050' THICK ALUMINUM 6063-T5.055' THICK T/18- 1 " I.l GLAZING BEAD V-663 RIGID PVC,OW THICK IS/16` 5/6" I GLAZING BEAD V-185 RIGID PVC .050' THICK 11 3/8' r_ 15/16" SASH STILE CM-18507 ALUMINUM 6063-T5.050' THICK REVISrrr r I RLv I ofsLemmN I MATE I ARrpmTo I A I REVISED NIUIOR SPACINC R CHARTS 1 07/1140161 R.I. 1/8- ANTI. _ - 1/8" ANN MET;'L REINFORCED UUl'IL SPACER EXTERIOR IIN—TERIOR 5/8- BITC { • _ SILICONE I SEALANT SCnING BLOCK GLAZING DETAIL A 1[- 3/16` ,CNN ExrEAroA INTERIOR 1 5/A" BITE r 'o _ ' SILICONE SEALANI 1 • I SETTING. BLOCK GLAZING DETAIL B MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT COMPONENTS N.G. 1 08-02546 scar NTS IIIIIE 12/09/14 1 9'ErT 14 OF 14 SIGNED: 07/12/2016 Florida Building Code Online Page 1 of 3 t •- SCIS Home Log In User Registration ; Hot Topics Submit Surcharge Sbts B Facts { publications ; FBC Stall ; BCIS Site Map Unks Search 1 Fbdda r (? : , 7 Product Approval IJIVPublicUseri` ziwj Product Approval Menu > Product or Apogcatlon Search > Aoollcatlon Ust > Application Detall a FL # FL15349-RS Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/ Phone/Email Authorized Signature Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved 0 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd. com Brent Sitlinger bsitlinger@miwd. com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/ WDMA/CSA 101/I.S. 2/A440 Method 1 Option A 11/ 18/2016 11/ 18/2016 12/ 01/2016 Year 2008 2008 http:// www. floridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDgtH85 72gvdWlan... 9/7/2017 Florida Building Code Online Page 2 of 3 F. Summary of Products FL # Model, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12786.odf Approved for use outside HVHZ: Yes FLIS349 R8 C CAC APC 12787.12_f Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FLIS349 R8 II 08-02357B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 RB AE 513124B.odf Created by Independent Third Party: Yes 15349.2 185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 15350.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other:R-PG55 FLIS349 R8 II 08-02949.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513783.Ddf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15454.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LCSS, Missile Level D, Wind Zone 3. Glass FLIS349 R8 II 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FLIS349 R8 AE 513782.odf Created by Independent Third Party: Yes 15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8. C CAC APC 8272.odf Approved for use outside HVHZ: Yes FLIS349 RS C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8' annealed exterior - spacer - 3/32" FLIS349 R8 II 08-01614B.odf annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded In Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 512278B.odf Created by Independent Third Party: Yes 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 7962.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-01613B.Ddf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 512277B.odf Created by Independent Third Party: Yes 15349.E 185 PW Impact 73 x 61 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12136.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 10/28/2017 Design Pressure: +55/-55 Installation Instructions Other: FW-LCSS, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02947.odf http://www.floridabuilding.orglprlpr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIan... 9/7/2017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed 'exterior - spacer - 1/8" Verified By: Luis Roberto Lomas 62S14 annealed / 0.090 PVB / 1/8" annealed. Glass was bedded in Created by Independent Third Party: Yes Pecora 896 silicone with S/8" glass bite. Evaluation Reports F.15349 R8 AE 513781.odf Created by Independent Third Party: Yes Bads Next Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 8S0-/87.182e The State of Florida IS an AA/EEO employer. Copyright 2007.2013 State of Fionda.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mall address released in response to a public -records request do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 8So.487.139S. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalit provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: EM Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIan... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 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/I6. 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 06 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS DESCRIPTION DATE APPROVED REVISED WSTALLATION OEFAILS 06/01/15 R.L REVISED NAME AND ADDRESS 1 10/27/16 1R.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. 0. 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 SWIPES 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: 11/15/2016 MI WINOOWS AND DOORS, LLC I 0 W. MARK ST.`\\J`51 GRATZ. PA 17030 ET 04'i/ G E ' Al qiP 0,,61251 * SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT r k.(,( NOTES z-A STATE OF ; W iO'oFs;:;OR10t; DMW*. owc NO aEV 0817 B OIIIAILI?\\\\ LUIe R. Lomas P.E. FL No.: 62514 scAu NTS °` 09/03/14 OF 12 L ROOERM LOADS P.E. 1432 WOODFORD RO LEMSVILLE, roC 27027 494-www•OW9 nbmas@*bma com 72 1/2" MAX FRAME WIDTH 6" MAX -r--r 18" MAX O.C. 6" MAX I / 18" MAX O.C. 1T 71 1/2" MAX FRAME HEIGHT 00 REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW S I do 12 EXTERIOR VIEW FOR NUMBER OF ANCHORS REOUIRED 72 1/2" MAX FRAME WIDTH 6" MAX 18" MAX G.C. - 6" MAX 6" j j 71 1/2" 18• MAX MAX G.C. FRAME T HEIGHT 1 j j REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 11 do 12 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES: 1. MAXIMUM O L O.: 69 9/4' X 66 3t4• REWSOIS REV DESGIWWN I aATE I APPROVED A REVISED INSTALLATION DETAILS 06/01/15 1 R.L. 0 REVISED NAME AND ADDRESS 1 10/27/18 1 R.L. CHART al Number of anchors required(without rigid fillers) Frame Frame width (in) Night 24.00 3000 36.00 42.00 41.00 54.00 soap 66.00 72.60 11n1 Nt5 m0 Ni5 amb Mt5 amb His amb HAS amb HAS amb HAS amb HAS amp HAS amb 2100 2 2 2 2 3 2 3 2 3 2 4 2 4 2 1 2 S 2 3000 2 2 2 2 3 2 3 2 3 2 4 2 1 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 7 46.00 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 1 4 S 1 6 4 7 1 s0.00 2 4 2 4 3 4 5 3 5 4 5 5 5 6 5 7 S s6.00 2 2 4 3 5 3 5 3 6 4 6 5 6 6 6 7 6 71.So 2 S 2 5 3 5 3 6 1 3 6 4 7 S 7 6 7 7 7 CHART a2 Number o/anchors required (with dgld fillers) Fame Frame width (In) lb tahl 24.00 30.00 36.00 42.00 48.00 54.00 60.00 66.00 72.50 In) Ht5 amb H55 amb HAS Jamb His Jamb HAS Jamb HAS pamb H65 Jamb HAS Jamb HIS Jamb 24.0 22 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 34 00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 1zoo 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 4a.00 2 3 2 3 3 3 3 3 4 3 4 3 5 3 4.00 2 4 2 4 3 1 1 3 4 4 1 4 4 4 4 5 4 s0.ad 2 1 2 1 J 1 7 4 3 4 1 4 1 4 1 1 5 1 s5do 2 1 2 1 J 7 1 1 1 4 1 1 1 1 5 4 71.50 2 5 2 5 3 S 3 5 3 5 4 5 4 5 4 5 5 5 SEE SHEETS 4.7 FOR INSTALLATION DETAILS SIGNED. 1111512016 MI WIN6soWw. S AND LLC MARKET ST. J\51'111L04,9 i' GRATZ, PA 17030 r,•v GENS` •4P6 SERIES 185 ALUMINUM FIXED WINDOW 0,,6 61 7t r 73" X 72" NON -IMPACT y FLANGE FINLESS ELEVAA doTION CHARTS1XELEVATION TAT OF ee C(0MOM,OWp N0. 08 REV j0R101'• 8 '/'/ ss/olII1110aG\`\ scrLF NTS Da1E 09/03/14 27 OF 12 L ROSERTOLOAIASPE. 1432 WVOOFORO RO LEMSVa.LE, NC 27023 Luis R. Lomas P.E. FL No.: 625144JI-660,0609 dbmas®abmas00oam 71 I FI HI 6" MAX — 72 1/2- MAX FRAME WIDTH — Ir-1 18" MAX O.C. — { IB MAX O.C. 1/2' IAX AME ICHT j 6' MAX REFER TO CHART 83 — SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2' MAX FRAME WIDTH 6' MAX F 18' MAX O.C. —1 L 5" MAX V 00 18' MAX O.C. 71 1/2" MAX FRAME HEIGHT REFER TO CHART 13 -- FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES: 1. MAXIMUM O.L.O.: 6930' X 6B 34' RrASK N5 DESCR609M DATE I APPROJED REVISED INSTALLATION DETAILS 06/01/13 1 R.L. REVISED NAME AND ADDRESS 1 10/27/18 IRL CHART 6D Number of anchors required fin Instdllallon Rama Frame widih (in) 1blgDi 31.00 30[ 43 00 42.00 16.00 54.00 60.00 66.00 72 so IMl HtS amD HtS Jamb HAS amD Nt5 Jamb HAS amb Ht5 amD HAS Jamb HAS mb 24.00 3 3 3 3 1 3 1 3 1 3 5 3 s 3 6 3 3000 3 3 3 3 1 3 1 3 1 3 5 3 5 3 6 7 36.00 3 7 7 3 1 3 1 3 1 3 5 3 5 7 e 3 42.00 3 1 3 1 1 1 1 1 1 1 5 1 5 1 6 116.00 3 1 3 1 1 1 1 1 1 1 5 1 5 1 8 1 61.00 3 1 3 1 1 1 1 1 1 5 1 5 1 6 1 60.00 3 S 3 5 1 S 1 5 1 S 5 5 S S 6 S 60.00 3 S 3 5 3 1 S 1 1 5 1 5 1 1 1 5 5 5 S Ed 6 S 1150 3 6 3 61 3 1 e 1 1 1 0 1 1 1 6 1 1 1 6 s 1 e 1 5 1 6 1 6 6 SEE SHEET 8 FOR INSTALLATION DETAILS SIGNED: 11/15/2016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. N%%IIIIIIII/, J S R• LOM ii GRATZ, PA 17030 r•GENs gdt i SERIES 185 ALUMINUM FIXED WINDOW 5173" X 72" NON—IMPACTQc4.TIATfINELEVATIONCHART1OF DRAWN: DWD No sty_ REV jO'C•'C ORO 08 B /,7/S//111A1w—37 OF 12uENTSa1E09/03/14 10 G\ L ROBERTO LOMAS P.E. r132WOODFORDRDLEWISVILLE.NC27023 LUI9 R. Lomas P.E. FL No.: 62514431.M4509 40mas@Dabmaspaom WOOD FRAMING OR 2X BUCK BY OTHERS 1/2' MIN. EDGE DISTANCE 1 1/4' MIN. C EMBEDMENT 1/4' MAX. BACKER ROD SHIM SPACE do APPROVED SEALANT 110 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD do APPROVED 1/4' MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4' MIN. OR 2X BUCK EMBEDMENTBYOTHERS 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4' MIN. 1/4' MAX. EMBEDMENT r SHIM SPACE 1/2' MIN. EDGE DISTANCE INTERIOR I 110 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER R00BYOTHERShAPPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD b APPROVED SEALANT EXTEI.. .. BACKER ROD — h APPROVED SEALANT METAL- STRUCTURE BY OTHERS 3/4' MIN. EDGE DISTANCE r 3/4' MIN I EDGE DISTANCE I /4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4' MAX. SHIM SPACE d I tl Ir^r 3/4' MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4' MAX. r SHIM SPACE INTERIOR 10 SMS OR SELF DRILLING SCREWS EXTERIOR METAL STRUCTURE Manor BACKER ROD BY OTHERS do APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REWSgNs REV DESCRIPTION M1E I WPROVEO A REVISED INSTALLATION OEwLs 106/01/I5 IRL B REVISED NAME AND ADDRESS 1 10/27/16 1 R.L. NOTES' I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY., 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 SIGNED: 1111512016 MI WINDOWS DOORS, LLC 11C00MARKETMAGRATZ, PA 17030 VGENyF. + 0 51 SERIES185ALUMINUMFIXEDWINDOW73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS OE OFW i' FS;[OR10.' NA` l, i` Luis R. Lomas P.E. FL No.: 62514 DRAw* owc No OB— y0 2E357 REV B sriuE aTE NTS09/03/Id 4 OF 12 L. ROBERTO LOUASP.E. 1192WOODFORDROLEW7SVILLE. NC27029 43440 0609 dbwu@*I m Vs am REVISIONS REV OESCRWTION MRC APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.E. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L CONCRETE/MASONRY BY OTHERS I 1/4" MIN. OPTIONAL IX BUCK 1 1/4" MIN. EMBEDMENT SEE NOTES 3 - 7 EMBEDMENT SHEET 1 CONCRETE/MASONRY BACKER ROD 1/4" MAX, BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL IX BUCK SEE NOTES 3 - 7 SHEET 1 3/I6" TAPCON EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR 3/16" TAPCON BACKER R00 APPROVED SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 - 7 EDGE SHEET 1 DISTANCE EXTERIOR ICONCRETE/MASONRY J BACKER ROD BY OTHERS 1 1/4" MIN. APPROVED EMBEDMENT SEALANT u' • JAMB INSTALLATION DETAIL e CONCRETE/MASONRYINSTALLATION 2 1/2" MIN EDGE DISTANCE ' VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 IILLIIIIII, ft.. LOt///i J, GENi's. NOTES: SERIES 185 ALUMINUM FIXED WINDOW 611. INTERIOR AND EXTER/ORFINISHES, BYOTHERS. NOT SHOWN FOR CLARITY. 73" X 72" NON -IMPACT V Gm. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FINLESS INSTALLATION DETAILS WITHUT FILLERS O,• TAT OF ;(t,V\ DESIGN90/ N ACCORDANCE WITH ASTM E21 I? DRAWN: OWO No. REv 01t1pT • t J. L. 08 B SS/DNA NTSaTE09/03/ 14 sNEEr 57 OF 12 11EaG\ L ROBERTO COMAS P.E. 1472 Rt70DFORD RD LEWISMILE, NO 27Oz7 Luis R. Lomas P.E. 434• 668-MIN dbmas®Ndrmspsmm FL NO.: 62514 1/2- MIN. EDGE DISTANCE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. BACKER ROD SHIM SPACE do APPROVED RIGID FILLERSEALANTvr 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RICIp FILLER BACKER ROD do APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4' MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT r SHIM SPACE RIGID FILLER 1/2 MIN. EDGE DISTANCE 1 VINTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER R00BYOTHERS do APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD do APPROVED SEALANT EXTERIOR BACKER ROD do APPROVED SEALANT j r 3/4" MIN 1 EDGE DISTANCE 1/4- MAX. r SHIM SPACE RIGID FILLER 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. r SHIM SPACE STRUCTURE BY OTHERS 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4' MAX. SHIM SPACE RIGID FILLER 3/4- MIN. EDGE DISTANCE INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS do APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV OESCRW"DN are APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND "NT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWSLLCMNDKDOORS, ET ST.`\\*\51Vt.ICO////. 9pGRATZ. PA 17030 w•GENSh SERIES 185 ALUMINUM FIXED WINDOW i' = IV0F'O 73" X 72" NON —IMPACT yy,(I{jyO7_ FINLESS INSTALLATION DETAILS WITH RIGID FILLERS l/_ 1 , TAT •LIN` oRAwN. owc No 08 REV B Fs:C(0RIOP: r4E NTS M1E 09/03/14 SHEET67 OF 12 L. MMERTO LOMAS P.E. 1432 WOODFORD RD LEMSVILLE, AC27023 47I4864M OOm Luis R. Lomas P.E. FL No.: as CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK SEE NOTES 3 — 7 SHEET 1 BACKER ROD do APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT OPTIONAL 1X BUCK — SEE NOTE 3 - 7 SHEET I CONCRETE/MASONRY BY OTHERS 2 1/2- MIN. EDGE DISTANCE 1 1/4' MIN. EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 3/16' TAPCON INTERIOR 3/16- TAPCON RIGID FILLER 1/4' MAX. SHIM SPACE a •e 1 1/4' MIN. EMBEDMENT e 2 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRET&MASONRY INSTALLATION REVIS"s DESCRIPTION GATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 1 10/27/16 1 R.L. 1 1/4" MIN. EMBEDMENT CONCRETE/MASONRY BY OTHERS 1/4' MAX. SHIM SPACE OPTIONAL IX BUCK • ^° SEE NOTES 3 — 7 SHEET 1 , ' ' RIGID FILLER 3/16- TAPCON INTERIOR 2 1/2- MIN. EDGE DISTANCE EXTERIOR BACKER ROD do APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. X0111111/ill J\5 R • p lj i GRATZ. PA 17030 v•.GEN,9,. NOTES. e. 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, SERIES 185 ALUMINUM FIXED WINDOW p,51 NOT SHOWN FOR CLARITY, 73" X 72" NON -IMPACT 2. PERIMETER AND JOINT SEALANT BYOTHERS TOBE DESIGNED IN ACCORDANCE WITH ASTM E2112 FINLESS INSTALLATION DETAILS WITH RIGID FILLERS NOTATE OFty; DRAWN. owc No. RV ii.a S 08-O,E2E357B i7jQ/ONA110 suLEaTENTS09/03/14 7 OF 12 L RMERrOCOMASRE. 1432 WOODFORD RO LEWISVILLE, NC 27029 Luis R. Lomas P.E. FL No.: 62514 49a•88f -OW d mas@Wbma p oam 1/2" MIN. FEVISIMS EDGE DISTANCE REV CEW PIION aTE •PPROVEO WOOD FRAMING 1 1/1" MIN. METAL I... 3/4" MIN EDGE DISTANCE A REVISED INSTALLATION OETNLS 06/01/15 R.L. OR 2X BUCK BY OTHERS EMBEDMENT STRUCTURE B REVISED NAME AND ADDRESS 10/27/16 R.L. BY OTHERS 1/4" MAX. SHIM SPACE 1/4' MAX. BACKER ROD k SHIM SPACE BACKER ROD doAPPROVEDSEALANT BEHIND FLANGE APPROVED SEALANT 10 WOOD SCREW BEHIND FLANGE 110 SMS OR SELF DRILLING SCREW EXTERIOR EXTERIOR INTERIOR INTERIOR 10 SMS OR 10 WOOD SCREW SELF DRILLING SCREW BACKER ROD k RIGID FILLER BACKER ROD k RIGID FILLER APPROVED SEALANT 1/4MAX, APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4' MAX I SHIM SPACE NOTES - WOOD FRAMING 1 1/4" MIN. 14 1. INTERIOR AND EXTERK)RFINISHES, BYOTHEAS, OR 2X BUCK BY OTHERS EMBEDMENT STRUCTURE BY OTHERS NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/ 4" MIN DESIGNED IN ACCORDANCE WITH AS TM E2112 • 1/ 2" MIN EDGE DISTANCE EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1/ 4' MAX. 1 1/4" MIN. 1/4' MAX. SHIM SPACE EMBEDMENT SHIM SPACE T_ IN 1/2" MIN. 3/4" MIN. INTERIOR EDGE DISTANCE EDGE DISTANCE SIGNED: 1111512016 INTERIOR MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. 011' ll"u,, J\ 5 R • L p j///i 10 WOOD 1910 SMS OR CRATZ. PA 17030 v••\CENSF SCREW SELF DRILLING SERIES I85 ALUMINUM FIXED WINDOW 0 61 * SCREWS 73" X 72" NON —IMPACT yp2• WOOD FRAMING OR 2X BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS OME O 8Y OTHERS BACKER ROD h BYRUCTURE OTHERSBACKER ROD do FAWN• NO. REv OB-- OIE2E357 8 i E`5;:<ORV V: GAPPRO B/QNA SEALANT11;v \ BEHINDEDFLANGEBEHINDEDFLANGEsau£ tNre NTS09/03/14 g OF 12 JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL L ROBERTO LOANS P F Luis R. Lomas P.E. WOODFRAMINGOR2XBUCKINSTALLATIONMETALSTRUCTUREINSTALLATIOIV84MWOODFORDRDLEWISVILLE.NC2703 FL No.: 62514 43/480,OW9 ,pew, CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 BACKER ROD do APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS 2 1/2- MIN. EDGE DISTANCE KISHIM 1 1/4' MIN. EMBEDMENT 4" MAX. SPACE 3/16" TAPCON INTERIOR 3/16' TAPCON 1/4' MAX. SHIM SPACE 1 1/4" MIN. a EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" MIN. EMBEDMENT CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK SEE NOTES 3 - 7 SHEET 1 3/16' TAPCON 2 1/2" MIN. EDGE DISTANCE I NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISa7N5 REV oESCRrwN 0A 1E APPROVED A REVISED INSTALLATION DETAILS 06/01/15 RL. 0 REVISED NAME AND ADDRESS 10/27/16 R.L. v 1/4- MAX. 4 SHIM SPACE b . INTERIOR a EXTERIOR BACKER ROD do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS DRAWN: OWo No a J.L. 08-02357 suuE NTS I o"TE 09/03/14 1 SHEU 9 OF 12 L. ROBERTO LOADS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27a23 4344M-OW9 Abnus@*&vnaspva SIGNED: 11/15/2016 a AT OF . * t02 TAT w. ZUR10P G• Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD do APPROVED SEALANT BEHIND FLANGE 1/2- MIN. EDGE DISTANCE 1 1/4- MIN EMBEDMENT 1/4- MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD Sc APPROVED SEALANT 1/4- MAX. BEHIND FLANGE SHIM SPACE WOOD FRAMING 1 1/4- MIN OR 2X BUCK EMBEDMENTBYOTHERS771 1 1/2- MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4- MIN. 1/4- MAX. EMBEDMENT r SHIM SPACE RIGID FILLER 1/2- MIN. EDGE OISTANC INTERIOR 1 S10 WOOD SCREW WOOD FRAMING EXTERIOROR2XBUCK BY OTHERS BACKER ROD h APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/4- MIN EDGE DISTANCE N 1/4- MAX. SHIM SPACE RICID FILLER 110 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD k RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4- MAX F SHIM SPACE METAL STRUCTURE BY OTHERS 3/4- MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4- MAX. SHIM SPACE RIGID FILLER 3/4- MIN. / INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD Qc APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS Rtv OESCRIP110M I MTE I APPROVEO A REVISED INSTALLATION DETAILS 1 06/01/15 RL B REVISED NAME AND ADDRESS 1 10/27/16 1 R.L. NOTES: I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS ORAWN: 11W0 N0. RE1 J.L. 08-02357 B SCAIE NTS I 0M1E 09/03/14 SHEET 10 OF 12 L. ROBERTO LOANS RE 1432 WOODFORD RO LEWISVIILE. NC 27023 434-688-WIP dbMaS®Ybrtuspsoan SIGNED: 1111512016 J .yam v,.GENs, .i1, y T OF7aATOF ORIOt Luis R. Lomas P.E. FL No.: 62514 2 1/2• MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS ° ' ' 1 1/4' MIN. OPTIONAL IX BUCK ' °* • J EMBEDMENT SEE NOTES 3 — 7 SHEET 1 BACKER ROO do APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD do - APPROVEO SEALANT BEHIND FLANGE OPTIONAL IX BUCK - SEE NOTE 3 — 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS l 1 /4• MAX. SHIM SPACE RICIO FILLER 3/16' TAPCON INTERIOR 3/16• TAPCON RIGID FILLER 1/4• MAX. SHIM SPACE 1 1/4• MIN EMBEDMENT CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK SEE NOTES 3 — 7 SHEET 1 3/16• TAPCON 1 1/4• MIN. a EMBEDMENT 2 1/2• MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEIWSONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE I REVISIONS REV OESCRIPTDN CASE APPROVED A REVISED INSTALLATION OETAILS 06/01/15 R.L. B REVISEO NAME ANO ADDRESS 10/27/16 1 R.L. 1/4• MAX. SHIM SPACE r RICID FILLER EXTERIOR7—BACKER ROD do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETEiMASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS DDOORS, LLC0. a11NOTES., INTERIOR AND EXTERIOR 650 MNK T ST.`\`\\5 o/i,, NOTSHOWNFORCLARIPINISHES, BYOTHERS, GRATZ, PA 17030 v •\CENSF'9i1;% 2. PERIMETER AND JOINT SEALANT BYOTHERS TOBE SERIES 185 ALUMINUM FIXED WINDOW DESIGNED /NACCORDANCE WITH ASTME2112 73" X 72" NON —IMPACT tpjj, FLANGE INSTALLATION DETAILSWITHRIGIDFILLERSTATV_OF aRAW owcNO. REvF(0RVD O•• •{(tl,N\ 08 —02357B c! 0NA11\\\ er.. r NTSM1E09/03/14 SNEE711 OF 12 L. ROBERTO LOANS RE 1432 NAOWFORO RO LEWSVRLE, NC 270YJ as Luis R. Lomos P.E. 474488.0609 Avmasowbmwe° FL No.: APPROVED SEALANT BEHIND FIN 1 1/4' MIN. EMBEDMENT 16 WOOD WOOD SCREW FRAMING BY OTHERS 1/4' MAX. SHIM SPACE W00BY OTHERS 1/4" MAX 3/8' MIN 7- SHIM SPACE EDGE DISTANCE I g6 WOOD SCREW INTERIOR INTERIOR EXTERIOR 1/4" MAX I SHIM SPACE 3/8' MIN j EDGE DISTANCE 16 WOOD w000 SCREW FRAMING PROVED 1 1 /4 MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATIONN 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN EXTERIOR 3/8' MIN _ EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISING REV DESCRIPTION OATS I APPROVED A I REVISED INSTALLATION DETAILS 06/01/15 R.L. B IREMSED NAME AND ADDRESS 10/27/16 R.E.. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS aur1N: me No J.L. 1 08-02357 s"-uE NTS o`'c 09/05/14 1 SET 12 OF 12 L. ROBERTO LOMAS RE 1432 WOODFORD RD LEWTSVR.LE, NG 27WJ 434-eee•Deoe sPSDom SIGNED: 1111512016 04Y i/i 5EE OFILuisR. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 V SM Home Log In User Registration Hot TopicsSubmit Surcharge Slats & Facts j Publications FEC Staf ! ecis Site Map Unk9 SearchProductApproval USER: Public Userdb Product Approval Menu > Product or Application Search > Application US[ > Application Detail FL # FL15353-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Mullions 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 C Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method 1710.5.3 Method 2 Option B http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIS... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 06/15/2015 Date Validated 06/15/2015 Date Pending FBC Approval 06/21/2015 Date Approved 08/19/2015 Summary of Products FL * Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size: 52-1/8" x 84". Max mullion span: 52-1/8". Installation Instructions FL15353 R2 II 08-01448A.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL153535353 R2 AE 512072A.odf Created by Independent Third Party: Yes 15353.2 5764 Vertical Aluminum Mullion Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size: 52-1/8" x 84". Max mullion span: 83" Installation Instructions FL15353 R2 II 08-01439A.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15353 R2 AE 512063A.odf Created by Independent Third Party: Yes 15353.3 15765 Horizontal Aluminum Mullion Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size: 52-1/8" x 84". Max mullion span: 104-1/4" Installation Instructions FL 1S353 R2 II 08-01449A.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15353 R2 AE 512073A.Ddf Created by Independent Third Party: Yes 15353.4 5765 Vertical Aluminum Mullion Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size: 52-1/8" x 84". Max mullion span: 83". Installation Instructions FL15353 R2 II 08-01440A.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports : FLIS353 R2 AE 512064A.odf Created by Independent Third Party: Yes 15353.5 CM-18514 Vertical Aluminum Mullion Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size: 52-1/8" x 84". Max mullion length - 83". Installation Instructions FL15353 R2 II 08-01442A.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15353 R2 AE 512066A.Ddf Created by Independent Third Party: Yes 15353.6 CM-18520 Horizontal Aluminum Mullion Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size - 52-1/8" x 84". Max mullion span - 104-1/4" Installation Instructions FL15353 R2 I1 08-01451A.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15353 R2 AE 51207SA.Ddf Created by Independent Third Party: Yes 15353.7 CM-18523 Horizontal Aluminum Mullion Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Max single window size - 52-1/8" x 84". Max mullion span - 104-1/4". Installation Instructions Fj I5353 R2 II 08-01452A.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FI I S353 R2 AE 512076A.Ddf Created by Independent Third Party: Yes 15353.8 CM-18531 Vertical Aluminum Mullion Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Installation Instructions FL15353 R2 II 08-01443A.Ddf Verified By: Luis R Lomas, PE PE-62514 http://www.floridabuilding.org/pr/pr 9/7/2017 Florida Building Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512067A.odf span - 83' Created by Independent Third Party: Yes 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL35353 R2 II 08-01453A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512077A.Ddf span - 104-1/4" Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01444A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL1S3S3 R2 AE S12068A.odf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01454A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8' x 84". Max mullion FL153S3 R2 AE 512078A.odf span: 104-1/4'. Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1a24 The State of Florida Is an WEED employer. Goovrloht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida taw, email addresses are public records. If you do not want your e-rrhall address released In response to a public -records request do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487. 1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F S. must provide the Department with an email address If they have one. The emads provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available w the public. To determine If you are a licensee under Chapter 455, F.S., please cII& here . Product Approval Accepts: CllSI L1';S tTFtlCS'- http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=,vGEVXQwtDgtH8 5 72gvdWl S... 9/7/2017 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WINO LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WINO ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION 15 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 REOUIREO DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE.EQUAL OR GREATER THAN REOUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = W 1 + W2 2 REV DESCRIPTION REV6 Ort; ,, OWE I PPRMCD IAREVISEDINSTALLATIONDETAILSO6/10/IS RL. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE # 10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE .ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3 2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4" SELF DRILLING SCREWS PER CUP SCREWS MUST BE FIELD INSTALLED HOLES FOR SCREWS ARE NOT PRE —DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 CONFIGURATIONS AND OP CHART 3 INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES V.L. I 08-01439 LE NTS IOAK 01/11/12 —1 OF 3 SIGNED: 0611112015 GENSF9`P 9AT O. HE`S : ,l ORIDt ;*N 107 3/e' COMBINED WIDTH WI 83" J JFRAME HEIGHT WINDOW WINDOW MULLION SPAN' J J 107 3/8' COMBINED WIDTH w1--{rw2- 83" J FRAME 'WINDOW HEIGHT WINDOW MULLION SPAN) pit 1 J 107 3/8" COMBINED WIDTH1:WI 1[-- W2 3' J J WINDOWFRAMEJ HEIGHT WINDO 1 WINDO MULLION SPIN' J J J WI --i - W2 107 3/8" COMBINED WIDTH Desi n Dressure ratio PsI Mullion Wan ( In) Tributary 18. 13 25.50 width ( In) 36. 00 42.00 48.00 52.13 25. 00 130.0 130.0 130.0 130.0 1300 130.0 37. 38 1300 1300 127.2 127.0 127.0 127.0 49. 63 1207 94.3 77.9 73.8 721 72.0 62. 00 710 52.2 39.7 35.9 33.4 32.3 65. 63 59.6 43.7 33.0 29.6 27.4 26.3 72. 00 44.9 32.7 24.4 21.8 19.9 19.0 84. 00 28.1 203 15.0 132 119 113 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. 107 3/8" COMBINED WIDTH- WI W2 83' !)/ Low FRAME Y/NDOw HEIGHT MULLION SPAN' J J F_ 107 3/8" COMBINED WIDTH wlwz 3' J J WINDOWFRAME 1HEIGHT VVOINDO/ WINDO MULLION SPAN) 1 J J W1 -- IF^ W2 107 3/8' COMBINED WIDTH REWAOM " REV I OESCRIKION DATE APPROVED I AREVISEDINSTALLATIONDETAILS06/10/15 R.L. 107 3/8" COMBINED WIDTH F_ WI -I I-- w2 83' 1 J WINDOW 1 FRAMEHEIGHT J WINDOW MULLION SPAN) I J J A. APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED MOTH DOES NOT EXCEED 107 "'AS SHOWN HEREIN. Design pressure rating (pst) With rebar j option I Mullion span ( In) Tributary 18. 13 25.50 width ( n) 36. 00 42.00 48.00 52.13 25. 00 130.01 130.0 130.0 1300 130.0 1300 37. 38 430.0 130.0 127.2 127.0 127.0 127.0 49. 63 120.7 94.3 77.9 73.6 721 72.0 62. 00 92.4 70.0 53.3 48.1 448 43.4 65. 63 80.0 58.6 44.2 39.7 36.7 35.3 72. 00 60.3 43.9 32.8 29.2 26.7 25.5 4. 00 37.7 27.3 201 17.7 16.0 151 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. Wl - IF-- W2 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS ORAM: lIRO ND. V. L. 08-01439 xxr NTS D"K 01/11/12 s"M2 OF 3 SIGNED: 0611112015 5 Vt.. I IL o /,ii G E N SSE OF OAFS 00Dt i S1014A `1`\`` r---- T I 1 I 1 I 1 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT 1/4" TAPCON L SECT5796 0.843' CUP OPTIONAL REBAR SECT5764 MULLION MT000022 CUP 10 WOOD SCREW I 1 3/8" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION MASONRYAANCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. WOOD FRAMING/ 2x BUCK BY OTHERS 3.261" I 1.375" REVSgIK REV OESCNIVIgN WIE APPROIEO A REVISED INSTALLATION DETAILS 06/10/15 R.L. 3.750" 1.000" 0 375" 0 422" 2.032" 2.875' 0" 0.84 3'FT, 11 4.000' SECT5796 CLIP 2x 00.210" FOR CONCRETE INSTALLATION ALUMINUM 6063•T5.125• THICK MT000022 CLIP 16GA (.0637 GALVANIZED STEEL 3.750" 2.189" — 1.0 0" 0.375' F— 2.140" —1 T 0.843" 1.125" 1 1 2x 00.210' SECT5764 MULLION ALUMINUM 6005-T5.125' THICK T 1.562" 0.688" SECT5796 CLIP I FOR WOOD FRAMING INSTALLATION nI ALUMINUM 6063-T5 125' THICK 1.531' SIGNED: 06111/2015 L MI WINDOWS AND DOORS 111111IIIi RF• 185 2 REBAR 650 WEST MARKET STREET 5 R. L 04j 06 GA (.062) GALVANIZEDSTEELGRATZ, PA 17030-0370 `` •GENs 94;% 5764 - VERTICAL MULLION -*M.- TAX 8 *=_ 83" MULLIONSPAN INSTALLATION DETAILS AND COMPONENTS p OF -4, DRAWN. OR'o NO. REV S:cCOR10Q;;G sou. a1E 08-011439 A j/ S pNA 11E 1 NTS 01/11/ 12 3 OF 3 Florida Building Code Online Page 1 of 3 e SCIS Home I Log In I User Regatration Hot Topics Submit Surcharge StatS R Facts Publications FSC Stall SCIS Site Map UnkS Search aoMa r V! ProductApprovala.,; lUSER. Public UserPLSatxnty Product Approval Menu > Product or Application Search > Application List > Application Detail FL : FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Lj Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng. zhu@Jameshardie. com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com , Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Ucensed Florida Professional Engineer tJ Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COI RIO - Certificate of Independence.PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R3 Eauiv ASTM C1186 Eaulvalencv Signed odf http://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGE VXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 08/17/2015 Date Validated 08/26/2015 Date Pending FBC Approval 09/07/2015 Date Approved 10/16/2015 Date Revised 08/09/2017 Summary of Products FL * Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 II ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: For use inside a HVHZ install in accordance with FL13223 R3 II Install Cempanel Sidino.ocif FL13223 R3 II NOA 15-0122.04.Ddf Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04 Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to FurrinD.Ddf FL13223 R3 AE NOA 15-0122.04.ocif Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 II ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 II Install HardiePanel Sidina.odf Design Pressure: N/A Other: For use inside a HVHZ install In accordance with FL13223 R3 II NOA 15-0122.04.odf Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER BIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 1S-0122.04.Ddf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 tI ER RIO-2578-15 Panel to Furrina.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL13223 R3 II Install Prevail Panel Sldino.Ddf Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furrina,odf FL13223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes eadt next contact us :: 2601 Blair Smne Read_ Tallahassee FL 32399 Phone: 950-487.1824 The State of Florida is an AA/EEO employer. Coovrlaht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request. do not send electronic mail to this entity. Instead, Contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The !mails 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 Depa, Uz nt with an email address which can be made available to the public. To determine If you area licensee under Chapter 455, F.S., please cJlck b=. Product Approval Adepts: MO®® http://www.floridabuilding, org/prlpr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Credit Card Safe http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC.- 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1.A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1B, SHEAR VALUES 3. DESIGN WIND.LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE'3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS -'ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH., CA 92649 714.292-2602 714-847-4595 FAX 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 HAFiDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel® Siding James Hardle Product Trade Names covered.ln this evaluation:. HardlePanel® Siding, Cempane* Siding, Prevail- Panel Siding EVALUATION -SCOPE: ASCE 7.10 2014 Florida Building Code 2012 International Building Code® EVALUATION PURPOSE: This analysis is to determine the matdmum design 3-second gust wtrW'speed to be mated by an assembly of HardlePanel (Cempanel, Prevail Panel)'sWft fastened to wood or metal namingwithriotsorscrews. REFERENCE REPORTS: 1. Intertek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories ReporLIC-1270 94 (ASTM E330) Transverse Load Test 5/16' Thick by 48 inch wide HardiePanel Siding instated on 2X4 Hem-Fu wood studi spaced at 16 Inches• on corder with a 6d common galvanized nail 3. Ramtech laboratories Repoit.IC.1271-94 (ASTM E330) Transverse Load Test, 5/16" Thick by 48 Inch wide HardiePanel Skiing Ihstalled on 2X4 Hem -Fr 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, 5/1 6 Think try 48 Inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood sheds spaced at 16 =has on conterwdh a 4d, 0.091 inch shards by 0.225'tnch head diameter by 1.5 inch long ring shank nail 5. Ramtech Laboratories, Report IC-1064-89 (ASTM E330) Transverse Load Test, 1/4' Thick by 48 Inch wide HardiePanel Sidir4 irstalled on 20gauge Metal studs spaced at 16'inches on center with a No 8 X 1 In lung X.M323 In head diameter ribbed bugle head screw 6. Ramtach Laboratories, Report IC-1055-89 (ASTM E330) Transverse Load Test, 1hr Thick by 48 Inch wide HardiePanef Siding Installed on•20gauge Metal studs spaced'at 24 Inches on center with o No 8 X 1 to long X 0.323 in head diameter ribbed bugle heed screw 7. Ramtech Laboratories, Report 11149-98/1554d (ASTM E330) Transverse Load Test.1/4' Thick by 48 Inch wide HardiePanel Siding Installed on 20gauge lutetal studs spaced at 16 and 24InchesoncenterwithaE76F0.100 Im knurled shank X 1.5 in. long X 025 in, head diameter pin fastener r 8. Ramlech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test 5f16'Thkk by 48 inch wide HardiePanel Siding Instated on 2X4 Hem -Fir wood studs spaced at 16 Inches oncenterwitha6dcommongalvanizednail 9. Ramtech Laboratories Report IC-1274-94• (ASTM E72) Racking Shear Test 5/16' Thick by 48 inch wide HardiePanel Siding intated on 2X4 Hem-ku wood studs spaced at 24 inches on center with a 6d common galvanized net 10. Ramtech Laboratories, Inc, Report i0868-97/1475 (ASTM E72) Rackbg Shear Test 5/16' Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Group III SG-0.36 wood studs spaced at 16 !riches 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 Repon IC-1057-89•(ASTM E72) Racking Shear Test, 5/16"Thick by 48 Inch wide.HardlePanel Siding instated on 2X4 Hem-Fv wood surds spaced at 16 and 24 inches on canter with a No 8 X 1 in. lung X 0.323 in head diameter ribbed bugle head screw 12: Ramtech Laboratories Report 11254-99/1580 (ASTM E72) Racking Shear Test, 5fi8' Thick by 48 inch wide HardiePanel Siding instated on ZX4. Hem -Fir wood studs spaced,al 16 and 24 inches on center with a ET3F 0.100'irn knurled shankX 1.5 in. lore X'0.25In. head diameter pin fastener 2412 9 ; STWE F 44' FtD: G 1: JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@)ameshardie.com TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 Fastener Spacing rin.1 Frame Lfiftaie Allowable Design Thickness Width Spacing Perimeter Feld Load Load' Report Number Test Agency n.) In.) Frame Type Supports Supports Fastener T PSF) PS IC-1270-94 Ramtech 43125 48 1 2X4 wood Hem -Fr 16 6 6 6d common 149 49.7 IC•1270-94 Ramtech 0.3125 48 1 2X4 wood Hem -Fr 16 4 4 6d common 236 78.7 IC-1271-94 Ramtech 0.3125 48 1 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271-94 Ramtech 0.3125 48 20 wood Hem -Fir 24 4 4 6d common 143 1 -47.7 10868-971147E Ramiech 0.3125 48 2X4 wood. SG 2'0.36 16 4 8 4d. 0.091 in. shank X 0.2nHOX1.5 in. ringshank nail AO 30.0 Min. No. 20 gauge X 3.625 fn..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. X Min. No 8 X 1 In. long X 0.323 in IC-1056419 Ramtech 0.25 48 1.375 N metal stud 24 6 6 head diameter ribbed bugle 91.9 30.6 head screw MIn. N o. 20 gauge X 3 8Z5 In Xo' 20 ETdF 0.100 in. kmuded shards X 49-9 554d1118/1 Ramtech 0.3125 In metal stud 1.diameter 24 4 8 1.5 In. long X 0251n..head 170 56.7 pin fastener MIn. No. gauge X 3.625 inX ETBF 0. 100 in. knurled shank X 11149-9811554d Ramtech 0.9125 48 1.375'n metal stud 16 4 8 1.5 in, long X 0.25 in. tread 101 33.7 diameter pin fastener 1. Allowable Load Is the Ultimate Load divided by a Factor of safety Of J. 2. HartllePanel Siding compiles with ASTM C1186. Standard Specification for Grade H„ Type A Non -asbestos Fiber -Cement Flat Sheets Table 1b, Shear Values Allowable Loads In Pounds Per Lineal Foot for'Panel Shear Walla t= Fastener Spacing Jim) Frame Ultimate Allowable Thickness Width Sparing Perimeter Field Load'' Load' Report Number TestAgency in.) in.) Frame T e On. Supoorts Supports Fastener T p 1 IC-1273.94 Ramtec h 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC-1713-94 Ramtech 0.3125 48 1 2X4 wood Hem -Fir 16 4. 4 6d common 698.8 2329 IC-1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 46D.0 153.3 IC-1274-94 Ramtech 0.3125 48 Z%wood Hem -Fr 24 4 4 6doommon 637.5 212.5 10868-9711475' Ramtech M3125 48 2X4 wood. SG 2 0.36 16 4 8 4d• 0.091 in. shank X 0.225 bh.. 595,4 1985 HD X 1. 5 In. long ring shank nall Min. No. 20 gauge X 3.625 In. X Mtn. No 8 X 11n. long X 0.323 in IC-1057-89 Ramtech 0.25 48 16924 6 6 head diameterrlbbed bugle 990.0 123.8 1.375 in metal stud head screw Mtn. No. 20 gauge X 3.625 in. X ETBF 0.100 in. bnMed shank X 11284-99/1580 Ramtech 0,3125 48 1.375 in metal stud Te 4 8 1.5 In. long X 0.25 ihn. head 1227.0 1514 dl*neter pin fastener Min. No. 20, gauge X 3.625 In. X ET8F 0.1001n knurled shank X 112849911580 Ramtech 0. 3125 48 1.375.In metal stud 24 4 8 1:5'In. long X 0.251n head 1060.0 132.5 diameter pin fastener 1..AII board edges stall be supported by framing. Panels shag be applied with the long dimension either parallel or perpendicular to studs. Z The g for construction In this To -3..In the slad.framed assemblies he allowade load is based on the average load at 118 Inch net deflectim ``\\\\` kU ... 7j ,' F: 9 ; 5 tAt c Fp RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameihardie.com DESIGWW WD LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind bad capacity) Is determined via compliance testing to transverse load national test standards. Me the transverse load testing an alirXable design.load Is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load, ls based on factor of safety oP3, allowable design bads on fiber -cement siding correlate directly to required design pressures for Altowable Stress Design, and therefore should be used with combination loaduxj equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable Stress.Design (ASD), the tested allowable design bads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7. 10 Figure 26.5.1A, Figure 26.5.1B, and Figure 26.5.1C, For this analysis, to calculate the pressures in Tables 3. 4. and 5, the load combination will be in accordance with ASCE 7.10 Section 2.4 combining nominal loads using allowable stress design, bad combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure: Equation 1, %-0.00256'K,'K,'K.'V1 (rot. ASCE. 7-10 equation 30.31) q, , velocity pressure at height z K, . velocity pressure exposure coefficient evaluated at height z Ks , topographic factor K, , wind directionality factor V , basic wind speed (3-second gust MPH) as determined from (2012 IBC. 2014 FBC) Figures 1609A. B, or C: ASCE 7-10 Figures 26.5.1A, S. or C Equation 2, V--V, (rof. 2012 IBC d 2014 F8C Sect ion 160Z 1.db&zd rt# Vv. , ultimate design wind speeds (3-second gust MPH) determined from (2012 IBC, 2014 FBC) Figures 1609A. B, or C. ASCE 7-10 Figures 26.5-IA, B. or C Equation 3, p=q,'(GC,-GCp) (n3L ASCE 7-10 equation 30.E-1) GC, , product of eitemal pressure coefficient and gust -effect factor GC4 , product of internal pressure coeffiderd and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine -design pressure, subsbtuhi q, into Equation 3, Equation 4, p-0 002SS'K,•K,r'Ka'Va?'(GC, wp) Allowable Stress Design, ASCE 1-10 Section 2.4.1, load combination 7 Equation 5, OAD + 0.6W (W.. ASCE 7-10 section 24.1. lloed combination 7) D , dead bad W , wind bad To determine Me A4wab/e Stress Design Pressure, apply the load factor for W(Wire) from Equation •4 to p (design pressure) determined from equation 4 Equation 6, P. - 0.6'(p) Equation 7, p.,d a 0.6'10.00256'K. K,.'K.'V.1'(GCp-GCOH 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 a, Equation a, V. a(p„d0.6'0.002%-K.')(,'Kd'(GCp-GCp))Q° Applicable to methods specified in EreepBons 1 through 3 of 12012 IBC, 2014 FBC) Section 1609.1.1., 'to determine the al/owafife nominal design wind speed (Vasd) for Hardie Siding in Table G apply the conversion loran da.be/ow, Equation 9, V d -*V.' • (003 (mt. 20f2IBC b 2014 FBC Section 1609.3.1) V.w , Nominal design wind speed (3-second gust mph) (ref. 2012 IBC d 2014 F8C Section 160Z.1) Table 2, Coefficients and Constants used in Determining V and p, K, Wall Zone 5 Height (it) Exp B Exp C Exp D K_ Ka GC. G 0-15 0.7 0.85 1.03 hS60 1 O-85 14 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.1a 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35 0.73 1.01 1,19 1 0.85 1.4 0.18 40 076 1.04 1.22 1 0.85 1.4 0.18 45 0.785 1.065 1.245 1 OAS 1.4 0.18 50 0.81 1.09 1.27 1 0.85 IA 0.16 55 0.83 1.11 1,29 1 0.85 1.4 0.18 60 0.85 1.13 1.31 1 0.85 1.4 0.18 100 0.99 126 1.43 h>601 1 1 0.85 1.8 0.18 0GA;% Q ;G pS 1 Fl C,qjt 24121--) RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714=847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jamesharde.com Table 3. Allowable Stress Design • Component and Cladding (CSC) Pressures (PSF) to be Resisted at Various Wind Speeds -'Wind Exposure Category B. Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Heigh (it) B B B B B B B B B B B B B B 0.15 14.4 15.9 17:5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57 8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 521 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41-7 46.8 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 ISA 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 15.7 17.3 19.0 20.7 226 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 1 69.1 45 16.2 17.9 19.6 21A 23.3 27.4 31.7 36.4 415 46.8 525 5&5 64.8 71.4 50 16.7 18.4 20.2 22.1 24.1 282 32.7 37.6 42:8 48.3 54.1 60.3 66.8 73.7 55 17,1 18.9 20.7 226 24.7 28.9 33.6 38.5 43.8 49.5 555 61.8 68.5 100 6 77 .0 33.8 36.9 43.3 50.2 57.6 6 . 4.0 8 .9 924 1024 1129 Table 4, Allowable Stress Design - Component and Cladding (CSC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C. Wind Speed 3-secondgust) 100 105 110 115 120 130 140 750 160 170 180 190 1 200 210 Height k C C C C C C C C C C C C I C C 0.15 17.5 19.3 41.2 23.2 25.2 29.6 34.4 39.5 44 9 50.7 56.8 63.3 70.1 77.3 20 18.6 205 22-5 24:6 25.7 31.4 36A 41.9 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 328 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 202 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 892 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 513 60.2 675 752 83.3 91.9 40 21.5 23.7 2&0 25.4 30.9 36.3 42:0 48 3 54.9 62.0 69.5 77 4 85.8 94.6 45 22.0 24.2 26.B 29.1 31.6 37.1 43.1 49A 56.2 63.5 71.2 79.3 87.9 9&9 50 22.5 24.8 27.2 29.7 32.4 38.0 44.1 50.6 57.6 65.0 72.9 812 89.9 99.2 55 22.9 25.2 27.7 30.3 33.0 38.7 44.9 51.5 58.6 66.2 74.2 827 91.6 101.0 4 100 328 735.9 39.4 4.7 4&9 55.0 638 733 83.4 94.1 105.5 1t7.8 130.3 143.6 Table S. Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted st Variou6 Wind Speeds - Wind Exposure Category D, Wind Speed 3-secondgust) 100 110 115 120 130 140 150 160 170 180 190 200 210 Height (it) D D D D D 0 D D D D D D D 0.15 41.2 25.7 25.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 N_2 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64,4 72.2 80.4 89.1 9&2 25 23.1 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 924 101.93023.9-29.0 01.6 34.5 40.4 46.9 53.8 61.3 692 77.5 8&4 95.7 105.5 35 24.5 29.7 32-5 35.3 415 48.1 552 628 70.9 79.5 88.6 98.2 108.3 40 25.2 27.7 30.5 33.3 36.2 42.5 49.3 56.6 1.5 90.9 100.7 111:0 45 25.7 28.3 31.1 34 0 37.0 43.4 50 3 57.8.2 927 102.7 113.3 50 26.2 289 31.7 34.6 37.7 44.3 57:3 58.94,9 94.6 104.8 11555526.B 29.3 32.2 35238.3 450 52.2 59.92 74. 961 106.4 117.4bu 100 37.0 408 44.7 48.9 3.2 5 72.5 83.Z9.8 133.4 147.9 163A Tables 3, 4, and 5 ere be on ASCE 7-10 and consisteh with I1e2012 IBC; 2012 IRC and the 2014 Florida 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 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 Info@jameshardie.com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding(Ana"cal Method In ASCE 7.10 Chapter 30 C&C Part 1 and Part3)o Design Wind, Speed, I Design Wind, Speed, V. 44 Applicable to methods Applicable to methods specined in 1201215C. specified I. Exception t 2014FBC) Section 612012187 detemd elrouph 3 o112012 tleC. FOCI 2014 FBC) Section Figures 1609A10or Rgttros1609A, B. or C. 1609. 1.1, 2412 --) Nr y:- STATE)OF/ Coefficients used In Table 6 calculations Product Product Thickness Indies) Width Inches) Fastener Type Fastener Spacing Frame Type Stud Spacing Inches) BuIlding Height''' feet) B C D B C D Alto cable D slgn Load PSF) Grp 8 Exp C Exp D K, V. I GC; C. IGIHardiePaneYA 5/16 48 lid common 6 2X4• wood Hem - Fir 16 186 168 153 144 130 118 d9.7 0.7 095 1.03 hs60 1 0.85 1.4 10.181 20 186 164 149 144 127 116 A9:7 0.7 09 1.08 1 0.95 1.4 0.18 25 186 160 147 144 124 114 49.7 0.7 0.941 1.12 1 0.85 1.4 0.19 30 186 157 1" 144 121 112 1 r9.7 0.7 0.99 1.16 1 0,85 1.4 0.18 35 182 154 142 141 120 110 49.7 0.73 t 0.85 1.4 0.118 40 178 152 141 138 118 109 49.7 0.76 1 0.85 1.4 0.18 45 175 150 139 136 117 108 49.7 0.785 1 0.95 1.4 0.18 50 172 149 138 134 115 107 9.7 0.81 1. 13.31 1 0.&5 1.4 0.18 55 170 147 137 132 114 106 49.7 0.83 MIS t.4 O.tB 60 168 146 136 130 113 105 Q49.7 0.85 1 0.81 IA 0.16 100 T39 124 116 108 96 90 49.7 0.99 tali 1.43 h1W I t 10.85 1.8 0.16 HardiePanel® SH6 48 ad common 4 2X4 wood Hem• Fir 16 0- 15 233 212 192 181 164 149 78.7 0.7 0.85 1.03 hs60 1 0.95 1.4 0.18 20 233 206 188 181 159 146 78.7 0.7 0.9 1.08 1 0.85 1.4 0.16 25 233 201 185 181 156 143 78.7 0.7 094 1.12 1 0.a5 1.4 0.18 30 233 197 181 181 153 140 78.7 0.7 0.98 1.16 1 0,85 14 0.18 35 229 194 179 177 15f 139 70.7 0.73 1.01 1.19 1 0.85 1.4 0,18 40 224 192 177 174 148 137 78.7 0.78 I.Oa I 1 0.95 1.4 0.18 45 220 189 175 1.71 147 136. 76.7 0785 1.065 1.245 1 0.65 1.4 0.18 50 4 187 173 3 145 134 78.7 0.81 1.09 1.27 1 045 1.4 0.18 55 214 185 172 166 144 133 78.7 0.93 1,11 129 7 0.05 74 o7s 60 212 194 171 164 142 132 75.7 0.85 1.13 1.31 1 0.85 1.4 0.10 100 155 146 136 120 113 78.7 0.99 128 1.43 N60 1 0.115 1.8 0.16 HardiePanel® 5116 48 ad Common 6 2X4 wood Hem - Fir 24 0. 15 134 121 114 103 94 31.3 0.7 0.85 1.03 h160 t 0.e5 1.4 0.18 20 130 119 32659 101 92 31.3 0.7 0.9 t.0e t 0.85 1.4 0.18 25 fll4l 127 lie 5 98 90 31.3 0.7 0.94 1.12 1 0.85 1 4 0.18 30 124 114 114 96 89 31.3 0.7 0.98 1.10 1 0.85 1.4 0.18 35 123 113 112 95 87 313 0.73 1.01 1.19 1 0.85 1.4 0.18 40 121 112 109 94 86 313 0.76 104 122 1 1.4 0.18 45 119 110 108 92 88 31.3 0.795 1.085 1.245 t 1.4 0.1a 50 137 118 109 106 91 85 31.3 0.91 1.09 1.27 1 1.4 0.18 55 135 117 108 105 91 84 313 0.a3 1.t1 129 1 1.4 0.18 60 134 116 108 103 90 83 3t3 0.85 113 1.31 1 Is 1.4 0.18 100 ill 98 92 so 76 71 J7.3 039 126 1.43 fi 6W 1 1.8 0.18 HardiePanel® SH6 48 common 4 2X4 wood Hemmer 24 0- 15 182 165 t50 141 128 116 77 07 OA5 hS60 t 1.4 0.18 20 182 160 146 141 124 113 47.7 O 0.9 1.09 1 1.4 0.18 25 182 157 1" 141 121 Ill 47.7 0.7' 094 1.12 1 0.55 14 0.18 30 182 154 141 141 119 109 47.7 0.7 028 1.16 1 0.85 1.4 0.38 35 178 151 139 138 117 108 47.7 033 1.01 1.18 1 0.18 40 174 149 138 135 116 107 47.7 0.70 1.04 122 1 as 0.1a 45 172 147 136 133 114 106 47:7 0.785 1.065 1.245 1 018 50 189 148 135 131 113 105 7.7 0.81 1.09 127 t 0.19 55 167 144 134 129 112 104 7.7 0.63 t.n i.29 t 1045-1.4 4 O.16 60 165 143 133 128 111 103 7.7 0.85 1.13 1.31 1 0.18 100 137 121 1.14 106 94 88 47.7 0.99 125 1,43 h>60 1 8 018 HardiePanel® SM6 48 4d, 0. 091 In.shashank X 0. HD X 1. 5 in. long ring shank nail fledge 8 rield 2X4 wood S43? 036 16 0.15 144 131 119 112 101 92 30 0 0.7 0.65 1,03 hs60 1 4 0.18 20 144 127 116 112 98 90 30.0 0.7 0.9 1A8 1 0.85 1.4 0.18 25 144 124 114 112 96 88 30.0 0.7 0.94 1.12 1 0.55 1.4 0.18 30 144 122 112 112 94 87 30.0 0.7 0.98 1.16 1 0.85 14 0.1a 35 tat 120 ill 109 93 86 30.0 0.73 1.01 1.19 1 0.85 1.4 0.16 40 138 118 109 107 92 85 MA 0.76 IA4 122 1 085 1.4 0.18 45 136 117 108 105 91 84 30.0 0.785 1.065 1.245 1 0.&S 1.4 0-18 50 134 116 107 104 89 83 30.0 0.a1 1.o9 127 1 0.Q5 1.4 0.19 55 132 114 106 103 89 82 30.0 0.83 1.11 129 1 o:es 1.4 0.1e 60 131 113 105 1 101 88 82 30A 0.85 1.13 1.31 1 0.85 1.4 0.18 100 108 96 i 90 84 7d 70 30A 0.99 126 1.43 Iv60 1 0.85 1.a 0.19 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4S95 FAX PROJECT: RIO-2556-1S JAMES HARDIE BUILDING PRODUCTS, INC., 1-888-542-7343 info@)ameshardie.com Product ProductStud Thickness inches) Width Inches) Fastener Type Fastener Spacing Frame Tape Spacing inches) Building Height' s feet) B C D B C D Alkmbts Design Lead PSG ExD B Exo C 6rp D K. Ks GC. GCy 0-15 198 180 163 153 1.39 126 66.6 0.7 0.85 1A3 hISO 1 OAS 1.4 0.18 HardiePanekD 114 48 Min. No 8 X 1 in. long X 0.323.in head diameter fibbed bugle head Screwl 6 Min. No. 20 gauge X 3,625 In. X 1.375 in metal stud 16 20 198 175 159 153 135 123 56.6 OX 0:9 1.06 1 0.65 1.4 0.18 25 198 171 157 153 132 121 56A 0.7 0.94 1.12 t 0.85 1.4 0.18 30 198 187 154 153 130 119 56.6 0.7 0.93 1.16 I 0.85 1.4 0.18. 35 194 165 152K14 128 118 56.6 0.T3 1A1 1.19 1 0.65 1.4 0.15 40 190 162 150 126 116 WA 0.70 1.04 122 1 0.85 1.4 0.18 45, 1FT 161 148 124 115 w.6 Free; t.0e5 1.245 1 0.85 1.4 0.18 5D 184 159 147 123 114 56.0 Fill 1.09 t.27 1 0.e5 1.4 o7e 55 182 157 146 122 113 58.6 0,83 iAl 129 1 0.85 1.4 0.18 60 180 156 145 121 112 56.5 0:85 1.13 1.31 1 0.e5 1.4 0.18 100 149 132 124 102 96 56.6 0.99 126 1.43 h>60 1 0.85 1.8 0.18 0-15 146 132 120 102 93 1 30.6 07 0.85 1A3 h%60 1 0.85 1.4 0.18 PaHardienel® 1/4 48 Min. No 8 X 1 In. long X 0.323 in head diameter ribbed bugle head 6 Mtn. No. 20 gauge X 3.625 in.X 1.375 in metal stud 24 20 146 128 117 113 99 91 30.8 0.7 0.9 1.Oe 1 0.65 1 -1.4 1 OAS 25 146 126 115 113 97 89 30.8 0.7 034 1.12 1 O.aS 1.4 1018 30 146 123 113 113 95 a8 30.6 0.7 0.99 1.16 1 0.85 1.4 0.18 35 143 121 112' 110 94 Be 30.8 0.73 1.01 1.19 1 0.85 1.4 0.10 40 140 119 110 108 93 85 30.6 0.70 1.04 122 1 0.85 1.4 018 45 137 11a 109 106 91 85 30A 0.784 1.065 120 1 0.115 1.4 016 50 135 117 108 105 90 84 306 0.31 1.09 127 1 0.85 1.4 0.18 55 134 116 107 104 90 83 30.0 0.83 1.11 t29 t 0.85 1.4 0.18screw 60 132 115 106 102 89 82 30.6 0.85 1.13 1.31 t 0.85 1.4 0.18 100 1 109 97 91 ti5 75 70 30A 0.99 126 1.43 h>W 1 0.85 1.8 0.18 HardiePanel® 5l16 48 ET&F 0.100 in. knurled Shank X, t.Sln long X head0,25 . head diameter pin fastenerz fledge B field Min. No. 20 gauge X 3625 In.k 1.375 in metal stud 16 D-15 198 180 1e3 153 139 127 567 0.7 0.85 1.03 hs6D 1 0.85 1.4 OAS 20 198 175 160 153 136 124 56.7 Q7 0.9 1-c6 1 0.e5 1.4 0.18 25 198 171 157 153 132 121 58.7 0.7 0.94 1.t2 1 0.85 1.4 ale 30 198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 0.85 1.4 0.16 35 194 165. 152 150 128 118 58.7 0.77 101 t.19 t 0.85 1.4 0.18' 40 190 163 150 147 126 116 56.7 0.76 1.04 122 1 o.as 1.4 01e 45 167 161 149 145 124 115 5e:7 0 755 1.065 1245 t 0.&S 1.4 OAS 50 184 159 147 143 123 114 56.7 0.81 AM 127 5 1.4 0.18 55 182 t57 146 141 122 113 58.7 0.83 1.tt t29 S 1.4 0.18 W 180 156 145 139 121 112 56.7 0.85 1.13 1.31 IA 0.18 100 149 132 124 115 102 9B 56.7 0.99 126 1.43 ha80 5 1.8 OJ8 HardbPanel® SN6 4Q ETBF 0.100 in. knurled shank X' 1.51n. lorq X 0.25 In. head fasteners 4 edge 8 Held Min. No. 20 gauge30 X 3,625 In. X 1.375 in metal stud 24 015 153 139 126 118 107 98 33.7 0.7 0.95 1.03 hs60 5 1.4 0.18 ZD 153 135 123 118 104 95 33.7 0.7 09 1.08 5 t.4 0-1 25 153 132 121 118 102 94 33.7 0.7 0.94 1.12 5 1.4 0.&151.'4 0.10 153 129 119 118 100 92 33.7 07 0.98 1.16 5 1 4 0.18 35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 5 1.4 0.18 40 147 125 118 114 97 90 33.7 0.76 t 04 t22 5 1.a 0.1a 45 144 124 115 112 98 89 33.7 0.785 1.065 1.245 65 l.a W18 50 142 122 113 110 95 86 33.7' 0.61 1D9 12r 65 l.4 018diameter 55 14p 121 113 109 94 87 337 0.63 1.t1 129 85 t.a o.18pin 0139120 t12 107 93 87 33.7 0:85 t.t3 131 a5 t4 o.18 100 115 102 1 95 1 89 1 79 1 74 1 33.7 1 0.99 126 1.43 ro6o t 0.a5 1.8 0.19 I. SC a shall penetrate the metal framing at least three " threads. 2. Knurled shank pins shall penetrate the -metal framing at least 114 Inch. 3. Building height = mean roof height On feet) of a building. except that Save height shall be used far roof angle O less than or equal ID 10' (2-12 roof slope). 4. VWt - the ultimate design wind speed (3-second gust mph) as determined by 12012 IBC, 2014 FBC) Figures 1609A. 16098, or 1609C: ASCE 7-10 Fi§ures.25.54A, 26.5-18, or 26.5.1C. 5, Vow = the nominal, design wind speed applicable to methods specified In,Exceptions 1 through 3 of 12012 IBC. 2014 FBC) Section 16D9.1.1. 6. The wind speeds In 12012 IBC, 2014 FBC) Figures 16D9A.16096 and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with 120121BG 2014 FBC) Section 1609.3.1 to nominal design wind speeds, Vasd, when the pavislons of the -standards referenced In 12012 IBC. 2014 FBC) Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear interpolation of budding height and wind speed Is permitted.- 8. Wind speed design assumptions,per Analytical Method in ASCE•7-10 Chapter 30 CSC Part 1 and Part 3:1e=1. Kd=0.85. GCp=-1.4 (h560), GC,,IA (M60)_ GCvr=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 DAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS t JAMES HARDIE BUILDING PRODUCTS, INC_ . 10901 ELM AVENUE F NTANA, CA 92337 TABLE OF CONTENTS PAGE _- EVALUATION SUBJECT EVALUATION SCOPE _ '» , 2' • ' EVALUATION PURPOSE'; " . i - •- - ? ' REFERENCE REPORTS TEST RESULTS TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING = • -- 2' ' TABLE'1 B. ANALYSIS OF'ALLOWABLE LOAD FOR fib SCREW AT 10'O:C..:. JUSTIFICATION OF USING THE.RESULTS ON.UGHT_GAU.GE.ST,EEL FRAMING DESIGN WIND LOAD PROCEDURES TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p - 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE q' TABLE'4, ALLOWABLE STRESS:DESIGN C&C•PRESSURES E(POSURE.C_ TABLE 5, ALLOWABLE STRESS•DESIGN'CbC PRESSURES -EXPOSURE D ". -4 _ TABLE 6, ALLOWABLE WIND SPEED (MPH)*Oii HARDIEPANEL SIDING - -- 5-5 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT -THE LISTED PRODUCTS ARE. IN COMPLIANCE WITH THE . REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL -BUILDING CODE. ` PREPARED BY:' w _ , RONALD I.• OGAWA d ASSOCIATES. INC:. 16835 ALGONQUIN STREET #"3' -_ HUNnf4GTON-BEACH,CA926 19 t_ " 714-292 260Z _ ; - w, -... 714.8474595-FAX.: _ i--' ':fit:. '— • 0 XTE RONALD L OGAMAS30CIATE3, INC. 1683E ALGONOWN STR,.c='T $443 HUNTWGTON BEACK CA92849 m 714292-260T (F) 71/.84ZA595 PROJECT. WO.237&15 EVALUATION SUBJECT HartWonoM SlcRng Amu Hirdb ProductTnde flames cosend In this wvdunUon: Hamiapwwm SML Q. Ceblparlesa 516n0, Pmw- Pond SI. Np EVALUATION SCOPE: ASCE 7.-10 2014 Fk ft Budding Code 2012 UarrkmW BWdirq Cods' 20:2 YronaiiwW Reddermd Cade EVALUATION PURPOSE: TAs srdyao is lo dwm la me maAmsn da:Qn 3+ovam qust wnd speed 10 be rsd4Nd by an sesamby of)tume w* {CemPand. Pnva2 PaMD daft fastened to woad twr;rts an oej w wood or mkal frwrdnQ wlLS naib or sawwa REFERENCE REPORTS: 1. k t k Report 10202a3i7a C00-Wl& Tn %.. Isw btit en Har mnsk TEST RESULTS: Tabis la. Ruutb of Tmnsvere4 toad Teattnri Frans Fsabrrw ubnots AftoaW' Toot Thidoress Spadeq Sped" Fasww Typo. I Low ogsfrp Loom ReaonNumber A fM. VAMM.) Frame ' lbL ft) wdOYnanslarm PSF) IPSF'1 FaTrswL1eds t02024363000-0OIA btmrtek 031?5 40 2X4 wood /bad ifs• 6i do try 3.5- 18 6 Ke, 8 X 125, krt X 0.3= KD 1 W T SI a old Oeou" Aramrre wide SPF Nnbt ribbed W* Mad aoows f02Q243&IC0QA0fA bftariok M3125 46 2)(4 wood mucL Ye' 1%* by 1S- 16 6 No. 6 X 12S lort X m3zr ND 131.4 41e pug baw:rwideSPFMsqnbbwWrwMadeoo.o 10 M,136=004MA Irmnsk 0.3125 46 IM wood obA. 314' Viet by 3s 1e iZ ND. 0 X I.W lot X amy HD 108,1 i51 put bbwrgttwideSPFfontdbawougloheadaoresre IM024>04M trxrett 0.3125 Ie iJt4 XDA. 4• gavot bY>.S iB B a 19O.OQO' atana x 0vt m 1.e 0-1.0-1Pd b n1wwooSPFryodrirtw+g r0 nad 10= 4361CO"DIA. bltrrst 0.1125 46 7X4 wow @DA' 3W oar by 3.s 24 6 1 tvo. 0 X 12S' lot X 0.3=1. 0 au 278 pua Lamoupn rtrectae wideSPFhsritribbedbuglehoseweaver- w mswnwe war. svrssso an nsmt w,waa penwoar eao vrre o rwq rr a 2. Atoa.mats lead Is deraain W bvm ummoo kw oAmw by a Urea of ssloy of 1 3. NardePand Wny oanpfr4 v t ASTN C1169, Standard Spood=6ar far Grade I; Tjpe A Mor"sbesm Fbv^C4•ment Flat Sftwta Twbia lb. Aralysb of AWvnbb Lead Tor as Scnmat t0' = e6 Soew Savom 6 FoomN=mdmlmln. 12 10 Fram16 • 16 to Falo w T069 1.33 1.11 Af10+ 43e 354 U.6 balvidualbat3e. 9 47,2 43.1Ttieftsiarmbod for0 spew at W O.Q. was ®k watad as uts antop cr oo W reauas Lars and tr D.C. The alawrte lead kr 06 mm at the epseit of fir O.C.1nlo Ambt an be fotomw by trfespds*w dw m-dta daeme fssbnw at r od it o.G, aftbe both Zoom had ante !Yawn mods at taataw pug 0uduP ban & o pwwb.Ae aMwt e1 are table, gar arlowa le load far W ooews Msb&W ss SW O.C. lowood 1tv" b U.6 pst Jmtillcubin of Usbt Ow Rssurti on Ught Gould Swel Fnmtrq In 0to amjerl midlgmaoorm iY tlstwmra+Mn tiaoload 0 fmrft only. so wbedw tim bft b ttadled to wood or slut bmnkv Was r4t exact pomw tuuvb= ksd eapeft. to d» PM)W a*Wws mapandbiwry %a miabo ow Nming altnmm" end it mYt nonvoters 1p bave sumdem toad tapacwm . RONALD L OGAVWASSOCIATES. INC. 16M ALGONOUIN STREET SAA3 HUNTINGTON 3EaCK CA92W9 m 714.292-2602;(F) 714-947-4595 PROJECT: FUO-2578.15 DESIGN WIND LOAD PROCEDURES: Fdw-mmsrd sidtno vamvsna lead capadb hA d bad czpadW to detenubw d via compliance tn=V to owwvme Iced moral tram smidar . Via vo taeemrsa Ian" teas.; an aMca:w Onion baa Is view i"based an a lam of lately of 3 aww to tilt Wlanate anal bad. s Equation 1. gl"Mo02S8lvr1 %v W ASCE 7-10 rwdon 3051) g, . Vofodty plasn m at W4M z K , vetadty praaaure v4mwv cooMdanI evakaw am 1 'qm-- K, , lopcgraphic la= K.. vArd dlrecoormilry factor V . baskwind Spam (3 second gust MPH) as dmemtinad fmm MU IBC FK,naas1602& B. or C; ASCE 7.10 Firm 26.5-/A B, or C equation 2. VIV. plat: 2012 iBC Secscn ism i definb'onv) V,,;. W& Mts design Wid spores Mascond gust UPH) detafnvned b001.X1219C Fgvfea I5M& 9, or C: ASCS 7.10 Fgvsa 26--LM B, are. Equation 3. P`4,'(GC.•GC.) (let. ASCS 7-,.0 mmmx&ll GC, pvdud of aaagal premure am -Went and gu o-offed bdor GC . Wawa of burnal prsasrse.cwWdant and gust.dttaa factor D . deign, D" Cur, (PSF) fbr siclhnp (aaokabb deign load for aidfVJ Tb d#Mnn ne deign aesnlra subsuLm q, i7o Equadom J Equation /, ry'0. 00253'7r.'i(.'K.I•a'(t.'GrGC, AAow&Wv S4ess as4m ASCE 7.10 Seaton 2.4.1, load camb&w$w 7 Equation a, 0. 80 • a6w fiat ASCS 7.10 seGbn 24.1, batf combbrason 7) D ; dam food W . wba bad 7b dw%rn" tfv AOOWasb Sbeas I.*. Pmstum, aWy the toed /ew for w (Wuxg tram Ea+anan+ a to P 09-10 psesafn) eaoIMW tram Ma*n i equation a, p,, • 0.81p] E4wuon 7. p • 0.9'(a007S6'K'1C.'K'V,."(GC. GC.11 Faua,od 7 is Wed ao PDXW* TWe 14, ad S TO de"*w ma obasaaW udmeb bale Wand speed ter Hard@ Sidnp In Tbbta 4 sche E4=ba n 7 Aar V. Equation Ve>•(D. J0.8'0 ApP*"* to meDwds s, aC Wd In EcxpLom 1 fh.ough 3 of V 12IBe SecUon 1609.1.1. to de aanib a the orowabfe momand design Wind speed Nasdt fcr.,Wc: + Wtiv In Tabk 4 aaoy the auner-b"Aimuro DabK equation a, V— • V. • OD.810 (MC 201218C Secdon 1609.3.71 V—, Hor.wU Onion wbM speed (3.sacond gust man) 09L 201218C Sec6an 7602.1) 3 . . RONALD L OGANWASSOCIATES. INC. 1605 ALGONOUIN STREET 9"3 FtLwnmGTON BEACH. CA 92649 T) 714292-2602;(P}7/n Bai/595 PROJECT X0-2578.15 Tablet, CooftlWnts and Consum used in DstanNaing V and I, ... , - - _ • . - - 0=YrTv r7 0 s ar• sUra mEMM ems®a» LLIM HMMM oMma mmm y - Tahte'3; AIIorEb $bans Gam-•Cotnpe rnt and mtldlvtg (ClC) Pna uvsa to a Ra6led ii V.A" W1ttd spasds - IA(b7d Eaptiitoe Cadgtirjr 9. - - - ed'}aso/d 1 f00 10 •' 110 If 170• 1 1 t 1 t 1 21 rro 9 e 9 ' 9 B a1S- 1a 1.9 47.5 l%1 208 24.4- 2E3 U,5 0 41, J6.a- W.1 11 - 14.4 I 1 1 .1 I._ - 3• 3. J1.7 a6.8•• W3 30 • w la-. 1 . 19.1'-.--2D a- 4 . 41. J6.6 tt 6 la. me t .S 1 .1 20.tl ZAa 2b.3 32 J .0 1. 6' 52.1 578 C7.1 35 199 21. J5a 29 3].9 6 43.5 J3a I' . Eoa 0 1 . t r .190 22. 25.S J0. 3 J0.1 JS3 a 566• b91 15 I 1 _ 1 .0 t.a • 4m.3 2 .e Jt. Jf. 46.a aa.a' 1.4 15.. 1 A 1- JJ226 6 J98.3- 37 77 22 2a. 9•5d6o- 330. J4S.8a• 3a6T• EB_.Ss• Ss ou. ae, v10031.0 9 di. a. 9 Table . Viewable Sbresi Design • Csletpanerd aria cia".9 (4c)'Pltraum (PSF) to be Rasbted It VAAOM. Wlyd SF+ette'• Wind Eaposum Catsgorr C; '• - ` - .. • _ _ wa me r3_ 6econe 9=1 105 110.1 120 130 m 170 190 1 Height (n) G 19.3 12 3.2 29. 34.4 J . A4.9 50. 3 n1 3 20 1a.6 275 2Z.S 2a.6 25. JI. 36 Jt• J7. SS 7 60.2 D 74.3 el.9 25 19.e 214 23A 25.8. 27.9 32 6 3a 0 J3 6 J: e. SEO • 62 a 0 30 202 22.3 24.5, 26. 29.1 37,2 398 75. Ste SS.a 6c.S mo P0.9 2S2 35 2 _ JS2 o 2 2 3323 A1.9 21. 23. 28.0 . ib. 9 ab Z0'. ia.3 a4.0 . 82.0 • 49.5 a• a ba.b- 2 0 2e7• 25. 6 9./ 31.tl J7-1 • JS/ .. Js 2 1 3• 0i•z 9 06. 9 - 3Z. 2 A 2 . 2 2• 3a a4.1 506 M. 0S.o 2.0 9 9a 3s az.9 . z ti ai 3a.. 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N60110t• 0•. ,. •• A A STAR .; BONA f H O w REPORT NUMBER: 102024363COO-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 7C1 RENDERED TO. JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 PRODUCT EVALUATED: HardiePanel® EVALUATION PROPERTY: Transverse Load Testing Report of HardiePaneW tested In- accordance with ASTM E330 2002120A Standard Test Method for Structural Performance of Extedor"Windows, Doors, Sky/ights and Curtain Walls by Unita nr Static Air Pressure Difference 21 S7A '} FZORIDP. . ZONAL i 11V\1h This report is far the exclusive use of Intertek's Ment and is provided pursuant to the agreement between Interek and its Client Intertek•s responsibility and liability are limited to the terms and wndld ns of the agreement. ?nrerek assumes no flabilky to ony party, other than to the Gient in accordance with the agreement; for any loss, expense or damage occasioned by the use of 67is report Only the Client Is authorized to copy or distribute. this report and then only in its entirety. Any use of the intertak name or one of its marks for the sale or advertisement of the tested material, product or service must first .be approved .in writing by InterXek the observations and test results in this report are relevant only to the sample tested. This resort by itself does not Imply that the material, produC or service is or has ever been under an Intertek cerd 5cation program. l James Hardie Building Products, I= April 30, 2015 Report No. 102024363COO-001A Page 2 of 7 1 Table of Contents 1 Table Of Contents ...................................... ».......... ............... ........................................ 2 2 Antroduction ................................................ ....................................................... _............... 3 3 Test Samples ............ ....... :............... .................. .......................................... ..................... 3 3.1. Sample Selection ........................ »...................................................................... .... ». 3 3.2. Sample And. Assembly Description ........................................................................ 3 4 Testing And Evaluation Methods ................ _.»».....».._»._.,...».e_......»_........._...... 3 4.1. Conditioning.......... ................ .............................................................................. ...... - 3 4.2. Transverse Load .............................................. ............... ...................... ............. _...... 3 5 Testing And Evaluation Results .............. »......................................................................... 5 5:1. Results And Observations.................................................... 5 6 Conclusion .. .......................... ............ .................................. :......................... .............. ..... 6 Appendix A Transverse Load Test Data.....................................................................17 Pages RevisionSummary ............................................................................................................1 Page l Intertek Florida Product Approval s HardiePanel° Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with "the. Miami -Dade County Florida NOA 15- 0122.04..Consult the HardiePanel product installation instructions -on the follow pages for all other installation requirements. For use outside of HVHZ; o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Report RIO-2556-15. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. HardiePanel® >o. Vertical Siding / JamesHardie EFFECTIVE SEPTEMBER 2013 9M INSTALLATION REOUIRFJAENTS RESIDENTIAL SINGLE FAMILY ONLY . PRIMED & COLORPLW= PRODUCTS Visit tvxw-la'neshardie,m fox the most recent version.. SMOOTH - CEDARMILL® - SELECT SIERRA 8 • STUCCO IMPORTANT FAILURE TO INSTA I 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 HZ1 OTM PRODUCTS OUTSIDE AN HZ10e LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: Store flat and keep dry and covered prior to Installation. Installing siding wet or saturated may result in shrinkage at 'butt joints. Carry planks on edge. Protect edges and comers from breakage. James Hardie is not responsible fordamage caused by improper storage and handling of the product. CUTTING INSTRUCTIONS U' rDOosi RS 1. PBort cutting 5126c1 so mat wind will blow dust away krn user 1.CutRS onlyusingscoreandsnap, or shears (rut EW, electric or pneumatic). arid Dtheus in vrttrkhtg area 2. Position uxrtting station In.welhventllated area 2. Use one otthe lob ing methods: a Best I. Score and snap 1. Shears (manual, decOtic or pnetntalc) - NEVER use a power saw indoors b. Beiler I. Dust reducing circular w." etnnpped wftha . NM use a circular saw blade that does rot Cary the its rude saw lade t adennark HadealW saw blade and HEPA vacuum sdractbn NEVER drr sweep — Use twet suppressiin or HEPAVacuum c. Good: I. Dust reduang circular sarr with a HudeBlade saw blade only use for low to (moderate cutl V rrnporfartt Nola For madnuun pro'vaution (bwest respirable d stproducbrt), Jamas Hardie recommands aAvays using Best'-Ie'ral antra meCwds wh ilreteaslbla N1oSH-approved reSpin1bs can be used 'n co wc§Dn wfth above cutting pream to further reduce dust elpostma Addi uO.e irdonrt iDn is avalable at -nmi. v neshardie.cmn to help you determine late most appiopliate atlug method for )wr job remriremerals..B concam sffaft about evae levels oryw do not comply with the above Vxftm you ftild allays cortAilt a qualified indlstrtal ttygwrtist or antact James Hardie for further inftxmaoon srun,a GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commercla)J Multi -Family installation requinernents go towww JamesHardfeCorjimenaal.com HarJlePaneP vertical siding can be installed over bracedwood or steel studs spaced a maximum of 24" o.c. See general fastzning requirements. Irregularities in framing and sheathing can minor through'the finished application. James Hardie recommends installing HardiePanel on a capillary break (raincreerVfuning) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. iamehardie.com A water - resistive barrier is required in accordance with local building -code requirements. The water -resistive barrier must be approphat* Installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will. assume no responsibility for water infiltration. James Hardie does manufacture HardieWrapm Weather Barrier, a non -woven non -perforated housewrapl , which complies with building code requirements. When installing James Hardie products all clearance details in. figs. 5,6,7,8,9,10&11 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. - DO NOT use HardiePanel vertical sidingy in Fascia or Trim applications. Some application are not -suitable for ColorPlus. Refer to CoforPlus section pa a 3. DO NOT use stain, oillalkyd base paint, or powder coating on James HardL-® Products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant In length, the designer and/or architect should take into consideration the coefficient of thermal exppansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin 8 "Expansion Characteristics' at www.JamesHardie.com. INSTALLATION: JointTreatment Fastener Requirements • Vertical Joints - Install panels in moderate contact (rig. 1), alternatively Position fasteners3/8° from panel edges and no closer than 2' away from comers. Do not nail Into comers. joints may also be covered with battens, PVC or metal jointers or HardiePanel Vertical Siding Installation • caulked (Not applicable to ColorPluse Finish) (fig. 2). Framing must be provided at horizontal and vertical edges for nailing. Horizontal Joints - Provide Z flashing at all horizontal joints (fig. 3). HardiePanel vertical siding must be Joined on stud.. Figure 2 Figure 3 water -resistive barrier wafer-niatstive banter Double stud may be required to maintain minimum edge ,r 2 a stud nailing distances. two t> alert i Figure water- resistAe 1 I --_ .,; stud i: .^ r I upperpane Dora V4 gap Caulk upperpanei Dd nd fro• gap Caulk harrier Batten Joint ° H" Joint Z-flastwp t Z•Oashing l sheathing. 00. HardlePanel „ vertical siding water -resistive barrier deorrathle t: band board keep nails 4 stud dower 3/6• min: panel fad from panel0LLedges !?; p1dbe O o I leave appropriate gap between Recommendation! 'Shen Figure 4 r— •. . . 3/ e' '' p panels. then pUlk- Inswling slam 8, provide O ICaulk Joint a doubae stud at panel moderate contactNotaopnrabletoColorPlueFinish) Wants to avoid WhV keep fasteners 2' Apply walk in axtxdance with caulk tiuough des away from comers manufacrure 'S wrtben•applicadlin tnstnuDEorts r For additional information on HardieW=Tm Weather Barrier; consult James Hardie at 1-866.4Hardie or wawv.hardewralixom WARNING: AVOID BREATHING SILICA DUST K produet9 cattJnaoensofrespiteas?=1W4%=-0;='=o IruID„rbtlnq: (11 N ovth ampt3} wigrirte arpoperesplureW4% cman-upse F0 mawelrvrw. kmastallrgt-800-gaA,4DIE r •800.9431. FAJLIIFE TO ADHE?E•TO OUR wrv NINGS. MSDS, AND CrSTAIIATWq INSnRUC'itONS MAY (FAD TO RIOUS PE.350w11 WAIm' OR DEATH. oo7mm HS1236 - P1 /3 1113 AZ >o, CLEARANCES Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1 " 2" clearance At the juncture of the roof and vertical Maintain a 1 /4" compliance with local building code 2" clearance behveen between James Hardie products surfaces, flashing and coirnterflashing clearance between requirements for clearance between James Hardie* and decking material. shall be installed per the roofing manufacturer's instructions. Provide a the bottom of James Hardie products and the bottom edge of -the siding and products and paths, Figure 7 minimum 1"- 2" clearance behveen horizontal flashing. the adjacent finished grade. steps and driveways. Figure 5 _ tw Figure 6 connaterowdawn Maintain a minimum 1" gap between gutter end caps and siding &trim Figure 9 Seine gutter and end cap- l-t;'. tI 1 r12 m'in s n. siring Water resistiveIbamer dad* material T r-z• M 1 joist IM aching ledger Do not bridge floors with HardlePanele siding. Horizontal joints should-alw ys be created between floors (lig.10). Water. RasisWs E_. Figure 10 I' I'_4'.L'1 I \ Trim I Sheathing fascia ' 1 liardiePanel• BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 3V or larger such as dryer vents should have a block of trim around point of penetration. the roofing and the bottom edge of the Do not caulk gap. siding and trim. Refer to fig. 3 on Figure 8 page 1. II VV l I 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 Fn"0 roof intersects a sidewall.. The roof must be flashed adth.step Merin° flashing. Where the roof terminates,'install a kickout to deflect water avray from the siding. It' is best to Install a self -adhering membrane on the wall before the subfascia and trim boards are haled in place, and then tome back to install the kickout. Figure 11, Kickout Flashing To prevent water from dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code R905.2.8.3 :'...flashing shall be a min. of 4" high and r wide." James Hardie recommends the kickout be angled between 1000 - 1 100 to maximize water deflection GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvahized, or stainless steel'. Electro-g#jariized are acceptable but -may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized'nals. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products hear the ocean, jarge bodies of grater, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdictlon. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to •siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace naiD. NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spating.to the structural member. The tables allowing ditect to OSB orplywood should only be used when traditional framing Is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush Countersunk, fill 8 add nail J,,,yyy Figure A Figure B do not under drive nails DONOT STAPLEFigure 11 PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneurriatit tool. Pneumatic fastening is highly recommended. Set* air pressure so that the fastener is driven. snug. with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth. proves difficult, choose a setting that under drives the nail. (Drive under driven nails. snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P2/3 8/13 CAULKING For best results use an 9astomeric Joint Sealant complying wiIh ASTM C920 Grade NS, Class 25 or higher or a latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufachuer's wrr en instructions. Note: OSI Quad as well as some other awlldng manufacturers do not allow tooling. DO NOT taulk 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, oiValkyd base paint, or powder coating on James Hardie®*Products. James Hardie products James Hardie touch-up kits -are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up Colorkus products. recommended. Do not paint when weL For application rates refer to paint manufacturers specifications. Back -rolling is recommended if the siding is sprayed. COLORPLUS® TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie@ ColorPlus®.products. During installation use a wet soft cloth or soft brush to. gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel' siding with ColorPlus Technology. Laminate sheet must be removed immediately after,installation of each course. Terminate non -factory cut edges into trim where possible, and caulk, Color matched caulks are available from your ColorPlusm product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch -up, -will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For ColorPlus panel applications that require fasteners,in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE• SIDING AND TRIM PRODUCTS WITH COLORPLUS• TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry,.and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oiValkyd base paint, or powder coating on James Hardieo Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods,.and application temperature RECOCNmON: In accordance with IDES Evaluation Report ESR-1W HerdieParee vertical sidirq Is iet ptad as a Wtalble allemare'to'tltat specified In: the 2005.M. 3 2012laterrallunal Resident. Code for Dne-and T%,*fan* [*a& s and be 2006, 2009. 3 2012 International WWII Code. HadePanel vertical siding Is also recogtizzed for ipplkatari in the follwing: Cry of Loa Angeles Research Repay, Na 24WZ Stag 01 Fbida Ung RM, Dade Courdf, Florida NOA No. 02-07294Z U.S. Dept. of HUD Materials Release 1263c, Taws Oeparbnent of Insurance Product D&etio n EC-23, Cllxof New Yak MEA 223.93-M. ano California BSA PA-019. Tbese documents slcnrld also be cowshed for addfd information co ceming the suilalAty ofthis product for somIDc apOlcations. 2013 James Hardie Building Products: A9 rights reserved. mAdditionalInstallationInformation, 1M, SM, and ®denote tademada or registered trademaiks of James Hardierechnotogy Limited © Is a registered Warranties, and Warnings are available at JamesHardle trademark of James.Hardfe Technology.Urnited. www.jameshardie.com HS1236 - P3/3 6M 3 MIAMI• TOM I DADE iv1TAMI-DADE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADNIENISTRATION DIVISION . T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economv 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 detennined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardicPlank, CemPlank Prevail Lap Siding; HardieSoffit, CernSoffit 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 mantifacturer's name or logo, Plant City, Florida, and.the following statements: "ASTM C It 86 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on soffit' panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. MIAMI•DADE COUNTY NOA No. 15-0122.04 Expiration Date: May 1, 2D17 Approval Date: April 9, 2015 03 f30I;V S Page I -- James Hardie Buildinz Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted underNOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction', sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311. 07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -tip drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intel tek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 &'203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS ' 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 50' edition (2014) FHC issued by Ronald I.Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. Carlos M.._ Utrcra, P.E. Product Control Exaininer NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E-1 WALL WALL LENGTH SEE Stud Spacing at 16" O.C. DETAIL A Nails at 1W O.C. (typ.) 36' Minimum Edge Distance QE 6MA Sheathing fastener, as described in i-- l- - Note 1 Panel fastener, as described in Note 2 we coo i HardiePanel, Cempanel, 7r6ffi"thick/ Prevail Panel Siding r Caarr+ dter-resistive barrier per ida BuildingCode Section 42 APA rated g fastened in accordance with Florida Bulding Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. 5/ 8- Nclk 15 ply APA rated plywood sheathing in aowdanoe with Florida l\ SwIdng Code Section 23223 Water - resistive barrier per Florida Building Code Secion 1404.2 2' X 4" S-P-F Wood Studs PRODUCT DESCRIPTIOM HardiePanel®, CeropaneW. & Prevail® Panel Siding materials are nonasbestos fiber-oament products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PEiNEL DIMENSIONS Width Length Thickness 4' 8,9,1 V 5/16" DESIGN PRRSSURE RATING Installation Design Pressure Wood Studs -76 psf HardiePanel, Impact Resistant - mCTION 8-6 Cempanel, Planks installed over 5/8" thick / 5 ply Prevail Panel APA rated plywood sheathing Siding IARDIEI?_— NNQ,gEMPANEL,PRE-V_Q IL.eANEL SIDIN ,1NST/L11 ZION DETAILS AllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturers installation recommendations, and the applicable sections of the Florida Building Code. Wood studswhereHardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designed byanEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthis N.OA Note 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 supported The sidingpanelsshallbeInstalledover51Wthick15plybya minimum of 2,X r S-P-F wood studs spaced a maximum of 16" O.C. Note 21ThesidingpanelfastenershallbeaTlong, 0.223" head diameter, 0.092" shank diameter, corrosionresistantsidingnail; the fasteners shall be spaced at 6" O.C. at panel edges and intermediatestuds; the fasteners shall be driven through the 518" thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shallhaveaminimumedgedistanceof30' and a minimum clearance of 2" from oomers. HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337. SIZE Fscao nio OwG No A PNL- PLK-SOFF Creator. E Gonzales scuE 1/2" =1•-W I Date: 4/242013 IsHEET 1 OF 12 Fastener Spacing per Florida Building Code.Section 2322.3 I. pRlk'7 Cif !REVERED - ` e >ri 6,v tpc•fil iea No DOM.• = Produ a Coord PRODUCr BEvLSE7D e.00noloyiMe,.ilb the Florida BYr,t n,Y PtodcctCe ad I I\ lC_ JI Fastener Spaper Florida Building Code Section 2322.3 I I. Cladding Framing Sheathing I 600000 ii i G 1 , h N . Igo 1 STA 0 cc FSS NA\ oil rr FRA_. NIING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE WITH-3-1/2' 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE L EATWING NOMINAL5/ 8" THICK/ 5 PLY APA RATED PLYWOOD r HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 gAD4@LG James Hardie Building Products, Inc. THE PANEL IS FASTENED NTH 2• LONG, 0.223" HEAD 10901 Elm Avenue DIAMETER, 0. 092" SHANK DIAMETER CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT a Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone: 909-356-6300 Sin FSOM NO 0M 1 R Fax 909- 427-0634 A PNL-PLKSOFF 1 Creator E. Gonzales SLAW V = V-0" Date: 4/2412013 SHEET 2 OF 12 Nib ALL LENGTH Stud Spacing at 16" O.C. o 1 1 1 B D-ET,AIL A 11=4 mica with did FkTidt 3/8" Minimum 0GAl ` 71C STATE 40RI s ONA Distance Nails at 6" O.C. (typ.) Sheathing fastener, as described in Note 1. Panel fastener, as described in Note 2 HardiePanelO Siding Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. 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. SEEPPI OQLL C9 S! RM_PT IQbiHardiePanelO. Cempanel®, & Prevail® DETAILA Panel Siding materials are nonasbestos T— 5/8" thick 15 ply APA rated fiber -cement products tested in plywood sheathing fastened accordance with ASTM C1186 Grade II, to metal studs as described Type A and meeting the requirements o in Note 1 the Florida Building Code. 1 I . \ l G ttLrrtlt S.FC-T1.0—N $ Water-msistive barrier per Florida Building Code Section 1404.2 20ga, 3-5/8" X 1S/8" Metal Cstud HanliePanel, Cempanel, Prevail Panel Siding PANEL D(•MENSIONS Width Length Thickness 4' 8,9,10' 5/16' DESIGN PjRESSUL t2ATItVG Installation Design Pressure Metal Studs -104 psf Impact Resistant — Panel installed over 5/8" thick / 5 ply APA rated plywood sheathing HAFZOlEP41EMPANEIPEZEVAIL PANE II_ - r- ION DE7AllrS 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 11 5/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"00 at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4" long bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C tuds spaced a maximum of 16" O.C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8' long` ribbed bugle head screw ('or screw shall have at least 3 full threads penetrating.metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick / 5 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DWG NO A I I PNL-PLK-SOFF Creator E. Gonzales IscAkF' 112"=1'-0" I Date:4242013 (SHEET 3OF12 1 6.00in. f•- I I II I I II T 6.0I0in. PROMCr REVISM as dying waly the FRxsde A v 7 By Ntm,. rroaoa ceeeiot F-R— N_G, FASTIENED NAL WITH 518' WAFER HEAD SCREWS (2D 1 PEROP 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 S, ThING . it NOMINAL 5/8 THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO. 8-18, 0.315" HEAD DIAMETER X 1-1/V LONG BUGLE HEAD SCREW CLADDING THEPANELIS FASTENED WITH NO.B-18, 0.315' HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS 7CIaddlitng Framing I II ICI Sheathing II 0GA II• I s 1. 1 ,. S.. ` o. 121 I i ' = . o•= STATE OF :• ; I I I sl0 N A\ - FOR LOAD METAL T PARTF THS APPROVAL (MUST PROVIDE ALTERNATE PROVISIOD WOODSTUDS. PROVISIONS FOR DIAPHRAGM ACTION NS FOR THESE LOADS)RE NO HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 OWO NO 3- hone:909-356.6300 ME FSCIA NO . RE PNL- PLK-SOFF Fax 909427-0834 A t Creator. E. Gonzales SCALE V = T-o" Date: 4/242013 SHEET 4 OF 12 T WALL at N. as I I I l l i rQiar%i 13 3/4" Minimum Edge Distance LENGTH QETAU Sheathing fastener, as described in Note I d nblriQ -4& * rkva& Ns M FS . rrr SIONP, at 16" O.C. (typ•) Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding 1 Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick /5 ply APA rated l' plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A thick /5 ply APA d plywood aching in ordance with ida Budding Code PRooucT DESCRIPTI-OtJ HardiePlank®, CemplankO. & Prevail® Plank Lap Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade If, Type A and meeting the requirements of the Florida Building Code. section 2322.3 PANED MN-LONS Water -resistive Width Length Thickness barrier per Florida gg-1n• 12' 5116' Building Code Section 14042 DESIGNPRESSURE RATING 2-X 4" S-P-F Installation Design Pressure Wood Studs Wood Studs -92 psf Lap Siding impactResistant Planks installed over 5/8" thick / 5 ply 1-1/4' fall X 5/16- APA rated plywood sheathing thick starter strip H.A$Dlj~P_LANIC CEMPLA.NKLPREyA_.l4W S_I.D_INGJNSr lLL1 710N D_T_A1LSAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturers installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OANote1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4- wide laps at the top of the plank such that the exposure area of each plank is:5 8-1 /4" vertically. Note 2] The siding fastener shall be a 2-1/Z long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4' from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. The planks shall be installed over 518" thick / 5 ply APA rated plywood sheathing supported by a minimum of Z%4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". a HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION, James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300, SIZE FSGM NO OM NO Fax 909 27-0634 A PNL-PLK OFF Creator. E. Gonzales SQUA 1/2" m 1'-0" Date: 4/24/2013 sNEEr 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 1- I I I Fastener Spacing per Florida Building Code Section 2322.3 I 0.75in CKWJIR:I Kuril Aj 1 dD4 r)r ld fdi Ao-.cprenoc No By fimo. xk I'udoet Coead s8.251n. TRAINING NOMINAL 2" X W S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2' 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING'FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 r,LA4DIJ--G- PLANKS OVERLAP 1AX THE EXPOSURE IS s8-14' THE PLANKS ARE FACE NAILED WITH 2-1/2° LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION• RESISTANT SIDING NAILS, -PLACED 3/4' UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 6 in. Cladding Framing Sheathing PROMCr REVISED eon pi FINide • I SF ~ No. 121 STATE OF Fs' ••......•••' NAL tiNr#` FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION ND LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) ALL LEN SEE PRODUCT 0 SC N, qT -E - -MPTlP— Stud Spacing at 16'O.C. WDETAILA HardiePlank®, CemplankG, and 5f8- thick / 5 ply APA Prevail® Plank Lap Siding materials L -- - ---- ---------- rated plywood are nonasbestos fiber -cement products tested in accordance with 4 - sheathing fastened ASTM C1 186 Grade 11, Type A and to metal studs as meeting the requirements of the describedinNote1PRf" la REMIWD Florida Building Code. go, = UPhV* wilb 1 FAmide qA i pFlorida P-LAWK _Ql LI 4 ELKS LtQN S iA-11; barrier per FI WALLAHEIGHT BuDding Code Width Length Thickness Section 14042 :5 9 12' 5/16'! I WY 1; Nfix—* bidc FV Cva&el '--,20ga, 3-SM- X 1-5/8- DESIGN PRE;S$ -.!JJ3_q RATING Ka Metal C-stud Installation Design Pressure KardiePlank, Metal Studs -92 psf IJ ............. ......... . ..... r) -IN-. N Lmplank, Prevail SS Lap Siding Impact Resistant - BF314" Minimum Edge Distance Nails at 16" O.C. (typ.) 1-1W tan X 5/16" Planks installed over 5/8" thick 5 ply AwlthickstarterstripAPAratedplywoodsheathingDLF_ TAILA HARDIEP All installation shall be done in conformance with this Notice of Acceptance, the manufacturers installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code. described in Note 1 - Metal studs where HardiePlank, Cemplank Prevail Lap Siding will be installed shall be designed by an PRabucr&.- 4sm Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. 10090y" Wilb dw ftrift [Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel 7, edgesand all intermediate supports using No,8-18, 0.315" head crrameterx 1-1W long bugle head screw Sidingfastener, as Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at describedinNote2the top of the plank such that the exposure area of each plank is 8-1/4!'vertically. by I (Note 21 The siding fastener shall be a minimum No. 8-18. 0.315" head diameter X 2-1/4' long* bugle head Mai CAIMW screw over metal studs (*or screw shall have at least 3 full threads penetrating metal framing); The siding Is HardiePlank, fastened --q 8-II4'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 3/4" Prevail Up Siding from the bottom edge of the overlapping plank. a Vertical joints shall be placed over studs. barrier per Florida a The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum Water -resistive 20ga, Nominal 3-5/8!'X 1-5/8'Metal C-studs spaced a maximum of 16'0.C. Water- resistive shall have a minimum edge distance of 3t8l'. Building Code Section 1404.2 HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING 5/ 8" thick 5 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened to. James Hardie Building Products, Inc, metalstudsasdescribedin10901 Eft Avenue Note 1 Fontana, CA 92337 209a, 3-5/8" X 1-5/8" Metal C-stud Phone: 909-356-6300 SIZE i PSCM NO OMNO REV The wall and soffit frames are to be designed Fax 909-427-0634 A r T PNL-PLK-SOFF by the Architect or Engineer of Record in compliance with the Florida Building Code. Creator E. Gonzales SCALE 1/2" v- V-0" Date: 4t24I2013 TSHEET 7 OF 12 as C*Moyi * wide ft Florida AMPMMOW r--- — ------------------- ---- . Br iDmkt!no" s4ft 58.25in. ER J4M NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.316' HEAD DIAMETER X 1-1/4• LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-1/4" THE EXPOSURE IS 58-1/4" THE PLANKS ARE FASTENED WITH NO. S-18, 0.315" HEAD DIAMETER X 2-1W LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL. HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. OC--+i / Cladding I. I I Framing I • I SheathingI6.00in.00 I lf' OGAuvtsmIr " am i rir iflaidr F••- o. 121 P..&o C . I -e '•STATE OFwd i =Oc. . pR OP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) WALL 1 WALL LENGTH Stud Spacing at 16 O.C. B<- I j I B 3/8" Minimum SEE P$QDILPLDESCRIPTIOIJ DETAIL A HardieSoffit® & Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A l and meeting the requirements of the Florida i Building Code. i; SOFFCf DIMENSIONS 2' X 4" S-P-F Width Length Thickness i l I.j j I Wood Studs 4' 8' 1/4" I.j p$IGN PFZSSSURISJ_:tATJIYG HardieSofrrt, Installation Desibn Pressure li Cemsoffit Wood Studs -70 psf I OGA II E;TJQN B. Nails at 4" O.C. typ.)MeDUcr REY&s DPRODUCrREVISM Distance . «m yiag tttr FClmidta f3uHd g Codb erOd code AccCVeus No f 3 G D% fttf_ 0,_5_ o - on Pie 6_fm BrPmd,r+ Prf- 7 offdffastener, as escribed in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. No_ fQ 21 STATE OF HARDI,S-O-EF-I_T.C(VIS_O_EEIT-PANRL-( lSYA-iI ATION QrzTgi!LS All Installation shall be done in conformance with this Notice of Acceptance, the manufacturers installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 2"X4"'S-P-F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a Z long, 0.223 head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs, the fasteners shall be driven into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Creator. E. Gonzales HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE FSCM bm A SCALE 1/2'= 1'-0" PNL-PLK-SOFF Date:4/2412013 ISHEET 9 OF 12 REV 4.001n. . tdwcr cevls® maoa.crs v>ts,Ea art { nyi,'m8 v b Ibe F1aoa. coft_ as compty:ag.r:t6 me Floelds lam- " 7 ZtY Z Afi i PmA G lul Mien' Dade PmftKt C'.wd Cladding Framing' OGAvv No. 121 ? STATE OF ZF F 0R1 P':Z4-1 SS ONAI FRAWN-Q 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 DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAIL'S 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS MFHARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 . Phone: 909-356.6300 sizF FSCM No REVFax909-427-0634 A PNL-PLK-SOFF t Creator. E. Gonzales SCALE 1" =1' 0 Date: 4r2412013 SHEET 10 OF 12 A i WALL ALL LENGTI Stud Spacing at 16" O.C. o—__ 1 1 1 3/8" Minimum QU-AII~A Nails at 6" O.C. (typ. Distance fastener, as ribed in Note 1 HardieSoffit, Cemsoffit PRO_DU_C_T_DESCRIPT_(Qi SEE HardieSoffi* & CemsoffitO materials DETAIL A are nonasbestos'fiber-cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. 20ga, 3-5/8' X 1-518" SO_FFI? DjM9-N ISIQN_s. Metal crstud Width Length Thickness 4' 8' HardieSofrit, DESIGN PRESSURE RATLG Cernsoffit installation Design Pressure j. Metal Studs -f r/!//! I! / S_ E-CTIQIy PRODUCi1iEVLSED MODUCI' REVISM m como» wbb lee floral SF e lYerlo i. r3- 3r1 e7 No. 121 Agee !!/ 7 OF OR iARpIESOFFlT CEMSO F -PANEL INS ALLA_T_10tj DETAILS /Na EN/r/ l11t4'1 All installation shall be done in conformance with this Notice of Acceptan&!9Se'frf5nufacturer's installation recommendations. and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.31 S' head diameter X 1-1/4' long' ribbed bugle head screw (`or screw shall have at least 3 full threads penetrating metal framing), the fasteners shall be spaced at 6" O.C, at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. 20ga, 3.5/8" 1-S/8" Metal C-stud M9099,-35&-6300 j The wall and soffit frames are to be L___ designed by the Architect or Engineer pho of Record in compliance with the Fax 909-427-0634 Florida. Building Code. Creator. E_•Gon=ales. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE FSCM NO DWG NO REV A PNL-PLKSOFF 1 SCALE 1R° =1'-0' Date: 4/24/2013 SHEET t 1 OF 12 . Cladding Framing 6.00in. pReoiUCt REVISED ooaptpog•Nrl6eflnliis pRppl7Ci8I:`D . peluQrcoie s 3'6 IeoFiorib. ,/' 1,,,••AWA.. waxrum" WOiITnc'r,9 I frt' i PFo r.ard Bp ws PM&dcoMM, it O p • FLORNNP'• C cfi j3FFSSIONP4W MA NG. NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREFASTENEDWITH518' 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 HARDIESOFFIT, CEMSOFFIT PANEL CLADDING THE SOFFIT IS FASTENED WITH NO. B-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 1-1/4' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE o Fontana, CA 92337 • STUDS 0M G NO REV Phone: g09-356-6300 sra_ FSCM NO Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCAus V =1'-0" Date: a124=13 SHM 12 OF 12 Florida Building Code Online Page 1 of 2 s v wt--a- rA dbpr SOS Home log In User Registration Mot Topics Submit Surcharge Stats a Facts ; Publications FBC Staff BCIS Site Map Unks Searchen.-IjProduct Approval USER. Prod ct User t: Product AQoroval Menu > Product or Aoolkatlon Search > Application Ust > Application Detail e FL # FL12194-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email A Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Gareth Rahman grahman@aluminumcoilsinc.com Paul Frost 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com 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 15 Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Referenced Standard and Year (of Standard) Standard Year AAMA 1402 1986 Equivalence of Product Standards Certified By Sections from the Code http://vAvw.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 06/14/2017 06/14/2017 06/19/2017 08/08/2017 09/06/2017 FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R5 11 ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other. See Evaluation Report for limits of use. Evaluation Reports FL12194 R5 AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.Ddf Created by Independent Third Party: Yes Back next Contact us :: 2fi01 Blair Stone Read. Tallahassee Ft. 32399 Phone: SSO-497.1824 The State of Florida Is an WEED employer. CoeMoht 2007.2013 State of Florida.:: Privacy Statement ;; Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 850.487. 1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a Personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please pick b&Q. Product Approval Accepts: RtsON star E CredR Card Safe http://www.floridabuilding.orL7/,or/tar app_dd.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Gene Marcoux From: Lumar Stucco <lumar stucco@hotmail.com> Sent: Thursday, September 7, 2017 9:21 AM To: Gene Marcoux Subject:: Fwd: RE: Siding Materials needed for both building in Ambergate. Please confirm Good morning Gene: These are the materials I need for this building. Please call the supply to see if they can get these delivered today. I have enough guys to do both buildings. Building 3: 2 squares of shakes. 1) smooth panel 4 * 10 1 1/2 squares of scallops 5) 1" flashing 1) 1 1/4"flashing Thanks. Jennifer Campbell President. Lumar Stucco, Inc Office: 407-864-0090 Cell: 407-3 73-5893 Fax: 1-877-802-0699 1 TECHNICAL SERVICES, LLC 11 EVALUATION REPORT Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813)480-3421 FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. 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 Issued June 6, 2017 Ea!L Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. ALC15001.2 FL12194-R5 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. Z ; IT FULL VENT 78- SOLID PANEL 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit Panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. 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 ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. pR .. GEN;S.F.. No 74021 3 STATE OF '• 0 R1 P N rrrnnf,N CERTIFICATION OF INDEPENDENCE 2017.06.06 M 15:48:16 041001 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (8 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.2 FL12194-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12' T4 Soffit — 12-inch o.c. Fastener Fastener Location Location 1 l b. 12' T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16' Q4 Soffit —16-inch o.c. Fastener Fastener Location Location 11 1 ALC15001.2 FL12194-R5 Page 1 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" 04 Soffit — 8-inch o.c. Fastener Location i r- Fastener Fastener ALUMINUM COILS, INC Soffits Appendix A Approved System Numbers and Definitions 12F-# Approved Systems for 12-Inch Overhang with F-Channel 12J4 Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J4 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 Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment 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 Max. 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. 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 Max. 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 dia. trip nail spaced 48- 48 64.2spaced24-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 MDP No. Panel Width psf) Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment . , Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #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' ps f) 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 1617-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- t53.312-inch spaced max. 84nch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. Three (3) 18 ga. 1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.754nch x 0.072-inch diameter 16F-2 Max. 12-inch Wood inch leg staples in diamond pattem Wood 1-inch leg staple spaced max. 44nch o.c. and securing each finishing nail with min. 3/16- t53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0072 inch diax min 3/ 164nch head dia. trim nail t25. 6 inch o.c. O.C. spaced 36-inch o.c. Three ( 3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F4 Max. Wood crown staples in diamond pattern Wood One ( 1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16- inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001. 2 FL12194-R5 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Ap&ndix A Approved Systems for 16-Inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pst) Substrate F-Channel Substrate Panel Attachment' ' Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- 43.3 16-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga.1/4-inch crown x 1- 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- t43.3 spaced 16-inch o.c. lap inch head spaced 16-inch o.c. Approved Systems for 16-Inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate '1 J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/44nch x 1/4-inch One (1) min. 1 3/44nch long x 0.072-inch dia. x 23.5 16J 1 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 spaced 24-inch o.c. nail spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 4 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. SCREEKTECHNICALSERVICES, 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 Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga. 1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.75-inch inch O.C. 3/16-inch head spaced spaced 16-inch o.c. hachinchailsanknil x 0.0724nch diameter 12-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.754nch x Max. Inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80124F-2 12-inch Wood smooth shank rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6roofingnailspaced1) 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 0.0724nch diameter 12-inch o.c. nail 24-inch o.c. finishing nail wilh 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. 76.6spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-Inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width • pso, Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-Inch leg Nominal tx2 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 min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 diamond pattern( 1) inch z 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 Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 fps f) 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 6-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 0.0724nch 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 Stale of Florida product approval under Rule 61G20-3. The manufacturer shall nolify 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. sm CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved. Systems for 24-inch overhang with J-Channel Wall Connection. Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Attachment'. Batten Panel Attachment Substrate Panel Attachment Fascia Cap 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 tx2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed through the rafter 124nch o.c. securing each panel One (1) min. 1.75-inch anchored to ga.1/4-Inch crown into the end of the lap One (1) 18 ga %_ x 0.072-inch diameter 24J-1 Max. 12-inch rafter with one 1) min. 2.25- x 1-inch leg staples in diamond batten or two (2) Wood inch crown x 1-inch leg staple spaced finishing nail with min. t60 inch x 7d ring pattern spaced 16- min. 2.254nch 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 batlen/rafter inch head spaced intersection. Max. 44nch 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 through the rafter female lock or spaced 16-inch o.c. One (1) 18 ga .'/.- One (1) min. 1.75-inch Max. anchored to rafter with one ga.1/4-inch crown x 1-inch leg Into the end of the securing each panel inch crown x 1-inch leg staple spaced x 0.072-inch diameter 24J-2 16-inch 1) min. 2.25- staples in diamond batten or two (2) min. 2.25-inch x 7d lap Wood 8-inch o.c. and finishing nail with min. 3/16-inch head spaced t53.3 inch x 7d ring patlem spaced 16- ring shank nails toe- One (1) min. 1.75- securing each panel 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 balten/rafter nail with min. 3/16- intersection. Max. Inch head spaced rafter spacing is 44nch o.c. 24-inch o.c. ALC15001.2 FL12194-R5 Page 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. EM MCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. No. TI Min. 3761 hood dio. nail with min. IN, eugagemenc(foe wood substrate) or ioln. n.097• dla. T-anll. or atub nail with min. Sle, en9agemontitor concrete or block aubatrat6),. ellaced as noted above. ASCIA SLIP BOARD FASCIA TRIM 1217-1 12F-3 I I I II \—.F\— CHANNEL SOFFIT OVERHANG WIDTH VARIES) aocd, conctwte or Moak 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 ALC15001.2 FL12194-R5 Page 1 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLEj ";ram' SOFFIT OPEN RAFTER 3/4• x 1/4' DIAMOND PATTERN DETAILCROWNSTAPLES USING A DIAMOND srAacs / PATTERN FACIA BOARD / f FASCIA CAP 12F-2 3/4' X 1/4' CROWN FACIA BOARD 1-3/4- TRIM NAILSTAPLEVONCENTER PAINTED S.S. 1-3/4' TRIM NAILir_'r CHANNEL CAN Be. PAINTED S.S. 411' FASCIA CAPINSTALLEDWITHTHEOC. NAILING FLANGE UP OR 3/4- X 1/4- DOWN CROWN STAPLE SOFFIT- max. 12'-inch span WOOD SOFnT suesrw+rE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1101111111111 ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail =. OPEN RAFTER 31 s Kr.M% 1 SOFFIT STAPLE asT DIAMOND DETAILiEir PATTERN FACIA BOARD 1` crvEaj araR.ta 3/4' X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 X 18" CROWN 1-3 _V TRIM NAILSTAPLE '8' ON CENTERSTAPLE FACN BOARD CWWNEI 1—J/4' TRIM NAIL PAINTED S.S. screwed to soffit with cue(l) No x PAINTED S.S. 48" FASCIA CAP 1/2" 'x 3/a". head D.C. diameter acrew, 3/4- X 1/4- 16" o.c. CROWN STAPLE SOFFIT —max. 12-inch span, SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001.2 FL12194-R5 Page 3 of 12 This evaluation report is provided for Slate 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 allributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail ' 1 TRIM RAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT 1'4- CROWN STAPLE OPEN RAFTER FASCIA BOARD It GA S/E' 1•IItE 16F-1 SOFFIT & FASCIA 16F-5 DETAIL fASCIA CAP. REFER TO SOFFIT & FASCIA DETAIL F' CNANNEL SOFFITS MAX. W SPAN MASONRY SUBSTRATE ALC15001.2 FL12194-R5 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 614320-3. 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 System No. Installation Detail 3/0, head dia, nail with min. i!S° engagement(for wood. substrate) or min. 0.097• dla. T-nail or stub nail with min. 5/8" ongagomont(for concrete or block•.substrate) , spaced 'as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wood; Concrete or Block .vrall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S: 1 ,3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001.2 FL12194-R5 Page 5 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail KTW04 ` SOFFIT STAPLE OPEN RAFTER 3/4• x 1/4• DIAMOND PATTERN DETAILI.._ STAPLES ; ICROWN USING A DIAMOND srrwu:s PATTERN FACIA BOARD i FASCIA CAP 16F-4 3/4- X 1/4' CROWN FACIA BOARD 1-3/4' TRIM NAIL a' STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. I" CkANNEL CAN BE PAINTEO S.S. 48-FASCIA CAPINSTALLEDWITHTHE, O C. NAILING FLANGE UP OR 3/4' X 1/4" GOWN CROWN STAPLE SOFFIT— max. 16-inch span WOOD SUFnT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 i' TRIM NAIL FASCIA BOARD PAIITEU ).S. FASCIA CAP SOFFIT 1'4" CROWN STAPLE OPEN RAFTER FASCIA BOARD I-Q, CROWN STAPLES SOFFIT 8 FASCIA USING A DIAMOND 16F-2 $i PATTERN: REFER TO DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL S CAP: REFER TO TO SOFFITFIT L FASCIA F' CNANNEI OfA0. E SOFFIT: MAX. 16' SPAN W 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. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 16J-1 3/4- X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE OPEN RAFTER 1-3/4- TRIM NAIL PAINTED S.S. 48' O.C. SOFFIT —max. 16-inch span ALUMINUM COILS, INC Soffits Ap6endix B T! ; SOFFIT STAPLE I LDIAMOND PATTERN FACIA BOARD _-yr ocrvanlI DETAIL SUMS / ASCIA CAP 3/4' X 1/4' CROWN STAPLE '8' ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4' X 1/4' CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001.2 F1.12194-115 Page 8 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any producl changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, inslallabon, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail : I f' TRW NAIL fASCIA BOARD PAINTED S.S. ref- (ROWM FASCIA [AP STAPLES SOFFIT USING A DIAMOND PATTERN; REFER TO 1'4' CROWN STAPLE SOFFIT STAPLE OIAMOND PATTERN DETAIL 1 f' TRIM NAIL FASCIA BOARDPAINTEDS.S. SOFFIT L FASCIA DETAIL 24F-1 8 24F4 1'ef' CROWN STAPLE _^ FASCIA (AP: REFER TO SOFFIT L FASCIA / \ DETAIL NSYP Satleo Anchored to SOFFIT; MAX. 24' F- CHANNEL Region lterawith one Id Ring Shank HAD at W000 SUBSTRATE every Rafter ` - - SOFFIT STAPLE DIAMOND PATTERN ALC15001. 2 FL12194-R5 Page 9 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. e , CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 TRW NAIL FAS(U BOARD PAINTED S.S. I -I' SMOOTH SHARK FASCIA CAP ROOF NAILS SOFFli I'rl' CROWN STAPLE 1 TRIM NAQ FASCIA BOARD PAINTEO S.S. SOFFIT & FASCIA 24F-2 & OETAIL 24F-5' I'4' (ROWN STAPLE FASCIA CAP; REFER TO SOFFIT & FASCIA OETAtL Noemwt Par SYP flatten Anchored to SOFFIT; MAX. 24' F-CHARNEL Rafters with one Td Rag Shank 114 at every Railer W000 SUBSTRATE ALC15001.2 FL12194-115 Page 10 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I +' TRIM NAIL FASCIA BOARD PAINTEDSS. 146A i' T•NAILS FASCIA CAP SOFFITI rvt- CROWN STAPLE I +' IRIM UAL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL724F-3 & 24F-6 1'el' CROWN STAPLE fAS(IA CAP, REFER TO SOFFIT L FASCIA OETAtt Nomkwl I'3Z%SYP Batten Anchored to SOFFIT; MAX. 24' FAHANNEL Rafters vilh one Td Ring Shank Nail at every Rafter MASONRY ALC15OO1.2 FL12194-R5 Page 11 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G2O-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MM ECREEKTECHNICALSERVICES, LLC System No. , Installation Detail 24J-1 & 24J-2 1's!- CROWN STAPLES USL40 A OIAM0110 PATTERN; REFER TO 5011I1 STAPLE OIAMONO PATTERN DETAIL 1-CHANNEL W000 SUBSTRATE 1 f" TRIM NAIL PANTED S.S. Nominal 1' s r sYP battene scabbed between callers and seared vAlh one (1) 7d dng shank nad Waight-naffed thlough the ratter Into the and of the batten or two 12) 7d dng apardl rwb too-nalled an acNar 'Ids of the ballem at the ballealcafler Intersection I-rj' CROWN STAPLE RAFTER FASCIA BOARD FASCIA CAP; REFER J TO SOFFIT A FASCIA DETAIL SOFFIT, MAX. 24' ALUMINUM COILS, INC Soffits Appendix B SOFFIT i FASCIA DETAIL. I 3/6'1 SOFFIT STAPLE DIAMOND PATTERN BOARD CAP ROWN STAPLE ALC15001.2 FL12194-R5 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 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, 111, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 604 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. Vu„ is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a' shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for Slate 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 MIR F69gGF6§Yf6-rAS6ffifkt1 i,,EiVO'EffeiB BUildingV r- Y IV-- W'-- NOR A ILgZone' n ei B;R9i6 ihd%'Oe idlfth A-rQMMPi'Wlr '-' ' - OEM'-! R- l 50If pq0 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2- 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 147 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 1 29.5 32.9 36.44 ALC 15001.2 FI-12194-115 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, LILC ALUMINUM COILS, INC Soffits Appendix C IE 911din§T iMR, ea Roof MAI W-MOM n KZ-3 1 rt4 -4MON --- N' -"'1667 wit i 6ph-.- h h q 7 - C, U M WIN -X* 0 V-'!, Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 1 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48,3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 1 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 403 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 1 19.7 22.9 26.3 29.9 33.7 37.8 1 42.1 46.7 60 17.4 1 20.5 23.7 27.2 31.0 35.0 39.2 1 43.7 48.4 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ynt - f-5F'^YI. Ji'• - 1 - - __ - 5T-.' - i s` 7 '-± WiQ vVjlliid°PressU es?f6 Soffits In=Ez osure;D i_._ v l i,1. Y.t-- t },.;**,. wz I tii f r tJf1- vt< y- XVRYy.a. 1. s Building• Type !.y I 'aG'He`•_, cx - ai,,, " ZOe l Z .- F `'iMean RoOfS r . Val-_= t; -A. i- cA, .4Y..,, a- a_ MAWN-1 1209 13U;:G K: t•Ra ` T t1.40 ,? Sr:ra,..w?,•; Basic:Wirid i . _ `: 1500 I S eed a ae r,^. cE" S"I n,lW." r- 1Crm _ li mt i : u` ''' ik 1170 180Eate' a a„7ss-.,•mac.,a,':,•a,-:, i• r t rt" 0190 , t. F• ia it`' 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4' 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 1 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27-.5 1 31.6 1 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 (his report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 318" J-Channel 3/4" 1/8" HEM 1 SIX T 3/4" 3/8" ISOMETRIC VIEW 3/0" PROFILE ISOMETRIC VIEW 3/0- PROKE ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-115 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall nolify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout (he duration for which (his report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 5 3/4" 7/6" 1/8" HEM 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 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 16" Q4 Soffit 118' 13LANK. 3../ 8 PROFi.E zurav aSrnr Ox'nP . aOrm o ooaa ooa a0000 00ao H 00000 aaaa ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 31/8" 7/8" 1 31/6" 7/8" 1 31/8" S/16" 1/2" 1/2" 1/2" 1/2" 1/2" 3/4" 1/8" 1/8" 3/8" 13.75" BLANK 3/8" PROFILE 00000 00 o000o s o0000 0000 END OF REPORT ALC15001.2 FL12194-R5 • Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online I Page 1 of 3 Or SCIS Home Log In User Registation Hot Topics Submit Sun arge Stilts h Facts Publkdtlons FBC Staff SCIS Site Map links Search+ N o': Product Approval N USER: Public User Product Aoorpvai Menu > Product or Apoli[atlon SU= > Application List > Application Detail ycr- 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 19 IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 31-14 708) 496-2800 Ext200 rmetz0010tam pa bay. rr.com Robert Metz rmetz001 @tampabay. rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rm etz 0010 to m p a ba y. rr. co m Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw®iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden G Validation Checklist - Hardcopy Received Standard ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2009 2009 2008 2007 http://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 Florida Building Code Online Page 2 of 3 w Product Approval Method Method 1 Option A Date Submitted 06/28/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/06/2015 Summary of Products FL * Model, Number or Name Description 7006.1 Cambridge, Cambridge HD and CRC Laminated architectural fiberglass asphalt shingle Biltmore AR manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.DdfDesignPressure: N/A Other: 3FL7006R9CCACFMLetter - ASTM E 108 letter --.La 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions- FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap fiberglass This is a 12" x 12" fiberglass asphalt shingle used to cover shingles the hip and/or ridge of an asphalt shingle roof system manufactured In Toronto, Ont. and Brampton, Ontario Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odfDesignPressure: N/A Other: 3FL7006R9CCACFMLetter - ASTM E 108 letter --.La 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II. Hip and Ridge C4D Shingle Installation I nstructlons. pdf FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for MC FL7006.odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15 DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .pdf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf FL7006 R9 II Roofing -Products- Leading -Edge-Plus- Application -EN (1). pdf Venfied By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 Marathon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO's M25AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http://www. floridabuilding. orglprlpr_app_dtl. aspx?param=wGEVXQwtDgse7mYBd2b3 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 FL700 i R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .Ddf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Bad Nest Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850.487.1824 The State of Florida Is an AA/EEO employer. Cooyriaht 2007-2013 State of Florida.: • Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a Publlc-records request, do not send electronic mad to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please Contact $50.487.1395. '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 !malls provided may be used for official communication with the licensee. Mowaver 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 h=. Product Approval Accepts: goM.-M-1E3® Crao1; Card Safe http://www. floridabuilding. orglprlpr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 CONSTRUCTION MATERIALS TECHNOLOGIES March 30, 2015 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2014 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN -Laminated Appins_8TTEFS-2012-04_reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidgel2 3HRTri-2013-08_reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN-3LEP-Tri-2012-06—reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufacturers application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed: C Signed: Brad Grzybo ski Duc T u en Managing D rector Florida R ere Professional Engineer P.E. Number. 65034 Date: April 30, 2015 Date: April 30, 2015 Attachments: A) IKO Shingle Application. Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO-133-02-01 PW Construction Matedals Technologies, LLC. 6412 Badger Drive Tampa, Fl. 33610 Tel: 813-621-SM Fat: 813-621.5840 e-mail: mateddstesfing@p wtcom WebSite: httpJMvw.pncmtcom IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally, spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES t-tl2- 1 SEALING S7A1P 6-1$Vr NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, I.I.C. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5M Fax 813-621.5840 e-mail: materialetesting&ncmtcom WebSile: http,1Avww.priantcom IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". 6 3r NAIL LINE NAILING - STEEP SLOPES APPLICATION Use six nails as shown. fares, frrefr r+• CEMENT PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Conshdon Materials Ted=Nies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.SM Fac 813-621-5840 e-mail: malenalstesdng@pricmLcom WebSite: httpJA~.pncmLcom 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. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. 1. t :1 WEA em PRO Conshdion Matenals Technologies, LLC. 6412 Badger Dnve Tampa FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: materialstesting@pncmt.com WebSile: htlpJ/www.pm;mLcom IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required. 2. Each 39 3/8" x 131/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower comer of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PRI Conshctbn Materials Technobgies, LLC. 6412 Badger Dnve Tampa, FL 33610 Tel: 813.621.SM Fats: 8IM21.5840 email: materialstesting@picmLoom WebSite: http1/www.p icmLcom Florida Building Code Online Page 1 of 2 N. o a O SCIS Home Log In i User Registrationi Hot Topic Submt itSurchargeSla8Fatts ; Publications FBC Starr SCIS SIM Map Units So" Product Approval dbpCbrUSER: PublicUseraaLr+ mProduct Approval Menu > Product or Aoolirallon Search > Application Ust > Application Detail FL # FL2346- R5 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/ Email Authorized Signature Technical Representative Address/Phone/ Email Quality Assurance Representative Address/Phone/ Email Category Subcategory Compliance Method Testing Lab Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence Warrior Roofing Manufacturing 3050 Warnor Road - Tuscaloosa, AL 35404 205) 553- 1734 Ext115 Steven@WarriorRoofing.net Steven Crew Steven@warriorRooring.net Steven Crew 3050 Warrior Road Tuscaloosa, AL 35404 205) 553- 1734 Ext1024 Steven@WarriorRooring.net Steven Crew 3050 Warrior Road Tuscaloosa, AL 35404 205) 553- 1734 Ext1024 Steven@WarriorRooring.net Roofing Underlayments Test Report PRI Construction Materials Technologies, LLC Keystone Certifications, Inc. 10/05/ 2019 Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received FL2346 R5 COI PRI CMT Cert of Indeoendence.odf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By 7I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. http://www. floridabuilding. org/prlpr_app_dtl. aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity OYes ONo ON/A Product Approval Method Method 1 Option B Date Submitted 02/13/2015 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 Approved for use outside HVHZ: Yes FL2346 RS II Installationlnstructions.odf Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15A Test Reoort.odf Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. 2346.2 15w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ: No FL2346 RS II Installationlnstructions.Ddf Approved for use outside HVHZ: Yes Verified By: PRl Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure. N/A Other: Primary roof covering should be installed Immediately after felt. Roofing felt is not intended to be an FL2346 R5 TR 15w Test Reoort.odf FL2346 R5 TR 30w Test Reoort.odf unprotected weathering surface. Back Netrt Contact Us :: 2601 Weir Stone Road, Tallahassee FL 32399 phone: 850.487-1824 The State of Florida Is an AAtEEO employer. Coovnaht 2007.2013 Stale of Florida.:: Privacy Statement :: Accessibility Statement :; Refljnd Statement Under Florida taw, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send elects nic mall to this entity. Instead, contact the office by phone or by traditional man. If you have any questions, please contact 850.487.1395. `Pursuant to Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S; F.S. must provide theiDepartrnent with an email address If they have one. The entails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish tp 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 undo Chapter 45S, F.S., please click hUL. Product Approval Accepts: t C(adt Card . Safe http://www.floridabuilding.orglprlpr_app_dtl. aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 WARRIORo ROOFING MANUFACTURING P.O. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (205) 5534734 *FAX (205) 5534755 193 LEROY ANDERSON ROAD • MONROE. GA 30855 • PHONE (770) 207.0695 • FAX (770) 207-OT75 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 • PHONE (717) 7OM23 • FAX (717) 709-0027 Roofing Felt Installation Recommendations Be aware that roofing felt should not be walked upon prior to fastening into position. Proper safety equipment is recommended for all installations. Also, the roof decking should be clear of debris and moisture prior to installation of the roofing felt. Roofing felt should be installed from the bottom of the roof in horizontal layers to increase the water shedding ability of the felt. The initial layer of felt should be installed to cover the bottom edge of the decking, from edge to edge. Overhang is not required. Anchor the top corner of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next -course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). - In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with.a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the bottom and overlap each subsequent length a'minimum of two inches as you move up the valley ttp-,nsur'ftrp_.RS i ater. shedding`= ` 4.M MR 4 . 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. s Revision-9 City of Sanford Response to Comments I-, Building & Fire Prevention Division rA y' Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # O y Submittal Date off' I 11 Project Address: -tn B(p A in\i+ i2rdJ r v2 Contact: Ph: `Ao-1 k 5azt • Fax: Email:, Com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 0 Building General description of revision: ROUTING INFORMATION Approvals SF i_q -t$ Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Certificate of Authorization # 9177 Altamonte Springs, FL 32714 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 106 (2410, C) Date: 10/ 10/ 17 Plan Revision: Frame Walk Revision RESPONSE: Per Frame Walk comments updated window at Great Room, wing wall at Foyer, and window at Dining room. Removed wall under the stairs at laundry room, thickened plumb wall at laundry room, move railing @ stair to the opposite side, and updated kitchen layout. Sheet(s) revised: 00, 01.1, 02.2, 03.C2, 04.C5, 05.C5, 06, 07.2, 8.C2, SC, SIC, S2C, S4C, SSC, S7.2C FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 106 Sebring C RHG EnsuiteBed4 - W Street: 3786 Night Heron Dr. Builder Name: One Stop Cooling a d Heating n ) Permit Office: C: City, State, Zip: SANFORD , FL, P A 777 Permit Number: Owner: Park Square Homes - Florida Series Jurisdiction: Design Location: ' FL, Orlando County:: Seminole (Florida Climate Zone 2 ) 1. New construction or existing New (From Plans) 9. Wall Types (2857.3 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1287.00 t12 b. Concrete Block - Int Insul, Exterior R=4.1 1250.70 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 319.67 112 4. Number of Bedrooms 4 d. N/A R= ff2 5. Is this a worst case? No 10. Ceiling Types (2028.0 sgft.) Insulation Area a. Under Attic (Vented) R=30.0 2028.00 ft2 6. Conditioned floor area above grade (W) 2476 b. N/A R. ff2 Conditioned floor area below grade (f12) 0 c. N/A R= ft2 11. Ducts R f12 7. Windows(275.0 sgft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 495.2 a. U-Factor: Dbl, U=0.55 175.00 f12 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.54 52.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 47.0 SEER:16.00 c. U-Factor: Dbl, U=0.58 48.00 f12 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 45.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.291 ft. Area Weighted Average SHGC: 0.231 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2476.0 sgft.) Insulation Area EF: 0.900 a. Slab -On -Grade Ede Insulation R=0.0 1588.00 ft29 b. Conservation features b. Floor Over Other Space R=0.0 448.00112 None c. other (see details) R= 440.00 f12 15. Credits Pstat Total Proposed Modified Loads: 71.42 Glass/Floor Area: 0.111 PASSTotalBaselineLoads: 74.24 1 hereby certify that the plans and specifications covered by Review of the plans and t-114E Srt, this calculation are in compliance with the Florida Energy specifications covered by this Code. Digitally 3ig edbyRafael Rafael Izquierdo h4i1,,do calculation indicates compliance with the Florida Energy Code. nnr'•.. a„O baie: 2017.12 11 145658 -051W PREPARED BY: -' Before construction is completed a DATE: this building will be inspected for o s compliance with Section 553.908 I hereby certify that this building, igned, is in comp' nce Florida Statutes. with the Florida Energy Code: COD WE O OWNER/AGENT: BUILDING OFFICIAL: DATE: DATE: Compliance requires ertification by the handler unit manufacturer that the air handler enclosure qualifies as certified factory-seale in accord ce'wi R403.2.2.1. Compliance requires an Air arrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and starting July 1, 2017 this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage 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. 12/11/2017 2:49 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 106 Sebring C RHG Ensui Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2476 Lot # 106 Owner: Park Square Homes - Florida Total Stories: 2 Block/SubDivision: WP of Units: 1 Worst Case: No PlalBook: Builder Name: One Stop Cooling an atin p Rotate Angle: 0 Street: 3786 Night Heron Dr. Permit Office: j tN Y` Cross Ventilation: No County: Seminole Jurisdiction: /,/ Whole House Fan: No City, State, Zip: SANFORD , Family Type: Sing e a y FL New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2476 22760.4 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1588 14768.4 Yes 2 1 1 Yes Yes Yes 2 2nd Floor 888 7992 No 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor ---- ---- 10 ft2 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ---- ---- 430 t12 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1 st Floor 133.9 ft 0 1588112 0.29 0 0.71 4 Floor Over Other Space 2nd Floor ---- ---- 448 „2 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. (deg) 1 Gable or Shed Composition shingles 2268 f12 508 f12 Dark 0.9 N 0.9 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2028 f12 N N 12/11/2017 2:49 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 2028 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Io Wall Type1 Space N Exterior Frame - Wood 2nd Floor 11 31 6 9 0 283.5 ft2 0 0.25 0.8 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 45 0 9 4 420.0 f12 0 0 0.8 0 3 E Exterior Frame - Wood 2nd Floor 11 40 0 9 0 360.0 ft2 0 0.25 0.8 0 4 E Exterior Concrete Block - Int Insul2nd Floor 4.1 40 0 9 4 373.3 ft2 0 0 0.8 0 5 S Exterior Frame - Wood 2nd Floor 11 31 6 9 0 283.5 ft2 0 0.25 0.8 0 6 S Exterior Concrete Block - Int Insul 1 st Floor 4.1 37 6 9 4 350.0112 0 0 0.8 0 7 W Exterior Frame - Wood 2nd Floor 11 40 0 9 0 360.0 ft2 0 0.25 0.8 0 8 W Exterior Concrete Block - Int Insul 1 st Floor 4.1 11 6 9 4 107.3 112 0 0 0.8 0 9 Garage Frame - Wood 1 st Floor 11 34 3 9 4 319.7 ft2 0 0.25 0.8 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W Insulated 1st Floor None 39 3 8 24 ft2 2 Wood 1st Floor None 39 2 7 6 7 17112 3 E Wood 2nd Floor None 46 3 2 6 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 1 It 0 in 1 ft 0 in Drapes/blinds None 2 N 2 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 It 0 in 1 ft 0 in Drapes/blinds None 3 E 3 Metal Low-E Double Yes 0.55 0.22 15.0 112 1 ft 0 in 1 ft 0 in Drapes/blinds None 4 E 4 Metal Low-E Double Yes 0.55 0.22 30.0 112 1 ft 0 in 1 f14 in Drapes/blinds None 5 E 4 Metal Low-E Double Yes 0.55 0.22 40.0 ft2 7 f10 in 1 ft 4 in Drapes/blinds None 6 E 4 Metal Low-E Double Yes 0.58 0.25 48.0 ft2 7 ft 0 in 1 It 4 in Drapes/blinds None 7 S 5 Metal Low-E Double Yes 0.54 0.25 4.0112 1 tt 0 in 1 110 in Drapes/blinds None 8 S 6 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 9 S 6 Metal Low-E Double Yes 0.54 0.25 8.0 f12 1 ft 1 in 11 110 in Drapes/blinds None 10 W 7 Metal Low-E Double Yes 0.55 0.22 30.0 112 1 ft 0 in 1 ft 0 in Drapes/blinds None 11 W 7 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft.0 in Drapes/blinds None 12 W 7 Metal Low-E Double Yes 0.54 0.25 4.0 f12 1 ft 0 in 1 ft 0 in Drapes/blinds None 13 W 7 Metal Low-'E Double Yes 0.54 0.25 4.0112 1 ft 0 in 4110 in Drapes/blinds None 14 W 7 Metal Low-E Double Yes 0.54 0.25 4.0112 1 ft 0 in 1 tt 0 in Drapes/blinds None 15 W 8 Metal Low-E Double Yes 0.54 0.25 16.0 ft2 7 ft 4 in 3 It 0 in Drapes/blinds None 12/11/2017 2:49 PM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 578 fie 578 ft2 64 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000409 2655.4 145.78 274.15 .3675 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 45.5 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 47 kBtu/hr 1410 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 80 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None fie DUCTS V # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 495.2 ft Attic 123.8 ft Prop. Leak Free 2nd Floor --- cfm 74.3 cfm 0.03 0.50 1 1 12/11/2017 2:49 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin JanHeatingJan Feb Feb Mar Mar A r Apr MaMay Jun Jun Jul Jul AuAug SeSep Oct Oct Nov Nov Dec Dec Venting Jan Feb Mar Apr May Jun Jul Aug Sep Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 12/11/2017 2:49 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 Florida Department of Business and Professional Regulations Residential whole uilding Performance and Prescriptive Methods ADDRESS: 3786 Night Heron Dr. Permit Number: SANFORD,FL, MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verity that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verity compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statutes or individulas licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i), Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: 1. 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. 12/11/2017 2:49 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 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 550F (130C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 0 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'/z inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 0 R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 140•F (38•C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 0 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. 0 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. 12/11/2017 2:49 PM EnergyGauge® USA - v5.1 - - Section R405.4.1 Compliant Software Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 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. D R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. D 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 oilfired 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. D 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 D 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. 12/11/2017 2:49 PM EnergyGaugeO USA - v5.1 - - Section R405.4.1 Compliant Software Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 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=0.54 SHGC: SHGC=0.25 c. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 3786 Night Heron Dr., SANFORD, FL, 3 oI771 New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=11.0 1287.00 112 b. Concrete Block - Int Insul, Exterior R=4.1 1250.70 1112 1 c. Frame - Wood, Adjacent R=11.0 319.67 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 2028.00 1112 2476 b. N/A R= ft2 Area c. N/A R= ft2 175.00 tt2 11. Ducts R ft2 a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 495.2 52.00 1112 12. Cooling systems kBtu/hr Efficiency 48.00 ft2 a. Central Unit 47.0 SEER:16.00 ft2 3.291 it. 0.231 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1588.00 f112 b. Floor Over Other Space R=0.0 448.00 ff2 c. other (see details) R= 440.00 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 inspectio he?,Ke-, a new E L Display Card will be completed based on installed Code comp nt featurds. // kBtu/ hr Efficiency 45. 5 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat OF - viiE Sr Builder Signature:Cr Address of New Home: / City/FL Zi 7,, COD WE,0 Note: This is not a Building Energ 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/ 11/2017 2:49 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 Protect Summary Job: Lot 106 Sebring C RHG En... wrightsoft` J Date: 07-02-2017 House By. XF/RI One Stop Cooling and Heating Plan: RHG 7225 Sardscove Cool, Winter Park FL 32792 Phone, (407) 629. 6920 Fax: (407) 629. 9307 Web. wwwOreSWpCoolirg oom Lioerse: CACD32444 For: Park Square Homes - Florida Series 3786 Night Heron Dr., SANFORD, FL Notes: Weather: Orlando Executive AP, FL, US Winter Design Conditions Outside db 44 OF Inside db 68 OF Design TD 24 OF Heating Summary Structure 19952 Btuh Ducts 6110 Btuh Central vent (0 cfm) Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 26066 Btuh Infiltration Method Construction quality Fireplaces Simplified Average 1 (Average) CoingHeating25252525Area (ft2) Volume (ft3) 23200 23200 Air charges/hour 0.37 0.16 Equiv. AVF (ctm) 144 62 Heating Equipment Summary Make Trane Trade TRANE ' Model 4TW R6048H1 AHRI ref 7563627 Summer Design Conditions Outside db 93 OF Inside db 74 OF Design TD 19 OF Daily range L Relative humidity 50 Moisture difference 46 grAb Sensible Cooling Equipment Load Sizing Structure 22206 Btuh Ducts 11 vent (0 cfm) 0 B tuh none) Blower 0 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Equipment sensible load 32746 Btuh Latent Cooling Equipment Load Sizing Structure 2922 Btuh Ducts 2325 Btuh Central vent (0 ctm) 0 Btuh none) Equipment latent load 5247 Btuh Equipment Total Load (Sen+Lat) 37993 Btuh Req. total capacity at 0.75 SHR 3.6 ton Cooling Equipment Summary Make . Trane Trade : TRANE Cond 4TWR6048H1 Coil TEM6AOD48H41++TDR AHRI ref 7563627 Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER Heating input Sensible cooling 35250 Btuh Heating output 45500 Btuh @ 470F Latent cooling 11750 Btuh Temperature rise 27 OF Total cooling 47000 Btuh Actual air flow 1567 cfm Actual air flow 1567 ctm Air flow factor 0.060 cfm/Btuh Air flow factor 0.047 cim/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 30 OF Backup: Input = 0 kW, Output = 0 Bluh,100 AFUE Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrigfttsoft- 2017-Dee-11 145335 Right-Sute®Uriversal201818.004 RSU16202 Page 1 Templlol 106 Sebring C RHG Ersuteft& - W.r p Calc = KO Frog Door tapes W wrightsofC Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Coot, W irler Park FL 32792 Phore (407) 629 - 6920 Fax: (407) 629.9307 Web: www.OreStopCoolirg.com Licerse: CA0032444 Job: Lot 106 Sebring C RHG Ensu)t.. Data: 07-02-2017 By. XF/RI Plan: RHG 1 Room name House Kfr 2 Exposed well 264.9 Il 37D It 3 Room height 92 ft d 93 It heatkvol 4 Room dimertvorts 1 A x 2763 If 5 Room area 2524.8 IF 2763 fF Ty Construction U-value Or HTM Area (IF) Load Area (W) Load number BbjhW-'F) ElbihM or perimeter M Bluh) or perimeter M Bluh) Heat Cod Gross NIPS Heat Cod Gross NIPS Heat Cool 6 V11 C y/ 12B-09N 485.2N 13A•4os 0.097 0.%0 0143 n n n 231 12.85 3.40 2.89 13.78 3.00 284 8 419 276 0_ 374 636 103 1271 795 110 1119 0 0 246 0 0 231 0 0 788 0 0 693 11 C 4A5-2Dm 12B-09N 0.550 0.097 n a 13.09 231 1351 2.89 45 306 0 2B5 589 658 608 w 15 0 0 0 196 0 203 01y 4A5-2Dm 11D0 OS50 0390 a e_ 13.09 928 27.55 1254 15 6 0 6 196 56 413 75 0 0 0 0 0 0 0 0fD v I-- G 13A-4os 0.143 a 3.40 3.00 372 254 864 761 98 50 169 149 4A5.2Dm 0550 a 13.09 27.55 30 0 393 827 0 0 0 0 4A5.2om OS50 a 13.09 14.89 40 36 524 596 0 0 0 0 y/ 4A5-2Dmd 12B•O9w 0580 0.097 a s 13.80 231 21.48 2.89 48 284 27 280 663 645 1031 807 48 0 27 0 663 0 1031 0 G 485-21n 0540 s_ 12.85 13.78 4--- 4 51 55 0 0 0 0 1q/ 13A-4ocs 0.143 s 3.40 3.00 349 337 1146 1009 0 0 0 0 4&S2hn 0540 s 12.85 15.08 4 0 51 60 0 0 0 0 L_( C 485-Zm 0540 s 12.85 15.08 8 0 103 121 0 0 0 0 12B-Osw 4A5.2om 0.097 0550w w 231 13. 09 Z89 27. 55 306 45 253 0 584 589 73D 1240 0 0 0 0 0 0 0 0 TE 485.21m 485- 2lm 13A- 4os 05Q O- W 0. 143 w w w 12. 85 12. 85 3. 40 29. 73 29. 73 3. 00 4 4 107 0 0 67 51 51 228 119 119 201 0 0 0 0 0 0 0 0 0 0 0 0 485. 2trn 11 DO 0. 550 0390 w w 13. 09 928 22. 18 1254 16 24 6 24 209 223 355 301 0 0 0 0 0 0 0 0 q 12C-09w 0.091 2.17 157 318 301 651 472 0 0 0 0 0 11 DO 0390 n 928 1254 18 18 166 224 0 0 0 0 C 168-30ad 0.032 0.76 1.78 2029 2029 1545 3613 276 276 210 492 F 19A-Obscp 0295 2.64 2.06 8 8_ 22 17 0_ 0 0 0 F 19C•191scp 0.049 0.40 032 430 430 174 136 0 0 0 0 F 22A•cpm 1.180 28.0E 0.00 1591 134 3761 0 276 37 1039 0 6 c) AED excursion 0 195 Envelope lossrgain 16204 16735 3065 2372 12 a) Infiltration 3748 1261 532 179 b) Room ventilation 0 0 0 0 13 Internal gains: 0ccuparr5 @ 230 5 1150 0 0 Applianoesb1her 3060 120D Sublotal( lines 6to13) 19952 222D6 3597 3751 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 SubtDW 19952 222D6 3597 3751 15 Duct loads 1 31% 51% 6115 11346 31-/ 51-1 1102 1917 Total room bad 26066 33551 4699 5668 Air required (dm) 1567 1567 282 265 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wr` gF-tsolt 2017-Deo-11145335 AC: Z`.. RigN-Sute®Uriversal201818.004 RSU76202 Page 1 Temp% Lot 106 Sebnrg C RHG EnsciteBed4 - W.np Calc= NUB Frort Door faces W wrighttsoft' Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Court, W irter Park FL 32792 Phore (407) 629 - 6920 Fax: (407) 629 - 9307 Web. wwwOreSWpCoolirg com License: CAC032444 Job: Lot 106 Sebring C RHG EnstAL.. . Date: 07-02-2017 Pban: RHG 1 Room name GRT KWIC 2 Exposed wall 15.0 tl 8D 4 3 Room height 93 It heatkool 93 If heatkool 4 5 Roomdmensiore Room area to x 3623 0 3623 tF 85 x 8.0 f1 68.0 W Ty Constumon U-value Or HTM Area (t) Load Area (fF) Load number BWINR'F) BNh" or perimeter (II) Btuh) or perimeler (II) Bpih) Heat Cool Gross N/P/S Heat Cod Grass N/P/S Heat Cool 6 W 12&0.sw 0.097 n 231 2.89 0 0 0 0 0 0 0 0 485.2Iv 13A-4om 0.540 0.143 n n 12.85 3.40 13.78 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 6 yJ I-i 11 4A5.2om 12B-0swOS50 0. 097 n a 13. 09 231 1351 2. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I- t 4A5.2om 11 DO 13A• 4ocs 0. 5W 0390 0. 143 a a a 13. 09 928 3. 40 2755 12. 54 3. 00 0 0 140 0 0 100 0 0 339 0 0 298 0 0 0 0 0 0 0 0 0 0 0 0 D 4A5. 2om 0.550 a 13.09 27.55 0 0 0 0 0 0 0 0 4A5- 2om O.550 a 13.09 14.89 40 36 524 596 0 0 0 0 y/ 4A5- 2omd 12B- Os6v 4B5. 21n O580 0. 097 0. 540 a s s 13SO 231 12. 85 2148 2. 89 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 aC 13A- 4ocs 4B5- 21n 0. 143 0. 540 s s 3. 40 12. 85 3. 00 15. 08 0 0 0 0 0 0 0 0 74 0 74 0 253 0 223 0 1' 4B5-21m 12B- 09v 4A5- 2Dm O. 540 0. 097 OS50 s w w 12. 85 231 13D9 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 G4B5. 21n 4B5- 21n 13A- 4ocs O- w 0540 0. 143 w w w 12. 85 1285 3. 40 29. 73 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 1C 4B5.21n 11 DO O45% 03W w w 13. 09 928 22. 18 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 DR 12C-0sw 0.091 2.17 1457 0 0 0 0 0 0 0 0 0 11 DO 0390 n 928 12.54 0 0 0 0 0 0 0 0 C 16121-30ad 0.032 0.76 1.78 323 323 246 575 47 47 36 83 F 19A4bscp 02% 2.64 2.06 0 0 0 0 0 0 0 0 F 19C•19OMP 0.049 0.40 032 0 0 0 0 0 0 0 0 F 22A-wn 1.180 28DB 0.00 362 15 421 0 68 8 225 0 61 c) AED exarrsion 1-121 17 Emoelope loss/gain 1529 1348 513 289 12 a) Infiltration 216 73 115 39 b) Room ventilation 0 0 0 0 13 Internal gains Occupants@ 230 0 0 0 0 Applianombther 900 1 0 Subtotal ( lines 6 b 13) 1745 2321 6MI 328 Lessextemal bad 0 0 0 0 Lesstranster 0 0 0 0 Redistribution 254 217 0 0 14 Subtotal 1999 2538 628 32B 15 Dud loads 1 31% 51% 613 12n971 31°/ 51% 193 167 Total room bad 2612 3835 821 495 Air required (dm) 157 179 1 149 23 Calculations approved by ACCA to meet all requirements of Manual J 8ttl Ed. wrlgFrts4 f!=- 2017-Deo-1114:5335 AM Right-SuiteOUriversal 201818.0.04 RSU16202 Page 2 TerrpNLot 106 Sebring C RHG ErsuiteBed4 - W.rnp Calc = NUB From Door faces: W wrighttsoft' Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Coul, W irter Park FL 32792 Phone: (407) 629 - 6920 Fax, (407) 629 - 9307 Web: www0reStopODolirg.com License CAC032444 Job: Lot 106 Sebring C RHG ErlstdL.. Data: 07-02-2017 By. XF/RI PYan: RHG 1 Room name NBTH LNDY 2 Exposed wall 9.0 If 0 Il 3 Room height 93 11 heatbool 93 D heatbool 4 5 Room dimensions Room area 1.0 x 1433 11 1433 1R 6.0 x 85 If 51.0 W Ty Cord"t Load s Load nu BWh°F) Bti1h orperim r (D) BWh) or perimeter (11) BUh) Heat Cool Gross N/P/S Heat Cool Gross NIPS Heat Cool 6 V"128-Osw 4B5- 2tv 13A• 4os 0. 097 0. 540 0. 143 n n n 231 12. 85 3. 40 2. 89 13. 78 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 y/ C 11 4A5. 2om_ _ 12B- 09w 0. 550 0, 097 n a 13. 09 231 1351 2. 89 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2om 11DO 13A- 4os 0550 03M 0. 143 a a a 13. 09 928 3. 40 2755 1254 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 11Vyyy4A5. 2om 4A5. 2om 05W 05W a a 13D9 13. 09 2755 14. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 t- C 4A5. 2omd 12B- Osvv 4B5- 21n 05W 0. 097 0540 a s s 13. 80 231 12. 85 21. 48 2, 89 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 Vt l C 13A- 4ocs 485. 21m 0. 143 0. 540 s s 3. 40 12. 85 3. 00 15. 08 84 0 76 0 258 0 227 0 0 0 0 0 0 0 0 0 IL24B5-21n 0.540 s 12.65 15.08 8 0 103 121 0 0 0 0 12B- 09N 0.097 w 231 2.89 0 0 0 0 0 0 0 0 4A5- 2om 0.5W w 13.09 2755 0 0 0 0 0 0 0 0 485. 21m 485- 21m 13A- 4ocs O- W 0540 0. 143 w w w 12. 85 12. 85 3. 40 29. 73 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 0 465 26n 11 DO 05W 0390 w w 13D9 928 22. 18 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q 12C-09N 0.091 2.17 157 112 112 242 175 56 56 121 88 D 11 DO 0390 n 928 12.54 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 0 0 0 0 0 0 0 0 F 19A-Obup 0295 2.64 2.06 0 0 0 0 0 0 0 0 F_ 19C-19axp 0.049 0.40 032 0 0 0 0 0 0 0 0 F 22A-cVm 1.180 28.08 0.00 143 9 253 0 51 0 0 0 6 c)AEDexurson 14 29 Envelope loss/gain 855 508 121 59 12 a) h5hralion 129 44 0 0 b) Room wAloon 0 0 0 0 13 Internal gains Omrpants@ 230 0 0 0 0 Applia vesbOw 0 500 Subtotal ( lines 6 b 13) 984 552 121 559 Lessevemal bad 0 0 0 0 Lesstrar> sler 0 0 0 0 Redistribution 0 0 178 152 14 Subtotal 984 552 299 711 15 Dud loads 31% 51% 302 282 31% 51°/ 92 363 Total room load 1286 834 390 1074 Air required (dm) 77 39 23 50 Calculations approved by ACCA to meet all requirements of Manual J 8th Ind. Fiighl- Srite®Uriversa1201818.0.04 RSU16202 2017- Deoll 14S335Page 3 TemplLot 106 Sebrirg C RHG Ersute8ed4 - W no Calc a M18 Frort Door laces: W wrighttsofr Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Coot. W irter Park. FL 32792 Pbre (407) 629.6920 Fax: (407) 629 - 9307 Web, wwwOreStopCoofirg.com License, CAC032444 Job: Lot 106 Sebring C RHG Enstdt.. . Date: 07-02-2017 BYy. XF/RI Pfan: RHG 1 Room name PWDR STC1 2 Exposed well O n 0 t1 3 Room height 93 f1 heaVood 93 ff heatbool 4 5 Room dimensions Room area 55 x 55 fl 303 W 1.0 x 411,13 11 41.8 V Ty ConsbWn Load Area(fF) Load nu BWItW-n B6th orpenmetr (11) gpih) o perimeeler (II) Bbih) Heat Cod Gross WPS Heat Cod Gross NOS Heat Cool 6 W/ C 12& Osw 0.097 n 231 2.89 0 0 0 0 0 0 0 0 485. 2N 13A- 40os 0. 540 0. 143 n n 12. 15 3. 40 13. 78 3. 00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vj L-- G 11 4A5. 2an 12B- 09w 05% 0. 097 n a 13. 09 231 1351 2. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5. 2om 11DO _ 13A- 4oes 0- 9w 0390 0. 143 a a a 13D9 928 3. 40 27. 55 1254 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 v11I-- G 05.2om 4A5- 2Dm 0. 5M 0. 5W a a 13. 09 13D9 27. 55 14. 89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ty/ 4A5- 2Dmd 12& Osw 4B5. 21n 05M 0. 097 0540 a s s 13M 231 12. 85 21. 48 2. 89 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 4Val I-- G 13A- 4ocs 4B5. 2tm 0. 143 0. 540 s s 3. 40 12. 85 3. 00 15. 08 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I= i vb1213- 09w 4B5. 21rn 4A5. 2Dm 0- 540 0. 097 0550 s w w 12. 85 231 1309 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 0 485. 21m 4B5. 21rn 13A• 4ocs 0. 540 05Q 0. 143 w w w 12. 85 12. 85 3. 40 29. 73 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 11DO 05W 0390 w w 13. 09 928 22. 18 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L-- D 12C• Osw 0.091 Z17 1.57 0 0 0 0 0 0 0 0 C 11DO 16& 30ad 03W 0. 032 n 928 0. 76 12. 54 1. 78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F F 19A. Obscp 19C- 19aEp 0295 0. 049 2. 64 0. 40 2. 06 032 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F 22A-m 1.180 28.0E 0.00 30 0 0 0 42 0 0 0 6 c) AED exvrson 0 0 Ernelope to y n 0 0 0 0 12 a) Inlillrabon 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occuparm@ 230 0 0 0 0 Appriancesioto 1 10 0 Subtotal ( lines 6 b 13) 0 10 0 0 Lemexlemal bad 0 0 0 0 L. esstrarder Redistnbubon 0 559 0 478 0 0 0 0 14 Subtotal 559 487 0 0 15 Dud loads 1 31°/ 51%1 171 249 31% 51% 0 0 Total room bad Air required (dm) 731 44 737 34 0 0 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Fla- wr`gtitsoT!- 2017-Deo-1114$935 Rrgtt• Sute®Uriversa1201818.0.04RSUt6202 Page4 Temptol 106 Sebnrg C RHG ErsUleBed4 - W.np Calc = NUB Frorl Door taces: W wrightsofC Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Court, W irter Park FL 32792 Phone (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.0reStopCoolirg.com License, CAOD32444 Job: Lo1106 Sebring C RHG EnstdL.. Date: 07-02-2017 By. XF/RI Plan: RHG 1 Room name WIC wool 2 End well 0 ft 4.0 D 3 Room height 93 ft heatbod 93 ft heatbod 4 Roomdimensons Room area 1A x 26A ft6.0 264 fF x 4.0 ft524DIF Ty Construction number U-value BWhAF n Or HTM BWhIF) Area (fF) or perimeter (11) Load BUih) Area (W) m perimeter M Load BUh) Heat Cod Grass NIP/5 Heat Cod Gross NIPS Heat Cod 6 W/ C 12B-Osw 4B5-2N 13A-4ocs 0.097 0S40 0.143 n n n 231 12.85 3.40 2.89 13.78 300 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0. 0 0 0 0 0 0 0y/ 11 Lam^ 4A5-20m 12B-Osw 0550 0.097 n a 13.09 231 1351 2.89 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2om 11DO 13A-4ocs 0550 0390 0.143 a a a 13.09 928 340 27.55 1254 300 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 4A5.2Dm 0550 a 13.09 2755 0 0 0 0 0 0 0 0 4A5.2Dm 0.550 a 13.09 14.89 0 0 0 0 0 0 0 0 W/ 4A5-2Dmd 12Bsw -U 05W 0.097 a s 13,80 231 21.48 2.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L_..G 4BS21m 0.540 s 1235 13.78 0 0 0 0_ 0_ 0 0 0 y/ Fes^ 13A•4ocs 4135.21m 0.143 0S40 s s 3.40 12.85 3.00 1508 0 0 0 0 0 0 0 0 37 4 33 0 113 51 99 60 4B5-21rn 12B-Osw 4A5.2Dm 0.540 0.097 OS50 s w w 12.85 231 13A9 1508 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 0G 485-21m 4135.21m 13A-4ots 0S40 OS40 0.143 w w w 12S5 12.85 3.40 29.73 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 11DO 0550 03W w w 13.09 928 22.18 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 IL-0 12C-09N 0.091 2.17 157 0 0 0 0 0 0 0 0 11 DO 0390 n 928 1254 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.76 1.78 26 26 20 47 0 0 0 0 F 19A-Obscp_ 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C•19cscp 0.049 0.40 032 0 0 0 0 0 0 0 0 F 22A-wm 1.180 28DB 0.00 26 0 0 0 24 4 112 0 6 c) AED ex ursion 2 2 Envelope lossigain 20 45 277 158 12 a) Inlilt alion 0 0 57 19 b) Room ventilation 0 0 0 0 13 Internal gains: Omipanis@ 230 0 0 0 0 Appltancesbty 0 0 Subtotal (lines 6 b 13) 20 45 334 177 Lesselaemal bad 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 20 45 334 177 Dud loads 1 31"/ 51% 6 23 31% 51% 102 91 r Total room bad 26 67 437 268 Air required (dm) 2 3 26 13 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wr`gFsltsoft- 2017-Dec-11145335 RigN-Suite® Uriversa1201818.0.04 RSU16202 Page 5 Terrp\Lot 106 Sebring C RHG EraileBed4 - W no Cale- NUB Frort Door taces: W wrightsoft, Right-JO Worksheet House One Stop Cooling and Heating 7225 Sardscove Court, Wirier Park FL 32792 Phone. (407) 629. 6920 Fax: (407) 629 - 9307 Web wwwOreStopCDolirg.com License: CAOD32444 Job: Lot 106 Sebring C RHG Ensuit.. . Date: 07-02-2017 By. XF/RI Plan: RHG 1 Room name DINE FOY 2 Exposed Nell 125 11 17A n 3 Room height 93 It heaV000l 93 It heat/000l 4 5 Room climerlsiots Room area 1.0 x 1275 it 1275 W 1.0 x 162-0 D 162.0 W Ty Conslnction U-value Or HTM Area (1) Load Area (M Load number BtiuhA *9 I or perimeter M Bl uh) or perimeter M BUh) Heat Cool Gross NIPS Heat Cod Grass NIM Heat Cool 6 W fa 12&09N 0.097 n 231 2.89 0 0 0 0 0 0 0 0 4B5.2N 13A-4ots 0540 0.143 n n IM 3.40 13.78 3.00 0 116 0 86 0 294 0 258 0 56 0 56 0 190 0 167yJ I- 3 11 4A5.2Dm 0.550 0.097 n a 1309 231 1351 2.89 30 0 0 0 393 0 405 0 0 0 0 0 0 0 0 0612B. Osw 4A5.2on 11DO 13A-4ocs 0550 0390 0.143 a a a 13.09 928 3.40 2755 12.54 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 4A5.2om 4A5.2Dm 0550 0550 a a 13.09 13.09 2755 14.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1q/ 4A5.2omd 12B•0sw 05M 0.097 a s 13.80 231 2148 289 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5.21n 0540 s 1285 13.78 0 0 0 0 0 0 0 0C' I--C 13A-40rs 4B5.21m 0.143 0.540 s s 3.40 12.85 3.00 15.08 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 L-C 485-21m A5-2o4A5-tom 0S40 05w0.550 s w w 12.85 3.013.09 15.08 7.552755 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4BS21m 4B5-3m 13A•4ocs 0540 0S40 0.143 w w w 12.85 12.85 3.40 29.73 29.73 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 107 0 0 67 0 0 228 0 0 201 485.2tm 11DO 0.550 03W w w 13.09 928 22.18 1254 0 0 0 0 0 0 0 0 16 24 6 24 209 223 355 301 12C-09w 0.091 2.17 157 0 0 0 0 151 133 288 209 C 11DO 168.30ad 0390 0.032 n 928 0.76 12.54 1.78 0 118 0 118 0 90 0 210 18 46 18 46 166 35 224 81 F F 19A•Obscp 19C-19csrp 0295 0.049 2.64 0.40 2.06 032 0 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 F 22A-gm 1.180 28.0E 0.00 128 13 351 0 162 17 489 0 6 c) AED excursion 46 155 Envelope losslon 1127 827 1828 1693 12 a) tnhhration 180 60 252 85 b) Room ventilation 0 01 0 0 13 trrlemalgains: Omupanls@ 230 0 0 0 0 AppliancesJoto 0 0 Subtotal (lines 6ID 13) 1307 888 20801 1777 Less external load 0 0 0 0 Lesstransler 0 0 0 0 Redistribution 1088 930 2080 1777 14 Subtotal 2395 1818 0 0 15 Dud loads 31°/ 51.0 734 929 31% 51% 0 0 Total room load 3129 2747 0 0 Air required (dm) 188 128 0 0 Calculations approved by ACCA to meet all reouirements of Manual J 8th Ed. f40- wr`tigt c,-rt- 2017-Dea11145335 A "'--' Rig11-Sule9Unversal2018 18.0.04 RSU16202 Page 6 TempV.ol 106 Sebring C RHG ErsiteBed4 - W.rtp Cale - 1%18 Frori Door tapes- W wrightsoft• Right-J® Worksheet House One Stop Cooling and Heating 7225 SardsoDve Court. W irter Park FL 32792 Phore: (407) 629.6920 Fax: (407) 629.9307 Web' wwwOreSWpCoolirg.00m License CAOD32444 Job: Lot 106 Sebring C RHG EnstaL.. Date: 07-02-2017 By. XF/RI Plan: RHG 1 Room name BRM2 BTH3 2 Exposed wall 27.0 D 55 A 3 Room height 9A fl heaVcod 9.0 it heatkool 4 5 Room dimensions Room area 145 x 12-5 D 1813 W 11.0 x 55 Q 605 W Ty Cord on U-value Or HTM Area (W) Load Area PF) Load number BbjIM n BbilMzj or perimeter (11) BUh) or perimeter M BWh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ t-G 12B-Osw 485.2N _ 13A•4oce 0.097 O-W 0.143 n n n 231 12.65 3.40 2.89 13.78 3.0D 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 4A5-tom 12B-Osw 0550 0.097 n a 13.09 231 1351 2.89 0 131 0 116 0 267 0 333 0 0 0 0 0 0 0 0 4A5.2Dm 11 DO 13A-4ocs 0550 0390 0.143 a a a 13.09 928 3.40 2755 1254 3.00 15 0_ 0 0 0 0 196 0 0 413 0 0 0 0 0 0 0 0 0 0 0 0 0 0yJ I--C 4A5-2om 4A5.2om 0550 0.550 a a 13.09 13.09 2755 14.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vy L- G 4A5.2omd 12B-Osw 485.21m 0580 OD97 0540 a s s 13.80 231 1295 21.48 2.89 13.78 0 113 0 0 113 0 0 260 0 0 325 0 0 50 4 0 46 4 0 105 51 0 131 55 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4B5.21m 0.540 s 12Z5 15.08 0 0 0 0 0 0 0 0 Imo' 4B5.21m 0540 s 12.85 15.08 0 0 0 0 0 0 0 0 12B-Osw 0.097 w 231 2.89 0 0 0 0 0 0 0 0 4A5-2Dm 0550 w 13A9 2755 0 0 0 0 0 0 0 0 485-21m 485-21m 13A•4ocs 0540 0540 0.143 w w w 12.85 12.85 3.40 29.73 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 4B5-21n 11 DO 0550 0390 w w 13.09 928 22.18 1254 0 0_ 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 12C•Osw 0.091 2.17 157 0 0 0 0 0 0 0 0 11 DO 0390 n 928 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 181 181 138 323 61 61 46 108 F 19A-Obscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C•19cscp O.049 0.40 032 0 0 0 0 28 28 11 9 F 22A•gm 1.180 28DB 0.00 0 0 0 0 0 0 0 0 6 c) AED e=rsion 8 16 Ernelope bssbWn 861 1386 214 287 12 a) Infiltration 376 126 76 26 b) Room verrolation 0 0 0 0 13 hernal gains: ODlpants@ MO 1 MO 0 0 Appliancesbro 0 0 Subtotal (lines 6 b 13) 1236 1742 290 312 Lessextemal bad 0 0 0 0 Lesstransler 0 0 0 0 Redisbibubon 172 178 0 0 14 Subtotal 1408 1921 290 312 loads 31"/51% 432 981 31°/ 51% 89 160 r15DudTotalroom bad I 1840 2902 379 472 Air required (dm) 111 136 1 1 23 22 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlg rts-M- 2017-Dec-11145335 Right-SJteOUnversal 201818.0A4 RSU16202 Page 7 Terrplot 106 Sebrirg C RHG ErsUIeB%M - W.n.p Celc = MJ8 From Door faces. W wrightsoft' Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Cool, Wirter Park FL 32792 Phore (407) 629. 6920 Fax: (407) 629. 9307 Web: wwwOreStopCoolirg.com License- CACD32444 Job: Lot 106 Sebring C RHG ErlstriL.. . Date: 07-02-2017 By. XF/RI Plan: RHG 1 Room name BRND BRM4 2 Exposed well 29.0 D 20A 11 3 Room height 9.0 11 heatbool 9.0 ft heaVcool 4 5 Room dimensions Room area 1A x 1883 ff 1883 fR 14.0 x 125 f1 1750 fF Ty Construction U•vatue Or HTM Area (W) Load Area (IF) Load number BGrhA *n I or perimeter (11) B4rh) or perimeter (11) Bluh) Heat Cool Gross N/PS Heat Cool Gross N/PS Heat Cool 6 VU C 12&09w 0.097 n 231 2.89 9 9 21 26 54 54 125 156 485-21v 13A-4oas 0540 0.143 n n 12.85 3.40 13.78 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 4A5-2Dm 1213-0sw 0.550 0,097 n a 13.09 231 1351 2,89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5-2an 11DO 0.550 0390 a a 13.09 928 27.55 1254 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yy I--G 13A-4ocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2an 4A5.2om 0.550 0.550 a a 1309 13.09 2755 14.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I GG W/ YC' 4A5.2Dmd 12B-Osw 0-w 0.097 a s 13.80 231 21.48 2.89 0 122 0 122 0 280 0 351 0 0 0 0 0 0 0 0 485.2fm 0540 s 12,85 13.78 0 0 0 0 0 0_ 0 0 13A•4ocs 485.21m 0.143 0540 s s 3.40 12.85 3.00 15.08 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485.21m 0.540 s 12.85 15.08 0 0 0 0 0 0 0 0 12B•Osw 4A5-2om 0.097 0550 w w 231 13.09 289 2755 131 15 112 0 257 196 322 413 126 30 96 0 222 393 277 827 485.21m 485-21m 13A•40cs 0540 0S40 0143 w w w 12.85 12.85 3.40 29.73 29.73 3.00 0 4 0 0 0 0 0 51 0 0 119 0 0 0 0 0 0 0 0 0 0 0 0 0 465.21m 11DO 0550 0.3W w w 13.09 928 22.18 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R 12C-09w 0.091 2.17 157 0 0 0 0 0 0 0 0 Z C 11DO 16B-30ad 0.390 0.032 n 928 0.76 1254 1.78 0 188 0 188 0 143 0 335 0 175 0 175 0 133 0 312 F 19XI)bscp 0295 2,64 2.06 0 0 0 0 0 0 0 0 F 19C-19axp 0.049 0.40 032 188 188 76 59 175 175 71 55 F _ 22A-g- 1.180 28.08 0.00 0 0 0 0- 0 0 0 0 6 c) AED excursion 121 239 Envelope loss/gain 1026 1746 943 1865 12 a) trftbon 403 136 278 94 b) Room venDlation 0 0 0 0 13 Intemalgains Ooarpanis@ 230 1 230 1 230 Appliancesbtller 0 0 Subtotal (lines 6 ID 13) 1429 2112 1221 2189 Lessedemal bad 0 0 0 0 Lesstransler 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1429 2112 1221 2189 151 Dud loads 1 31% 511/ 438 1079 31% 51% 374 1118 Total roan bad 71867 3191 1595 3307 Air required (dm) 112 149 96 154 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. i.I- =!:!'r t oR- 2017-Dec-11 145335 A """' Right-Sute®Uriversal2018180.04 RSU16202 Pape 8 Temp%lot 106 Sebring C RHG Ens iteBd4e- W.rtp Cat - NUB Frort Door faces: W wrightsoft• Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Cou1, Wirier Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com Ucerse• CAOD32444 Job: Lot 106 Sebring C RHG EnstjjL.. Date: 07-02-2017 Byy. XF/RI Pfan: RHG 1 Room name STU CAT 2 Exposed wall 0 11 85 4 3 Room height 910 11 heaVcool 9.0 fl heatkool 4 5 Room dimertsioris Room area 1.0 x 56B A 56B iR 85 x 35 A 298 w Ty Corox0on U-value Or HTM Area (fly Load Area (W) Load number BGiW-r) Bbih" or perimeter (11) BWh) or perimefer M Bluh) Heat Cool Grass N/P/S Heal Cool Gross N/P/s Heal Cool 6 y/ C 12B-O.vw 0.097 n 231 2.89 0 0 0 0 0 0 0 0 485.2N 13A-40Cs O.540 0.143 n n 12.85 3.40 13.78 3.00 0 0 0 0 0 0 0 0 0- 0 0- 0 0 0 0 0y/ 11 4A5.20m 12B-Qsw 0.550 0.097 n a 13.09 231 13.51 2.89 0 0 0- 0 0 0 0_ 0 0_ 77 0 77 0 177 0 221 4A5-2om 11 DO OS50 03M a a 13.09 928 2755 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 yyy 13A-40rs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 0 4A5.2Dm 05W a 13.09 2755 0 0 0 0 0 0 0 0 4A5-2Dm 0.550 a 13.09 14.89 0 0 0 0 0 0 0 0 V 4A5.2omd 126-Osw 05M 0.097 a s 13.80 231 21,48 2189 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-Zm 0540 s 12.85 13.78 0 0 0 0 0 0 0 0a y/ 13A-4ocs 0.143 s 3.40 3,00 0 0 0 0 0 0 0 0 4B5.21n 0540 s 12.85 15.08 0 0 0 0 0 0 0 0 4B5.2[m O.540 s 12.85 15.08 0 0 0 0 0_ 0 0 0 Val 12B.Osry 0.097 w 231 2.89 0 0 0 0 0 0 0 0 I--G 4A5.2om 05W w 13.09 2755 0 0 0 0 0 0 0 0 4B5-Zm 0540 w 12.85 29.73 0 0 0 0 0 0 0 0 4B5-21n 13A-40cs 0540 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 o 0 485-21m 11D0 0550 03W w w 13.09 928 22.18 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 q 12C-09w 0.091 2.17 157 0 0 0 0 0 0 0 0 D 11DO 0390 n 928 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 57 57 43 101 30 30 23 53 F 19A-Obsrp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19ts(p 0.049 0.40 032 0 0_ 0 0 0_ 0 0 0 F 22A-Wm 1.180 28DB 0.00 0. 0 0_ 0 0 0 0 0 6 c) AED wcursfon 5 16 Envelope loss(gain 43 96 199 258 12 a) trt6ltrabon 0 0 118 40 b) Room ven filabon 0 0 0 0 13 k*malgatns: Occupants@ 230 0 0 0 0 ApplW=sbthen 0 0 Subtotal (lines 6 b 13) 43 96 317 298 Less extemalbad 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 43 96 317 298 14 subtotal 0 0 0 0 loads 31°51°0 0 31% 51% 0Totalr15Dudroombad0000 Air required (dm) 0 0 1 1 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. f}f wr`gFs o1'!- AM FGght•Sule®Uriversa1201818 0.04 RSU16202 2017•Deo-t1145335 Page 9 Terrp\L.ot 106 Sebring C RHG ErsciteBed4 . W.np Calc - MJB Frori Door faces: W wrightsofC Right-J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Coot, Wirier Park FL 32792 Phone• (407) 629. 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoohrg com Licerse CAC032444 Job: Lot 106 Sebring C RHG EnstAL.. Dante: 07-02-2017 PRIiin: RHG 1 Room name STR LOFT 2 Evosed wall 13.0 f1 65 D 3 Room height 9A fl heatbool 9A fl heatbod 4 5 Room dimensions Room area 55 x 75 B 413 W 1 A x 1435 ff 1435 W Ty Construciion U•value Or HTM Area OF) Load Area (tF) Load number Bbr1tAR--9 Bbih" or penmeter (11) Bbih) or perimeter (A) Btuh) Heat Cool Gross N/P/S Heat Cod Grass NIPS Heat Cod 6 12130sw 0.097 n 231 2.89 68 68 156 195 59 51 117 146 I 4135.2N 13A-4ors 0540 0.143 n n 12,85 340 13.78 3.00 0 0 0 0 0 0 0 0 8 0 0 0 103 0 110 0 fa y/ 4A5.2Dm 12B-09N 05% 0.097 n a 13.09 231 1351 2.89 0 50 0 44 0 100 0, 126 0 0 0 0 0 0 0 0 L---43 4A5.2om 11DO 0550 0390 a a 13.09 928 27.55 12.54 0 6 0 6 0 56 0 75 0 0 0 0 0 0 0 0 Vh- 13A-4ocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 4A5.2Dm OS50 a 13.09 2755 0 0 0 0 0 0 0 0 4A5-2Dm 0550 a 13.09 14,89 0 0 0 0 0 0 0 0 1q/ 4A5.2Dmd 12B-0sw O-W 0.097 a s 13.80 231 21.48 2.89 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485-21n 0540 s 12,85 13.78 0 0 0 0_- 0 0 0 0G y/ 13A-40rs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4B5.21m 0540 s 12.85 15.08 0 0 0 0 0 0 0 0 I^; 4135.2hn 0540 s 12,85 15.08 0 0 0 0 0 0 0 0 G 128.09w 4A5-2Dm 0.097 0550 w w 231 13A9 2,89 2755 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135.21n 4135.21m - - -__ _ 0S40 0540 0.143 w w w 12.85 1285 3.40 29.73 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 0L-G13A•40ts 4135.2hn 11 DO 0550 0.390 w w 13.09 928 22.18 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 2.17 1.57 0 0 0 0 0 0 0 0 D C 11 DO 168-30ad 0390 0.032 n 928 0.76 1254 1.78 0 41 0 41 0 31 0 73 0 144 0 144 0 109 0 256 F 19A-0bsM 0295 2.64 206 0 0 0 0 0 0 0 0 F 19C-19rsoa 0.049 0.40 032 0 0 0 0 39 39 16 12 F 22A-Wm 1.180 28DB 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 26 50 Envelope lossgain 343 443 345 474 12 a) brbllrabon 181 61 90 30 b) Room venblabon 0 0 0 0 13 hwnalgains: 0MuPanls@ 230 0 0 0 0 Appliancesrolhar 0 450 Subtotal (lines6 b 13) 524 504 435 955 Less wdemalbad 0 0 0 0 Less Vardar 0 0 0 0 Redisbibuton 165 162 24 54 14 Subtotal 689 666 459 1008 15 Dud loads 1 31% 51% 211 340 31% 51% 141 515 Total room bad 90DI 1006 600 1524 Air required (dm) 541 47 36 71 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. sir wr`9 sTsoTe- Rreh1•Sute®Uriversa1201818.0.04 RSU16202 2017•Dec-11145335Page 10 Terrp\Lot 106 Sebrtrg C RHG ErsUleBed4 - W.np Cale- M18 Frorf Door taces: W wrightsoft' Right-JO Worksheet House One Stop Cooling and Heating 7225 Sardscove Court, Wirier Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web wwwOreStopCoolirg com Ucerse CAC032444 Job: Lot 106 Sebring C RHG Ertstrit.. Date: 07-02-2017 BY. XF/RI Plan: RHG 1 Room name M3RM BATH 3 2 Exposed wall 31.0 ff 215 11 3 Room height 93 A heatbool 9.0 fl heatbool 4 5 Room dimertsoru Room area 1.0 x 278.1 1t 278.1 tF 55 x 105 1t 57B W Ty Construction U-value Or HTM Area (IF) Load Area (fl?) Load number BtuWA? n BWMI) or perimeter (11) Btuh) or penmeffir (ll) Btuh) Heat Cod Gross NIP/3 Heat Cool Gross WP/S Heat Cod 6 W/ C 1213-0sw - 0.097 n 231 2,89 0 0 0 0 95 95 218 273 485-2tv 13A-40rs 0540 0.143 n n 12.85 3.40 13.78 3.00 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0y/ 11 4A5.2Dm 0550 0.097 n a 13.09 231 1351 2B9 0 0 0 0 0 0 0 0 0 50 0 50 0 114 0 143 tj12B- 06w 4A5-2om 11DO 05W 0390 a a 1309 928 2755 1254 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 13A•40cs 0.143 a 3.40 3.00 135 105 357 314 0 0 0 0 4A5.2Dm 0550 a 13.09 2755 30 0 393 827 0 0 0 0LG4A5-2om 05W a 13.09 14.89 0 0 0 0 0 0 0 0 4A5.2omd 12B-0.sw 0580 0.097 a s 13SO 231 21.48 229 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4135-21m 0540 s 12.85 13.78 0 0 0 0_ 0 0 0 0 13A-4ocs 4135-21m 0.143 0540 s s 3.40 12.85 3.00 15.08 153 0 153 0 922 0 460 0 0 0 0 0 0 0 0 0 4B5-21m 0540 s 12.85 15.08 0 0 0 0 0 0 0 0 128.09w 4A5.2Dm 0.097 05W w w 231 13D9 2.89 2755 0 0 0 0 0 0 0 0 50 0 46 0 105 0 131 0TE 485-21n 4B5.21M 13A-4ors OS40 0540 0.143 w w w 1285 12.85 3.40 29.73 29.73 3.00 0 0 0 0 0 0 0 0_ 0 0 0 0 4 0 0 0 0 0 51 0 0 119 0 0 4B5.2trn 11 DO 05W 03M w 13.09 928 22.18 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 R 12C-Osw 0.091 w 217 157 0 0 0 0' 0 0 0 0 11 DO 03W n 928 1254 0 0 0 0 0 0 0 0D C 16B-30ad 0032 0.76 1.78 259 259 198 462 58 58 44 103 F 19A-Obscp 0295 2.64 2.06 0 0 0 0_ 8 8 22 17 F 19C-19tscp 0.049 0.40 032 0 0_ 0_ 0_ 0 0 0 0 F 22A-Mm 1.180 2BD8 0.00 278 31 871 0 0 0 0 0 6 c) AED excursion 25 8 Emelope losslon 2340 2087 555 793 12 a) Ir141Ualion 446 150 299 101 b) Room %erlDlation 0 0 0 0 13 Internal gains: Occupants@ 230 2 460 0 0 Applianoesbfw 0 0 Subtotal(lines6b13) 2785 2697 854 894 Lem e4emal load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2785 2697 854 894 15 Dud loads 1 319/ 519/ MA 1378 31%- 51% 262 457 Total room bad 1 3639 4076 1115 1351 Air required (dm) 219 190 1 1 67 63 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. C - wrl gFstsoTt 2017-Dec-11 145335 Rigti-Sute®Uriversal 201818.0.04 RSU16202 Page 11 Tenp\Lol 106 Sebring C RFN3 ErsUteBed4 - W.np Calc - M18 Ford Door taces: W Duct System Summary Job: Lot 106 Sebring C RHG En... - WrlghtsOft• Date: 07-02-2017 House By. XF/RI One Stop Cooling and Heating Plan: RHG 7225 Sardsoove Cont. W irter Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirg oom License CA0032444 For: Park Square Homes - Florida Series 3786 Night Heron Dr., SANFORD, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest fiction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.246 / 0.094 in H2O 0.129 in/100ft 1567 ctm 264 it Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.246 / 0.094 in H2O 0.129 in/100ft 1567 cfm Name Design Btuh) Htg cfm) Clg Clm) Design FR Diam in) H x W in) Duct Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH3-A h 1115 67 63 0.166 5.0 Ox 0 VIFx 33.5 115.0 sti BRM2 c 2902 111 136 0.184 7.0 Ox 0 VIFx 29.0 105.0 sti BRM3 c 3191 112 149 0.193 7.0 Ox 0 VIFx 27.5 100.0 sti BRM4 c 3307 96 154 0.180 7.0 Ox 0 VIFx 27.1 110.0 sti BTH3 h 379 23 22 0.199 4.0 Ox 0 VIFx 23.8 100.0 sti DINE h 3129 188 128 0.139 8.0 Ox 0 VIFx 31.5 145.0 st3 GIRT c 3835 157 179 0.131 7.0 Ox 0 VIFx 37.9 150.0 st3 KIr h 2350 141 132 0.144 7.0 Ox 0 VIFx 31.5 140.0 st3 Krr.A h 2350 141 132 0.130 7.0 Ox 0 VIFx 40.1 150.0 st3 LNDY c 1074 23 50 0.157 4.0 Ox 0 VIFx 26.5 130.0 st2 LOFT C 1524 36 71 0.196 5.0 Ox 0 VIFx 20.3 105.0 sti WORM h 3639 219 190 0.152 8.0 Ox 0 VIFx 31.5 130.0 s12 MBTH h 1286 77 39 0.157 5.0 Ox 0 VIFx 22.0 135.0 s12 Wrol h 437 26 13 0.150 4.0 Ox 0 VIFx 28.8 135.0 st2 MWIC h 821 49 23 0.165 4.0 Ox 0 VIFx 24.0 125.0 st2 PWDR-A h 731 44 34 0.129 4.0 Ox 0 VIFx 41.0 150.0 st3 STR-A h 900 54 47 0.182 4.0 Ox 0 VIFx 30.4 105.0 sit WIC c 67 2 3 0.163 4.0 Ox 0 VIFx 20.9 130.0 st2 wrightsoft• 2017-DMl l 145337 A Riga-Sute®Uriversal201818.0.04 RSU16202 Page 1 ACC. TerrplLot 106 Sebring C RHG ErsuteBed4 - W nip Calc = MAI Fron Door laces W Trunk Htg Clg Design Veloc Diam H x W Duct Name Type Cfm) Cfm) FR fpm) in) . in) Material Trunk sti PeakAVF 499 642 0.166 601 14.0 0 x 0 VinlFlx st3 PeakAVF 672 606 0.129 628 14.0 0 x 0 VinlFlx st2 st2 PeakAVF 1068 925 0.129 765 16.0 0 x 0 VinIFIx Grille Htg Clg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) Cfm) Cfm) ft) FR fpm) in) in) Opening (in) Mal Trunk rsb9 Ox 0 96 154 72.8 0.129 443 8.0 Ox 0 VIFx rt1 rsb8 Ox 0 112 149 60.9 0.154 427 8.0 Ox 0 VIFx rt1 rsb6 Ox 0 165 183 58.4 0.161 523 8.0 Ox 0 VIFx rti rb1 Ox 0 1194 1081 55.4 0.169 676 18.0 Ox 0 VIFx rt1 Name Trunk Type Htg Cfm) Gg Cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk rti PeakAVF 1567 1567 0.129 718 20.0 0 x 0 VnlFlx wrightsoft• t +•,.......,..., Righ-Stile®Uriversal201818.004RSU16202 ACCA . TemplLot 106 Sebrirg C RHG EmUleBed4 . W rW Calc = NUB Frorl Door laoes- W 2017-Deo-11 145337 Page 2 Static Pressure and Friction Rate Job: Lot 106 Sebring C RHG En... wrightsoft- Date: 07-02-2017 House By- XF/RI One Stop Cooling and Heating Plan: RHG 7225 Sardscove Coin, Wirter Park FL 32792 Phore: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOneSlopCoolirg eom License CACD32444 Project• • For: Park Square Homes - Florida Series 3786 Night Heron Dr., SANFORD, FL Available Static Pressure 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• supply Return ft) ft) Measured length of run -out 18 7 Measured length of trunk 24 15 Equivalent length of fittings 150 50 Total length 191 73 Total effective length 264 Friction Heating Cooling in/100ft) in/1001t) Supply Ducts 0.129 OK 0.129 OK Return Ducts 0.129 OK 0.129 OK Fitting Equivalent LengthDetails supply 11 A=20, 4X-35,11 G--5,11 G=5,11 A=20,111=10,1 A--35,11 G=5,11 G=5,11 G=5,11 Gam: Total EL=150 Return 6M=20,11 G=5,11 Gam, 5E1=10,11 G--5,11 Gam: Total EL=5O 1 -Fk wrightsoft• 2017-Dea11 14:5337 Righ-SUte®Uriversa1201818004 RSU16202 Page 1 fk ... Temp1on 106 Sebrirg C RHG ErsUleBed4 - W.np Cale a NUB Frorf Door faces W FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 106 Sebring C RHG EnsuiteBed4 - W Builder Name: One Stop Cooling and Heating Street: 3786 Night Heron Dr. Permit Office: Seminole City, State, Zip: SANFORD , FL , Permit Number: Owner: Park Square Homes - Florida Series Jurisdiction: 691000 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 12/11/2017 2:49 PM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 KIT C X8 1?41 cfm J 16x16jGRT FtWFO TDD.® lC PERtu.avo.r:rrt . j fear)PF&VA-M ao FA UM j AW 179 cfm 10x8 11 cfm'0 I _ r is 8 V A r4 SU Sep 16pn i FBB 1 i I I SM 1`•I Level 1 j- 16 xRM 0, 16 — — r IOM4 RECE93WK.5 I 14 ^ I I/ it I AFroonvaF. rrrE ! I CLQ FArArrE I I I _ L .! t 11 00 ) i1® l 110' Cfrtl 80 11 49 cfm 1-1 115 ' 14 I I"''ri 77 cfm L I x6 T—Ta 4 ^PWDRIz 1 __ 11— I -- n r- 11' II ,t4 8x4 -] 44 cfm NDY METH 1 / 1 1\l 50 cfm EF1-VTR f , 1 tl l L• DO —OR OPtFl— WP- I II r------=------------- n 1 I I IL I I • I I I I I 1 GARAGE 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 OT SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box 80 26 cfm I EF1- VTW I 9 I DV- VrW I Job #: Lot 106 Sebring C RHG EnsuiteBe... One Stop Cooling and Heating Scale: 1: 98 Performed by XF/RI for: Page 1 Park Square Homes - Florida Series 7225 Sandscove Court Right-SuftS Unversal 2018 3786 Night Heron Dr. Winter Park, FL 32792 18.0D4 RSU16202 ANFORD, FL 2017-DOC-11 1451:47 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 ebring C RHG EnsuileBed4 - Wrup www.OneStopCoolirig. com Job #: Lot 106 Sebring C RHG EnsuiteBe... Performed by XF/RI for: Park Square Homes - Florida Series 3786 Night Heron Dr. SANFORD, FL Level 2 12" BYPASS One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale:1 : 98 Page 2 Right-&Ae®Uriversal 2018 18.0.04 RSU16202 2017-Dec-11 1451:48 fixing C RHG Frksui*Bed4 - Wrup Level 1 GRT 16 x 16 16 x 16 MBRM 4 - — — — — — — — — — — — KIT i- () 4 REOE88 UGHM i FLooR nFr T.B.O. \® 4 ® iF ' I UX8 F'ER e oouwalEFTr \ j i I 1/41 Cfm / AF ( OPT) PRE -WIREICU3. FANtifTE I OPT)PRE-WIRE II III_ AF aD. FAHIUTE ` I1*8 10x10 11 1w / 179 cfm i 219 cfmiIG 10x8 , 41 cfm ( - \ ®- _ I .' - _ J - j i II I • w ` / WIC 4 j ----- i'u `. aF B- , I cfm---------, I __ 7 " '- I( 4 I 49 cfm 6PYI •• T Sup i eI .. " MWIC 1 ;• FBB 1 FBB 2 — ' MT01 I STC1 I 1 AF AF I 1 AF DINE II 10x10 I 188 cfm I / \1 8x44. _ - NDY44cfmj I METHi___'uGFI FOY t 42 1 aY AF1 50 cfm EF1- VTR , _ j i f 8x4SwIc 1 / i DOOR 0 I / IWIR I I ® I— — — — — — — — — — I I 1= —-------------- I I I I GARAGE Job M Lot 106 Sebring C RHG EnsuiteBe... Performed by XF/RI for: Park Square Homes - Rorida Series 3786 Night Heron Dr. SANFORD, FL One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling. com 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 OT = Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box 8x4 26 cfm EF1- VTW wP 0 DV- VTW Scale:1 : 98 Page 1 Right-SuitsS Universal 2018 18.0. 04 RSU16202 2017-Dec- 11 14:51.47 ebring C RHG EnsuiwBed4 - Wrup i i i Job M Lot 106 Sebring C RHG EnsuiteBe... Performed by XF/RI for: Park Square Homes - Florida Series 3786 Night Heron Dr. SANFORD, FL Level *2 12" BYPASS 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 OT = Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale:1 : 98 Page 2 Right -Suited Universal 2018 18.0.04 RSU 16202 2017-Dec-11 1451.48 ebring C RHG EnsuiteBed4 - Wrup CITY OF SANFORD BUILDING & FIRE PREVENTION n ( PERMIT APPLICATION J ' > m cX4 tom) Application No: /17-J 7 L 7 Documented Construction Value: $ Job Address: - 79'& /2/.,b 4 pcmo hr Historic District: Yes No Parcel ID: Residential{' Commercial Type of Work: NevwR*"Addition Alteration Repair Demo Change of Use Move Description of Work: bjyri- Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name a 7T ito Phone: 8/3-9/0.3403 CA4 .93.r_ Street: /D3 S ippZr e& Fax: City, State Zip:rr/i moli._ FJ 3 L,/3 State License No.: 13 005 y09 Architect/Engineer Information Name: Phone: Street: Fax: _ City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, 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 requ irements 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 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 permit'is issued. OWNER'S AFFIDAVIT: I cerfify that all of the foregoing information is accurate and that all work willW be done in compliance with all applicable laws regulatin4construction an ning. s ... , to Signature of Owner/Agent - Print Owner/Agent's Name Date Signature of Notary -State of Florida Date , Owner/Agent is T Personally Known to Me or Produced ID . Type of ID Print Contractor/Agent's Name I ln,r re i pDa— >/3v))l Sigma`upEi tarY_StateJUI1d11:OrCi,alr Date Commission # GG151707 Expires: October 15, 2021 Contractor/Agent is Pe sonallynown to-NC' Produced ID Type BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof 1. Flood Zotre: Construction Type: Occupancy Use: total Sq Ft of Bldg: Min. Occupancy Load: #-of Stories: New Construction: Electric - # of Amps - Tlumbing = # of Fixtures Fir e Sprinkler Permit: Yes No # of Heads Fire Alarm Permit:' Yes No El . APPROVALS: ZONING: ENGINEERING: COMMENTS: Revised: June 30, 2015 UTILITIES: WASTE WATER: FIRE: BUILDING:_ Permit Application CITY OF SANFORD 11 BUILDING & FIRE PREVENTION D PERMIT APPLICATION i y Application No: I ` - Z,-7()!d Documented Construction Value: S v Job Address:-31(AlnhhkynnHistoric District: Yes 1:3q0 9 Parcel ID: ResidentialK Commercial Type of Work: NewO. Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing New Residential Construction Plan Review Contact Person: Khrissy or Jamie Title: Clerical Phone: 407-323-7515 Fax: 407-323-8954 Email: info a a i-orlando.com Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Contractor Information Name Advantage Plumbing, Inc. Phone: 407-323-7515 Street: PO Box 1117 Fax. 407-323-8954 City, State Zip: Sanford, FL 32772 State License No.: CF-CO57881 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 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 1105.3 Shall be Inscribed with the date of application and the code in effect as of that date: Sei Edition (2014) Florlds 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 p vpaty that may be found in the public records of this county, and then 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 Iaen law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the amuted contract is required in order to calculate a plan review charge and will be considered the estimated construction vahm 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 a 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. Sigutare of 0weedAaeeot Dave PfMt 0"=dApeM's Name fteuoae ofNoUry-State of FTaads D= Owner/Agent is Personally Known to Me or Produced ID Type of ID 1/30/18 3*8M eofC00ft0 oalAaW Date A. Thomm Smith Print or/Agart'aName S gno rc ,'olffy-s tee Date tom' NCTAR1Ivuauc STATE OF FLORIDA Cannot t3f313tiM Expires 6/2112021 Contractor/Agent is X Personally Known to Me or Produced 13D Type of rD BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumibing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkkr Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTII..PTIES: WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: ltevbce Jane 30, 2013 PaMb Applkdiea Job Address: 3786 Night Heron Dr CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: I -I " a --I ® -9 Documented Construction Value: S. 6998 Historic District: Yes No Parcel ID: Lot 106 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 4.0 ton HVAC with duct work and ventilation Plan Review Contact Person: Adlyn Rodriguez Title: permit clerk Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@onestopcooling.com Property Owner Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 Resident of property? : City, State Zip: Orlando, FL 32811 Contractor Information Name One Stop Cooling & Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court Fax: 407-629-9307 City, State Zip: Winter Park, FL 32792 State License No.: CAC 032444 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Phone: Fax: E-mail: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. l certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be Inscribed with the date of application and the code In effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application M-1 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 ]CC Valuation Table in effect at the time the permit is issued, in I 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 pcnnit is issued; OWNER'S AFFIDAVIT: I certify that all of the fore oing information is accurate and that all work will be done in compliance with all applicable laws regulati tg QAistructipn and zoning. 2/27/2018 Signature of Owner/Agent Date Si azure of Kevin Stine Print 0%%mer/Agent's Name Print Continctor/Agent's Name Date Signature of Notary•Statc of Florida Date Signature o ' to anuhqv KELLYWEBSTER Notary Public - State of Floilda Comm1ee10A N FF 978034 My Comm. Expires Apr 4, 2020 Owner/Agent is Personally Known to Me or Contractor/ A et t Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Flood Zone: _ Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Plumbing - # of Fixtures, Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application