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3845 Loon Ln 17-2454 PERMIT & (A)GRANT MALOY? SEMINOLE COUNTY CLERK, OF CIRCUIT COURT & COMPTROLLER BK. 9000 P9 54 (1P9s) CLERK'S T 2017099687 RECORDED 10/04/2017 02:04:35 PH RECORDING FEES $10.00 RECORDED BY Wevore THIS INSTRUMENT PREPARED BY: Name: Michelle Brana Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number: 17-2454 Parcel ID Number. 17-20-31-502-0000-2210 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1: DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Lot 221 Wyndham Preserve Plat Book 81 / Pages 93-102 3845 Loon Lane, Sanford FL 32771 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property: Fee Simple Fee Simple T109 Holder (if other than owner listed above) Name: Address: 4. CONTRACTOR: Name: Park Square Homes Phone Number. 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 S. SURETY (If applicable, a copy of the payment bond Is attached): Name: N/A Address: N/A Amount of Bond: N/A S. LENDER: Name: Fifth Third Bank Phone Number: Address: 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Phone Number: Address: 8. In addition, Owner designates of to receive a copy of the Ltenor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different dale 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. I LA49d%Fc — signature of OwnerjOr Lqbsep. Pr Own is or Lessee's Authorized O aMer/Manager) Vishaal Gupta, Executive Vice President Print Name and Provide Signatory's TIM01111ce) v State of dr' county of ty The foregrolr}g Instrument was ackno"ed before me this day of OCi7 P r 20 i by who has produced Identification Ii41dhELLE PARKISON MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 Bondod TAru Notary Public Undorwrilora Who Is personally known to me CYOR Notary posture Revision Response to Comments i Permit # 1--) • o`, L15 LI City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 8' 1k. 11 Project Address: t Contact: YYl c k. Lov 'Cc,.r C so"'3 Ph: 4 0-1 15 a 0 '--i 135 Fax: Email: Zgjt-4S Sc,`v C>s2 Trades encompassed in revision: 9 Building 0Plumbing Electrical Mechanical Life Safety Waste Water General description of revision: ROUTING INFORMATION ApprovalsDepartment Utilities Waste Water Planning Engineering Fire Prevention 0 Building General description of revision: ROUTING INFORMATION Approvals CITY OF SANFORD FIRE DEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2454 Date: 10/04/2017 Project Description: New SFR Contact Name: Michelle Parkison Job Address: 3845 Loon Lane Contact Email: moarkison(a),aarksguarehomes.com This is a general overview for code compliance in accordance with the minimum plan review required by the Florida Building Code. It is not a complete detailed review. The comments noted in this review must be addressed before the plans can be approved. Changes to plans shall be submitted on the same size format as the original submittal — changes in letter form are not permitted. All references to FBC Chapter 1 are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two copies of affected Plan sheets and/or supplemental information as requested. Permit submitlalc will not be accepted willsout two copies. COMMENTS: 1. The Permit Office on the Energy Calculations is listed as "Seminole" and the jurisdiction # as 691000. The correct Permit Office is Sanford and the correct jurisdiction # is 691500. Please revise the energy calculations accordingly. FBC 107 2. The plumbing DWV riser is missing the laundry tub. Please revise accordingly. FBC 107 3. A Weather protected GFCI receptacle is required at the rear porch. Please revise the electric page. FBC 107, NEC 210.52(E)(1) 4. Please provide Florida Product Approval and corresponding installation instructions for the 8'0" x 7'0" garage door. FBC 107 5. Please provide Florida Product Approval and corresponding installation instructions for the front door with 2 sidelites. FBC 107 6. The Product Approval package contains many errors. Please submit two (2) copies of a correct Product Approval package that is site specific to the house being built, addressing the following errors: The single hung window submittal only includes flange style installation. Please verify if this type of window will be installed on the 2nd floor. if not, please provide a fin style window for the 2nd floor single hung windows. There are 3 types of Horizontal Slider windows submitted. There are no slider windows installed on the house. Only specific products to the house being built should be submitted. Product Approval is included for siding. There is no siding installed on the house A "Zip System" for wall and roof sheathing has been included in the product approval package, however the plans do not address this type of structural system. Either the plans need to address this specific system or it should not be included in the product approval package. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with the plans examiner to discuss comments will require an appointment, arranged by Phone or email prior to arrival. Respectfully, Steve Fiorey, CBO P IP 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: 3845 Loon Lane Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-2210 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) 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# 17-2454 Reviewed by: Michael Cash, CFM Date: September 5, 2017 Application for Paved Driveway, Sidewalk or Walkwayd1IncludingRight -of -Way Use & 9 9 Y VOR7- Landscaping in Right -%o 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 e 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 I{nwrwlnP.below. size and location of the existing right—of-way and use shall be provided or application could be delayed. Callbdinepud1w 1. Project Location/Address: 3845 Loon Lane, Sanford FL 32771 (lot 221) 2. Proposed Activity: X Driveway 11 Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: Construction of new driveway for new single family residence This application is submitted by.. Property Owner 41 Signature: Print Name: ViShaal Gupta Address: 5200 Vineland Rd SuitAv rlando, FL 32811 6 Phone: (407) 529-3135 Fax: Email: mparMwn@parksquarehomes.com Date: D4 r 7 Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities. storrnwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove. relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition. the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands. suits, judgments. losses, expenses. damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or ansing directly or indirectly out of or connected with the use of the City's right-of-way. I have read nd understan the above statement and by signing this application I agree to its terms. III AAASignatureDate: a Ile) shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: Reviewed: Public Works Utilities Approved: r / Engineering V /V. Site Inspected by: Special Permit Conditions - Official Use Only Fee: Date: Date: Date: Date: A 5 —20 ( 7 Date, November 2015 ROW Use Dnveway.pdr SEM INOLE COUNTY MULTI%URISDICTIONAL LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: b I hereby name and appoint: an agent of: Park Square Homes Name of Company) ellzel— 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): All permits and applications submitted by this contractor. Or The specific permit and application for work located at: Street Address) Expiration Date for This Limited Power of Attorney: -x License Holder Name: Vishaal Gupta rl!Drrl 12121119zi State License Number: Signature of License He STATE OF FLORIDA ro l INTY OF The foregoing instrument was acknowl dged 20, Y 7K Q Qb / / fore mg this Lday of who is ANS ersonall known to me orPY O who has produced and who di I t) take an oath. Signature of Notary N?yZ. MICHELLE PARKISON MY COMMISSION 0 FF 063452 EXPIRES: October 30, 2017 Js.9enQbd` h!u Notary Public Underwriters as identification Print or type Notary name Notary Public - State of F Or C G Commission No. 7;;7- C(!D31A5Q My Commission Expires: /0 -.510 aO /7 lqk CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: XC Documented Construction Value: $ $ Job Address: con Historicr% Historic District: Yes No Parcel ID: Residential Contmer«al Type of Work: NewAddition 11Alteration Repair Demo 11 Change of Use Move Description of Work: Plumbing new residential construction Plan Review Contact Person: 6,n a 5- 4 Title: (1 %^1 Phone: 407-323-7515 Fax: 407-323-R954 Email: info@api-orlando.com Property Owner Information Name /QS Phone: Street: Resident of property? City, State Zip: Advantage Plumbing, Inc. Name 110 Box 1117 Street: Sanford, FL 32772 City, State Zip: Contractor Information Phone: 407-323-7515 Fax: UFTU.5 7991 -- State License No.: Architect/Engineer Informatic Name: Phon Street: Fax: City, St, Zip: E -mg Bonding Company: Mortgage L Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be Inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building Code Revised: lune 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 101;7/17 Signature of Owner/Agent Date Siguture of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is _X_ Personally Known to Me or Produced ID Type of ID A Thomas Smith Print Contrac r/Agent Name a7// Signatu of Notary -State of F 1ao nds Date A MetedM L yYMUCIO-Smdh NOTARY PUBLIC a STATE OF FLORIDA Cam* GG136869 0 0 Expires 8f 112021 Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30, 2015 Pest Application 1. M Advantage Plumbing, Inc. Page No.1 Proposal of 1 Page(s) Submitted To: Phone: Date: 5-25-17 Name: Paris Square Homes Job Name: Sebring; Wyndham Preserve; REVISED 5200 Vineland Road, #200 Orlando, FL 32811 We hereby submit spermcations and estimates for. - 3 Water Closets, Sterling per spec, elongated. 5 Lavatories;1 Sterling Pedestal; 4 owner provided. 1 Kitchen Sink, owner provided. 1 Tub, Sterling Performa. 1 Hot Water Heater, Bradford White electric, 50 gallon, with stand. 1 Shower with vinyl pan. 1 Laundry box. 1 Ice maker box. 2 Hose Bibbs. 1 Disposal, Badger V. Hookup owner provided dishwasher. Sewer and water service. Uponor water piping. Moen valves per spec. Bid less costs of all sinks and faucets. Option: Bedroom 5; Add tub bath per spec (1 tub,1 water closet,1 lavatory); credit 1 lavatory from existing bath: + $550 Option: Sterling Lawson soaking tub in master bath with Roman tub valve and thermostatic mixing valve: + $880 We hereby propose to furnish labor and materials — complete in accordance with the above specifications, for the sum of: Four thousand five hundred seventy dollars $4.570.00 with payment to be made as follows: 30% upon completion of rouqh in: 30% upon completion of tub set: 40% upon completion of trim All material is guaranteed to be as specified. All work to be completed in a workmanlike manner according to standard practices. This proposal subject to acceptance within 30 days and is void thereafter at the option of the undersigned. Authorized Signature ACCEPTANCE OF PROPOSAL The above prices, specifications and conditions are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. ACCEPTED: Signature Date PO BOX 1117 - SANFORD, FL 32772 - P (407) 323-7515 - F (407) 323-8954 ADVANTAGEPLUMBING@CFL.RR.COM CITY OF SANFORD BUILDING & FIRE PREVENTION F : • 9 m e PERMIT APPLICATION sebn n Application No: /2 Documented Construction Value: $ ]L nn C Historic District: Yes [I No Job Address:.3 Residential.O Commercial Parcel ID: view yAddition Alteration Repair Demo Change of Use Move Type of Work• . t X Description of Work: Plan Review Contact Person, Phone: Fax: Email: Property Owner Information Title: Phone: Name Resident of property? Street: City, State Zip: Contractor Information Phone: Name Street: f y ©,-1 Fax: tate Zi State License No.: Fl i 3 be 5 yy C1ty,S p , Architect/Engineer Information Phone: Name: Fax: Street: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: IN YUR WARNING TO OWNER: YOUR FAILURE TO RECD PROPERTY. OF NOT CENOF COMMENC EM TO BE PAYING TWICE FOR IMPROVEMENTS TO YOU IN RECORDED AND POSTED ON THE JOB SITE BEFORE AN FIRST INSPECTION. RECORDING YOUR NO TA CE OF FINANCING, CONSULT WITH YOUR LENDER COMMENCEMENT. n has Application is hereby made to obtain a permit to do all wothe rrk wlllbetplerfoormedns sto meet standards of all laws regulating const. I certify that no work or ructionction commenced prior to the issuance of a permit and thatplumbing, signs, wells, pools, in this jurisdiction. I understand that a separate permit must be secured for electrical work, p g+ g - furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5i1 Edition (2014) Florida Building Code Permit Application Revised: June 30, 20 15 5lOg, 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, afld 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, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your pen -nit 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 an ning. Signature of Owner/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of lD Print Contractor/Agent's Name 11a"x ,1i kms- 1 lel a q/i 9 iignature of Notary -State of Florida 15ate Junan K. h y'Gc= C mnescion Ji GG151707 Expires: October 15, 2021 Bonded ihru ro Contractor/Agent is Z onall Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building El \trical Construction Type: Total Sq Ft of Bldg: Mechanical Plumbing Gas Roof Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes [3 No # of Heads APPROVALS:. ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Flood Zonc: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application Revised: lune 30, 2015 COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100006 BUILDING APPLICATION #: 17-10000646 BUILDING PERMIT NUMBER: 17-10000646 UNIT ADDRESS: LOON LN 3845 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: APPLICANT NAME: BRISSON INVESTMENTS LLC ADDRESS: 27 N SUMMERLIN AVE ORLANDO LAND USE: SFR DETACHED TYPE USE: DATE: September 14, 2017 17-20-31-502-0000-2210 PARCEL: TRACT: I-erryll+_ BLOCK: LOT: r7- ay 33D, t3S FL 32801 ' 0 WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3845 LOON LN / LOT 221 SFR DETACHED WYNDAM PRESERVE FEE TYPE BENEFIT RATE DIST SCHED------ UNIT RATE UNITS- CALC UNIT TOTAL DUE TYPE ROADS -ARTERIALS CO -WIDE ORD Single FamilyROADS -COLLECTORS HousingN/A 705.00 1.000 dwl unit 705.00 Sin gls milyFIRE ;0CUE Housing 00 1.000 dwl unit 00 CO-WIDE ORD 00 Single FamilySCHQO HousingqDEI 54.00 1.000 dwl unit 54.00 PASSingle Family ORD Housing 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY:rniC W 1. art;' "j SIGNATURE. PLEASE PRINT NAME) DATE: i7 ' S • l NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER ANDENSURETIMELYPAYMENTMAYRESULTINYOURLIABILITYFORTHEFEE. *** DISTRIBUTION: 1 -BLDG DEPT 3 -APPLICANT 2 -FINANCE 4 -LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROADFIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED BY FILING A WRITTEN REQUEST WITHIN 45 CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVEBUTNOTLATERTHAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THS REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER L AND SHOULD REFERENCETHECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. ISSUEEDSWITHINM60 CAL ENDARODAYS OVALTD EIRECEIVINGISIGNATURIE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. AUG 11 2017 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION 0019 A PP lication No -`-4, Documented Construction Value: S T5 5 35 213 s, Job Address: 3845 Loon Lane, Sanford 32771 (Wyndham Preserve lot 221) Historic District: Yes No Parcel ID: Parent 17203150100000010 1 1 -'Lo -ZI-Sot- 0000— 2-71&esidential0 Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone* 407-529-3135 Fax: Name Street: City, State Zip: Email: mparkison0 aprksguarehomes.com Property Owner Information Phone: Resident of property? : Contractor Information Name Park Square Homes/ Vishaal Gupta Street. 5200 Vineland Rd Suite 200 City, State Zrip: Orlando, FL 32811 Name Street: No Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Eng. / Don Bolden Eng. Phone; Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Eno./ PO Box 530783. Debary FL 32753 Fax: _ City, St, Zip: Bonding Company: Address: E-mail: Arch. 407-629-6711 Encl. 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. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 5, 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 ]CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. E- AWAF1Z Ia MICHELLE PARKISON MY COMMISSION # FF 063452 EXPIRES: October 30. 2017 Bonded Thru Notary Public UndomWime Owner/Agent is ---Personally Known to Me or Produced ID Type of ID Date Print Yy•.; MICHELLEPARKISON MY COMMISSION # FF 063452 t'; •;j EXPIRES: October 30, 2017 i° Bondod Thru Notary Public Underwrllera Contractor/Agent is Personally Known to Me or Produced 1D Type of 1D BELOW IS FOR OFFICE USE ONLY Permits Required: Building [R Electrical o Mechanical© Plumbing© Gas[] Roof Construction Type: 149 -Occupancy Use: IZ3 Flood Zone: X-5 AT—,AcNq> Total Sq Ft of Bldg: 320 Min. Occupancy Load: 1 ip # of Stories: Z New Construction: Electric - # of Amps ISO Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No [a # of Heads tv /? -45--1 APPROVALS: ZONING: rA I -I L -11 UTILITIES: COMMENTS: r Revised June 30, 2015 Z 2 - Fire Alarm Permit: Yes No WASTE WATER: ENGINEERING: 04—%C- 0(-5-A-7 FIRE: BUILDING: SF to, 11;• 17 C 5, pjO#ncP w, j% S(!-GYc1 VA9 Se 6r. Permit Application at AUu f X 1017 i CITY OF SANFORD BUILDING & FIRE PREVENTION a ` "Y—_.. =PERMIT APPLICATION l Application No: Documented Construction Value: S 150,537.00 Job Address: 3845 Loon Lane, Sanford 32771 (Wyndham Preserve lot 221) Historic District: Yes No Parcel ID: Parent 17203150100000010 Residential © Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone: 407-529-3135 Fax: Name Street: City, State Zip: Title: Permitting Manager Email: mparkisonO-12arksguarehomes.com Property Owner Information Phone: Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 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: lune 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. o 602-/-2 o.Mlp -%-i/ MICHELLE PARKISON MY COMMISSION # FF 083452 EXPIRES: October 3o, 2011 Bonded Thru Notary Pubec Undol"Im Owner/Agent is " Personally Known to Me or Produced ID Type of ID Contractor/Agent is Produced ID 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: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 9/21/2017 1:06 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 Project Name: Lot 221 Sebring B LHG EnsulteBed4 - N Builder Name: One Stop Cooling and Heating Street: 3845 Loon Lane Permit Office: City of Sanford City, State, Zip: SANFORD, FL, 32771 Permit Number: _ 4 5 4 (SANFORD Owner: Park Square Homes - Florida Series Jurisdiction: 1 0 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2)An.tzp` 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 ft2 b. Concrete Block - Int Insul, Exterior R=4.1 1250.70 ff2 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 5. Is this a worst case? No 10. Ceiling Types (2028.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 2028.00 1`12 6. Conditioned floor area above grade (ft2) 2469 b. N/A R= ff2 Conditioned floor area below grade (W) 0 c. N/A R= ft2 11. Ducts R f12 7. Windows(256.6 sqft.) Description Area a Sup: Attic, Ret: Attic, AH: 2nd Floor 6 495.2 a. U -Factor: Dbl, U=0.55 164.581112 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 44.00112 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 (2469.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1588.00112 b. Conservation features b. Floor Over Other Space R=0.0 44 1. 00 ft2 None c. other (see details) R= 440.00 ft2 15. Credits Pstat Total Proposed Modified Loads: 70.46 Glass/Floor Area: 0.104 PASSTotalBaselineLoads: 73.58 1 hereby certify that the plans and specifications covered by Review of the plans and 11iE S7, this calculation are in compliance with the Florida Energy specifications covered by this.y oX pA Code. Digitally signed by Bojan a"°"`` calculation indicates compliance Qi b - Bo an PaukovicJ Date: 2017.09.21 13:22:14 hFloridawiththeEnergy9YCode. PREPARED BY: -04'00• Before construction is completed rr oDATE: this building will be Inspected for a compliance with Section 553.908 e I hereby certify that this building, est d, Is in compliance Florida Statutes. with the Florida Energy C e COp y v OWNER/AGENT. BUILDING OFFICIAL: DATE: DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 9/21/2017 1:06 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 221 Sebring B LHG Ensuit Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2469 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: 3845 Loon Lane Permit Office: City of Sanford Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: SANFORD , Family Type: Single-family FL, 32771 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5% 25% 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 2469 22697.4 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1588 14768.4 Yes 2 1 1 Yes Yes Yes 2 2nd Floor 881 7929 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 f12 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ---- ---- 430 ft2 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 ---- ---- 441 ft2 0 0.29 0 0.71 ROOF Roof Gable RoofV 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 t12 Dark 0.9 N 0.9 No 0 26.6 ATTIC V IRCCTypeVentilationVentRatio (1 in) Area RBS 1 Full attic Vented 300 2028 02 N N 9/21/2017 1:06 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 9/21/2017 1:06 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 CEILING it Ceiling Type Space R -Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 sl Floor 30 Blown 2028 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below SpaceR-Valliprpa 1 S Exterior Frame - Wood 2nd Floor 11 31 6 9 0 283.5 ft2 0 0.25 0.8 0 2 S Exterior Concrete Block - Int Insul 1st Floor 4.1 45 0 9 4 420 0 112 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 N Exterior Frame - Wood 2nd Floor 11 31 6 9 0 283.5 ft2 0 0.25 0.8 0 6 N Exterior Concrete Block - Int Insul 1st 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 1st Floor 4.1 11 6 9 4 107.3 ft2 0 0 0.8 0 9 Garage Frame - Wood 1st 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 f12 2 Wood 1st Floor None 39 2 7 6 7 17 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. J Wall Overhang Ornt ID Frame Panes NFRC U -Factor SHGC Area Depth Separation Int Shade Screening 1 S 1 Metal Low -E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 S 2 Metal Low -E Double Yes 0.55 0.22 30.0 H2 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 f12 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 f12 1 ft 0 in 1 ft 0 in Drapes/blinds None 5 E 4 Metal Low -E Double Yes 0.55 0.22 15.0 1t2 1 If 0 in 1 ft 0 in Drapes/blinds None 6 E 4 Metal Low -E Double Yes 0.55 0.22 30.0 ft2 7 ft 0 in 1 It 0 in Drapes/blinds None 7 E 4 Metal Low -E Double Yes 0.58 0.25 48.0 ft2 7 It 0 in 1 ft 0 in Drapes/blinds None 8 N 5 Metal Low -E Double Yes 0.54 0.25 4.0 f12 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 N 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 N 6 Metal Low -E Double Yes 0.54 0.25 8.0 f12 11 ft 0 in 1 It 0 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 It 0 in 1 ft 0 in Drapes/blinds None 13 W 7 Metal Low -E Double Yes 0.54 0.25 4.0 1`12 1 It 0 in 1 ft 0 in Drapes/blinds None 14 W 7 Metal Low -E Double Yes 0.54 0.25 4.0112 1 ft 0 in 3 1`10 in Drapes/blinds None 15 W 7 Metal Low -E Double Yes 0.54 0.25 4.0 ft2 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 If 4 in 1 ft 0 in Drapes/blinds None 9/21/2017 1:06 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FOAM R405-2014 9/21/2017 1:06 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 578112 578 h2 64 ft 9.3 It 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000409 2648 145.37 273.4 .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 ctm 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 f12 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 it Attic 123.8 ft Prop. Leak Free 2nd Floor --- ctm 74.1 cfm 0.03 0.50 1 1 9/21/2017 1:06 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FOAM R405-2014 9/21/2017 1:06 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin Jan HeatingJan Feb Feb Mar Mar Apr A r imma a Jun Jun Jul Jul Au Auge IISe Oct Oct Nov Nov Dec Dec VentinJan 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 9/21/2017 1:06 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: 3845 Loon Lane Permit Number: SANFORD , FL, 32771 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 verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1 Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4 Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6 Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1 5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 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. 9/21/2017 1:13 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 8403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 8403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41 •C) or below 559F (130C) shall be insulated to a minimum of R-3., 8403.3.1 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 31/2 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). 0 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 (380C to 600C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. 0 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 8403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. p R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 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. 9/21/2017 1:13 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403 6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. 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. D 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 409F. 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 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 denving 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 8405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O 8405.2.1 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. 9/21/2017 1:13 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 1 New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (f12) 7. Windows" Description a. U -Factor• Dbl, U=0.55 SHGC: SHGC=0.22 b. U -Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U -Factor: Dbl, U=0.54 SHGC: SHGC=0.25 d. U -Factor: N/A SHGC: Area Weighted Average Overhang Depth Area Weighted Average SHGC: 3845 Loon Lane, SANFORD, FL, 32771 New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=11.0 1287.00 Hz b. Concrete Block - Int Insul, Exterior R=4.1 1250.70 ft2 1 c Frame -Wood, Adjacent R=11 0 319.67 ft2 4 d. N/A R= tt2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 2028.00 ft2 2469 b. N/A R= ft2 Area c. N/A R= ft2 164.58 f12 11. Ducts R ft2 a Sup: Attic, Ret: Attic, AH: 2nd Floor 6 495.2 48.00 f12 12. Cooling systems kBtu/hr Efficiency 44.00 f12 a. Central Unit 47.0 SEER:16.00 f12 3.687 ft. 0.231 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1588.00 ft2 b. Floor Over Other Space R=0.0 441.00 ft2 c. other (see details) R= 440.00 112 13. Heating systems a. Electric Heat Pump 14. Hot water systems a Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code complias. Builder Signature: Date: Address of New Home: 138q.5 lr ox- City/FL Zip. i. 3111 kBtu/hr Efficiency 45.5 HSPF:9.00 Cap: 50 gallons EF: 0 9 Pstat 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. 9/21/2017 1:07 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 221 Sebring B LHG EnsuiteBed4 - N Builder Name: One Stop Cooling and Heating Street: 3845 Loon Lane Permit Office: City of Sanford City, State, Zip: SANFORD , FL, 32771 Permit Number: Owner: Park Square Homes - Florida Series Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim foists 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 budding 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 9/21/2017 1:13 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 wrightsoft` Project Summary Job: Lot 221 Sebring B LNG En... 7 Date: 09-21-2017 House By- XF/RI/BP One Stop Cooling and Heating Plan: LNG 7225 Sardscove Cont, W irter Park FL 32792 Phore: (407) 629 - 6920 Fax• (407) 629 - 9307 Web: wwwOreStDpCoolirg.com Licerse: CAC032444 For: Park Square Homes - Florida Series 3845 Loon Lane, SANFORD, FL 32771 Notes: Weather. Orlando Executive AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 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 gr/b Heating Summary Sensible Cooling Equipment Load Sizing Structure 19649 Btuh Structure 22645 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 Btuh Piping 0 Btuh Equipment load 25764 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Infiltration Equipment sensible load 33175 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 1 Average) Structure 2922 Btuh Ductsen I vent (0 cim) 0 Btuuh Heating Cooling none) Area (ft) 2525 2525 Equipment latent load 5247 Btuh Volume (113) 23200 23200 Air changes/hour 0.37 Equiv. AVF 144 0.16 62 Equipment Total Load (Sen+Lat) Req. 0.75 SHR 38422 3.7 Btuh cfm) total capacity at ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6048H1 Cond 4TWR60481-11 AHRI ref 7563627 Coil TEM6AOD48H41++TDR AHRI ref 7563627 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating Input Sensible 000ling 35250 Btuh Heating output 45500 Btuh @ 47°F Latent 000ling 11750 Btuh Temperature rise 27 OF Total cooling 47000 B ih Actual air flow 1567 cfm Actual air flow 1567 cfm Air flow factor 0.061 cfm/Btuh Air flow factor 0.046 ckn/Buh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.87 Capacity balance point = 30 OF Backup: Input = 0 kW, Output =0 Btuh, 100AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft- Riga-SUte®Uriversal2o1717.023 RSU16677 2017•Sep 2t 1Page1 PRK1101221 Sebring B LHG ErsUteBed4 - Krup Calc. NUB Horse faces: N g wrightsoft° Right -J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Cont. Wirter Park FL 32792 Phore (407) 629.6920 Fax: (407) 629 - 9307 Web: vwvwOreSloDCoolrrg.00m License CAC032444 Jab: Lot 221 Sebring B UNG Enstiit.. Date: 09-21-2017 By. XF/RI/BP Plan: UNG 1 Room name House Krr 2 Exposed wall 264.9 11 37D D 3 Room height 92 fl d 9.3 D heatbod 4 Room dimensions 1.0 x 276.3 11 5 Room area 2524.8 1F 276.3 W Ty Co Wrudron U -value Cr HTM Area (fF) Load Area (fF) Load number Bkhw-n B or Perimeter (A) Bluh) or perimeter (11) Bluh) Heal Cool Cross NM Heat Cool Cross NAS Heat Cool 6 Vhf 128-09N 0.097 n 231 2.89 284 276 636 796 0 0 0 0 F` - CC 4B5 -2N 0.540 n 12.85 13.78 4 0 49 53 0 0 0 0 4135.2N 0.540 n 12.85 13.78 4 0 51 55 0 0 0 0 13A-4ors 0.143 n 3.40 3.00 419 389 1322 1164 246 246 839 738 11 4A5.2Dm 0.550 n 13.09 1351 30 0 393 405 0 0 0 0 12&09N 0.097 a 231 2.89 306 253 584 730 0 0 0 0 G 4A5-2om 0.550 a 13.09 2755 45 0 589 1240 0 0 0 0 4135-21rn 0.540 a 1285 29.73 4 0 51 119 0 0 0 0 485.21m 0.540 a 1285 29.73 4 0 51 119 0 0 0 0 13A-4os 0.143 a 3.40 3.00 107 67 228 201 0 0 0 0 4B5.21m 0550 a 13.09 18.68 16 10 209 299 0 0 0 0 11DO 0.390 a 928 1254 24 24 223 301 0 0 0 0 12B -Osie 0.097 s 231 289 284 280 645 807 0 0 0 0 486-21m 0.540 s 1285 13.78 4 4 51 55 0 0 0 0 13A-4ors 0.143 s 3.40 3.00 349 337 1146 1009 0 0 0 0 4135-21n 0,540 s 1285 13.78 4 4 51 55 0 0 0 0 465.21m 0.540 s 1285 13.78 8 8 103 110 0 0 0 0 128.09w 0.097 w 231 2.89 306 291 672 840 0 0 0 0 4A5.2om 0.550 w 13D9 2755 15 0 196 413 0 0 0 0 13A-4ocs 0.143 w 3.40 3.00 372 265 902 794 98 50 171 151 4A5-2Dm 0550 w 13.09 2755 15 0 191 402 0 0 0 0 4A5.2om 0.550 w 13.09 2755 15 0 196 413 0 0 0 0 4A5.2DM 0.550 w 1309 14.05 30 29 393 421 0 0 0 0 R 4A5.2omd 12C-0sw 0.580 0.091 w 1380 2.17 2088 157 47 318 28 301 653 653 988 473 47 0 28 0 653 0 988 0 D 11D0 0390 n 928 1254 17 17 158 214 0 0 0 0 C 16&30ad 0.032 0.76 1.78 2029 2029 1545 3613 276 276 210 492 F 19A4b9cp 0295 284 2.06 8 8 22 17 0 0 0 0 F 19C-19rsm 0.049 0.40 032 430 430 174 136 0 0 0 0 F 22A-qxn 1.180 28.08 0.00 1591 134 3761 0 276 37 1039 0 6 c) AED excursion 933 650 Envelope lossbain 15902 17175 2913 3019 12 a) Infitabon 3748 1261 592 179 b) Room ventilation 0 0 0 0 13 internalgains: ODwpants@ 230 5 1150 0 0 Applanoesbther I3060 I 1200 Subtotal (lines 61D 13) 19649 22645 3445 4398 Lessextemal bad 0 0 0 0 Lesslransfer 0 0 0 0 Redrstnbubon 0 0 0 0 14 Subtoal 19649 22645 3445 4398 15 Dud bads 31% 50% 6115 11346 31% 500/6 1072 2204 Total room load 25764 33991 4517 6602 Air required (dm) 1567 1567 1 275 304 Calculations approved by ACCA to meet all requirements of Manual J 0 Ed. wlrfghtsOft' fth1-Sulte®Uriversal2017 17.023 RSU16877 2017 -Sep -211051:48 gege 1 PRINivLot 221 Sebrirg B LNG En;riteBed4 - N rtp Calc - MIB Horse faces N wrightsoft° Right -J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Cour, Winter Park FL 32792 Phone- (407) 629 - 6920 Fax (407) 629.9307 Web. wwwOreSIDpCooling.com Ucerse: CAC032444 Job: Lot 221 Sebring B LHG EnsWL.. Date: 09-21-2017 By. XF/RI/BP Plan: LHG 1 Room name GRT MWIC 2 Exposed wall 15.0 11 80 D 3 Room height 93 A heaVcDol 93 f1 heaVcool 4 Room dtmensons 1.0 x 3623 Q 85 x 8-0 h 5 Room area 3623 IF 68.0 fF Ty Construcoon U -value Or HTM Area (W) Load Area (I) Load number BIuhA1¢°F) B I or perimeter (A) BbWh) or perimeter (A) BIuh) Heal Cool Gross NIPS Heal Cool Gross NIP/5 Heat Cool 6 12B -09w 0.097 n 231 2.89 0 0 0 0 0 0 0 0 4B5-2Iv 0540 n 12.85 13.78 0 0 0 0 0 0 0 0 rl-----,GG 4B5 -2N 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 13A•4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 4A5.2Dm 0.550 n 13.09 1351 0 0 0 0 0 0 0 0 vh12B.Osw 0.097 a 231 2.89 0 0 0 0 0 0 0 0 4A5.2om 0550 a 13.09 2755 0 0 0 0 0 0 0 0 4B5 -21n 0.540 a 12.85 29.73 0 0 0 0 0 0 0 0 4B5 -21m 0.540 a 12.85 29.73 0 0 0 0 0 0 0 0 13A•4oas 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 4B5 -21m 0 550 a 13.09 18.68 0 0 0 0 0 0 0 0 11DO 0390 a 928 1254 0 0 0 0 0 0 0 0 y/ 128.09w 0.097 s 231 2.89 0 0 0 0 0 0 0 0 G 485-21n 0S40 s 12.85 13.78 0 0 0 0 0 0 0 0 y/ 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 74 74 253 223 4B5 -21m 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 4B5 -21m 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 12B•09w 0.097 w 231 2.89 0 0 0 0 0 0 0 0 4A5.2Dm 0.550 w 13.09 2755 0 0 0 0 0 0 0 0 13A-4ocs 0.143 w 3.40 3.00 140 110 373 328 0 0 0 0 4A5-2om 0550 w 13.09 2755 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 4A5.2om 0550 w 1309 14.05 30 29 393 421 0 0 0 0 4A5-2Dmd 0580 w 13.80 20.88 0 0 0 0 0 0 0 0 P LD 12C -09w 0.091 2.17 157 0 0 0 0 0 0 0 0 11 DO 0.390 n 928 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 323 323 246 575 47 47 36 83 F 19A•0bsw 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C -19c= 0.049 040 032 0 0 0 0 0 0 0 0 F 22A -cpm 1.180 28-08 0.00 362 15 421 0 68 8 225 0 6 c) AED excursion 397 2D Envelope Iossbain 1433 1721 513 286 12 a) Intihraoon 216 73 115 39 b) Room ventilabon 0 0 0 0 13 hvemalgain& ODnipants@ 230 0 0 0 0 Applianossbt o 900 0 SubtotalPines 6ID13) 1648 2694 628 325 Lessextemalbad 0 0 0 0 Lem Vardar 0 0 0 0 Redisbibubon 253 179 0 0 14 Subbtal 1902 2873 628 325 15 Duty loads 1 31% MI 592 1440 31% 5w% 196 163 Total room load I 1 1 2493 4313 824 488 Air required (dm) 152 199 1 5D 22 Calculations approved bV ACCA to meet all requirements of Manual J 8th Ed. wrighttsoft- NgM,Sute®Unversal201717023RSU16877 2017-Sep•211051,48 PRINMot 221 Sebring 8 LHG ErstiteBed4 . N.rtp Calc = M18 House laces- N 9 wrightsoR° Right -J® Worksheet House One Stop Cooling and Heating 7225 Sardsmve Cool, Wirter Park FL 32792 Mre (407) 629.6920 Fax (407) 629 - 9307 Web: wwwOreStopCoolirg.com Licerse: CAOD32444 Jab: Lot 221 Sebring B LNG Ensu%.. Date: 09-21-2017 Br. XF/RI/BP Ptan: LNG 1 Room name NSTH LNDY 2 E)posedwall 90 fl 0 ft 3 Room height 93 fl heattool 9.3 It heatbod 4 Roomdimenlsion>,s 1.0 x 1433 M 6.0 x 85 ft 5 Room area 143.3 fF 51.0 fF Ty Construd Area meeller Load number B 'F) BluW oorr perimeetter (D) BWh) or peri(() Bluh) Heal Cool Grass WPIS Heal Cool Gross N/P5 Heat Cool 6 1Ql 12&09+ 0.097 n 231 2.89 0 0 0 0 0 0 0 0 IL--Gi 4862hv 0.540 n 12,85 13.78 0 0 0 0 0 0 0 0 4B5 -21v 0540 n 12.65 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 4A5.2om 0550 n 13.09 1351 0 0 0 0 0 0 0 0 Vjl 126 - 2D a 231 2.89 0 0 0 0 0 0 0 0 410.r2om 05W0.550 a 13.09 2755 0 0 0 0 0 0 0 0 I( 4B5 -2[m 0.540 a 12.65 29.73 0 0 0 0 0 0 0 0 4B5 -21m 0.540 a 12.85 29.73 0 0 0 0 0 0 0 0 V613A-4ocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 4B5 -21m 0550 a 13.09 18.68 0 0 0 0 0 0 0 0 11 DO 0.390 a 928 1254 0 0 0 0 0 0 0 0 v 12B -09w 0.097 s 231 2.89 0 Q 0 0 0 0 0 0 r --G 4B5.21n 0.540 s 12B5 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 340 3.00 84 76 258 227 0 0 0 0 4B5 -26n 0.540 s 1285 13.78 0 0 0 0 0 0 0 0 4B5 -2[m 0.540 s 1285 13.78 8 8 103 110 0 0 0 0 12B -Wm 0.097 w 231 289 0 0 0 0 0 0 0 0 05.2om 0550 w 13119 2755 0 0 0 0 0 0 0 0 13A-4ocs 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 4A5.2om 0.550 w 13.09 14.05 0 0 0 0 0 0 0 0 4A5-2omd 0580 w 1380 2088 0 0 0 0 0 0 0 0 P L 12C-0sw 0.091 2.17 157 112 112 242 175 56 56 121 Be D 11DO 0.390 n 928 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0032 076 178 0 0 0 0 0 0 0 0 F 19A-Obscp 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C-19csm 0049 040 032 0 0 0 0 0 0 0 0 F 22A -cpm 1.180 28.08 0.00 143 9 253 0 51 0 0 0 6 d AED excursion 32 34 En elope Iossbain 855 480 121 54 12 a) hIlMon 129 44 0 0 b) Room wnblabon 0 0 0 0 13 Memalgains Occupants@ 230 0 0 0 0 Applianar4o her 0 500 SubiDtalPines 6lo13) 984 524 121 554 Lemeloemal bad 0 0 0 0 Less transfer 0 0 0 0 Redstribubon 0 0 177 126 14 Subtotal 984 524 298 680 15 Duct bads 1 31%1 501/6 306 262 31%50% 93 341 Total room bad 1291 786391 1020 Air required (dm) 78 36 24 47 Calculations approved bYACCA to meet all requirements of Manual J 8th Ed. rk wrightscOV 2017 -Sep -211031:48 Ripa-Suite®Uriversal 2017 17.023 RSU16877 Pape 3 PRINT1Lol221 Sebring B LHG ErsUteBed4 - N no Cale a MIB HDuse faces N wrightsoft' Right -J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Court, Wirier Park. FL 32792 Ptvre: (407) 629.6920 Fax: (407) 629.9307 Web: wwwOreSiDpCDolirg.com License: CAC032444 Jab: Lot 221 Sebring B LHG Ensuk.. Date: 09-21-2017 Byy. XF/RI/BPOrin: LHG 1 Room name PWDR STC1 2 Exposed vied 0 11 0 D 3 Room herghl 93 4 hsaDbool 9.3 11 heatbool 4 Room dimertsons 55 x 55 0 1.0 x 41.8 A 5 Room area 303 fF 418 fF Ty CoraUudon U -value Or HTM Area (fl) Load Area (fl) Load number B LjhV-n BluhIF) or perimeter (II) BWh) or perimeler (D) BWh) Heat Cool Gross WPiS Heat Cool Gross NrP/S Heal Cool 6 1IN 12B-Osw 0A97 n 231 289 0 0 0 0 0 0 0 0 485.21v 0S40 n 1285 13.78 0 0 0 0 0 0 0 0 l- fC 4135-21v 0540 n 1285 13.78 0 0 0 0 0 0 0 0 13A-40cs 0143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 4A5.2om 05W n 13.09 1351 0 0 0 0 0 0 0 0 ly 1213. 0 a 2.89 0 0 0 0 0 0 0 0 4A5-2D2D m 055055 a 13.03.0 9 2755 0 0 0 0 0 0 0 0 485.21m 0.540 a 1285 29.73 0 0 0 0 0 0 0 0 4B5 -21m 0.540 a 1285 29.73 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 4B5 -2[m 0.550 a 1309 18.68 0 0 0 0 0 0 0 0 11 DO 0.390 a 928 1254 0 0 0 0 0 0 0 0 Vy 12B-Osw 0.097 s 231 2.89 0 0 0 0 0 0 0 0 6 485.21m 0.540 s 1285 13.78 0 0 0 0 0 0 0 0 V613A-4ocs 0143 s 3.40 3.00 0 0 0 0 0 0 0 0 4B5 -21M 0540 s 1285 13.78 0 0 0 0 0 0 0 0 4135-2hn, 0540 s 1285 13.78 0 0 0 0 0 0 0 0 I- 6 128.0sw 0.097 w 231 289 0 0 0 0 0 0 0 0 G 4A5 -20m 0.550 w 13.09 2755 0 0 0 0 0 0 0 0 13A-4ocs 0.143 w 3.40 300 0 0 0 0 0 0 0 0 4A5.2Dm 0.5W w 13.09 2755 0 0 0 0 0 0 0 0 4A5.2om 0.550 w 1309 2755 0 0 0 0 0 0 0 0 4A5.2om 0550 w 1309 14.05 0 0 0 0 0 0 0 0 4A5-2omd 0.580 w 1380 2088 0 0 0 0 0 0 0 0 P L 12C-Oswv 0.091 2.17 157 0 0 0 0 0 0 0 0 D 11DO 0.390 n 928 1254 0 0 0 0 0 0 0 0 C 168-30ad 0032 0.76 1.78 0 0 0 0 0 0 0 0 F 19A-Obm 0295 284 2.06 0 0 0 0 0 0 0 0 F 19C-19axp 0049 0.40 032 0 0 0 0 0 0 0 0 F 22A -gm 1.180 28.08 0.00 30 0 0 0 42 0 0 0 6 c) AED excursion 1 0 Envelope lossbain 0 1 0 0 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains Occupants@ 230 0 0 0 0 Applianoesbtller 10 0 Sublotal Pines 6 ID 13) 0 9 0 0 Lem external load 0 0 0 0 Lessirarder 0 0 0 0 Redistribution 558 395 0 0 14 Subtotal 558 404 0 0 15 Ducl bads 31% 50% 174 203 31% 50% 0 0 Total room bed 731 607 0 0 Air required (dm) 44 28 1 1 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsOft- Aftk h-SriteOUriversal201717023RSU16877 2017-Sep211Pag 4 PRINT1Lot 221 Sebrirg B LHG ErsUteBed4 - N nV Calc = MA House faces. N wrightsoft° Right -J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Coot. Wirier Park FL 32792 Phore: (407) 629 - 6920 Fax, (407) 629.9307 Web: wwwOreStopCoolirg oom Ucerse: CAC032444 Job: Lot 221 Sebting B LHG Ensuit.. Date: 09.21-2017 NByy: XF/RI/BP a' n: LHG 1 Room name WIC MTOI 2 Exposed wall 0 It 4.0 ft 3 Room height 93 fi hea*ool 93 fi heaVbDOI 4 Room climensiorw 1.0 x 26A fl 6.0 x 4.0 11 5 Room area 26A IR 24.0 IF Ty on U -value Or HTIVI Load Area fF) Load numb B h4F-°F) BIuW or periea meter (A) BWh) or perifF) meter (D) BWh) Heat Cool Gross NIPIS Heat Cod Grass NIPS Heal Cool 6 NI 12B-Os+v 0.097 n 231 2.89 0 0 0 0 0 0 0 0 I-ICi 4B5 -21v 0S40 n 12,85 13.78 0 0 0 0 0 0 0 0 4B5 -2N 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 13A -flocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 4A5.2Dm 0.550 n 13.09 1351 0 0 0 0 0 0 0 0 12B•Osw 0.097 a 231 2.89 0 0 0 0 0 0 0 0 4A5.2Dm OS50 a 13.09 2755 0 0 0 0 0 0 0 0 485.21m 0.540 a 1285 29.73 0 0 0 0 0 0 0 0 485.2trn 0.540 a 1285 29.73 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 340 3.00 0 0 0 0 0 0 0 0 4B5 -21m 0.550 a 13.09 18.68 0 0 0 0 0 0 0 0 11DO 0390 a 928 1254 0 0 0 0 0 0 0 0 t12B-Mv 0.097 s 231 2.89 0 0 0 0 0 0 0 0 485-21m 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 300 0 0 0 0 37 33 113 99 4B5 -21M 0S40 s 1285 1378 0 0 0 0 4 4 51 55 4B5 -21m 0.540 s 12.85 1378 0 0 0 0 0 0 0 0 Vy 12B -09N 0.097 w 2.31 2.89 0 0 0 0 0 0 0 0 G 4A5.2om 0550 w 13.09 2755 0 0 0 0 0 0 0 0 13A-4ocs 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0550 w 13.09 2755 0 0 0 0 0 0 0 0 4A5.2om 0550 w 13.09 27.55 0 0 0 0 0 0 0 0 4A5.2om 0550 w 1309 14.05 0 0 0 0 0 0 0 0 4A5.2Dmd 0.580 w 13BO 2088 0 0 0 0 0 0 0 0 P D 12C -09w 0.091 Z.17 157 0 0 0 0 0 0 0 0 11DO 0.390 n 928 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0032 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-19csw 0.049 0.40 032 0 0 0 0 0 0 0 0 F 2ZA•gxn 1.180 28.08 0.00 26 0 0 0 24 4 112 0 6 c) AED excursion 3 10 Errvelope loss(gam 20 44 277 145 12 a) Infiltration 0 0 57 19 b) Room ventilation 0 0 0 0 13 Internal Ore OocupanlsC@ 230 0 0 0 0 Appiiancesbtltar 0 0 Subtotal Pines 6 to 13) 20 44 334 164 Lessextemalload 0 0 0 0 Lemtra aler 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 20 44 334 164 15 Duct loads 13W.1 509/6 6 22 31% 50% 104 82 Total room load 26 66 438 246 Air required (dm) 2 3 27 11 Calculations approved by ACCA to meet all requirements of Manual J ft Ed. A wtrlghtsoft' 2017•Sep 21 1 1 48 RigN-Sule®Uriversal 2017 17.023 RSU16877 Page8 PRINTLo1221 Sebrirg 8 LNG ErsuteBed4. N.rtp Calc a NUB Horse taoes N wrightsoft° Right -J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Cour. W iner Park FL 32792 Phore. (407) 629 - 6920 Fax- (407) 629 - 9307 Web: www.OreSiDpCDolirg.com Ucerse: CACD32444 Job: Lot 221 Sebring B LHG Ensuit.. Date: 09-21-2017 Byy: XF/RI/BP Plan: WG 1 Room name DINE FOY 2 Exposedwall 125 4 17A D 3 Room height 93 0 healkool 9.3 ft heattool 4 Room dimensions 1.0 x 1275 11 1.0 x 162.0 fl 5 Room area 127.5 IF 1620 fF Ty Construction U -value Or HTM Area (fly load Area (fl) Load number BbjhV-°F) Btuw or perimeter (A) Bbih) or perimeter (A) 81uh) Heat Cool Goss NPS Heal Cool Gross NIPS Heat Cool 6 Yy 12B -09v 0.097 n 231 2.89 0 0 0 0 0 0 0 0 I- CC 4136-2N 0.540 n 1285 13.78 0 0 0 0 0 0 0 0 4B5 -21v OS40 n 12.85 13.78 0 0 0 0 0 0 0 0 13A-4ors 0.143 n 3.40 3.00 116 86 294 258 56 56 190 167 11 4A5.2om 0.550 n 13.09 1351 30 0 393 405 0 0 0 0 0.097 a 289 0 0 0 0 0 0 0 0Ti4A5-2D4AS2an 0560 a 13.093.0 2755 0 0 0 0 0 0 0 0 4B5 -21m OS40 a 1285 29.73 0 0 0 0 0 0 0 0 L 4B5 -2[m 0S40 a 12.85 29.73 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.40 3.00 0 0 0 0 107 67 228 201 4B5 -21m 0.550 a 13.09 18.68 0 0 0 0 16 10 209 299 11 DO 0.390 a 928 1254 0 0 0 0 24 24 223 301 t 1213-09w 0.097 s 231 2.89 0 0 0 0 0 0 0 0 G 4B5 -26n 0S40 s_ 12.85 13.78 0 0 0 0 0 0 0 0 13A-40cs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4B5 -21m 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 4135.21n 0.540 s 1285 13.78 0 0 0 0 0 0 0 0 1213-0sw 0.097 w 231 2.89 0 0 0 0 0 0 0 0 4A5-2Dm 0.550 w 13.09 2755 0 0 0 0 0 0 0 0 13A-4ocs 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 4A5-2om 0550 w 13.09 27.55 0 0 0 0 0 0 0 0 4A5-2Dm 0.550 w 13.09 14.05 0 0 0 0 0 0 0 0 4A5.2Dmd 0580 w 1380 20.88 0 0 0 0 0 0 0 0 P 12C -09N 1100 0.091 0390 n 2.17 928 1 S7 1254 0 0 0 0 0 0 0 0 151 17 134 17 290 158 210 214 C 16B-30ad 0.0032 0.76 1.78 118 118 90 210 46 46 35 81 F 19A -Ob= 0295 2.64 2.06 0 0 0 0 0 0 0 0 F 19C -19a= 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 2?A-opm 1.180 28.08 0.00 128 13 351 0 162 17 489 0 61 c) AED exarrsion 1•53 1 1 -89 Envelope lossrgain 1127 820 1822 1384 12 a) InfflMon 180 60 252 85 b) Room venfflation 0 0 0 0 13 Internal gains: ODapaft@ 230 0 0 0 0 Applianoesblher 0 0 Subtotal Pines 6 I 13) 11307 Set 2074 1468 Low exfemalbad 0 0 0 0 Lesstrarder 0 0 0 0 Redistribution 1085 768 2074 1468 14 Subtotal 239.2 1649 0 0 15 Duciloads 1 31% 50% 744 826 317 500/6 0 0 Total room load 3136 2475 0 0 Air required (dm) 191 114 0 0 Calculations approved by ACCA to meet all requirements of Manual J 0 Ed. wrightsOft' RgM-Sute®Unversal201717.023 RSU16877 2017 -Sep -211051.48 A Page PRIN11Lol 221 Sebrirg B LHG ErsuteBed4 - N nq Calc = M18 Horse taoes: N wrightsoft° Right -J® Worksheet House One Stop Cooling and Heating 7225 Sards»ve Cont, Wirter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web wwwOra topCooling com License. CAC032444 Jab: Lot 221 Sebring B LMG EnsuiL.. Data: 09-21-2017 By: XF/RI/BP Plan: WG 1 Room name BRIM B7rH3 2 wall 27.0 11 55 fl 3 Room height 9.0 II heatbool 9.0 fl heavc0ol 4 Room dimensions 145 x 12.5 fl 110 x 55 II 5 Room area 181.3 fF 605 fF Ty Construmon U -value Or HTM Area (l) Load Area (fl) Load number BbjhW-n B or penmeler (D) BWh) or perimeter (D) BWh) Heat Cool Gross N/P/S Heat Cod Gross N/P/S Heat Cool 6 VII 128.Osw 0.097 n 231 2.89 0 0 0 0 0 0 0 0 4B5 -2N 0.540 n 12$5 13.78 0 0 0 0 0 0 0 0 II-- CGi 485.21v 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 4A5.2om 0.550 n 13.09 1351 0 0 0 0 0 0 0 0 VII 128.Osw 0.097 a 231 2.89 0 0 0 0 0 0 0 0 4AS2om 0.550 a 13.09 2756 0 0 0 0 0 0 0 0 IFL._- BGG 485.21n 0.540e 1285 29.73 0 0 0 0 0 0 0 0 4B5.21m 0.540 a 1285 29.73 0 0 0 0 0 0 0 0 13A-4ocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 485-21m 0550 a 13.09 18.68 0 0 0 0 0 0 0 0 11DO 0390 a 928 1254 0 0 0 0 0 0 0 0 12B-0sw 0.097 s 231 2.89 113 113 260 325 50 46 105 131 4136.26n 0.540 s 1285 13.78 0 0 0 0 4 4 51 55 13A-4os 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4135.21m 0.540 s 12.85 13.78 0 0 0 0 0 0 0 0 4B5 -21m 0.540 s 1285 13.78 0 0 0 0 0 0 0 0 Vy 1213.09w 0.097 w 231 289 131 116 267 333 0 0 0 0 t- 6 4A5.2Dm 0.550 w 13.09 27.55 15 0 196 413 0 0 0 0 13A-4006 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0550 w 13.09 2755 0 0 0 0 0 0 0 0 4A5-2Dm 0.550 w 13.09 2755 0 0 0 0 0 0 0 0 4A5.2om 0.550 w 13.09 1405 0 0 0 0 0 0 0 0 4A5.2omd 0580 w 1380 2088 0 0 0 0 0 0 0 0 12C -09w 0.091 2.17 1.57 0 0 0 0 0 0 0 0 11 DO 0.390 n 928 12.54 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•Ob= 0295 284 2.06 0 0 0 0 0 0 0 0 F 19C-19csoa 0.049 040 0.32 0 0 0 0 28 28 11 9 F 22A -q- 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED exansion 66 19 Envelope losslgain 861 1460 214 284 12 a) hAtMon 376 126 76 26 b) Room venbWon 0 0 0 0 13 6rnernalgain& 0 -pants@ 230 1 230 0 0 Applianoesbther 0 0 Subtotal pines 6 b 13) 1236 1817 290 310 Los wdemalbaci 0 0 0 0 Lessuarder 0 0 0 0 Redistnbulion 172 177 0 0 14 Subtotal 1408 1994 290 310 15 Dud loads 31% 50% 438 999 31%1 50% 90 155 Total room load 1846 2M 380 465 Air required (dm) 112 138 23 21 Calculations approved by ACCA b meet all requirements of Manual J 8th Ed. 41- wrightsoft' Rigtl-Sute®Unversal201717.023 RSU16877 2017 -Sep -21 1 P81:48 PRINTLot 221 Sebrirg B LHG ErsuteBed4 - N.HousepCalc = M1B House laces N 9 wrightsoft- Right -J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Cout, Wirter Park FL 32792 Phore: (407) 629.6920 Fax: (407) 629.9307 Web: wwwOreSlDpCoolirgoDm Licerse: CAC032444 Job: Lot 221 Sebring B LHG Ensuit.. Data: 09-21-2017 Br- XF/RI/BP Plan: LHG 1 Room name BRIM BRIM 2 Exposed wall 29.0 ft 20.0 fl 3 Room height 9D ft heaVaool 9.0 ft heatkmol 4 Room dimensions 1.0 x 188.3 fl 14D x 125 fl 5 Room area 188.3 IF 175.0 IF Ty Cons"oh U•value Or HTM Area (W) Load Area (fF) Load number BU1h4P--n Btuh*) or perimeter (A) Bbih) or perimeter (II) Btih) Heat Cool Gross NPS Heat Cool Gross NAS Heat Cool 6 1y 128•OSw 0A97 n 231 2.89 9 9 21 26 54 54 125 156 4B5 -2N 0S40 n 1295 13.78 0 0 0 0 0 0 0 0 ll----lfaa 4B50v 0.540 n 1295 13.78 0 0 0 0 0 0 0 0 13A -4o s 0143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 4A5.2om 0550 n 13.09 1351 0 0 0 0 0 0 0 0 Vjt 128.OBN 0.097 a 231 2.89 131 112 257 322 126 96 222 277 4A5.2Dm 0550 a 13.09 2755 15 0 196 413 30 0 393 827 4B5 -21m 0540 a 12.85 29.73 0 0 0 0 0 0 0 0 IIS------GGG 4B5-2lm 0.540 a 1285 29.73 4 0 51 119 0 0 0 0 13A-4ocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 4135.21m 0550 a 13.09 18.68 0 0 0 0 0 0 0 0 11 DO 0.390 a 928 1254 0 0 0 0 0 0 0 0 Vy 12B -WN 0.097 s 231 2.89 122 122 280 351 0 0 0 0 t -G 485.2m 0.540 5 1285 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4B5.21m 0.540 s 1295 13.78 0 0 0 0 0 0 0 0 4B5 -21n 0.540 s 1295 13.78 0 0 0 0 0 0 0 0 yl 12B -09w0,097 w 231 2.89 0 0 0 0 0 0 0 0 G 4A5.2Dm 0550 w 13.09 2755 0 0 0 0 0 0 0 0 13A•4ocs 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0550 w 13.09 27.55 0 0 0 0 0 0 0 0 4A5-2Dm 0550 w 13.09 27.55 0 0 0 0 0 0 0 0 4A5-2Dm 0,550 w 13.09 14.05 0 0 0 0 0 0 0 0 4A5-2omd 0580 w 1390 2088 0 0 0 0 0 0 0 0 P I -D 12C -09w 11 DO 0.091 0.390 n 2.17 928 157 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 188 188 143 335 175 175 133 312 F 19A•0bsop 0295 294 2.06 0 0 0 0 0 0 0 0 F 19C•19mcv 0.049 040 032 188 188 76 59 175 175 71 55 F 22A -cpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 d AED excursion 9 45 Envelope bssbain 1025 1616 943 1671 12 a) Infillrabon 403 136 278 94 b) Room eerrolabon 0 0 0 0 13 Intemalons: Ooaparlts@ 230 1 230 1 230 Appliarxesbtw 0 0 Subtotal Pines 6 b 13) 1429 1982 1221 1995 Lessextemalload 0 0 0 0 Lesstrarder 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1429 1982 1221 1995 15 Duct loads 31% 50% 445 9913 31% 50% 380 999 Total room bad 1874 2975 1601 2994 Air required (dm) 114 137 97 138 Calculations approved by ACCA to meet all requirements of Manual J 8th Fel. A wrlghttsc f - R1gli-Sule®Uriversal 2017 17 023 RSU16677 d4 2017 -Sep -211051.48 ag 8 PRINTLo1221 Sebrirg B LHG ErsciteBe- N.n.p Calc = M16 HDuse faces N wrightsoft• Right -J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Court, Wirter Park FL 32792 Phoria: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStDpCoolirg.com License: CAC032444 Job: Lot 221 Sebring B LHG Ensuit.. Data: 09-21-2017 By: XF/RI/BP Plan: LHG 1 Room name STC2 4.0T 2 Exposed wall 0 If 85 11 3 Room height 9.0 D heafknol 9.0 If heatknol 4 Roomdmerdons 1.0 x 569 0 85 x 35 ft 5 Room area 569 IF 299 IF Ty Construction U -value Or HTM Area (W) Load Area (fF) Load number BbihAF--9 BtuW or perimeter (tl) Bluh) or perimeter (D) BNh) Heat Cool Cross WP/S Heat Cool Gross NrP/5 Heat Cool 6 H/ 12B-Os+v 0.097 n 231 2.89 0 0 0 0 0 0 0 0 I- CC 48621v 0540 n 12.85 13.78 0 0 0 0 0 0 0 0 4135-2ty 0,540 n 1295 13.78 0 0 0 0 0 0 0 0 13A•4ocs 0143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 4A5.2Dm 0550 n 13.09 1351 0 0 0 0 0 0 0 0 12&09N 0.097 a 231 2.89 0 0 0 0 0 0 0 0 4A5-2an 0550 a 1309 Z755 0 0 0 0 0 0 0 0 4136.21m 0.540 a 12.85 29.73 0 0 0 0 0 0 0 0 485-21n 0.540 a 1295 29.73 0 0 0 0 0 0 0 0 1y 13A-4ocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 485.21m 0550 a 13.09 18.68 0 0 0 0 0 0 0 0 11DO 03% a 928 1254 0 0 0 0 0 0 0 0 Vy 12&Osie 0.097 s 231 299 0 0 0 0 0 0 0 0 r. G 485.26n 0540 s 1285' . 13.78 0 0 0 0 0 0 0 0 13A•4ocs 0.143 s 340 3.00 0 0 0 0 0 0 0 0 4B5 -21m 0,540 s 1295 13.78 0 0 0 0 0 0 0 0 4B5-2hn 0S40 s 1295 13.78 0 0 0 0 0 0 0 0 12B -09w OA97 w 231 299 0 0 0 0 77 77 177 221 4A5-2an 0560 w 13119 2755 0 0 0 0 0 0 0 0 13A-4ocs 0.143 w 340 3.00 0 0 0 0 0 0 0 0 4A5-2Dm 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 2755 0 0 0 0 0 0 0 0 4A5.2om 0.550 w 13.09 14.05 0 0 0 0 0 0 0 0 4A5.2Dmd 0580 w 1380 2088 0 0 0 0 0 0 0 0 P L-0 12C -09v 0.091 2.17 157 0 0 0 0 0 0 0 0 11DO 0.390 n 928 1254 0 0 0 0 0 0 0 0 C 16&30ad 0.0132 0.76 1.78 57 57 43 101 30 30 23 53 F 19A4bscp 0295 294 2.06 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 2ZA-%m 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c) AED ex arson 6 18 Envelope lossIgam 43 95 199 256 12 a) Infiltration 0 0 118 40 b) Room veMlabon 0 0 0 0 13 Internalgainx Ooajpartts@ 230 0 0 0 0 AppliancesbOw 0 0 SubtaalPines 6ID13) 43 95 317 296 Las exlemalload 0 0 0 0 Lessransler 0 0 0 0 Redistribution 43 95 317 296 14 Subtotal 0 0 0 0 15 Ducl loads 31% 500/6 0 0 31% 50% 0 0 Total room load 0 0 0 0 Air required (dm) 0 0 1 1 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrighttsoft' 2017 -Sep -211051.48 Right-Sute®Uriversal 201717.023 RSU16677 Page 9 PRINT'Lol 221 Sebrirg B LHG ErsUleBed4 - Rrup Calc - M16 House faces: N wrightsof * Right -J® Worksheet House One Stop Cooling and Heating 7225 Sardsocive Can. Wirier Park FL 32792 Ptvre, (407) 629.6920 Fax (407) 629.9307 Web: wwwOreSbpCoohrg oom License: CACD32444 Job: Lot 221 Sebring B LHG Ensuit.. Date: 09-21-2017 By: XF/RI/BP Stan: LHG 1 Room name STR LOFT 2 Exposed wall 13D It 65 11 3 Room height 9.0 D healtool 9.0 D heakool 4 Room dimensions; 55 x 75 11 1.0 x 1435 ft 5 Room area 413 fF 1435 fF Ty Conslnuclion U•value Or HTM Area (fF) Load Area (Il) Load number BttjW*F) Btu11in or perimeter (A) BUh) or perimeter (II) Btuh) Heat cool Goss NIPS Heal cod Goss NIPS Heat Cool 6 12B-0en 0.097 n 231 229 68 68 156 195 59 51 117 146 4B5.21v 0.540 n 1285 13.78 0 0 0 0 4 0 49 53 Lam- fGi 41B5.21v 0.540 n 1285 13.78 0 0 0 0 4 0 51 55 13A-4ocs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 4A5.2Dm 0.550 n 13.09 1351 0 0 0 0 0 0 0 0 0.097 a 2.89 0 0 0 0 0 0 0 0Ti125.Osw 4A5.2om 0.560e 13413.0 9 2755 0 0 0 0 0 0 0 0 4B5.2fm 0.540 a 1285 29.73 0 0 0 0 0 0 0 0 4B5.21m 0.540 a 1285 29.73 0 0 0 0 0 0 0 0 13A•4ocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 4B5.21m 0.550 a 13.09 18.68 0 0 0 0 0 0 0 0 11 DO 0390 a 928 12.54 0 0 0 0 0 0 0 0 t 12B -09N0.097 a 231 289 0 0 0 0 0 0 0 0 G 4B5.2bn 0.540 s 1285 13.78 0 0 0 0 0 0 0 0 13A•4ocs 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4B5.21m 0.540 s 1285 13.78 0 0 0 0 0 0 0 0 4B5 -21n 0.540 s 1285 13.78 0 0 0 0 0 0 0 0 yl 12B -09N 0.097 w 231 2.89 50 50 114 143 0 0 0 0 YLC 4A5-2om 0560 w 13119 2755 0 0 0 0 0 0 0 0 13A-40rS 0.143 w 340 300 0 0 0 0 0 0 0 0 4A5.2om 0.550 w 13.09 2755 0 0 0 0 0 0 0 0 4A5.2Dm 0.550 w 13.09 27 55 0 0 0 0 0 0 0 0 4A5-2om 0.550 w 13.09 14.05 0 0 0 0 0 0 0 0 4A5-2omd 0-%0 w 1380 2088 0 0 0 0 0 0 0 0 P L 12C-Osw 0.091 2.17 1.57 0 0 0 0 0 0 0 0 D 11DO 0.390 n 928 1254 0 0 0 0 0 0 0 0 c 16B-30ad 0.032 0.76 1.78 41 41 31 73 144 144 109 256 F 194OXM 0295 284 2.06 0 0 0 0 0 0 0 0 F 19C-19raw 0.049 0.40 032 0 0 0 0 39 39 16 12 F 22A -cpm 1.180 28418 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 27 57 Envelopelossgan 302 384 343 465 12 a) Infiltration 181 61 90 30 b) Room eentilabon 0 0 0 0 13 Internal gains: Oaupants@ 230 0 0 0 0 Appliancesb1her 0 450 Sublotal (lines 6 b 13) 482 445 433 945 Less extemalbad 0 0 0 0 Lessbarder 0 0 0 0 Redistribution 165 161 24 53 14 Subtotal 647 606 457 998 15 Dud loads 31% 50% 201 303 31% 50% 142 500 Total room load 848 909 600 1499 Air required (dm) 52 42 136 69 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. W rights0lFt' g Right-Sute®Uriversal 2017 17.023 RSU16877 2017•Sep 21 Pae 0 PRINTTLot 221 Sebring B LHG ErsuteBed4 . N.np Calc - M1B House faces: N g wrighttsoft' Right -J® Worksheet House One Stop Cooling and Heating 7225 Sardscove Cour, Wirier Park FL 32792 Phore: (407) 629.6920 Fax: (407) 629 - 9307 Web www0reSiDpCoolirg.com Licerse: CAC032444 Jab: Lot 221 Seting B LNG EnstAL.. Date: 09.21-2017 By. XF/RI/BP Plan: LHG 1 Room name MBRM BATH 3 2 Emosed wall 31.0 ft 215 ft 3 Room height 93 4 hsair000l 9.0 D heatbo0l 4 Room dimensions 1.0 x 278.1 it 55 x 105 fl 5 Room area 278.1 V 57S V Ty Cons7ucbon U -value Or HTM Area (fF) Load Area (IIS Load number BU%4F-*n B!uW or perimeter (D) BWh) or penmetar (A) BUh) Heat Cool Gross NOS Heat Cool Cross NIPS Heat Cool 6 128.O9w 0.097 n 231 2B9 0 0 0 0 95 95 218 273 486-71v 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0SCC 485.21v 0.540 n 12.85 13.78 0 0 0 0 0 0 0 0 VL 13A-4ors 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 L -G 4A5.2am 0550 n 13.09 1351 0 0 0 0 0 0 0 0 128-Oav 0.097 a 231 2.89 0 0 0 0 50 46 105 131 4A5.20m 0.550 a 13.09 2755 0 0 0 0 0 0 0 0 4B5 -21m 0.540 a 1285 29.73 0 0 0 0 4 0 51 119 485.21n 0.540 a 12.85 29.73 0 0 0 0 0 0 0 0 13A-40ts 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 4135.21n 0.550 a 13.09 18.68 0 0 0 0 0 0 0 0 11 DO 0.390 a 928 1254 0 0 0 0 0 0 0 0 Vy 12B-Osw 0.097 s 231 229 0 0 0 0 0 0 0 0 t --G 486.21m 0.540 s 12M 13.78 0 0 0 0 0 0 0 0 13A-4ocs 0.143 s 3.40 3.00 153 153 522 460 0 0 0 0 4135.21rn 0.540 s 12.85 1378 0 0 0 0 0 0 0 0 4135.21m 0.540 s 12.85 1378 0 0 0 0 0 0 0 0 Vy 1213-09N 0.097 w 231 229 0 0 0 0 50 50 114 143 t --G 4A5-2Dm 0560 w 13.09 2755 0 0 0 0 0 0 0 0 13A-4ocs 0.143 w 3.40 3.00 135 105 358 315 0 0 0 0 4A5.2om 0.550 w 13.09 27 55 15 0 191 402 0 0 0 0 4A5.2om 0.550 w 13.09 2755 15 0 196 413 0 0 0 0 4A5.2om 0.550 w 13.09 14.05 0 0 0 0 0 0 0 0 4A5.2omd 0.580 w 13.80 2088 0 0 0 0 0 0 0 0 P i_-0 12C-0sw 0.091 2.17 157 0 0 0 0 0 0 0 0 11D0 0.390 n 928 12.54 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 259 259 198 462 58 58 44 103 F 19A4bvp 0295 2.64 2.06 0 0 0 0 8 8 22 17 F 19C-191sp 0.049 0.40 032 0 0 0 0 0 0 0 0 F 22A -cpm 1.180 28.08 0.00 278 31 871 0 0 0 0 0 6 c) AED excursion 176 24 Envelope loss/gain 2336 2228 555 762 12 a) Infil7abon 446 150 299 101 b) Room venblebon 0 0 0 0 13 Internal gains Oonrpanls@ 230 2 460 0 0 Appliancesbther 0 0 Subtotal (lines 610 13) 2781 2838 1854 862 Lessexlemalload 0 0 0 0 LessUandar 0 0 0 0 RedisIribubon 0 0 0 0 14 Sd)iD%W 2781 2838 854 862 15 Duct loads 1 31% 50% 866 1422 31% 500/6 266 432 Total room load 3647 4260 1119 1294 Air required (dm) 222 196 1 1 68 60 Calculations approved byACCA tD meet all requirements of Manual J 81h Ed. 4&0, wrfightsvft- SgM-SUWDUriversal 2017 17 023 RSU16877 2017-Sep-211051age 181 PRINT1Lot 221 Sebnrg B LHG ErsuteBed4 - N n.p Calc = M16 House laces N Duct System Summa Jeb: Loa 221 Sebring B LMG En... WrlghtSOft• Date: 0921-2017 House By- XF/RI/BP One Stop Cooling and Heating Plan: LHG 7225 Sardscove Coat. Wirter Park FL 32792 Ptore: (407) 629.6920 Fax: (407) 629.9307 Web: www0reStDp0Dolirg.com Licerse: CAC032444 For: Park Square Homes - Florida Series 3845 Loon Lane, SANFORD, FL 32771 261 ft CoolingHeating External static pressure 0.50 in H2O Pressure losses 0.16 in H2O Available static pressure 0.34 in H2O Supply / return available pressure 0.245/0.095 in H2O Lowest friction rate 0.130 in/100ft Actual air flow 1567 cim Total effective length (TEL) 0.165 261 ft Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.245/0.095 in H2O 0.130 in/100ft 1567 cirri Name Design Btuh) Htg cim) CA cirri) Design FR Diam in) H x W in) Duct Mab Actual Ln (ft) Ftg.Egv Ln (it) Trunk BATH 3-A h 1119 68 60 0.165 5.0 Ox. 0 VI Fx 33.5 115.0 st1 BIW c 2992 112 138 0.183 7.0 Ox 0 VIFx 29.0 105.0 st1 BRW c 2975 114 137 0.192 7.0 Ox 0 VIFx 27.5 100.0 st1 BPW c 2994 97 138 0.179 7.0 Ox 0 VIFx 27.1 110.0 st1 B11-3 h 380 23 21 0.198 4.0 Ox 0 VIFx 23.8 100.0 st1 DWE h 3136 191 114 0.141 8.0 Ox 0 VIFx 31.5 142.0 st3 GRT c 4313 152 199 0.133 7.0 Ox 0 VIFx 37.9 147.0 st3 Krr c 3301 137 152 0.145 7.0 Ox 0 VIFx 31.5 137.0 st3 KR -A c 3301 137 152 0.131 7.0 Ox 0 VIFx 40.1 147.0 st3 LNDY c 1020 24 47 0.160 4.0 Ox 0 VIFx 26.5 127.0 st2 LOFT c 1499 36 69 0.196 5.0 Ox 0 VIFx 20.3 105.0 st1 tMRM h 3647 222 196 0.155 8.0 Ox 0 Wx 31.5 127.0 st2 tMTH h 1291 78 36 0.159 5.0 Ox 0 VI Fx 22.0 132.0 st2 MTOI h 438 27 11 0.152 4.0 Ox 0 VI Fx 28.8 132.0 st2 MIC h 824 50 22 0.168 4.0 Ox 0 VIFx 24.0 122.0 st2 PWDR-A h 731 44 28 0.130 4.0 Ox 0 VIFx 41.0 147.0 s13 sTH-A h 848 52 42 0.181 4.0 Ox 0 VIFx 30.4 105.0 st1 WIC c 66 2 3 0.166 4.0 Oxo VIFx 20.9 127.0 st2 wrightsoft RigN.Sute®Uriversal2o1717.023 RSU16877 PRINT1Lot 221 Sebnrg B LHG ErsUteBed4 - N.n) Calc - Ml8 Home faces: N 2017 -Sep -211051:50 Page 1 Name Trunk Htg CA Design Veloc Diam H x W Duct Sbud/Joist Name Type Cfm) Cfm) FR fpm) in) in) Material Trunk st1 PeakAVF 503 605 0.165 566 14.0 0 x 0 VinIFIx 0.130 st3 PeakAVF 662 645 0.130 619 14.0 0 x 0 VinIFIX st2 st2 PeakAVF 1064 962 0.130 762 16.0 0 x 0 VinlFlx Ox 0 Name Grille Htg Gg TEL Design Veloc Diam H x W Sbud/Joist Duct PeakAVF Name Size (in) cfim) CIM) ft) FR fpm) in) in) Opening (in) Mab Trunk rsb9 Ox 0 97 138 72.8 0.130 395 8.0 Ox 0 MFx rt1 rsb8 Ox 0 166 179 60.9 0.156 513 8.0 Ox 0 VIFx rt1 rsb6 Ox 0 112 138 58A 0.162 516 7.0 Ox 0 VIFx r11 rb1 Ox 0 1192 1112 55.4 0.171 674 18.0 Ox 0 VIFx rti Name Trunk Type Htg Cfm) fag CIM) Design FR Weloc fpm) Diam in) H x W in) Duct Material Trunk rt1 PeakAVF 1567 1567 0.130 718 20.0 0 x 0 VinIFIX wrigh t:sofft' wgn-sule®ur;versalzo,7 n.os3Rsu,ssn zon-sea2„o3, so Page 2 CCK ...PRUTMot 221 Sebrirg B LHG ErsUteBed4 - N.r1.p Calc - M1B House tapes' N Static Pressure and Friction Rate Job: Lot 221 Seting B LHG En... wrightsoft` Date: 09-21-2017 House By- XF/RI/BP One Stop Cooling and Heating Plan: LHG 7225 Sardscove Coin Wirier Park FL 32792 Ptpre (407) 629.6920 Fax: (407) 629.9307 Web: www.0reSiDpCoofirg.com License CAC032444 For: Park Square Homes - Florida Series 3845 Loon Lane, SANFORD, FL 32771 Available static pressure 0.34 0.34 Heating Cooling in H2O) in H2O) External static pressure 0.50 0.50 Pressure losses 24 15 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 Heating Cooling irl/100ft) (in/100ft) Supply Ducts 0.130 OK 0.130 OK Return Ducts 0.130 OK 0.130. OK Supply 11A --20,4X--35, 11 G=5,11 G=5,11 A=20,11 H=7,IA--35, 11 Gam, 11 G=5,11 G--5,11 G=5: Total EL=147 Return 6M--20,11 G=5,11 Gam, 5E1=10,11 G=5,11 Gam: TotalEL=5O 2017 -Sep -211051:50wrightSoR` KgWSWOUriversal201717.023RSu16677 Pagel CCA ...PRINrLot 221 Sebnrg B LHG Ersiteft& - N.nQ Calc - MIB Horse laoes N supply Return ft) ft) Measured length of run -out 18 7 Measured length of trunk 24 15 Equivalent length of fittings 147 50 Total length 188 73 Total effective length 261 Heating Cooling irl/100ft) (in/100ft) Supply Ducts 0.130 OK 0.130 OK Return Ducts 0.130 OK 0.130. OK Supply 11A --20,4X--35, 11 G=5,11 G=5,11 A=20,11 H=7,IA--35, 11 Gam, 11 G=5,11 G--5,11 G=5: Total EL=147 Return 6M--20,11 G=5,11 Gam, 5E1=10,11 G=5,11 Gam: TotalEL=5O 2017 -Sep -211051:50wrightSoR` KgWSWOUriversal201717.023RSu16677 Pagel CCA ...PRINrLot 221 Sebnrg B LHG Ersiteft& - N.nQ Calc - MIB Horse laoes N Level 1 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 - T =Thermostat 1 RD SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Job M Lot 221 Sebring B LHG EnsuiteB... One Stop Cooling and HeatingPerformedbyXF/RI for: 7225 Sandscove Court Winter Park, FL 32792 SANFORD, FL Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale:1 :98 Page 1 Right -Suites Universal 2017 17.023 RSU16202 2017 -Aug -281324:00 Zone Damper 1 -16" Zone Damper2 -14" Bypass Damper -12" EF1 • VTR 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 - — T = Thermostat lie SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Level 2 12" BYPASS Sup Riser 160 BRM2 3M_3Ag (.M) LA _ MMAi.oA 10) 10x8 , \ \ 182 qj 138 cfm 8° ` _gX4 j PST C'71 " " 0 jSRB1 LOFT" w _rF 0 10X'0 15 cfm 152,cf 10x8 t IOX10- 158 cfm 152 Cfm w•3m (.igo) I I BRM3 BRM4 Job #: Lot 221 Sebring B LHG EnsuiteB... Performed by XF/RI for: 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 ffl 16" DAMPER 68 BATH 3, v EF1 • VTR 1-=---------- I I 1 Scale:1 :98 Page 2 Right Suite:® Universal 2017 17.023 RSU 16202 2017 -Aug -28132401 RECORD COPY a. JIB a'& C -C);* as ZZ140 b9 S Lcvn Lw DESCRIPTION AS. FURNISHED: Lot 221, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Pork Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank- of America RECORD COPY Ok to construct single family home with setbacks and impervious area lo.00' shown on plan. % 2- -A ( 0 Se-Lv-c -t- We L/ $ U L LOT 226 N 89043'03" E 60.00' LOT 221 LOT 227 I I I I 6 24.80' LANAI 10.00' W PROPOSED RESIDENCE LOT 222 O2410-SERRING-B o .. e 2 CAR GARAGE LEFT O ~ 3.0 z4.0' 6.00' AC 11.3' COV'D. N ENTRY a 10.00' 18.7' v 10.0' DRIVE WALK 25.20' 10.00' 10.00' LF h LQT 220 THIS BUI.DINO\PROPER,)' DOES NOT UE 1VITHW THE ESTABLISHED 100 YEAR FLOOD PUKE AS PER i1RM' TO CRUSENAI R, RLS. ES W. sCOTf, ZONE lr' MAP 1 12117MO90 F (09-28-07) L S / LD PLAT LVGM- TTP, amTTIC& UNENOTES 10' UAL I.P. L% UL rrkuMN PVTRODIRONROD 69.14 POW Or W4011E OOVATUIE POUR 0/ WIPOIRWD QOIVATUIE 1. THE UNDO W"M DOES HMW CERTIFY TINT TW SURVEY MUM THE $TANLMR0.T OF PRACTICE sEr FUM NYME noRW6L BOARD or SMT. RAD. PAL VIF SET UL Vt' TA • IL3 4396 18 NOWRAN& 2 UNLESS E=00 NRH SURVEYORS MONNUM AND OMOM RAM SIAL TM SURVEY MAP OR CORM ARE NOT VAUD. REWVOGO VP. VTT= PDDR 3. M MW WAS PRIPARED FROM RRE SUO"mm noot u TO INE sURVE m THERE MAY Sr OTHER RESRUCRONS 0 5' CONC WALK CALLPRA CALCULATEDPOtNAfEMT RE7flIDI E 1mNHA¢NT 18' fWD SETBACKS AS FURNISHED ft. RTL INQIQ9 rL00R t72VATIDTI 7UILDDHO scrWIC LOR FRONT - 25'(•) REAR 20' N 89°43'03" E R AY SIDE - 5' (40' LOT)60 00' i MW&WORS WWW FOR THE W+AON OF WPROVIOW&M HEREON MID= NOT BE VSEL TO RL'CONSIRUCT SDI"IOMAY L"M 60' LOT) 10' (75' LOT) LOON LANE' VRAA• SIDE STREET - 25' (60' & 75' LOT) 15' (40' LOT) PRIVATE ROAD)(50' WIDE) JC. 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN R CERWIrAIr Or M/WWRM91IMN NR 4946 PLOT PLAN ONLY 2) IN SUCCESSION AT 20' AND A MINIMUM PLOT PLAN AREA CALCULATIONS NOT A SURVEY OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 6,900 3 SQUARE FEET PROPOSED - FINSHED SPOT GRADE CLEVA77ONS FLATWORK ON/OFF LOT - TOTAL t SQUARE FLATWORK C 1-L PER DRAINAGE PLANS G PROPOSED DRAINAGE FLOW S 5 DRIVE WALKS 629/ 122- 757.* SQUARE 50/ 300- 350f SQUARE 7;[E FOUNDATION/PAD 2,186 t SQUARE FEET REAR PATIO 79t SQUARE FEET LOT GRADING TYPE A F} PROPOSED F.F. PER PLANS - 27.1' Q SOD 3,894/238 - 4,132 t SQUARE FRONT PORCH DECK 83t SQUARE FEET POOL DECK N/A t SQUARE FEET NOTE FROM SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CUEM • NOT FIELD VERtnED CR USENILIE'YTR -SCOTT & A S,S'O C. , INC. - LAND SUR VE'YORS THIS BUI.DINO\PROPER,)' DOES NOT UE 1VITHW THE ESTABLISHED 100 YEAR FLOOD PUKE AS PER i1RM' TO CRUSENAI R, RLS. ES W. sCOTf, ZONE lr' MAP 1 12117MO90 F (09-28-07) L S / LD PLAT LVGM- TTP, amTTIC& UNENOTES 5400 E COLONIAL OR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1438 I.P. L% UL rrkuMN PVTRODIRONROD PR.G POW Or W4011E OOVATUIE POUR 0/ WIPOIRWD QOIVATUIE 1. THE UNDO W"M DOES HMW CERTIFY TINT TW SURVEY MUM THE $TANLMR0.T OF PRACTICE sEr FUM NYME noRW6L BOARD or CL 10RIIIIfT RAD. PAL RADIAL P SUAVEIORS AND MAPPLRS M CW M SJ -17 i OOM ADURW61RARVE CODE PURSUWT M SLDRON •78027. FLORHOA STATUES SET UL Vt' TA • IL3 4396 NR NOWRAN& 2 UNLESS E=00 NRH SURVEYORS MONNUM AND OMOM RAM SIAL TM SURVEY MAP OR CORM ARE NOT VAUD. REG. REWVOGO VP. VTT= PDDR 3. M MW WAS PRIPARED FROM RRE SUO"mm noot u TO INE sURVE m THERE MAY Sr OTHER RESRUCRONS SII. PSC. POINT WDEODIONO POINT orCUMMICEND1T CALLPRA CALCULATEDPOtNAfEMT RE7flIDI E 1mNHA¢NT OR EASERAM THAT AFFM IM PROPERLY. 4 NO UNDERGROUND WROVEMFMS NAVE SEEN LOCATED tW= MIS%SE &W*X f WD CDROtLI E HAIL DIOL ft. RTL INQIQ9 rL00R t72VATIDTI 7UILDDHO scrWIC LOR A TMS ytMV LS PREPARED /OS TIC SOLI WOW OF THOSE COW110.D TO AND SHOULD NOT 6E RaM UPON DY ANY 07M EM M WV R AY a i MW&WORS WWW FOR THE W+AON OF WPROVIOW&M HEREON MID= NOT BE VSEL TO RL'CONSIRUCT SDI"IOMAY L"M 7. SFARNG% ARE C -SED ASSUMED 1=01 AND ON TNF UIE SHOWN AS SASE WAftN0 ("JVFILVRAA• SCARING mDRAINAO[ 8 ELEVATIONS F 8HW1tOARC 84SEL Ok ^47"CL GEODETIC VFRMMALCA OF 1629 14E . WU= 0711M NO= JC. mmLDM LLIOE R CERWIrAIr Or M/WWRM91IMN NR 4946 VDFC. VIUD rouC/oCONIMM PP -t A= roMT W COVATM SME -- I' 2c• — a,AwN or •« P.T. POINT Or TARM 10N CERTIFIED BY. aTE No. ate' L Ra= ORDER ARC LTHOIN PLOT PLAN 07-24-2017 2922-17 DI RD REWSED PLOT PUN (DRNEWAY/APROIO.08-29-2017C L& CHORD NMRM NORTH THIS BUI.DINO\PROPER,)' DOES NOT UE 1VITHW THE ESTABLISHED 100 YEAR FLOOD PUKE AS PER i1RM' TO CRUSENAI R, RLS. ES W. sCOTf, ZONE lr' MAP 1 12117MO90 F (09-28-07) L S / LD Ar 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 6,130 7-------------------------------------- Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 Dryers DING Dryer No. No? Nameplate Line Neutral 0JU SANFOR 1 1 5000 2 0 3 0 Dryer Summary Standard 5,000 3,500 2 4i 5 4 Optional 5,000 3,500 Reating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 27.0 240 6,480 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 1 1 1 1 240 6500 1 6,500 0 Heat/Cool Summary Standard 14,660 0 Optional 14,660 0 Fixed 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 7--------------------------------------------------------- Optional 0* 0 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 27 240 Heat/Cool Phase Amps Volts All Y-------- 1 27 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 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 rJ RECORD COPY 28'- 8" 11'- 4" GARAGE 101- 0" 11'- 4" 1 0 i 20 3/4= 24" 23 3/4" 24" 133/4. 24" 24" APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 2x4 Cont. Band i R TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM= 2 x 4 12TOP= 2x4 6.0 PPP' 4.0 12 12., TRUSS END DETAIL J L 11 - HUS26 1 - PLY HGR 131/4" J L 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 IBOTTOM CHORD DERD 100 IBOTTOM CHORD DEAD 50 1 IRIS TRES SYSTEM HAS BEEN BESIGITrO WITH LORDS GENERRTEO BY 1110 WH WINDS USING 42 PSF TOP CM OERD LORD FIND 38 PSF BOTTOM DM OERD LOAD B MILES FROM NUMIDW MERCK CRT II EXP 8 UW 7-101 011 11 11U LER T C 1 f C LANAI - 2 OPT u v> z U U V V CJ3 CJ3 X4 CJS U U 1 n< U U N CJ3 — r -- — fB P CJ3 CJSTI I m m m CJS I A 2 -PLY I A6T I I BRG. POST REQ. 04 12STEP CLG. I A5T 6/12 A4T I A3L--------- BRG. POST REQ.. -3'-2"-,- . 19'- 4" A2 Al 17'- 6" FT3 2 -PLY DI 2 -PLY V IF V a d v V v a v a w w v a v 191- 10" D3 2 -PLY10 FTS 2 -PLY I r HH 6 LLi I[ 02 2 -PLY i n 17'- 0 1/2" cilIFjT1 2}PI4Y . n Da 2 -PLY C n I I II IIrJ U U FT7 2 -PLY D5A 2 -PLY tl LL J E I 05 T24124" a L I 05 C C m m K r V. 4" 24' 2a" o o_ m L 05 r HGUS28 3 1 2nd FLR WALL D5B 3 -PLY 2 8' m 3'- 0" I 07 11 P+ AII D6 STAIR HDR. a U 8Y BLDR. LL LL LL E2 r a r I m m E2 LL e a e > rLLLLLLLL d I C4 L e E2 ao N C M LL F11 E3N N N N N N N N N N N r E3 HH 6 i r FT4 2 -PLY A e e e e e e e e e e e e e e e e esu U e s e E3 FTI 3 -PLY c 4H1 G1 6/12 J 4/12 c 4C.13 E4 3 J Sh sy r 11'- 0" BRG. HG 4C 1 J v v J e a v v U u•i u i v -+i vii u U e GARAGE 101- 0" 11'- 4" 1 0 i 20 3/4= 24" 23 3/4" 24" 133/4. 24" 24" APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 2x4 Cont. Band i R TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM= 2 x 4 12TOP= 2x4 6.0 PPP' 4.0 12 12., TRUSS END DETAIL J L 11 - HUS26 1 - PLY HGR 131/4" J L 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 IBOTTOM CHORD DERD 100 IBOTTOM CHORD DEAD 50 1 IRIS TRES SYSTEM HAS BEEN BESIGITrO WITH LORDS GENERRTEO BY 1110 WH WINDS USING 42 PSF TOP CM OERD LORD FIND 38 PSF BOTTOM DM OERD LOAD B MILES FROM NUMIDW MERCK CRT II EXP 8 UW 7-101 2410 - B LER T 3 BATH OPT TRAY CLG OPT f FIRST FLOOR LANAI - 2 OPT Sebring 11- B 7.2f-17 PS2410B-L1T36 wA N°` Bmax i 6 w H O z w w H O w J z 9 b) 12" IE 28'-8" 5'- 8" 14'- 10" 15'- 10" r< APPROVED TRUSS ANCHOR BY BUILDER iv PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 12STOP= 2x4 6.0'/ I 12 a' 12" TRUSS END DETAIL J L 5 - HUS26 1 -PLY HGR O O MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA SECOND FLOOR I ROOF TRUSSES I FLOOR TRUSSES TDP CHORD LIVE 200 1 TOP CHORD LIVE- 400 ITOP CHORD DERD 100 ITOP CHORD DERD 100 TRIS TRUSS SYSTEM HRS BEEN DESIGNED WITH LOFIDS GENERRTED BY 140 MPH WINDS USING 42 PSF TOP DORO OERO LORD FIND 36 PSF BOTTOM DORO GERD LORD 0 MILES FROM HUI3TIGRTE OCERtEINE. FAT. 11 Eli. B ME 7-I01 2410-B 3 BATH OPT TRAY CLG OPT LANAI - 2 OPT PS241OB-L1T3B are II - B NIA 1623.17I Bmax Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: PS2410B-L1T3B - Park Sq/Sebring II -2410-B 3BTH MiTek USA, Inc. Site Information: 6904 Parke II East Blv1d.. 5 Customer Info: PARK SQUARE HMS Project Name: PS2410B-L1T3B Model: SE11M Rfd'_B LANAI-1/TRAY/3BATI Lot/Block: 221 Subdivision: WYNDHAM PRESERVE Address: 3845 LOON LN. City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All Heigh]] Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 84 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date No. Seal# IT11690703A5TTruss Name Date 1 IT11690692 3CJ 7/26/17 112 7/26/17 2 IT11690693 4CJ1 7/26/17 113 1T11rQn7041A6T 7/26/17 3 IT11690694 14CJ3 14 1 T11690705 I A7T7/26/17 4 T11690695 4H1 7/26/17 115 1 T11690706 1 B1 7/26/17 5 IT11690696 14J5 7/26/17 116 IT11690707 I B2 7/26/17 6 IT11690697 14KJ5 7/26/17 117 1 T11690708 1 B3 7/26/17 7 IT11690698 15J 17/26/17 118 1 T11690709 1 B3A 7/26/17 8 IT11690699 JAI 7/26/17 119 1 T11690710 I B4 7/26/17 19 IT11690700IA2 17/26/17 120 IT116907111B4A 17/26/17 10 1 T11690701 JA3 7/26/17 21 I T11690712 1 B5 7/26/17 I11 I T11690702 I A4T 7/26/17 122 1 T11690713 1 B5A 17/26/17 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mid -Florida 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 ANSIrrPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 2,54 July 26,2017 Albani, Thomas 1 of 2 RE: PS24106-1_1T36 -Park Sq/Sebring II -2410-13 36TH Site Information: Customer Info: PARK SQUARE HMS Project Name: PS2410B-L1T3B Model: SEBRING 11 2410 -B LANAI-1/TRAY/3B. Lot/Block: 221 Subdivision: WYNDHAM PRESERVE Address: 3845 LOON LN. City: SANFORD State: FLORIDA INo. Seal# ITruss Name Date No. Seal# I Truss Name Date 23 IT11690714 JCJ 7/26/17 166 IT11690757 1141 7/26/17 24 IT11690715 I CA 7/26/17 167 1 T11690758 JH2 7/26/17 25 T11690716 1 CAA 7/26/17 68 IT11690759 JJ5 7/26/17 26 T11690717 CJ3 7/26/17 69 IT11690760 J7 7/26/17 27 T11690718 CJ3A 7/26/17 70 T11690761 1 RA 7/26/17 28 T11690719 CJ313 7/26/17 J71 T11690762 I J76 7/26/17 29 T11690720 CJ3T 7/26/17 172 IT11690763 I RT 7/26/17 30 IT11690721 CJ5 17/26/17 173 IT11690764 I KJ5 17/26/17 J 131 IT11690722 1 CJ5A 17/26/1 174 IT11690765 I KJ5A 17/26/17 J 32 IT11690723 I CJ56 7/26/17 175 IT11690766 I KJ7 7/26/17 33 IT11690724 I CJ5T 7/26/17 176 IT11690767 I KRA 7/26/17 134 IT11690725 I CJA 17/26/17 177 IT11690768 I KJ76 17/26/17 J 135 IT11690726 LD1 17/26/17 178 IT11690769 IKJ7T 17/26/17 J 136 IT11690727 I D2 17/26/17 179 I T11690770 I L2 17/26/17 J 137 IT11690728 I D3 17/26/17 180 1 T11690771 L3 17/26/17 138 IT11690729 I D4 17/26/17 181 1 T11690772 V2 17/26/17 39 IT11690730 1 D5 7/26/17 182 T11690773 V3 17/26/17 1 40 IT11690731 I D5A 7/26/17 83 T11690774 V4 7/26/17 41 IT11690732 I D5B 7/26/17 184 IT11690775 V5 7/26/17 42 IT11690733 I D6 7/26/17 43 IT11690734 I D7 7/26/17 X44 IT11690735 1 E2 7/26/17 45 IT11690736 1 E3 7/26/17 46 IT11690737 I E4 7/26/17 47 IT11690738 JF1 17/26/17 48 T11690739 I F2 7/26/17 49 IT11690740 I F3 7/26/17 50 IT11690741 I F4 7/26/17 51 IT11690742 F4A 17/26/1 52 IT11690743 IF413 7/26/17 53 IT11690744 JF5 7/26/17 X54 IT11690745 JF6 17/26/17 155 IT11690746 JF7 17/26/17 156 IT11690747IF10 X7/26/17 57 IT11690748 IF11 7/26/17 58 IT11690749 IFT1 7/26/17 59 IT11690750 IFT2 7/26/17 60 IT11690751 IFT3 17126117 61 IT11690752 IFT4 7/26/17 X62 IT11690753 I FT5 17/26/17 163 IT11690754 I FT6 17/26/17 164 IT11690755 I FT7 17126/17 J 165 IT11690756 I G1 17/26/17 1 2 of 2 Job Truss Truss Type Oy Ply Park SliMetmnp II.2410.8 38TH 3b.60 LOADING (psf) 1 it18906921IPS24108-L1T38 304 JACK 4 Job Reference (pot' onall1 MIO -Flans Lumber, Barlow, FL. 7.b4li t Apr 19 ZU10 MD ex InDUQnee. Inc. WOO Jul ZD 1Z DS ZZ 2017 Pape 1 ID rFInwM3Wq?GilrcOMh4ZDxyq_6K-RfMRgSATXAJznJfkvJs?XuV6ghISPo9klgV?gyuCK3 30.0 1 0 30.0 Scale =1:13.1 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES - 1) Wind: ASCE 7-10; VuB=140mph (3 -second gust) Vasd=108mph, TCDL=4.2ps1; BCDL=3 Opst, h=15ft, 8=45ft, L=24ft; eave=oft, Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1.0-0 to 2-0.0, Intenor(1) 2-0-0 to 2-11.4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 3-6-0 tall by 2-40 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 Ib 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 QWARNINO • VMJo dsslpn Mi emerpa and READ NOTES is ase AND INCLUDED Ieters REFERENCE PAGE sOFTI73 buil. building component. b BEFORE USE. Design valid for use only with MRelt® connsClat This design a based Only upon parameters alawn, and la for an uMrvWust Du9dnp Component, not a truss system Before use, the building designer must vent' the applrrsDibty of design parameters and properly Incorporate this design into the overall bull" design Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding tine fabrication, storage, delivery, erection and bracing of trusses, and truss systems, see ANSVTPIt Quality Criteria, DSO -09 and SCSI Building Component 6904 Parks East Blvd. Safety Information available from Thus Plate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 36610 20 = 30 3b.60 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vden Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 4-7 >999 240 MT20 244/19D TCDL 10.0 Lumber DOL 125 BC 0.08 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -M) Weight: 11 Ib 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 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=73/Mechanical, 2=188/0.7-8, 4=34/Mechanical Max Horz 2=62(LC 12) Max Uplih3=30(LC 12), 2=-47(LC 12) Max Grav 3=73(LC 1), 2=188(LC 1), 4=53(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown NOTES - 1) Wind: ASCE 7-10; VuB=140mph (3 -second gust) Vasd=108mph, TCDL=4.2ps1; BCDL=3 Opst, h=15ft, 8=45ft, L=24ft; eave=oft, Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1.0-0 to 2-0.0, Intenor(1) 2-0-0 to 2-11.4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 3-6-0 tall by 2-40 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 Ib 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 QWARNINO • VMJo dsslpn Mi emerpa and READ NOTES is ase AND INCLUDED Ieters REFERENCE PAGE sOFTI73 buil. building component. b BEFORE USE. Design valid for use only with MRelt® connsClat This design a based Only upon parameters alawn, and la for an uMrvWust Du9dnp Component, not a truss system Before use, the building designer must vent' the applrrsDibty of design parameters and properly Incorporate this design into the overall bull" design Bracing indicated is to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding tine fabrication, storage, delivery, erection and bracing of trusses, and truss systems, see ANSVTPIt Quality Criteria, DSO -09 and SCSI Building Component 6904 Parks 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 Oty, P yParc Sq/Se" 11.241" 38TH Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 5 >999 240 MT20 244/190 711690693 PS24108-L1T3B 4CJ1 JACK 2 1 BCLL 0.0 ' Md-Flonds Lumber, Barlow, FL 7.610 a Apr 19 2016 Wait Industries. Inc Wed Jul 26 12 5522 2017 Page 1 ID rFlrwvM3Wq7GdreOMh4ZDxyq_6K-RIMRgSATXAJznJlkvJs7XuV7HjipSPo9klq\(79yuCK3 14)-0 i 1.0.0 i 1.0-0 1ao 20 = tJlo Stele =1:8.2 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 5 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) -0.00 2 n/a Ma BCDL 100 Code FBC2014/TP12007 Matrix -M) Weight: 5 l FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 3=10/Mechanical, 2=124/0-7-8,4=4/Mechanical Max Horz 2=23(LC 12) Max Upldt3=1(LC 9),2=52([-C 12) Max Grav 3=11(LC 3), 2=124(LC 1), 4=1D(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) Vas4=108mph; TCDL=4.2psf,, BCDL=3.Ops1; h=15f1; 8=45R; L=2411; eave=4R; Cat. II; Exp B; Encl. GCpi=O 18; MWFRS (directional) and C -C Exterior(2) 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 20.0ps1 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 Ib uplift at joint(s) 3, 2 6)'Sem ngid 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 - Varity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MIF7473 rev. 1000=015 BEFORE USE. Design vats for use wiry with Wake, connectors. This design is based only upon parameters shown, and is for an indwidual buildup component, not a truss system Before use. the building designer must verity the applicability of design parameters and popery incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual buss 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, erection and bracing of trusses and truss systems. sea ANSUTPI7 Quality Criteria, DSO -99 and SCSI Building Component 6901 Parke Fast Blvd Safety Information available from Truss Plate Institute, 216 N Lee Street. Suite 312. Alexandra. VA 22314 Tampa, FL 36610 Job Truss Truss Type Qty PlyPark SglSebrinrg 142410.13 3BTH TC 0.07 Vert(LL) -000 7 >999 240 MT20 244/190 711690694 PS241OB-LIT38 1 4CJ3 JACK 2 1 Mid-Floida Lumber, Bartow, FL. U 1 1 I 1 7.640 t Apr 19 2016 MiTek Industries. Inc Wed Jul 2612:55 22 2017 Page 1 ID:rFfnwM3Wg7GdreOMh4ZDxyc_6K-RfMRgSATXAJznJrkvJs?XuV67jr1 SP09k1 qV?gyuCK3 1.0.0 3b0 2x4 = Stals - 1:9.6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -000 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 HOiz(TL) 0.00 2 n/a n/a BCDL '100 Code FBC2014f rPI2007 Matrix -M) Weight: 11 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3J0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 3=64/Mechanical, 2=199/0-7-8, 4-32/Mechaniwl Max Horz 2=41(LC 12) Max UPId13=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 (lb) or less except when shown NOTES - 1) Wind: ASCE 7-10; Vuh=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsk h=15ft, B=45t L=24f1; eave=4ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 2-0.0, Interior(1) 2-0-0 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.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. 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 Ib 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 O WARNING • Vanity design paramefars and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MO -7473 m. 10iVW015 BEFORE USE. Design valid for use only with MITekO Connectors This design is bawd only upon parameters shown, and is for an individual Wilding component, not a truss system. Before use, the budding designer must vefHy the applicability of design parameters and properly mccirporale this design irdo the overall bubduq design Bracing urticated is to prevem bucking of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSVIPII Quality Criteria. DS8a9 and BCSI Building Component 6904 Parke East BNd Safety Information available from Truss Plale Institute, 218 N. Lee Street, Suite 312. Alexantlro, VA 22314. Tampa, FL 36810 Job Truss Truss Type Ory Park Sg/Sebnng 11.24148 38TH 20.0 Plate Grip DOL 1.25 TC 0.60 IPly T 11690695 PS241OB-LIT38 41-111MONO HIP 1 1Job Re Md-Flonds Lumber, Bartow. FL. 7.640& Apr 19 2016 MTek Industries. Inc. Wed Jul 25 12:55:23 2017 Page 1 ID rFfrlwM3Wq'GMcOMh4ZDxyq_6KwswploA51TRgPTEwTONE3628Z7xHBjmJzhe2X6yuCK2 1-0-0 5.0.0 10.7-8 1.0.0 5.0.0 5-7-8 4x8 = Scats = 1:19.9 3x4 4 3x4 = 4x4 = LOADING (psf) SPACING- 20.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.60 TCDL 100 Lumber DOL 1.25 BC 0.50 BCLL 0.0 ' Rep Stress Inv NO WS 0.59 BCDL 10.0 Code FBC20141TP12007 Matrix -M) DEFL. In (loc) Vdefl Ud PLATES GRIP Vert(LL) -004 5-6 >999 240 MT20 244/190 Vert(TL) -0.11 5.6 >999 180 Horz(TL) 0.02 5 n1a n/a LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 5=616/0-7-8.2=635/0-7-8 Max Horz 2=61 (LC 8) Max Uplift5=121(LC 8). 2=140(LC 8) FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1157/212 BOT CHORD 2-6-21611061.6-13-211/1078,13-14-211/1078,5-14-211/1078 WEBS 3.6/337, 3-5=1016/197 Weight, 46 Ib FT = 20% Structural wood sheathing directly applied or 5-4-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES - 1) Unbalanced root live loads have been considered for this design 2) Wind: ASCE 7-10; Vuh=140mph (3 -second gust) Vasd=108mph: TCDL=4.2psf; BCDL-3.Opsf, h=1511; B=4511; L=2411, eave=oft; Cat. II, Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL -1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-00 wide will I'd between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) 5.121, 2=140. 7) "Semi-rigid pftchbreaks 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) 169 Ib down and 168 Ib up at 5-0-0, and 50 Ib down and 67 Ib up at 7-012, and 50 lb down and 67 Ib up at 9-0.12 on top chord, and 87 Ib down at 5-0-0, and 36 Ib down at 7-0-12, and 36 Ib down at 9.012 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASES) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pl) Vert 1-3=60, 3-4=-60, 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 0 WARNING • Verify "an parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE UP -7473 rev. IGAMO1 S BEFORE USE. Design valid for use only with MTeW connectors. This design is based only upon parameters shown• and is for an individual building component• not s truss system. Before use, the budding designer must verily the apprabrkty of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual trust web and/or chord members only Additional temporary and permanent bracing is swap required for stablily 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, ass ANSViP11 Quality Criteria, DSO -89 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Tens Pole Institute, 218 N. Lee Street, Subs 31Z Alexandria, VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty Ply Park SgMebnng 11-2410.8 38TH 20.0 Plate Grip DOL 1 25 TC 0.24 7116906961I IPS241OB-LIT38 4,15 JACK 3 1 Job Reference (optional) Mq-1`1011011 WMDer. 1181110vr. FL r t,sV s /fpr le LVIb M110K mouvnas, me web NI Lt, 1L't,b'" [Vl r nage 1 ID:rFhvwM3Wg7GdreOMh4ZDxyq_6K•vswpl oA51TRgPTEwTONE 362E I700Bs2Jzha2X6yuCK2 t.60 l S- o l 1 0 0 5.40 20 = LOADING (psf) SPACING- 20 0 CSI. TCLL 20.0 Plate Grip DOL 1 25 TC 0.24 TCDL 10.0 Lumber DOL 1.25 BC 0.17 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix -M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 3=110/Mechanical, 2=296/0.7-8, 4=48/Mechanical Max Horz 2=60(LC 12) Max Uplift 3=38([-C 12), 2=-68(LC 12) Max Grav 3=11O(LC 1), 2=296(LC 1), 4=76(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) 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) -0 04 4-7 >999 180 Ho1z(TL) 0.00 2 n/a n/a Scale =1:12.9 Weight 17 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 100 oc bracing. NOTES - 1) Wind. ASCE 7-10; VuM=140mph (3 -second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=1511; 8=45ft; L=24ft; eave=oft; Cat II; Exp B; End., GCpl=0.18, MWFRS (directional) and C -C Exterior(2) -1-" to 2-0.0, Interior(1) 2-" to 4-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL -1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Vady design pararmlaro and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE 114/I.7473 rev. 10000=015 BEFORE USE. Design valid for use only with MITek® connectors This design Is based only upon parameters shown, and 1s 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 wera9 building design. Bracing indicated is to prevent buckling of Individual truss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the No fabrication, storage, delivery, erection and bracing of trusses and truss systems. we ANSVTPII Quality Criteria. DSB-89 and SCSI Building Component 6904 Parks East Blvd. Safety Information available from Tens Mile Institute. 218 N. Lee Street, Suite 31Z Alexandria, VA 22314 Tamps. FL 36610 Job Truss Truss Type Oy PlyPark SplSebnng II.2410.6 30TH TC 0.58 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 711680687IPS24108-L1T38 41V5 JACK 1 1 Job Mid-FWMa Lumber, Bartow, FL. 7.640* Apr 18 2016 MRek Industries. Inc Wed Jul 25 12*55*24 2017 Page 1 ID ritrlwM3Wq?GdrtOMh4ZDxyq_6K-N2UBE8Bj3nZhOdp7OkuTWbJjXH1wIISBKJc3YyuCK1 i -1-5-0 i 311-0 i 7J0.2 1 1 -SO 371-0 31.2 Scale. 314'=1' 10 30 = 2 83 12 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.18 4-7 >476 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.00 HOR(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matrix -M) Weight: 23 Ib FT - 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.5-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/size) 3=157/Mechanical, 2=424/0-10-10,4=74/Mechanical Max Hort 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. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind. ASCE 7-10; Vuh=140mph (3 -second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Ops1; h=15ft; B=45ft; L=24ft; eave=oft; Cat. it: Exp B; Encl., GCpl=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 100 Ib uplift at joint(s) 3 except (jt=1b) 2=104. 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 Ib down and 10 Ib up at 1-6.1, 4 Ib down and 10 Ib up at 1-6-1, and 4 Ib down and 38 Ib up at 4-4-0, and 4 Ib down and 38 Ib up at 4-4-0 on top chord, and 2 Ib up at 1-6-1, 2 Ib up at 1-6.1, and 7 Ib down at 4.4-0, and 7 Ib down at 4 4-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Root Live (balanced) Lumber Increase=1 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60,4-5=20 Concentrated Loads (lb) Vert: 10=1(F=1, 8=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 AWARNING - Verify design parameters and READ NOTES ON TICS AND INCLUDED WTEK REFERENCE PAGE 01110674741 rev. 100.7,7015 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 lass system Before use, the building designer must verily the applicability of design parameters and property incorporate this design into The overall building design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for slabsity, 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 ANSIRPII Ouality Criteria, DSB-09 and BCSI Building component 6904 Parks Fast Blvd Safety Information available from Truss Plate Insadule, 218 N Lee Street, Suite 31Z Alexandria, VA 22314 Tamps. FL 38610 Job Truss Truss Type Qty Py Park Scimebnng 11-24148 38TH LOADING (psf) SPACING- 2-0-0 711680898 PS241OB•L1T3B 5.1 JACK 6 1 Mrd-Flonds Lumber, Bartow, FL 7 640 s Apr 19 2016 Mnek Industries. Inc. Wed Jul 25 12 5524 2017 Page 1 ID: rFfrlwM3 Wq?GdreOMh4ZDxyq_6K-N2UBE8Bj3nZhOdp7OkuTcJbNTXJ9wi ISBKJc3YyuCK I 1.0-0 S40 160 5-40 Scale - 1:18 1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (toe) Vden Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 034 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) -008 4.7 >768 180 BCLL 0.0 ' Rep Stress Inv YES WB 0 DD Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -M) Weight. 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing direly 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. (Ib/size) 3=130/Mechanical, 2=26410-7-8.4=62/Mechanical Max Horz 2-90(LC 12) Max Uplift3=53(LC 12), 2-51 (LC 12) Max Grav 3.130(LC 1), 2-264(LC 1), 4=92(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=1511; B=4511; L -24N; eave=4R; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional) and C -C Extenor(2) -1.0-0 to 2-0-0. Interior(1) 2-0.0 to 4.11-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL -1 60 2) This truss has been designed for a 10 0 ps1 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 III 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 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fairy 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 • Vrly Odyn parameters and READ NOTES ON TINS AND INCLUDED AITTEK REFERENCE PAGE W747S rev. /097/5015 BEFORE USE. Design valid for use only with Mritkip connectors This design is based only upon parameters shown, and Is for an individual buNdmg component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing aMicated is to prevent buckling of Individual truss web and/or pard members only. Additions, temporary and permanent bracing is always required for stability and to prevent collapse with possible personal inpiry and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of busies and truss systems, sea ANSVrPH Duality Criteria. DSO -99 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 Py Park Sgrsebnng 11-2410-8 38TH Rep Stress Ina YES Code FBC2014lrP12007 Vert(TL) 084 14-16 >573 180 711690699 PS2410B-1.1738 Al HIP 1 1 all Ifs Lumber, Bartow, FL 7 640 s Apr 19 2016 MiTak Industries. Inc Wed Jul 26 12.55.25 2017 Page 1 ID rFfnwM3Wq?GdreOMh4ZDxyq_6K-rE1ZSUCLgShYenOJeRP18X7WmxU?fgkc0_39c?yuCKO 1 6.8.5 1 -143 190-0 1 27.1.13 3331113 40-0.0 641.5 11 0.0 885 61-13 61.13 2.0.0 61.13 61 - 5x5 = 5x5 = 25 Scale - 1:714 3.9 - LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 ry a ra co 14 13 m u ,w n 30 = SPACING- 2.0-0 Plate Grip DOL 1.25 Lumber DOL 125 Rep Stress Ina YES Code FBC2014lrP12007 5x6 WB = 30 = 3x4 = 5x8 WB = 3x4 = 3.6 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 049 Vert(LL) 0.39 14-16 >999 240 MT20 244/190 BC 1.00 Vert(TL) 084 14-16 >573 180 WB 0 37 HOrz(TL) 018 9 n/a n/a Matrix -M) Weight: 219 Ib FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1.7 oc purlins. BOT CHORD Rigid ceiling direly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 4-14,7-13 REACTIONS. (Ib/size) 2=166010-7-8,9=1660/0-7-8 Max Horz 2=-213(LC 10) Max Uplift2=-302(LC 12), 9=302(LC 12) FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-23=2930/893, 323=2847/907, 3-4=2690/872, 4-24=1927!714, 5.24=1914!737, 5.6=1647/701, 6.25=-1914/737, 7-25-1927/714, 7-8=-2691/872, 8-26=2848/907, 9.26=-2930/893 BOT CHORD 2-16=705/2687, 16.27=541/2222, 15.27=541/2222, 15.28=541/2222, 14-28=541/2222, 13-14-312/1700,13-29=-547/2119,12-29-547/2119,12-30=547/2119, 11.30=547/2119, 9-11-711/2544 WEBS 3.16=326/204, 4-16=93/564, 4-14=763/340, 5-14=211/626, 6.13211/626, 7-13=763/340, 7-11=93/564, 8-11-326/204 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=5ft; Cat 11; Exp B: Encl., GCp1=0.18; MWFRS (directional) and C -C Extenor(2) -1.0-0 to 340, Intenor(1) 3-0-0 to 19-0-0, Exterior(2) 19.0.0 to 21-0-0. Interior(1) 265,7-14 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 fit 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 100 Ib uplift at joint(s) except (i1=lb) 2=302, 9=302. 7) "Semi-rigid phchbreaks including heels" Member end fairy model was used In the analysis and design of this truss. d ch d Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verity design parameters and READ NOTES ON TraS AND INCLUDED W TEK REFERENCE PAGE 01111-7475 raw. laWWofs BEFORE USE. Design vabd for use only with Mr rok* connectors. This design is based only upon parameters shown, and is for an individual bulduq 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 indxated Is to prevent bllckfurg of mWvidual was web aridror chord members only Additional temporary and permanent bracing is akvsys required for stability and to prevent collapse with possible personal inlury and property damage For general guidance regarding On is fabrication, storage, delivery, election and bracing of trusses and truss systems, "a ANSVTPII Quality Cnterla, OS049 and BCSI Building component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 219 N Lee Street. Suite 312. Alexandria. VA 22314, Tamps. FL 36610 Job Truss Truss Type oy 20.0 Park SySebring 11.2410•B 38TH 1.25 TCDL 10.0 Lumber DOL 1ply 711690700 P52410B4 IT38 A2 HIP 1 1 Code FBC2014/rP12007 Mr6Flonds Lumber, Barlow, FL 7.640 s Apr 19 2016 MRek Industries, Inc. Wed Jul 26 12 55'26 2017 6.45 5-5-13 5.5-13 640 5-5-13 5-5-13 - 6.45 Scale - 171.4 5x5 = 5,7 34 = 10 z zo a 14 ro 13 . 4 JV ai 11 314 = 44 = 3x8 = 30 = 4xe = 30 = 23.0-0 I 31.2.12 I 40.40 8-9.4 &2.12 &40 &2.12 6.9.4 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 BCOL 10.0 Code FBC2014/rP12007 CSI. DEFL. In (loc) Vdefl Ud TC 0.60 Vert(LL) 0.2514-16 999 240 BC 087 Vert(TL) 0.64 11-13 750 180 WS 0.81 HOR(TL) 0.18 9 n/a n/a Matrix -M) 34 = PLATES GRIP MT20 244/190 Weight: 221 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-1-8 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-8-9 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-14 REACTIONS. (Ib/size) 2=1660/D-7-8,9=1660/0-7-8 Max Hort 2=192(LC 10) Max Uplift2-302(LC 12), 9=302(1-C 12) Max Grev 2=1660(LC 1), 9=1661(LC 18) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-23=-2986/936. 3.232920/954, 3-4-2784/929, 4-5=-2092/804, 5-24=1829!776, 24-25=1829/776, 6.25-1829/776, 6.72105/804, 7-8=2798/929, 8-26=2933/954, 9.26=3000/936 BOT CHORD 2-16=76312737,16-27=-621/2340.27-28=-621/2340, 15-28=-621/2340, 14-15=-621/2340, 14 -29=-42311860.13-29=-423/1860,12-13=-628/2218,12-30=628/2218, 30-31=-628/2218, 11-31=-628/2218, 9-11=770/2606 WEBS 3.16=289/181, 4-16=-86/474. 4.14=650/298, 5-14=176/634, 6-13174/706, 7-13=-651/298, 7-11=-86/473, 8-11-289/181 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=140mph (3 -second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B-45ft; L=40ft; 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 17-0-0, Exterior(2) 17-0-0 to 28- 50- 13, Interior(1) 28-5-13 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 load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will rd between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except 01=1b) 2=302, 9=302. 7) "Semi-rigid pdchbreaks including heels" Member end rwity model was used in the analysis and design of this truss. 9a 6 f Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verfly design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE AIN -7473 rev. IOMM015 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 vent' the applrcatmily of dengn parameters and properly incorporate this design into the overall building design. Bracing irMiuted 4 to prevent bucking of Individual truss web and/or chord members only. Additional temporary and permanent bracing hissays roQuired for stability and to prevent collapse with possible personal injury ane property damage For general guidance regarding the Is fabrication, storage. deUrory, erection and bracing of trusses and truss systems. sea ANSIRPII Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Brod Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandna, VA 22314 Temps, FL 36610 Job Truss Truss Type Oy Py Park SglSebnng I1-2410.8 3BTH TCLL 200 Plate Grip DOL 1.25 TC 0.84 Verl(LL) 017 13 >999 240 711690701lJobPS241OB-LIT38 AS HIP 1 1 Reference (optional) Md•Flords Lumber, Bartow, Fl- 7 WO s Apr 19 2016 Mrrek Industries. Inc. Wed Jul 25 1255 27 2017 Page 1 ID•rFfnwM3Wg7GdreOMh4ZDxyq_6K- nd9Kt9DrMiyGt4YhnsRAEyDmtkEW7aUvtlYGgtyuCK_ 7-a4 15-0-0 0.0.0 5-0-0 3 •2.12 40.0.0 1 00 7-4 7-2.12 500 5.0.0 7-2-12 7.9 4 1A Scale = 1:72.0 5x7 = 1.5x4 II 5x7 = 4 255 2e 6 to " 14 ` D 13 12 " 10 34 = 1.50 II 3x8 = 3x8 = 30 = 150 II 3x5 30 = axe = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.84 Verl(LL) 017 13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(TL) 0.49 14-16 >986 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.36 Horz(TL) 0.19 8 We n/a BCDL 100 Code FBC2014fTP12007 Matrix -M) Weight: 221 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 6-9.6 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpi 3-14.7-12 REACTIONS. (Ib/size) 2=1660/0-7-8, 8=1660/0.7-8 Max Horz 2=170(LC 11) Max Uplift2-302(LC 12), 8-302(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-23=-2917/935. 3.23-2819/954, 3.24=2283/807, 4-24=2177/831, 4-25=2078/842, 5.25--2078/842, 5.26=2078/842, 6-26=-2078/842, 6-27=2177/831, 7-27-2283/807, 7-282819/954, B-28-2917/935 BOT CHORD 2-16-75112540,15-16=753/2535,14-15=753/2M. 14-29=-488/1968, 13-29=-488/1968, 13-30=493/1954,12-30=-493/1954,11-12-758/2516,10-11-75812516, 8-10-757/2521 WEBS 3-16=0/293, 3.14=-059/305, 4-14=-111/507, 4-13-117/371, 5.13-321/168, 6-13-117/371.6-12-111/507.7-12-660/305,7-10=0/293 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuh=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15111, B=4511; L=40h: eave=511; Cat. II; Exp B; End., 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, Extenor(2) 15-0-0 to 3D-7-14, Interior(1) 30-7-14 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 fit 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 100 Ib uplift at joint(s) except (ft=1b) 2=302, 8=302. 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 - VerNy design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE MI -7473 raw, 1000=015 BEFORE USE. Design valid for use only with MlTeW Connector* This design is based only upon parameters shown, and Is for an uldwidual buldnng component, net 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 budding of Individual thus web andfor Nord 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 No fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSUTPI1 Quality Criteria, DSB29 and SCSI Building Component 8904 Parke East Blvd. Salary Information available from Truss PWe Institute, 218 N. Lee Street, Suse 312. Alexandra. VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory Ply Park sgrsew" 11.24149 38TH BC 0.96 BCLL 0.0 ' Rep Stress Ina YES WB 0.88 BCDL 100 Code FBC2014lrP12007 7111690702 PS241OB-LITM MT SPECIAL 1 1 Mid-Florda Lumber, Bartow, FL 7 640 a Apr 19 2019 MTek Induelrlak, Inc. Wed Jul 25 12.55 2e 2017 Page 1 ID: rFbiwM3Wg7GdreOMh4ZDxyq_6K-Gpj i4VE E7047VE7uFayPm9lz18 W Isv W26yHpBJyuCJz 2-7-4 7- 12.2. 12 1 47.8 27-0-0 33 •1 40.40 1 2-7.4 4•x12 4912 9.4 7.7.6 6410 62.12 694 1b0 3 6 Go R-2 5x8 = 2x4 II 3X4 = 5x7 = Scale = 1:716 4 5 32 33 9 34 35 7 5x8 31 39 30 3 8 29 a 20 II 30 37 b 2 1 77 9 Id 18 2x4 I I all L BxB = 20 II 8x10 = 4x4 = 119 15 14 13 12 11 1.5x4 II 150 II 20 II 7x9 = 3,6 30 = 1.50 11 34 2.7-4 4.9.72 4912 7-7-8 6470 62.72 69.4 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 Ina YES WB 0.88 BCDL 100 Code FBC2014lrP12007 Matrix -M) LUMBER - TOP CHORD 20 SP No.2 'Except' 1-3:24 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. (Ib/size) 1=1625/D-7-8.9=1673/0-7-8 Max Horz 1-145(LC 10) Max Uplift 1=249(LC 12), 9=298(LC 12) DEFL. in (loc) Udell Ud Vert(LL) -0.31 16 >999 240 Vert(TL) -0.82 16 >584 180 Horz(TL) 0.40 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: 104)-0 oc bracing: 15-17 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) 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=408811352.4-5=-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, 13.14=537/2135, 12-13=537/2135, 11-12=746/2592, 9-11=74612592, 5-17=269/146 WEBS 7-12=-81/465. 8-12=536/239. 6.14 -6601250,3 -18= -6$i/338.4 -17-175f722, 14-17=583/2313.6-17=43/356,7-14-157/581.4-18-518/1551 NOTES - 1) Attached 8.3-7 scab 1 to 3, front face(s) 2x6 SP DSS with 2 raw(s) of 10d (0.131'x3") nails spaced 9" o c.except : starting at 2-3.9 from end at joint 3, nail 2 row(s) at 2" o.c. for 3.11-1; starting at 0.0.8 from end at joint 3, nail 2 row(s) at T' o.c. for 2-0-0. 2) Unbalanced roof live loads have been considered for this design 3) Wind: ASCE 7-10; Vuh=140mph (3 -second gust) Vasd-108mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; B-4511; L=4011, eave=5ft; Cat. II; Exp B; Encl., GCpi=O 18; MWFRS (directional) and C -C Extenor(2) 0-3.12 to 4-3-12, Interior(1) 4-3-12 to 13-0.0, Exterior(2) 134)-0 to 31-0-0. Interior(l) 31-0.0 to 41-0.0 zone;C-C for members and forces & 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Bearing at joint(s) 1 considers parallel to grain value using ANS11TPI 1 angle to grain formula Building designer should verity capacity Printed Copies Of this document are of bearing surface. not considered signed and sealed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=1b) 1=249the Signature must be verified On 9=298. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. any electronic Copies WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED W TEK REFERENCE PAGE 11110-7475 rev. /&931015 BEFORE USE. Design valid for use onlywah Mreka®connegoIs. 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 veriy, the applicability of design parameters and property incorporate this design rrao the overall building design Bracang Indicated.111 to prevent bucking of individual truss web and/or chord members only. Additional temporary and permanent bract" is always required for stability antl to prevent collapse wah possible personal injury and property damage. For general guidance regarding the fabricauon, storage. delivery• election and bracing of trusses and truss systems, we ANSVTPI1 Quality Criteria, D3849 and SCSI Building Component 69W Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tempe. FL 36610 Job Truss Truss TypeOry PLATES GRIP Ply Park Sq/Sebring 11.2410•B 38TH Vert(LL) 0.30 5 >999 240 MT20 244/190 BC 0.96 711690703 11PS24108T38 AST SPECIAL 1 1 mro-rronua Lancer, nanow, rL 7 540 s Apr 19 2016 Mrrek Industries.Inc Wed Jul 26 12.55.29 2017 Page 1 ID:rFfrlwM3Wg7GdrCOMh4ZDxyt_6K-k7H4lrFsuJC 70ApHUeJNWbYSVbKuBLCINkmyuCJy 7.4 7•SO 11-0-0 t •1 17.14 234$ 29.0.0 2.7.437-0 •2.1 57.11 5-5-1557.10 52.12 59.4 tb 600 12 5x5 = 20 II axe = 1.5x4 II 5x7 = 31 32 6 7 33 34 a Scale = 1:71.8 2x4 II 8X10 = 40 = 17 16 1514 13 12 1 5x4 II 20 11 axe = 34 = 30 = 1.5x4 II 34 - LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2014rrPI2007 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. (Ib/size) 1=1597/0.7-8, 10=1658/0-7-8 Max Horz 1-124(LC 10) Max Uplift 1-258(LC 12), 10-302(LC 12) 3x8 = CSI. DEFL. in (loc) Udell Ud PLATES GRIP TC 0.63 Vert(LL) 0.30 5 >999 240 MT20 244/190 BC 0.96 Vert(TL) 0 77 16-17 >622 180 WB 100 Horz(TL) 040 10 n/a n/a Matrix -M) Weight: 262 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 11-2-706/265,2-30=3924/12119, 29-30=-3895/1222, 329-3837/1233, 3-4-4057/1366, 4-5=2944/1030, 5-31=-2939/1031, 31-32-2939/1031,6-32=-2939/1031,6-7=2758/1001, 7-33=-2758/1001, 3334=-2758/1001, 8-34-2758/1001, 8-35-2512/892, 9-35-2583/874, 9.36-2900/963, 10-36-2979/946 BOT CHORD 2-19=1016/3602,18-19-72312738,15-16-775/2805,14-15-614/2252, 1314=-614/2252, 12-13-784/2594, 10-12-784/2594 WEBS 8-13-67/373, 9.13-419/196, 319=597/291, 6-16=-401/180,7-15-354/189, 8-15-243/802,16-18-733/2630,4-19=-45211327.4-18-2371786 NOTES - 1) Attached 8-3-7 scab Ito 3, front face(s) 2x6 SP DSS with 2 row(s) of 10d (0 131"x3") nails spaced 9" o.c.except starting at 2-4.0 from end at joint 3, nail 2 row(s) at 2" o.c. for 310.10, 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; Vu11=140mph (3secand gust) Vasd-108mph; TCDL=4 2psf; BCDL=3.Ops1; h-15ft; 8=45ft, L=4011; eave=5ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0.312 to 4-36. Interior(1) 4-3-6 to 11-0-0, Exterior(2) I I-" to 32-11.10, Interior(1) 32-11-10 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 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 36-0 tall by 2-0-0 wide will 1-4 between the bottom chord and any other members. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity Printed Copies of this document are of bearing surface. not considered signed and sealed and 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 01=lb) 1=258 10=302. the Signature must be Verified On 9) "Semi-rigid pilchbreaks including heels" Member end fixity model was used In the analysis and design of this truss any electronic copies 0 WARNING • Verify design paremerera and READ NOTES ON 7105 AND INCLUDED IIOTEK REFERENCE PAGE 11411.7473 rev. 10,00Yt015 BEFORE USE. Design valid for use only with Mrelab connectors. This design is based only upon parameters shown, and U for an individual buildup component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and properly mcorporele this design into the overall bueCing design. Bracing indicated is to prevent buckling of individual thus web andfor cord members only. Additional 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 fabrication, storage, delivery, erection and bracing of trusties and truss systems, a" ANSVTPIt Quality Criteria, DSO -89 and SCSI Building Component 6904 Parke East BlvdSolelyInformationavailablefromTrussPlateInstituls, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Ory Pit Palk SglSebnng 11.2410.8 38TH oc purlins. 14: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 'Except' 711690704 I11IPS24106L1T38AUTSPECIAL1 Job Re M6FIcrids Lumber, Barlow, FL 7.640 s Apr 19 2016 Me sk Industries. Inc Wed Jul 25 12.5530 2017 Page 1 ID rFMwM3Wq'GdreOMh4ZDxyq_6K-CCrSVBGUfdKrkYHGN 71rerlSyC4KrmLsGmwGCyuCJx I 2.7.1 61.0 x&40 + 12.2.12 + 18.67 I 24-U-8 I 31-00 I V112' sz•t2 2.7.4 3512 2.11-0 32.12 6371 61.15 6-310 a2•t2 aa1 1-00 Scale - 170 2 5x8 = 2x4 11 5x8 1--7.5x4 11 5xe = 600 12 28 ' 31 ° 32 33 G r 34 35 388 20 3 15x4 G 30 937 2x4 11 29d 2 39 i 1 to 74 17 1 1 1 2x4 II 502 = 4x4 - 1e 15 74 13 12 1.50 II 3x4 11 axe = 3x8 MT7SHS = 3x4 = 3x8 = 3x10 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (hoc) Udefl L/d PLATES TCLL 200 Plate Grip DOL 1.25 TC 0 77 Vert(LL) -0.35 15 >9W 240 MT20 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0 90 1516 >527 180 MT18HS BCLL 0.0 ' Rep Stress Inor YES WB 0.71 HOrz(TL) 0.41 10 n/a n/a BCDL 10 0 Code FBC2014rrP12007 (Matrix -M) Weight: 255 lb GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 14: 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 'Except' 2-17:24 SP No.1, 20-21: 20 SP No.3 WEBS 20 SP No.3 *Except* 115-`17:20 SP No.2 OTHERS 2x6 SP DSS LBR SCAB 14 2x6 SP DSS one side WEDGE Lett: 2x4 SP No.3 REACTIONS. (Ib/size) 1=1596/0-7-8, 10=1659/0.7-8 Max Horz 1=-103(LC 10) Max Uplift 1=259(LC 12), 10=301(LC 12) 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, 330=-4311/1423, 3-28-3610/1174, 4-28-3529/1184,4-31=3758/1286, 531=3758/1286, 532=3751/1286, 32-33-3751/1286, 6-33=3751/1286, 6-7=-3277/1158, 7-343277/1158, 34-35=3277/1158, 3536=3277/1158, 8-36=3277/1158, 8.37=-2711/933, 9.37=2723/916, 9.38=-2891/1029, 10.38=2964/1015 BOT CHORD 2-18=1247/4168, 17-18=871/3164, 5-17=-3031171,15-16=961371,14-15-1001/3448, 1314=1001/3448, 12-13=680/2393, 10.12=849/2586 WEBS 4-/8-262/935, 4-17=305/925, 8-12=-37/329, 6-15=-421/204, 7-13=397/211, 15-17=919/3125,6-17-97/376,6-13-277/60.8-13-367/1161, 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 1 O (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 57-3. 2) Unbalanced roof live loads have been considered for this design. 3) Wind, ASCE 7-10; Vu0=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Ops1; h=15H; 8=45H; L=40fl; eave=5ft; Cat. 11; Exp B; Encl., GCpl=0.16; MWFRS (directional) and C -C Exterior(2) 0.3-12 to 4-3-12, Interior(1) 4-3-12 to 9-0-0, Exterior(2) 9-0-0 to 35.0-0, Interior(1) 35-0-0 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. Printed COPTeS Of this document are5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nont oncurrent with any other live loads. i10t considered signed and Sealed and 7) ' 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 the Signature f11USt be Verified on fit between the bottom chord and any other members. any electronic copies 8) Bearing at joint(s) 1 considers parallel to grain value using ANSIrrPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 0 WARNING • Verily design psismeters and READ NOTES ON TNS AND INCLUDED MITEK REFERENCE PAGE M/I.7473 rev. ife0Y1015 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 despner must vett' the applicability of design parameters and property incorporate this design into the overall D:ding design Bracing uorcated a 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 fabrication, storage, delivery. erection and bracing of trusses and truss systems, "a ANSVTPI7 Quality Crltara, DS049 and BCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Institute, 218 N Lee SIrseL Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory Ply Park SglSebnng 11.24148 38TH TitIIPS24108-LIT38 AST SPECLAL 1 1 Job Reference (opfionall MKl- Wr011 LUMWF. M"M. rl 7 Wu s Apr IV Lulb Ml l OK Industries, Inc. Wee JYI 24 1Z'Iq'7u Zu17 Page Z ID rFhrwM3Wq?GifrcOMh4ZDxyq_6K-CCrSVBGUfdKrkYHGN llrarlByC4KrmLeGmwGCyuCJx NOTES - 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 1=259, 10=301. 10)'Sem1wrigid pdchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. AWARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M 1.7477 rev. 109=015 BEFORE USE. Design valid for use only with Mrroktb connectors. This design Is based only upon parameters shown, and is for an individual budding component. not a truss system Before use. the building designer must verity the applicability or design parameters and property rricOrpdrete this design imo the *mail building design. Brawp indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent or" rs always required for stability, and to prevent collapse with possible personal injury and property damage For general guidance regarding the N1 fabrication, storage, delivery, election and bracing of trusses and Wu systems. see ANSVTPIt Oualay Criteria. DSB29 and BCSI Building Componem 6904 Parke Frost Blvd safety information available from Trus Plats Insidule, 218 N. Lee Street, Suds 312. Alexandria. VA 22314. Tampa, FL 38610 Job Truss Truss Type City PlyPark SrySebnng 11.24109 38TH 330.0 3&2-12 I 49.8 32-12 361205.2.72 2.1.0 F 47.10 711690705 PS2410B-L1T3B A7T SPECIAL t 19:0.5-4.0.2-81. h4 6FIonda Lumber. Banow. FL 7 640 it Apr 19 2016 Mrrek Industries. Int Wed Jul 26 12.55.31 2017 Page 1 ID: rFInwM3Wa7GdreOMh4ZDxyq,6K-gOPriXG60xShMirTxl V%OGNV12LhK3JaUowV W oeyuCJw 2.7-4 5 0 7.0.0 t2- -1 14312 1611.8 237.0 L •10 330-0 30.2-1 40-0-0 1 2.7-4 2+12 2 -PO 5•T-12 2.1-0 4.7-10 b7.10 b7.10 4 -tib 32-12 39-4 0 Seale - 1:70.0 5x8 = eDo t2 2x4 II 4x10 = Sx5 = 3x8 = 1.50 II Sx7 = 427 5 26 8 7 29 8 9 30 10 nCS t ` r' 4x5 c 20 tt 21 20 11 01 = 22 20 II 19 1e 17 to 15 14 13 4x5 = 20 II 70 II 84 - 1x10 = 74 = 4x8 = 4x4 = 20 II 4x5 = I 2.7.1 I 5-OAF14372+ 2.7-1 2+12 1&11.8 237-0 2&2.10 330.0 3&2-12 I 49.8 32-12 361205.2.72 2.1.0 F 47.10 47.10 I 47.10 Plate Offsets (X.Y)- 12:0-1-5.0.0.11. 13:0-6-0.0.2-81.16:0.2-8.0.3-01. 19:0.5-4.0.2-81. 116:0-3-0.0.4-81. 118:0.30.0.4-01.120:0-2-12.04•-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.07 15 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.36 Vert(TL) 0.17 15 999 180 BCLL 0.0 ' Rep Stress Inv NO WB 0 67 Horz(TL) 0.06 11 n/a n/a BCDL 10 0 Code FBC2014/TPI2007 Matrix -M) Weight. 495 Ib FT = 20% 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, 419: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. (Ib/Size) 1=343/0-7-8, 18=4520/0-3-8,11-1716/0-7-8 Max Hort 1=-86(LC 6) Max UplA11-78(LC 8), 18=1399(LC 8), 11-522(LC 8) Max Grav 1=361(LC 13), 18=4746(LC 13), 11=1820(LC 14) BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc purlins. 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 3-4=604/2498, 427=-635/2575, 5-27635/2575, 5-28=-364/182, 6-28=-364/182, 6.7-373/187, 7-29=3104/1009, 8-29=3104/1009, 8-9=31104/1009,9-10=3251/11021, 10-11=3556/1015 BOT CHORD 420=526/268, 17-18=2819/851, 16.17=636/2221, 15.16=636/2221, 1415=794/2879, 13-14=43913149,11-13=-839/3149 WEBS 321=0/371. 3.20=-2973/808, 9-15-129/371.9-14=0/424.10-14=-328/51, 6-17=-614/306, 7-16=0/303, 5.18=2940/936, 18.20=2917/914, 5.20=161/454, 8-15=-653/324, 7-15=326/1127, 7-17-2474/734, 5 17-1079/3640 NOTES - 1) 2 -ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc, 2x4 - 1 row at 0.9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0.9-0 oc, 2x6 - 2 rows staggered at 0.9-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (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 -25R; 8=45R; L=40ft; eave=5f1; Cat. II; Exp B: Encl., GCpi=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load 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 rd between the bottom chord and any other members. Printed COpI@S Ot this document Bre8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. not considered signed and sealed and 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) 1 except 01=1b) the signature must be verified on 18-1399,11=522. any electronic copies10) Girder carries hip end with 7.0-0 end setback. 11) "Semi-rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O WARNING • Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE U0.7473 rev. 10+83/2015 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 Wq system. Before use, the building designer must verity the applicability of design parameters and property incorporate No design Into the overall bull tli g design. Bracing Indicated is to prevent bucldug Individual Inddual truss web andfor card members only. Additional temporary and permanent bracing 0iset.«ays required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery, ereGon and bracing of trusses and truss systems, see ANSVTPH Ouallty Gittens, DS049 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate InsldNe. 218 N. Lee Street. Suns 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park SgfUbnng 11-2410.8 38TH T1189D705 PS24tOB-L1T3B A7T SPECIAL 1 21 MKr-flora" Lumber, Bartow. FL 7,540 s Apr 19 2018 MITek Indusines. Inc Wed Jul 25 12,5531 2017 Pape 2 ID: rFfrhwM3Wq7GdrCOMMZDxyg6K-gOPriXG6OxShMirTxiW6O0N W2LhK3JBUowV W oeyuCJw NOTES. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 532 Ib down and 227 Ib up at 33 ". and 532 Ib down and 227 Ib up at 7-0.0 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=1.25, Plate Increase -1.25 Uniform Loads (plf) Vert: 1-2=60, 2-3=-60, 3.9=126(F=-66), 9-12=-60, 1-22=-42(F=22), 2.20=42(F=22), 11-19=42(F=22) Concentrated Loads (lb) Vert: 3=365(F) 9=385(F) 0 WARNING - VWNy design parameters and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE MN -7173 rev. 7000312015 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 Bracing Indicated is to prevent buckling of individual truss web, andlor chord members only. Additional temporary and permanent bracing rs always required for stability and to prevent Wtapse with possible personal injury and property damage. For general guidance regarding the , fabrication, storage, delivery, erechon and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component eget Puke East Blvd. Safety Information available from Truss Plate Inetitule, 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa. FL 36610 Job Truss NSS Type Qty Ply Park SQISsbnng 11.2410.9 38TH 1 1 LOADING (psf) SPACING- 2-0-0 711890706 PS2410B.LIT3B B1 COMMON 2 1 Job Reference (optional) Mid-Florrds Lumber, Bartow, FL. 7.640 s Apr 19 2016 MTek Industries, Inc Wed Jul 23 12*55'31 2017 Pape + ID: rFh1wW Wq?GdreOMh4ZDxyq_6K-gOPrd(GSOxShMnTxiVYSOoN WnLZd3PsUowW UoeyuCJw i 7.5.4 14 .4.0 i 21-2-12 i 286-0 7.5.4 e-10-12 6-10.+2 7.5.4 Scale =150 e 4x4 = 4x4 = 5x7 = 30 = 40 = Plate Offsets (X.Y)- 11:0.2.O.Edoel. 15:0.2-O.Edael, 18.0-3.8.0.3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.32 7-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(TL) 0.60 7-8 578 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.27 Horz(TL) 0.08 5 n/a n/a BCDL 10.0 Code FBC2014/TPl2007 Matrix -M) Weight: 129 Ib FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No 2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=1146/Mechanical, 5=1207/0.3-8 Max Horz 1=153(LC 10) Max Uplift 1=273(LC 12), 5=315(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) 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, 4-17-17051568.4-18=-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 3-7-186/711, 4-7=410/250, 3-8=187/713, 2-8=411/250 Structural wood sheathing directly applied or 3-5-2 oc purlins. Rigid ceiling directly applied or 9-1-1 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-4.2psf; BCDL=3.Opsf, h=25ft, B=45ft. L=29ft; eave=oft; Cat. II; Exp B; Encl., GCpi--0.18; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 14-4-0. Exterior(2) 144-0 to 17-4-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (P -1b) 1=273, 5=315. 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 - Verfly dealpn parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE Na -7477 rev. 1oe3/2018 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon paramalera shown, and is for an individual budding 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 buldmg design. Bracing Indicated rs 10 prevent buoldatg of individual truss web andlor chord membersonly Additional temporary and permanent bracing - Is always requrrad for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IN fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Duality Cdtwb, DS840 and SCSI Building Component 6904 Parks East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Sir", Suite 312, Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type oty Lumber DOL Park Sgfsebnng 11-2410.8 38TH Rep Stress Incr YES Code FBC20141TP12007 Vert(TL) IPlyI 711680707 PS24108-LIT38 82 HIP 2 1nce optional) Mrd-Flonds Lumber, Banes, FL 7.640 It Apr 19 2016 MITek Industries. Inc Wed Jul 26 12,55,32 2017 Page 1 ID.rFfrnvM3Wq?GdreOMh4ZDxyq_6K-B=DwlHkAEsY sONP1Lx,wkgl ?onEe1aF1K5yuCJv 11-0-01 6-9.4 1 13.0-0 1 15$0 1 21.10.12 1 28.8.0 129 1.0.0 6.94 8.2.12 2-8.0 6.2.12 6.94 1.0.0 Scale - 1:51.2 axe = 4x4 = 12 11 10 9 3x5 c 1x4 II 5x5 = 3x0 = 1x4 II 3x5 = LOADING (psf) TCLL 200 TCDL 10.0 BCLL 0.0 BCDL 100 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 SPACING- 2-0-0 Plate Gnp DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC20141TP12007 REACTIONS. (Ib/size) 2=1207/0.3-0, 7=1207/0-3-8 Max Horz 2=142(LC 11) Max Uplift 2=315(LC 12), 7=315(LC 12) CSI. DEFL. in (loc) Vdeff Ud PLATES GRIP TC 0.44 Vert(LL) 0.0911-12 >999 240 MT20 244/190 BC 0.53 Vert(TL) 0.26 11-12 >999 180 WB 0.58 Horz(rL) 0.09 7 n/a n/a Matrix -M) Weight: 152 Ib 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. CompJMax. Ten. - All forces 250 (Ib) 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=-1351/528,6-21=-1445/507,6-22=-1848/626,7-22=1999/605 BOT CHORD 2-12=467/1716,11-12=467M716, 10-11=-245/1213,9-10=47611715,7-9=476/1715 WEBS 3.12=0/257, 3-11-579/253, 4-11=98/367, 5-10=119/372,640=583/254, 69=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=45f ; L=29R; eave=oft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1-0.0 to 2.0.0. Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13.0-0 to 15-8-0, Interior(l) 19-10.15 to 29.8-0 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 nonconcurrertt 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 ft between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) 2=315, 7=315 7) "Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. VO Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify dasign paramerara and READ NOTES ON 7105 AND INCLUDED WTEK REFERENCE PAGE "10.7473 rev. I&V317015 BEFORE USE. Design valid for use only with Mnelit 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 applicablby of design parameters and property Incorporate this design Dido the overall budding design. Bracing indicated is to prevent buckling of individual lass web andfor chord members only. Additional tamporary and permanent bracing is "Ways requited for Stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the Is fabrication. Storage. delivery. erecton and bracing of tenses and truss systems. see ANSrr in Duality Criteria. DS849 and SCSI Building Component 6904 Parke East Blvd. Safely Irdormation available from Truss Plate InslkNa. 210 N Lee Street, Suite 31Z Alexandria. VA 22314. Temps. FL 36610 Job Truss Truss Type Ory Ply Park SglSsbrbig 142410,11387/1 1 5.2.12 sa4 Plate Offsets (X.Y)- 13:0-5.4.0-2-01.110:0-2-8.0-3-01 711890708 PS241MLIT38 S3 HIP 1 1 moo -Florin Lumber, usnow, Fla 1154419 Apr 1112016 MI1 OR Industries. int WOO JUT Ze 1ZAY73 2017 Page 1 ID: rF1nwM3 Wq?GdreOMh4ZDxyq_6K-cnW b7 DIMxYIPb77r27YeTDTgE9KCXJenGE?atXyuCJu S9.1 11.0.0 1 17 -MI 22.1112 1 28.9-o 129 -e -o, 60,4 5.2.12 6-60 5.z-12 S61 110' Scale = 1:51.0 Ix8 = 4x4 = 3 20 21 22 234 3x4 = 1x4 11 5x5 = 3x8 = 1x4 II 30 = 5.94 1100 1780 22.1112 268-0111 5.9.1 5.2.12 I 6.60 1 5.2.12 sa4 Plate Offsets (X.Y)- 13:0-5.4.0-2-01.110:0-2-8.0-3-01 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -008 10 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Vert(TL) -0.26 9.10 >999 180 BCLL 0 0 ' Rep Stress Incr YES WB 031 Horz(TL) 009 6 n/a n/a BCDL 10.0 Code FBC2014/rP12007 (Matrof-M) Weight: 144 Ib FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.2.6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-1-10 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpt 3.9 REACTIONS. (Ib/size) 1-1146/Mechanical, 6=1207/0-3-8 Max Hort 1=120(LC 10) Max Uplift 1=273(LC 12), 6=315(LC 12) FORCES. (Ib) - Max. Comp./Max. 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, 320=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 1-11520/1760, 10-11=520/1760, 9.10335/1383, 8-9=529/1757, 6.8=529/1757 WEBS 2-110=-437/21111,3-110=-69/40D, 4-9=-68/400,5-9=-438/21111 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=4$ft; L=29ft: eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0." to 30.0, Interior(1) 3-0-0 to 114)-0, Exterior(2) 11-0-0 to 21-10-15, Intenor(1) 21-10-15 to 29-8-0 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 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 fol 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 Ib uplift at joint(s) except 01=1b) 1=273, 6=315. 8) *Semi-rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Vailly design persmetvs and READ NOTES ON INS AND INCLUDED WTEK REFERENCE PAGE MI67473 rev /1003,7015 BEFORE USE. Design valid for use only with WOW conneclors. This design is based only upon parameters shown, and is for an individual budding component, not n truss system. Before use. the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing mdiceted 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 kv, latincalion, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DS049 and BCSI Building Component 8904 Parke Easl Blvd. Safety Information available from Truss Plate Institute, 210 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park sgrsebnng 11.2410.8 38TH TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. 711890709 PS24108-LIT38 83A HIP 1 1 Mn6Flonds Lumber, Bartow, FL. 7 HO s Apr 19 2016 MTek Industries. Inc Wed Jul 26 12 55 33 2017 Page 1 ID:rFhW M3Wq?GdreOMh4ZDxyq_6K-cnWb7DIMxYiPb??r27YaTDTgF9KNXJenGE?alXyuCJu f 1 S9 4 1 11 0-0 1 17.8-0 1 22-10.12 1 28 8 0 12x6 0. 10 o sa4 s2•+z e -e -o sz•+z Scale = 151.2 4x3 40 = 4 22 23 24 255 13 12 10 9 30 = 1x4 II 30 = 30 3x8 = 1x4 II 30 = LOADING (psf) SPACING- 20 0 TCLL 200 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inv YES BCDL 10.0 Code FBC2014frP12007 CSI. TC 0.72 BC 0.52 WB 0.31 Matrix -M) DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.08 12 >999 240 MT20 244/190 Vert(TL) -0.25 10-12 >999 180 Horz(TL) 0.09 7 n/a We Weight: 146 Ib FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or B-1-14 oc bracing WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-10 REACTIONS. (Ib/size) 2=1207/0-3-8, 7-1207/0.3-8 Max Horc 2=121(LC 11) Max Uplift 2-31 5(LC 12), 7-315(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20-2036/656,3-20=11963/673, 3-21-1609/572,4-21-1539/589,4-22-13841581, 22-23-1384/581, 23.24=1384/581, 24-25-1384/581, 5-251384/581, 5-26=1539/589, 6.26-1609/571, 6.27=1963/673, 7-27-2036/656 BOT CHORD 2-13=518/1756, 12-13=518/1756, 11-12=334/1383, 10.11-334/1383, 9.10-526/1756, 7-9-526/1756 WEBS 312-439/210, 4-12-66/399, 5.10-681399, 6.10=-439/211 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. II; Exp B; Encl., GCpi=0.16; MWFRS (directional) and C -C Exterior(2) -1.0-0 to 2-0.0, Intenor(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 21-10.15, Interior(1) 21-10-15 to 29-8-0 zone;C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) except (j1=1b) 2=315, 7=315. 7) 'Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. V1 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verily daslgn parameters and READ NOTES ON TNIS AND INCLUDED a11TEK REFERENCE PAGE MO -74711 rev. 1009=016 BEFORE USE. Design valid for use only with MTekm 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 end property incorporate this design into the overall budding design. Bracing indicated is to prevent buckhing'of individual truss web andlor chord members only Additional temporary and permanent bracing is always required for stabbey and to prevent 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 ANSVTPl1 Quality Criteria. DSB49 and SCSI Building component 6904 Parke East Blvd. Safety Information *"liable from Truss Pate Insntua. 216 N. Lee Street, Suite 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type 19$0 s+o Py Park Sq/Sebring 11.241" 38TH Plate Offsets (X.Y)- 11:0.2-B.Edae1.13:0-5-4.0.2-01. 15:0.5-4.0.2.01.17:0.2-8.Edoel. 10ty 711890710IPS24l0B-LIT3B 84 HIP 1 1 Mid -Florida Lumber. Barlow, FL. 7 640 s Apt 19 2016 Mrrek Industries. Inc Wed Jul 28 12.55:34 2017 Page 1 ID:rFUnvM3Wq?GdreOMh4ZDxyq_6K-4z4zLYJ?IsgGD9a2eg3p00?5V AGoEwVukBPzyuCJt 1 a9.4 9 0 0 1 tam 0 1 1B 8-0 1 231412 I 28-8-0 4.9.4 a2.12 5.4.0 5+0 a2.12 4.9.4 1 0 i Scale - 1:49.9 axe = 1x4 II qxg = 3 19 4 20 2122 5 3x5 = 11 1u 5x5 = 3xe = 3x4 = 3x5 = 9 d REACTIONS. (Ib/size) 1=1146/Mechanical, 7=1207/0-3.8 Max Horz 1-97(LC 10) Max UpIM 1=192(LC 12), 7=226(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.18=2036!736, 2-18=1970!750, 2-3=1766/642. 3-19=1781/708, 4-19=1781!708, 4-20=1781/708, 20.21=1781/708, 21-22=1781!708, 5-22=178V708, 5-0=1757/642, 6-23=1972/753,7-23=-2030/739 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; Vud=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=15ft; B-4511; L-29ft; eave=411; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3.0.0, Interior(1) 3.0.0 to 9.00. Exterior(2) 9.0-0 to 24-0-11. Interior(1) 24-011 to 29-&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 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 2-00 wide will Id 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 Ib uplift at joint(s) except (1t=1b) 1=192, 7=226. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify design penmofen and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MX7473 rev. /0103/2015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based ony upon parameters shown, and is for on individual budding component, not a truss system Before use, the budding designer must verily the applicability of design parameters and properly incorporate this design into the overall building design, Bra" indicated Is to prevent budding of individual fruits web and/or chord members only Additional temporary and permanent bracing is always required for liability and to prevent collapse with possible personal irqury and property damage. For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPIt Ouathy Criteria, DSB49 and SCSI Building Comparison 8904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. tee Scheel, suite 312. Alexandria. VA 22314, Tampa, FL 36810 940 1 aao 14.4-0 sao 19$0 s+o Plate Offsets (X.Y)- 11:0.2-B.Edae1.13:0-5-4.0.2-01. 15:0.5-4.0.2.01.17:0.2-8.Edoel. 111:0.2-8.0.3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.35 Vert(LL) -012 9-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.77 Vert(TL) -0.34 9-17 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.16 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -M) Weight: 143 Ib FT = 2096 LUMBER- BRACING - TOP CHORD 20 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 20 SP No.3 REACTIONS. (Ib/size) 1=1146/Mechanical, 7=1207/0-3.8 Max Horz 1-97(LC 10) Max UpIM 1=192(LC 12), 7=226(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1.18=2036!736, 2-18=1970!750, 2-3=1766/642. 3-19=1781/708, 4-19=1781!708, 4-20=1781/708, 20.21=1781/708, 21-22=1781!708, 5-22=178V708, 5-0=1757/642, 6-23=1972/753,7-23=-2030/739 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; Vud=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=15ft; B-4511; L-29ft; eave=411; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3.0.0, Interior(1) 3.0.0 to 9.00. Exterior(2) 9.0-0 to 24-0-11. Interior(1) 24-011 to 29-&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 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 2-00 wide will Id 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 Ib uplift at joint(s) except (1t=1b) 1=192, 7=226. 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify design penmofen and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MX7473 rev. /0103/2015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based ony upon parameters shown, and is for on individual budding component, not a truss system Before use, the budding designer must verily the applicability of design parameters and properly incorporate this design into the overall building design, Bra" indicated Is to prevent budding of individual fruits web and/or chord members only Additional temporary and permanent bracing is always required for liability and to prevent collapse with possible personal irqury and property damage. For general guidance regarding the is fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPIt Ouathy Criteria, DSB49 and SCSI Building Comparison 8904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. tee Scheel, suite 312. Alexandria. VA 22314, Tampa, FL 36810 Park ring tOB- L1T38de I SA S Truss Type July I Py t I b Refit ante foo 11-241"38TH FlorLumber, Barlow, FL. 7640, 840s Apr 19 2016 Mnek Industries, 4-94 4.2.12 5.4-0 5-4-0 4-2.12 4x8 = 1x4 II 4x6 = 4.9.4 711690711 Scale = 1:51.2 13 - 11 10 40 = 3x4 = 3x4 = 3xs = 30 = 4x4 = I 9.0.0 I 14-4-0 I 19A0 I 29-9-0 I 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 Inv YES BCDL 10.0 Code FBC2014/TPI2007 CSI. DEFL. in (loc) Vdeft Ud TC 0.35 Vert(LL) 0 12 13.16 999 240 BC 0.77 Verl(TL) 0.3413.16 999 180 WB 0.16 Horz(TL) 0.09 8 n/a n/e Matrix -M) PLATES GRIP MT20 244/190 Weight: 145 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 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 7-615 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1207/0-3-8,8=1207/0-3-8 Max Horz 2-101(LC 11) Max Upldt2=315(LC 12), 8=315(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2-20=2029/736, 3.20=1971/750, 3-4=1756/638, 4-21=1779/703, 21-22=1779/703, 5.22=1779!703, 5.23=1779!703, 23.24=1779!703, 624=1779/703, 67=1756/638, 7-25=1971/750, 8-25=2029/736 BOT CHORD 2-13=-597/1763.12-13=405/1524,11-12=405/1524,10-11-413/1524. 8-10-604/1763 WEBS 3-113=-283/2118,4-13=52/347, 4-11=152/424, 5-11=363/192, 611=-152/424, 610=52/347, 7-10=283/217 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vu11=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf,, h=25ft, B=45ft; L=2911, eave=4ft, Cat. II; Exp B; Encl. GCpi=D.18: MWFRS (directional) and C -C Extenor(2) -1-0-0 to 2-0-0. Interior(1) 2-0.0 to 9.0.0. Exterior(2) 9-0-0 to 24.0-11 Interior(1) 24.011 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 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 36-0 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 Ib uplift at joint(s) except (jl=lb) 2=315, 8=315. 7) "Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 0111I14473 rev. I&V3,7015 BEFORE USE. Design valid for use only with MTelt® connectors. This design is based only upon parameters shown, and is for an mdwidual buildup component, not a tout system Before use. the building designer must ven0y, the applicability of design parameters and property utcorporae this design into the overall building design Bra" indicated is to prevent buckling of individual truss web andlor Chord members only. Addeonal temporary and permanent bracing Is always required for Nobody and to prevent Collapse with possible personal injury and property damage For general guidance regarding to fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPIl Quality Criteria, OS849 and SCSI Building Component 6901 Parke East BIM. Slay Information available from Truss Plate Infibluse. 218 N. Lee Street. Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory Ply Park Sq/Sebnng 11.2410.8 3BTH TC 0.83 Vert(LL) 024 11-12 >999 240 MT20 711690712 1P3241OB-LIT38 as HIP 1 1 311 MM-Fkmtls Lumber. Bartow. FL. 7.640 s Apr 19 2016 Mitek in unities. Inc Wetl Jul 26 12.55.36 2017 Page 1 torFfrlwM3Wq?GdreOMh4ZDxyd-6K•1MCkmEKFET4 STkOjF6H5r5KmMGIkeeDyCDEUsyuCJr 39.4 I 7.0.0 I 11.11.4 I 16-8.12 I 21.8-0 I 24.10.12 I 28$0 12SB-0, 39-4 32-12 4.11.4 4.9.8 4.11-4 32.12 39.4 Scale = 1.49 9 4x10 30 = 1x4 11 6.00112 3 20 21 22 4 23 24 25 26 27 28 29 4x10 = 13 - — 12 11 "" "" 10 3x7 = 30 = 5x8 MT2OHS = 4x8 = 3x4 = 3,9 = LOADING (pst) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 100 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code FBC2014lrP12007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 3.6, 2x4 SP No.1 BOT CHORD 2x4 SP No 1 WEBS 2x4 SP No 3 REACTIONS. (Ib/size) 1=2125/Mechanical, 8=2209/0.3-8 Max Horz 1-77(LC 6) Max Uplift 1- 485(LC 8), 8-543(1-C 8) CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 0.83 Vert(LL) 024 11-12 >999 240 MT20 244/190 BC 0.89 Vert(TL) 06311-12 >542 180 MT20HS 187/143 WB 0.55 Horz(TL) 019 8 n/a n/a Matrix -M) Weight: 145 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 6-1-12 oc bracing. FORCES. (Ib) - 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= 4757/1216, 25-26=4757/1216, 26-27=-4757/1216, 5.27-4757/1216, 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, 3334=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; VuR=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t, 13=4511, L=29111; eave=4f1; Cat. Il; 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 to 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 100 Ib uplift at Joint(s) except (/1=1b) 1=485, 8=543. 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used In the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 Ib down and 180 Ib up at 7-", 104 Ib down and 88 Ib up at 9-0-12,104 Ib down and 88 Ib up at 11-0-12,104 Ib down and 88 Ib up at 13-0-12,104 Ib down Crinted copies of this document areand88Ibupat14.4-0, 106 Ib down and 109 Ib up at 15.7-4, 106 Ib down and 109 Ib up at 17-7-4, and 106 Ib down and 109 Ib up at 19.7-4, and 198 Ib down and 202 Ib up at 21-8-0 on top chord, and 327 Ib down and 87 Ib up at 7-0-0, 66 Ib down at 9-0-12,66 Ib not considered signed and sealed and down at 11-0-12.66 Ib down at 13-0-12, 66 Ib down at 144-0.74 Ib down at 15-74, 74 Ib down at 17-74, and 74 Ib down at 19-7tble Signature must be Verified On and 337 Ib down and 87 Ib up at 21-74 on bottom chord. The design/selection of such connection device(s) is the responsibility of any electronic copies others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) O WARNING - Verily design parameters and READ NOTES ON TI05 AND INCLUDED M/TEK REFERENCE PAGE MIP7473 rev. 10103/3015 BEFORE USE. Design valid for use only with Mriela® contractors This design is based only upon parameters shown, and is for an individual budtlup 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 ibus: dmg design Bra" indicated is to prevent buckling of individual truss web andira chord members only Additional temporary and permanent bracing D always requited for inability and to prevent collapse with possible personal injury and property damage For general guidance regarding the six we ion• storage, delivery, erection and bracing of trusses and truss systems, no ANSVTPI1 Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria. VA 22314 Temps. FL 36610 Job Truss Truss Type Qty PlyPark Sg/Sebnng 11-2410.8 38TH 711690712 PS24108•LIT38 BS HIP 1 1 ZP s Apr to zine MI I ell mouslnes. me: Web Jul 2e 12.5535 2017 Pape 2 IDrFhlwM3Wq7Gdre0ZDxy1L6K-1MCkmEKFET4 STkQIF6H5r5KmMGlkccDyCDEUsyuCJr LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Undone 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) 21=97(F) 22=97(17) 23=-97(F) 24=97(F) 27=106(F) 28=106(1-) 29=106(1-) 30=-41(F) 31=41(F) 32-41(F) 33=41(F) 34=51(F) 35=51(F) 36=51(F) O WARNING - Valry daslpn paremears and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE NO -7473 rev. 1003,7015 BEFORE USE. Design valid for use only with MIT09 connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing rs allays required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IN fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPI7 Quality Criteria, DSO -89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plan Institute, 21a N Lee Street. Sure 312, Alexandns, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy GRIP Park SglSebnng 11-2410-B 38TH Vert(LL) 0.24 12-13 >999 240 MT20 244/190 IPlyI 771690713 PS24108•LIT313 BSA NIP 1 1 018 9 Tire n/a M6Flande Lumber, Bartow. FL. 7 640 a Apr 19 2016 MiTek Industries. Inc. Wed Jul 28 12:5537 2017 Page 1 ID: rFfnwM3 Wq9GdreOMh4ZDxyq_6K-VYm6zaLYhlCr4dJcHzd We3dVymcmT33NBszoOlyuCJq r1 a_oi 39 4 I 7 0 0 ( 11-11 4 I In12 21-8-0 i 24 1412 I 768-0 29 8 O 1 0 39.4 32.12 4.11.4 4-9.8 4.11.4 32-12 39.4 4x8 = 30 = 10 II e — r 4 21 22 235 24 25 26 8 2728 29 4x10 = Scale c 1 512 14 -- - 13 -- -- - 1z -- -- 11 30 = 30 = 5x8 MT20MS = 4x8 = 3x4 = 3x7 = LOADING (psf) SPACING- 2-041 TCLL 20.0 Plate Grip DOL 125 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 20 SP No 2 *Except* 4-7: 2x4 SP No.t BOT CHORD 2x4 SP No 1 WEBS 20 SP No.3 REACTIONS. (Ib/size) 2=2160/0-3-8, 9=2160/0-3-0 Max Horz 2=81(LC 7) Max Uplift 2=648(LC 8). 9=-W(LC 8) CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.80 Vert(LL) 0.24 12-13 >999 240 MT20 244/190 BC 087 Vert(TL) 0.62 12-13 >564 180 MT20HS 187/143 WB 0.54 Horz(TL) 018 9 Tire n/a Matrix -M) Weight: 147 Ib FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-3.0 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-6-14 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4059/1218, 3-4=3927/1191, 4-21=-4606/1427, 21-22=4606/1427, 22 -23=-4606/1427,5.23=-4606/1427,5-244634/1437,24-25=-4634/1437, 25-26=-4634/1437,6.26=-4634/1437, 6-27=-4634/1437, 27-28=-4634/1437, 28-29=4634/1437, 7-29=4634/1437, 7-8=3929/1191, 8-9=-4060/1218 BOT CHORD 2.14=1012/3553, 14-30=952/3511, 30-31=952/3511, 13-31-952/3511, 13-32=1297/4631, 32-33=1297/4631, 3334=1297/4631, 12-34=1297/4631, 12-35-952/3513,35-36=95213513,11-36-952/3513,9-11-1011/3553 WEBS 4-14=50/540, 4-13=415/1403, 5.13=-616/303, 6-12=590/309, 7-12=423/1422, 7-11=-49/546 NOTES - 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vuft=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; "5111; L=29111; eave=411; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL -1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3641 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (f1=1b) 2=648, 9=648. 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) 188 Ib down and 204 lb up at 7-0-0, 97 Ib down and 106 Ib up at 9-0-12,97 Ib down and 106 Ib up at 11.0.12, 97 Ib down and 106 Ib up at 1341.12.97 Ib down and 106 ib up at 14 4 0, 97 Ib down and 106 Ib up at 15-7-4, 97 Ib down and 106 Ib up at 17-7-4, and 97 Ib down and 106 Ib up at 19.7-4, and Printed copies of this document are 188 Ib down and 204 111 up at 21-841 on top chord, and 330 Ib down and 98 Ib up at 741.0.66 Ib down at 941-12, 66 Ib down at 11 -0 -Not considered signed and sealed and 66 Ib down at 13-0-12,66 Ib down at 144-0, 66 Ib down at 15-7-4,66 Ib down at 17-7-4, and 66 Ib down at 19.7-4, and 3301b dove Signature must be Verified On and 98 Ib up at 21-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). any electronic Copies LOAD CASE(S) Standard O WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MX7473 rev. 1611"015 BEFORE USE. Design valid for u» only with MiTell® connectors This design is traded only upon parameters shown, and is ler an individual bu6tlug component, not a truss system. Before use. the budding designer must vardy the applicability of design parameters and property incorporals this design into the overall budding design. Bracing Indicated is to prevent buckling of Indrvaual lass web andfor lard members only Additional temporary and permanent bracing is shways required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the faWcslan, storage, delivery, election and bracing of lasses and truss systems, we ANSVrP11 Quality Criteria. DS049 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Tens Plate Instdule. 214 N. Lee Street. Suite 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Qty Ply Park Sgisebnng 11.2410.8 38TH T1181o713I IPS24109•L1T3B BSA MIP 1 1 Job Re Mia -l- aincts Lumber, WneW, M. 1.6411 s Ap! to 2016 Mfi*K Iniduatniee, Inc. Wed Jul 28 iz-5597 2017 Page Z ID: rFh1wM3Wq'GlfrcOMh4ZDxyq_6K-VYm6zaLl?nCr4dJcHzd We3dVymcmT33NBszoOlyuCJq LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4-60,4-7-60,7-10=60,15-18-20 Concentrated Loads (lb) Vert: 4=141(F) 7--141(F) 14=330(F) 11-330(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) 0 WARMNG - Verify, daslgn Parameters and READ NOTES ON TRIS AND INCLUDED MITEK REFERENCE PAGE MII.7e73 rev. 141097ROIS BEFORE USE. Design valid for use only with MITelf® connectors. This design is based only upon parameters shown, and is for an individual building componeM, 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 Bracing indicated is to prevent budding of individual buss 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 IN fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSVrPIt Quality CrlteAa, DS849 and SCSI Building Component 0904 Parke Fast Blvd. Salary Information available from Truss Plate Insldute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Qty Ply Park SglSabring 11.2410.8 3BTH TCLL 20.0 Plate Grip DOL 1.25 TC 007 Vert(LL) 0.00 771690714 PS24106L1T38 W JACK 1 Vert(TL) 0.00 M6FIoriOe Lumber. Barlow. FL 7.510 s Apr 19 2015 Mlrek Industries. Inc Wee Jut 25 12 55'37 2917 Papa 1 ID rFft wM3Wq7GdreOMh4ZDxyq_6K-Wm6zaLt)nCr4dJcHzdWe3dgPmpCTBWNBszoOlyuCJq 1.40 r 1-0.0 7.0.0 20 = Scale, 7 5-=1' LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 007 Vert(LL) 0.00 7 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 HOIz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -M) Weight: 5 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.0.0 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 3=11/Mechanical, 2=130/0.7-8, 4=2/Mechanical Max Hort 2=35(LC 12) Max UDIdt3=5(LC 9), 2=53(LC 12), 4=2(LC 1) Max Grav 3=12(LC 17), 2=130(LC 1), 4.13(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 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 20.0psf 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 o1 withstanding 100 Ib uplift at joint(s) 3, 2, 4 6) "Semi-rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design o1 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 dWpn parameters and READ NOTES ON rids AND INCLUDED AI TEIf REFERENCE PAGE M114473 iw. I&MVIS BEFORE USE. Dewgn cold for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual buildup component• not a truss verity msystem. Before use, the budding designer musl verity 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 lempormy 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 miss systems, we ANSIMPII Quality Criteria, DSB29 and BCSI Building Component 6904 Parke Fast Blvd. Safely Intormation available from Truss Plate Inridule. 218 N. Lee Street. Sude 312. Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type Oy Py Park Sgrobnng 11-241" 38TH TC 0.07 Vert(LL) -0.00 7 >999 240 MT20 244/190 711690715 Ps2410e-L1T3B CJ1 JACK 1e 1 BCLL 0.0 ' Rep Stress Incr YES Mq-Flondo Lumber, Bartow, FL 7.640 s Apr 19 2016 MRek Industries. Inc Wed Jul 28 12.55.36 2017 Pepe 1 ID rFfnwM3Wg7GdreOMh4ZDxycL6K-zkKUBwMVm4KbnuprgBLAGAr6A9XCemWPWILYkyuCJp 1.40 I 1.0.0 1.40 20 = Scale = 1:7.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCL. 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 0.01 Vert(TL) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -M) Weight, 5 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (Ib/sae) 3=12/Mechanical, 2=124/0.3-8, 4=3/Mechanical Max Horz 2-35(LC 12) Max Upllfl3=-4(LC 9), 2-51(LC 12) Max Grav 3=13(LC 17), 2=124(LC 1), 4=12(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-15ft; B=45R; L-24ft; eave=4R; Cat. II; Exp B, Encl. GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 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 bad of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 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 rrr WARNING -Norley designwith parameters co and READ NOTES ON rase AND INCLUDED Mters REFERENCE PAGE MV -7Q7 buil, building co 1000=015 BEFORE USE. Design valid for use only with MRekm connectors The design Is based only upon parameters slwwn, and is for an individual Du9drnp component, not s truss system Before use, the bu9tlurg designer must venly the apptcability of design parameters and property incorporate this design into the overall Dubdmg design Bracing indicated is to prevent Duckling of individual truss web andfor chord members only Additional temporary and permanent bracing rs always retjuibud for stab94y 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, ase ANSVTPII Quality Criteria, DSBa9 and SCSI Building Component 6904 Parke East BIW. Safety Information available from Truss Plate InstdNe. 210 N Lee Street. Sude 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type CSI. TC 0.01 BC 0.01 WB 0.00 Matrix -M) Ply Park SWSobn^g 0.2410.8 3M LUMBER- BRACING - 10ty TOP CHORD 2x4 SP No.2 Tf 1890718 PS24108-LIT38 CJ1A JACK 1 1 Rigid ceiling directly applied or 100 oc bracing. Mid-Flabs Lumber. Barlow. FL 7 040 6 Apr 10 2016 Mitek Industries, Inc. Wed Jul 28 12 55 38 2017 Page 1 ID:rFfnwM3Wq?GdreOMh4ZDxyq-6K-zkKUBwMVm4Kiinuprg8 WGAs4A9UCemWP WiLYkyuCJp 1-00 1 0 20 = Scale = 1.7.1 LOADING (psf) TCLL 20.0 TCDL 1100 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 0.01 BC 0.01 WB 0.00 Matrix -M) DEFL. in (loc) Vdeft Ud Vert(LL) -0.00 6 >999 240 VeM(TL) -0.00 6 >999 180 Horz(TL) 0.00 1 n/a n/a PLATES GRIP MT20 244/190 Weight: 3 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 100 oc bracing. REACTIONS. (Ib/size) 1=41/0.38, 2.22/Mechanlwl, 3=16/Mechanical Max Horz 1=14(LC 12) Max Uplift 1=2(LC 12), 2=8(LC 12), 3=3(1_C 12) Max Grav 1-41(LC 1), 2=22(LC 1), 3=17(LC 3) FORCES. (Ib) -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=15R; B=4511; 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 8 MWFRS for reactions shown: Lumber DOL -1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0-0 wide will 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 100 Ib uplift at joint(s) 1, 2, 3. 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 AWARNING • Verify design peramerers and READ NOTES ON 7105 AND INCLUDED ANTER REFERENCE PAGE WO -7473 rev. 10003/2015 BEFORE USE. Design valid for use only with MRelo® connectors. This design is based only upon parameters clown• and is for on 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 8 ting m0icated Is to prevent buckling of individual tons 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. no ANSIRPI1 Quality Criteria, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Inatduie. 210 N. Lee Street. Suite 312. Alexandna. VA 22314 Tampa, FL 36610 Job Truss Truss Type City Py Park SySebnng 11.2410.8 3BTM SPACING- 2-D-0 CSI. DEFL. in (hoc) Well Ud PLATES GRIP 711690717 PS24108-LIT39 CJ3 JACK 17 1 Mdo•F Ions Lumber, 158110W.FL. 7 640 s Apr 19 2016 Mrrek industries. Inc Wed Jul 26 12 5539 2017 Pape 1 ID:rFtnwM3Wq?GdreOMh4ZDxyq_6K•RxusOGN7XOSZJwT?PNfJU/?maV x50geASv4ByuCJo 1-0-0 30.0 1.0 0 30.0 20 = Scale e 1 12 3 FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown NOTES - 1) Wind' ASCE 7-10; Vu11=140mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15ft; 8=45ft; L=24f1, eave=oft; Cat II. Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 2-11.4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20 Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fid 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 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • V0 ry design Parameters co sect READ NOTES is ase AND INCLUDED 1eters REFERENCE PACE adv dual rev. mg component, BEFORE USE. Design vola for use only with MTeldm connectors This design is DaaaO only upon parameters tldwn, and la Mr an individual Watlup component nq a truss "am Before use, the building designer must vent' the apprubWly of design parameters and property incorporate this design into the overs9 budding design. Bracing indicated is to prevent buodnlp of Individual truss web and/or chord members only Additional temporary and permanent bracing ' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the is let ,alion. storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPht Quality Criteria, DS649 and BC51 Building Component 6904 Parke East Blvd. Safety information available from Truss Prete Instnge, 218 N. Lee Street Suite 312. Mexandria. VA 22314 Tamps. FL 36610 I 3 3.0.. 0.0 0 I LOADING (psf) SPACING- 2-D-0 CSI. DEFL. in (hoc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 008 Vert(LL) -0.00 4.7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 006 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) 0.00 2 We n/a BCDL 10.0 Code FBC2014frP12007 Matrix -M) Weight: 11 Ib 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 BOT CHORD Rigid ceiling directly applied or 100 oc bracing. REACTIONS. (Ib/size) 3=65/Mechanical, 2-201/0-3-8.4=29/Mechanical Max Horz 2=62(LC 12) Max Uplift 3=26(1-C 12), 2=5O(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 (Ib) or less except when shown NOTES - 1) Wind' ASCE 7-10; Vu11=140mph (3 -second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.Opsf; h=15ft; 8=45ft; L=24f1, eave=oft; Cat II. Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 2-11.4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20 Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fid 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 Ib uplift at joint(s) 3, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • V0 ry design Parameters co sect READ NOTES is ase AND INCLUDED 1eters REFERENCE PACE adv dual rev. mg component, BEFORE USE. Design vola for use only with MTeldm connectors This design is DaaaO only upon parameters tldwn, and la Mr an individual Watlup component nq a truss "am Before use, the building designer must vent' the apprubWly of design parameters and property incorporate this design into the overs9 budding design. Bracing indicated is to prevent buodnlp of Individual truss web and/or chord members only Additional temporary and permanent bracing ' Is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the is let ,alion. storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPht Quality Criteria, DS649 and BC51 Building Component 6904 Parke East Blvd. Safety information available from Truss Prete Instnge, 218 N. Lee Street Suite 312. Mexandria. VA 22314 Tamps. FL 36610 Job TrussPul- s"s Type Oy Park SgISebnng 11.24168 3BTH 20.0 Plate Grip DOL 1.25 IPly 711690713 PS24109-LIT38 CJ3A 1 1 Job Re Md-Flonds Lumber, Bartow, FL. 7.610 a Apr 19 2016 Mrrek Industries, Inc. Wed Jul 25 12,55 39 2017 Paps 1 ID rFfrlwM3Wq'>GdreOMh4ZDxyq_6K-RxusOGN7XOSZJwT7PNIJUj7haVxx5OgeASv4ByuCJo 3.40i 3-00 i Scale = 1:12.3 2x4 = LOADING (psi SPACING- 2.0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 10.0Lumber DOL 1.25 BC 0.06 BCLL 0 0 ' Rep Stress Ina YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix -M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/size) 1=136/0-3-8, 2=67/Mechanical, 3=32/Mechanical Max Hoa 1=41(LC 12) Max Uplift 1-13(LC 12), 2=28(LC 12) Max Grey 1=136(LC 1), 2= 67(LC 1), 3-47(LC 3) FORCES. (Ib) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. DEFL. in (loc) Vdefl L/d PLATES GRIP Veri(LL) -0.00 6 >999 240 MT20 244/190 Vert(TL) -001 3-6 >999 180 Hoa(TL) 0.00 1 n/a n/a Weight 10 Ib FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 100 oc bracing. NOTES - 1) Wind: ASCE 7-10; Vuh=140mph (3 -second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3 Opsf, h=15ff; B=45ft; L=24ft, eave=4ft; Cat. 11; Exp B; Encl.. GCpt=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 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 100 Ib uplift at joint(s) 1, 2 6) "Semi-rigid pBchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O WARNING - Verify, denim parameters and READ NOTES ON TNIS AND INCLUDED Ali REFERENCE PAGE WWII rev. 100"015 BEFORE USE. Design valid for use only with MRelo® connectors This design is Dosed only upon parameters shown, and is for an individual building component, not a truss system Before use. the building designer must verify the applicability of design parameters and property Incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual trust web andfor Gard 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, erectbn and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB.89 and BCSI Building Component Safety Intorrrns0on available from Truss Plate Institule. 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 go 6904 Parke East Blvd Tamps, FL 38610 Job Tru ssTruss Type Ory Py bnrPorkSq/Sep 11.24148 38TH CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 711690719 IPS24108•L1T3B CJ3B JACK 1 1lJob Lumber DOL 1.25 Mid -Florida Lumber, Sanow, FL 7.&10 s Apr 19 2015 MTek Industries. Inc Wed Jul 28 12 55.39 2017 Page 1 ID: rFh1wM3Wg7GdreOMh4ZDxycL_6K-RxusOGN7XOSZJwT7PNfJU17aaUlx5OgeASv4ByuCJo 2.10.4 20 = Scale =1.'12.3 FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuM=140mph (3 -second gust) Vasd-108mph; TCDL=4.2pst; BCDL=3.Opsf; h=1511; B=4511; L=24ft; eave=oft; Cat II; Exp S; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 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 bad of 20 Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. 6) "Semi-rigid phchbreaks including heels" Member end raity 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 wAstxwe - Varcy, design Isar .I. and READ NOTES ON TNS AND INCLUDED MITER REFERENCE PAGE M47473 rev. 100=015 BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is Alii an individual buildup component, not a truss system. Before use. the buildup designer must venly the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual buss web and/or chord members only Additional temporary and permanent bracing isisalwaysrequiredforsubdtyandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Inoses and tons systems, see ANSVTPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parks East Bled Safety Information available from Tens Plate Insldule, 216 N Lee Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 36610 2-104 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.09 Ven(LL) -0.00 3.6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.08 Vert(TL) -001 3.6 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix -M) Weight: 9 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1-118/0-3-8, 2=70/Mechanical, 3=35/Mechanical Max Horz 1=39(LC 12) Max Uplift I-9(LC 12), 2=29(LC 12) Max Grav 1=118(LC 1), 2=70(LC 1), 3=49(LC 3) FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; VuM=140mph (3 -second gust) Vasd-108mph; TCDL=4.2pst; BCDL=3.Opsf; h=1511; B=4511; L=24ft; eave=oft; Cat II; Exp S; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 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 bad of 20 Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) 1, 2. 6) "Semi-rigid phchbreaks including heels" Member end raity 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 wAstxwe - Varcy, design Isar .I. and READ NOTES ON TNS AND INCLUDED MITER REFERENCE PAGE M47473 rev. 100=015 BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is Alii an individual buildup component, not a truss system. Before use. the buildup designer must venly the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent bucking of individual buss web and/or chord members only Additional temporary and permanent bracing isisalwaysrequiredforsubdtyandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of Inoses and tons systems, see ANSVTPI1 Quality Criteria, DSB49 and SCSI Building Component 6904 Parks East Bled Safety Information available from Tens Plate Insldule, 216 N Lee Street, Suite 31Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory PlyPark SqISebring 11.2410.8 30TH Plate Grip DOL 1.25 TC 009 TCDL 10.0 711690720 PS2410B{1T38 GAT SPECIAL 2 1 YES Mxd•Flonds Lumber. Banow, FL 7.640 s Apr 19 2018 Me rek Industries, Inc Wed Jul 28 12.55 40 2017 Page 1 ID:rFhnvM3Wq?GdreOMh4ZDxyq_6K-v7REbcNlliaOx41 By5ADFhFAD_gygYFptgBSddyuCJn Lo 2.7.4 3&0 1-0.0 2.74 0+12 Scale =1:12.3 214 = LOADING (psf) SPACING- 20 0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 009 TCDL 10.0 Lumber DOL 1.25 BC 0.07 BCLL 0.0 ' Rep Stress Inor YES WB 0.00 BCDL 10.0 Code FBC20141TP12007 Matrix -M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP N0.2 'Except' 3-7: 20 SP No.3 REACTIONS. (Ib/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 (Ib) or less except when shown DEFL. in (hoc) Udell Lid PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 244/190 Vert(TL) -0.01 7 >999 180 Horz(TL) 0.01 5 We n/a Weight: 13 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins BOT CHORD Rigid ceiling directly applied or 6.0.0 OC bracing. NOTES - 1) Wind: ASCE 7-10; Vu11=140mph (3 -second gust) Vesd=108mph; TCDL=4.2psF BCDL=3.Opsf, h=15H: 8=45111; L=24R; eave=411; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1.0.0 to 2-". Intenor(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 nonconcurrerd with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 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 r.0wiii O WARNING . Verily design Parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PACE M0.7477 rev. 100=015 BEFORE USE. Design valid for use ony with MiTek* mnneWrs. 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 verify the applicability of design parameters and property incorporate this design Into the overall budding design. Bracing mndiosted is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stsb5dy, and to prevent collapse with possible personal Injury and property damage For general guidance regarding the Rim fabrication, storage, delivery, erection and bracing of lasses and truss systems. We ANSVTPII Quality Criteria, OSS419 and BC51 Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate ImildNe, 218 N. Lee Street, Suite 312, Abxandrla, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SgMebnng 11-2410.8 38TH LOADING (psQ SPACING- 2-0-0 CSI. 711680721 P52410B-L1T38 CJS JACK 6 1 4-7 >999 240 Mrd-FlorWa Umber. Barlow. FL. 7 640 a Apr 19 2016 MTek Industries. Inc. Wed Jul 26 12.55.40 2017 Page 1 ID:rFhrNM3Wg9GdreOMh4ZDxyq6Kw7REbcNIIraOx41By5ADFhFSs_pLgYFptgBSddyuCJn 1.0.0 5.0.0 2x4 = Scale = 1:17.3 i 5.0.0 5.40 i Plate Offsets (X.Y)- 12:D-4-0.0-0.41 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Ver1(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 0.18 Vert(TL) -0.04 4-7 >999 180 BCLL 00 ' Rep Stress Ina YES WS 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2OO7 Matnx-M) Weight: 18 Ib 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 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/sae) 3=111/Mechanical, 2=298/0.38, 4=46/Mechanical Max Nor[ 2-108(LC 12) Max Uplift 3=60(1-C 12), 2=82(LC 12) Max Grav 3=111(LC 1), 2=298(LC 1), 4=76(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind. ASCE 7-10; Vuhw14Omph (3 -second gust) Vasd=108mph; TCDL-4.2psf, BCDL=3.Opsf; h=25ft; S=45ft; L=24ft, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1 0 0 to 2-0.0, Interior(1) 2-0.0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate 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 to 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 Ib uplift at joints) 3, 2. 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 O WARNING • Varlry design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 1-/067473 ray. 10M34015 BEFORE USE. Design valid for use only with MTeIeB connectors This design Is bend Only upon paraminers shown• and u for an ndrvidual buldrng component• not a truss system. Before use. the bussing designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bhang indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the Lq fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSVTPI11 Quality Cntans, OS049 and BCSI Building Component 6901 Parke East Bold Safety Information available from Truss Plate InsIduls. 216 N. Lee Street. Suite 31Z Abxandna. VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty Ply Park SryBebnng 11.2410.8 38TH LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud T116907 PS24108-LIT38 CJSA JACK 1 1 TCDL 10.0 Lumber DOL 1.25 Mod -Florida Lumber. Barlow• FL. 7 610 6 prA 19 2016 MRek Industries. Inc. Wed Jul 26 12.55 412017 Page 1 ID rFfnwM3M?GdreOMh4ZDxyCL.6K-NJ7clpy003?iHZEcOWohSovoJXN9XP?Vy6Ux793yuCJm 5-00 5.0.0 Scale - 1:17.3 2x1 = NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf, h=251111; 8=45111; L=24ft; eave=4R; Cat. II; Exp B. Encl , GCpi=0.18, MWFRS (directional) and C -C Exterior(2) 0.0-0 to 3-00. Intenor(1) 3-0-0 to 4-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 Ib uplift at joint(s) 1, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARMNG - Vw*y design parameteis and READ NOTES ON T10S AND INCLUDED WTEK REFERENCE PAGE M00.7473 rev. 100=013 BEFORE USE. Design valid for use only with MITelt® connectors. This design is based only upon parameters shown, and is for an mdivndual building component• not a Inns "am Before use, the buitdmp designer must vent' the applrcablkty, of design parameters and property incorporate this design into the overall building design BracingIndicated is to prevent buckling of individual ss web anWchord ani members only. Additional temporary and permanentbracing is akrays repuBM for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncalron, storage, delivery, erection and bracing of trussessses and truss systems, aANSVTPII Quality Criteria, D58419 and BCSI Building Component 6901 Parke East Bind. 8afary IntormaUon available bam Truss Plate Insthule. 216 N. Lee Street. Suite 312. Alexandra. VA 22314 Tampa, FL 36610 51L0 5-0.0 Plate Offsets (X.Yli- 11:0.4-0.0.041 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) 0.02 3-0 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.05 3.6 >999 180 BCLL 00 ' Rep Stress Inv YES WB 000 Horz(TL) 000 1 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matnx-M) Weight: 16 Ib 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 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing REACTIONS. (Ib/size) 1=236/0.3-8, 2=112/Mechanical, 3=47/Mechanical Max Horz 1=83(LC 12) Max uplift 1=39(LC 12), 2=-60(LC 12) Max Grav 1=236(LC 1), 2=112(LC 1), 3=77(LC 3) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10; Vult=140mph (3 -second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf, h=251111; 8=45111; L=24ft; eave=4R; Cat. II; Exp B. Encl , GCpi=0.18, MWFRS (directional) and C -C Exterior(2) 0.0-0 to 3-00. Intenor(1) 3-0-0 to 4-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 Ib uplift at joint(s) 1, 2. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARMNG - Vw*y design parameteis and READ NOTES ON T10S AND INCLUDED WTEK REFERENCE PAGE M00.7473 rev. 100=013 BEFORE USE. Design valid for use only with MITelt® connectors. This design is based only upon parameters shown, and is for an mdivndual building component• not a Inns "am Before use, the buitdmp designer must vent' the applrcablkty, of design parameters and property incorporate this design into the overall building design BracingIndicated is to prevent buckling of individual ss web anWchordani members only. Additional temporary and permanentbracing is akrays repuBM for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabncalron, storage, delivery, erection and bracing of trussessses and truss systems, aANSVTPII Quality Criteria, D58419 and BCSI Building Component 6901 Parke East Bind. 8afary IntormaUon available bam Truss Plate Insthule. 216 N. Lee Street. Suite 312. Alexandra. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SplSebnng 11.241" 38TH CSI. DEFL. in (loc) 1/def! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 771890723 PS24108-LIT38 WSB JACK 1 1 SC 0.21 Mrd-Florda Lumber, Bartow, FL. 7 640 6 Apr 19 2016 Wait Industries, Inc. Wait Jul 25 12:55,412017 Page 1 wID'rFfn M3Wq?GdreOMh4ZDxyq_6K-NJ?dpy0039iHZEcOWohSovolON83P7Vy6Ux793yuCJm 4-10.4 4.10.4 2x4 = Scale =1:17.3 Plate Offsets (X.YI- 11:0-1-10.0.1-0) 4-10-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/def! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.28 Vert(LL) 0.03 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.21 Vert(TL) -0.06 3-6 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -M) Weight: 16 Ib FT a 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10" oc bracing. REACTIONS. (Ib/size) 1=208/0.3-8, 2=120/Mechanical, 3=55/Mechanical Max Horz 1=80(LC 12) Max Uplift 1=30(LC 12), 2=-03(LC 12) Max Grav 1.208(LC 1), 2=120(LC 1), 3=83(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-4.2psY BCDL=3 Opsf; h -25h; 8=45ft; L=24111; eave=oft, Cat. If: Exp B, End , GCpl=O 18; MWFRS (directional) and C -C Exterior(2) 0-1-12 to 3-1-12, Intenor(1) 3-1-12 to 4-11-4 zone;C-C for members and forces b MWFRS for reactions shown; Lumber DOL -11.60 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 20.0ps1 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 Ib 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 0 WARNING - Verily design parameters and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE MLL7473 ran. 1NO3R015 BEFORE USE. Design vatd for use only with MiT00 connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must vardy the ap ilcati ty of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web andlor Word members ordy Additional temporary and permanent bracing Is always required for ntabUay, and to prevent collapse with possible personal iNury and property damage For general guidance regtlyding the fabrication, storage, delivery. vaclicin and bracing of trusses and truss systems, see ANSUTPI7 Quality Crltenls, DSB419 and BCSI Building Component 6904 Parke East Blvd. Safety Inforna0on available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 JobTruss Truss Type Oy Py Park SWSebnng II.2410.8 30TH CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 71189072/ PS24108-LIT38 CAT SPECIAL2 BC 029 1 6 >916 180 Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 Mrrok In sines. Inc. Wed Jul 26 12 55.42 2017 Page 1 ID: rFfrrwM3Wq7GdreOMh4ZDxyq_6K-rVZ701POgJgBAOBa4 WDhLSKT6nT28R16K89ZhWyuCJI 2.7.4 I 5 0 I 1110 2.7.4 2+12 Scale= 1:17.3 2x4 = Plate Offsets (X.Y)- 13:0-2.4.0.1.131 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Verl(LL) 0.04 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 029 Vert(TL) -0.06 6 >916 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -M) Weight. 19 Ib 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 20 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. 3-7: 2x4 SP No.3 REACTIONS. (Ib/size) 4=95/Mechanical, 2=307/0.7-8, 5=59/Mechanical Max Horz 2-90(LC 12) Max uplift4=34(LC 12), 2-61 (LC 12), 5=3(LC 12) Max Grav 4-95(LC 1), 2=307(LC 1), 5=71 (LC 3) FORCES. (lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES - 1) Wind: ASCE 7-10, Vint=140mph (3 -second gust) Vasd-108mph, TCDL=4 2psf, BCDL=3.Opsf, h=15ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2.0.0 to 4-11.4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 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 3-6.0 tall by 2-0-D 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 100111 uplift at joint(s) 4, 2, S. 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 D WARNING - Verily design penmerers and READ NOTES ON INS AND INCLUDED A9TEK REFERENCE PAGE M/1.7472 rev. 10,010312015 BEFORE USE. Design valid for use only with Mnek® connectors This design is based only upon parameters shown, and is for on individual building component, not a truss system Before use, the buildup designer must verity the applicabilityof design parameters and properly incorporate this design into the overall buildup design. Bracing indicated Is to prevent buckbng of individual Inns web andfor chord members only. Additional temporary and permanent brain is always required for stability and to prevent collapse with possible personal mlury and property damage. For general guidance regarding the Is fabrication. storage, delivery, erection and bracing of trusses and toes systems, see ANSVTPII Quality Criteria, 03849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Park SgiUbnng 11.2410.8 38TH PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 jPlyI T7t89D725 PS241MLIT38 CIA JACK 1 1 Ma -Floras Lumber, Barlow. FL 7 640 i Apr 19 2016 Mnek Industries. Inc. Wed Jul 28 12*56'42 2017 Page 1 ID rFInwM3Wq9GdreOMh4ZDxyq_6K{VZ?OIPOgJgBAOBa4WDhL6KXSMTBRI6K6gZhWyuCJI 412-1 olt1.4 214 = Scale = 1:7.1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.01 Vert(LL) -0.00 6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 001 Vert(TL) -0.00 6 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -M) Weight: 3 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0.0 oc purlins. BOT CHORD 20 SP No 2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=34/0-3-8, 2=20/Mechanical, 3=13/Mechanical Max Horz 1=12(LC 12) Max Uplift s--1(LC 12), 2=8(LC 12), 3=2(LC 12) Max Grev 1=34(LC 1), 2=20(LC 1), 3=15(LC 3) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind: ASCE 7-10: VuIt=140mph (3 -second gust) Vesd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=1511; 13=4511; L=2411; eave=oft; Cat. II; Exp B; Encl , GCpi=D 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 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 20.0psf 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 100 Ib uplift at joints) 1, 2, 3. 6) "Semi-ngid 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 TNIS AND INCLUDED MITEK REFERENCE PAGE 111II.7I73 rev, 100103r2015 BEFORE USE. Design valid for use only with Mr rok® conrroseclorsThisdesignis bad only upon parameters shown, and is for an individual building component, not a truss system. Before use, the buildup designer must verily the apphCIsti ty of design parameters and properly Incorporate this design me, the overall building design. Bracing indicated Is to prevent bucking of Individual truss web sndlor Chord members only. Adddronal temporary and permanent bracing is alwysarepined for stabddy and 10 prevent Collapse with possible personal injury and properly damage. For general guidance regarding the kv fabrication, storage, delwery, electron and bracing of trusses and truss systems, we ANSVTPI1 Quality Criteria. DS049 and BCSI Building Component 6904 Parke East Bold. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Sub* 312. Alexandria, VA 22314 Tampa, FL 36810 Job Truss Truss Type Oty Ply Park Sq*ebnng 0.2410-8 3B1r1 200 Plate Grip DOL 1.00 TC 0.78 711890726IPS2410B-LIT39 01 SPECIAL 1 2 Job Reference (ophonall Mo•Florida Lumber, 10411110W.K. r.bW s APF IV Lule MIIeK mouslneo. Inc woo ctrl m 1['aaY;n Lul r repo 1 ID-rFfrlwM3Wq?GdreOMh4ZDxyq_6K•J17 NEdOebdz?oYmmeDkvAKt WnBettfkFZoO6DyyuCJk I -tao I 4 1•e 7 ere 1 11-3 e f 13 3-0 1 tsso I 17.8.10 tat0.0 I 10 0 4.1.8 1.11 3.7.0 1.11.14 2.1.10 2.1.10 2-3 8 Scale = 1:37.1 150 II 20 11 axe = 40 11 8x12 MT20HS = 2x4 11 7xe = 4x4 II LOADING (psf) SPACING- 2-M CSI. TCLL 200 Plate Grip DOL 1.00 TC 0.78 TCDL 10.0 Lumber DOL 1.00 BC 0.96 BCLL 0.0 ' Rep Stress Inv NO WB 0.98 BCDL 10.0 Code FBC2014frP12007 Matrix -M) tel-= 1d 3L 1-Si S DEFL. in (hoc) Wart Ud PLATES GRIP Veri(LL) -024 15 >981 360 MT20 244/190 Vert(TL) -0.6314-15 >377 240 MT20HS 187/143 Horz(TL) 006 11 n/a 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 20 SP No.3 *Except* 6.14,8-14,8-12,10.12: 2x4 SP No.2 REACTIONS. (Ib/size) 11=2610/0-6-0.2=1498/0-7-8 Max Holz 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. (Ib) - 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, 65-20=10932111700, 7-20=10932/1700, 7-21=10932/1700, 8-21=10932/1700, 8-9=5093/752, 9.10=5093/752, 10.11=2534/378 BOT CHORD 2-17-563/2750.16-17-563/2750,15-16-1735/10873, 14-151892/11515, 13-14-1395/9316,12-13-1395/9316, 11-12=51/348 WEBS 4-16=-43613012, 4-6=3110/525, 6-16=-8636/1275,7-14-578/103.8-13=-431394, 9-12=-611/102, r)-14-658/210,8-14=-343/1771, 8.12=-4628!716, 10.12=768/5201 NOTES - 1) 2 -ply truss to be connected together with 10d (0 131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc. Weight: 253111 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. 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=15ft; 8=45ft: L=2411; eave=4ft; Cat It: Exp B; Encl., GCp1=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 nonconeurreni with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at loint(s) except @=lb) 11=4270rinted Copies Of this document are 2-20e. not considered signed and sealed and10) Girder caries tie-in span(s): 7.0-0 from 11-3.8 to 19-10-0 g 11) "Semt-rigid pdchbreaks 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. Rtandard O WARMNG • verify daalgn parameters and READ NOTES ON THOS AND INCLUDED MTEN REFERENCE PAGE Md•7473 rev. 1N 13,7015 BEFORE USE Design valid 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 building designer must venfy the applicability or design parameters and property incorporate Nis design into the overall building design. Bracmg indicated Is to prevent bursting of individual truss web andfor chord members only. Additional temporary and permanent bracing - rs always rAluued for $$ability and 10 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. we ANSUTP11 Gustily Criteria. 038.89 and SCSI Building Component 6904 Parks East Bald Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. MexandN. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgMebntq 142410.8 38TH 711690726IPS2/108-L1T3B D1 SPECIAL 1 urmoer, eanow, rL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Ven: 1-5-60,6-10-289,2-11-20 Concentrated Loads (lb) Vert: 6520 1 04" s Apr la 2016 M1M0xInGUOs. UK. Wed Art 28 12 55 e3 2017 Pape Z ID rFfnwM3Wq9GHrcOMh4ZDxyq_6K-Ji7NEdOebdz7oYmmeDkwlKtWnBetdkFZoO6DyyuCJk 0 WARNING - Verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MO -7473 rev. /003/2015 BEFORE USE. Design valid for use only with MITekB connectors. This design Is based onM upon parameters shown, and Is for an mdNldual building component, not a truss system Before use, the buildup designer must venty the appllubrbty of design parameters and property Incorporate this design Imo the overall busmng design Bracing indicated is to prevent bucidmg of individual truss web andfer chord members any Additional temporary and permanent bracing is 11"a" required 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 Oualhy Criteria, DSB49 and BCSI Building Component 8801 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 OIy Ply Park Sot Sebring 11.2410-B 3BTH Well Ud PLATES GRIP TCLL 20.0 711600727 PS24108-LIT38 D2 SPECIAL 1 2Job Reference (ophonall MM-Flonda Lumber, BarION, FL 7 bele s Apr lV ZOIe Mnek nlbuAnel. IIIC Web JYI Z6 1Z'11'43 Z017 F18961 ID rffmvM3Wq?GArcOMh4ZDxyq_6K•J17NEdOebdz)oYmmeDkYAKIW6Bg_IILFZoO6DyyuCJk 11-381 -13 1 1 1-14 1 17• -0 1 0 19.1P t 0 0 4 t•S 37-0 37-0 t•tOs 0.,g1.10 8 P3 1.9 0 0 4 1 2.36 Scale = 1:38 8 1 Sx4 II 30 11 20 I I 7x8 = 4x4 II 6x10 MT20HS = Zx4 II 6x8 = 4x4 II scar,:y,•31,rs1,, LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.82 Vert(LL) 0.26 15 899 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.82 Vert(TL) 068 14-15 348 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WB 0.81 Horc(TL) 0.06 11 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix -M) Weight: 253 Ib FT - 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP OSS WEBS 20 SP No.3 *Except* 6.16,6.14,8-14,8-12,10.12: 2x4 SP No.2 REACTIONS. (Ib/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 Grant 11.3008(LC 2), 2=1641(LC 1) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 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=5600/714, 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=1246/9408,12-22=1240/9408,11-12=42/356 WEBS 4-16=437/3149, 4-6=3238/526, 6.16=9104/1298, 8-13=91/736, 6.14=-2040/388, 8-14310/2409, 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 20 - 1 row at 0-7-0 oc. Bottom chords connected as follows. 2x6 - 2 rows staggered at 0-6.0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as front (F) or back (B) face In the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind ASCE 7-10; VuM=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.0psf; h=15ft; 8=45ff; L=24R; eave=4R; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f4 between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (i1=1b) 11=361, 2=206. Printed copies of this document are 10) "Semi-rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. not Considered signed and Sealed and 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1282 Ib down and 215 Ib up at the signature must be verified on 17-2-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. any electronic copies LOAD CASE(S) Standard WARNING • VerW deslgn parsmefers and READ NOTES ON THIS AND INCLUDED N/TEK REFERENCE PAGE N0.7473 rev. 10M*15 BEFORE USE. Design valid for use only with Mnek® connectors. This design Is based only upon parameters shown• and is for an individual bu lding component, not a lass system Before use, the budding designer must verily the appicabibty of design parameters and property Incorporate this design imo the overall buldmg design Bracing Indicated. to prevent buckling of IndivlEuel trust 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, a" ANSIMP11 Quality Crkerls, DSB29 and SCSI Building Component 69N Parke East Blvd. Solely Information available from Thus Plate Institute. 218 N. Lee Street, Suite 312• Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss TypeOty SaD1.241" 3BTHPly Park1.R`e4fnc"e' 711690727 PW4108•L1T3B D2 SPECIAL 1 Lumoer, eanow, rL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-5=60, 6-10=90, 2-11=-20 Concentrated Loads (lb) Vert: 6-1320 22-1282(F) 1 04V a Apr le 2915 M"ek Industries, me Wed Jul 25 12 55 43 2017 Pape Z ID:rFhwM3Wq9GarcOMh4ZDxytL6K-J17NEdOobdz?oYmmeDkwtKIV%Bg ItLFZoO6DyyuCJk O WARNING - Verify design parameters and READ NOTES ON TseS AND INCLUDED MITEK REFERENCE PAGE M/F7473 rev. 10N3Q01S BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, and Is for an individual bidding component, not a truss system Before use, the budding designer must v" the applicability of design parameters and property Incorporate this design Into the *votes builOng design Bracing Indicated Is to prevent bucking of individual buss web andlor chord members only. Additional temporary and permanent braang 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, election and bracing of trusses and truss systems. see ANSVTPI7 Quality Criteria, DSB29 and BCS. Building Component 8901 Parke East Blvd Safety Information available from Truss Pilots Instituto, 218 N. Lee Street, Suds 312. Alexandria, VA 22314. Tempa, FL 36610 Job Truss Truss TypeOry 244/190 Ply Park SglSebnng 11.24168 313TH BOT CHORD 20 SP No.2 *Except* FT - 20% 11-16 2x4 SP DSS WEBS 2x4 SP No.3 T1169072111169o7ze PS24108-LIT38 D3 SPECIAL 1 n Mr0•Flonds Lumber, Bartow, FL. 7 640 s Apr 19 2015 Mir eX Industries, Inc. Wee Jul 25 12.55.44 21117 Page 1 ID:rFrnwM3Wg7GArcOMh42Dxyq_6KouhIRzRGMwSrOILzBxF9OXOj4b1 bc6CPoS9gm0yuCJI I •1.0.0 I 4.68 I 0.0.0133.8 155.0 I 17810 I 1x1 :0 I 180 4$13 4.310 2.3.8 1-11.11 2.1.10 2.1.10 2.3-0 1.Sx4 II Scale = 137.2 30 = 1x4 II 6x12 MT20H3 = 24 II 3x12 = 1x4 II 4x12 = 20 II LOADING (psf) SPACING- 21 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 CSI. TC 0.68 BC 0.73 WB 0.96 Matrix -M) LUMBER - 244/190 TOP CHORD 2x4 SP No.2 187/143 BOT CHORD 20 SP No.2 *Except* FT - 20% 11-16 2x4 SP DSS WEBS 2x4 SP No.3 REACTIONS. (Ib/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) DEFL. to (loc) Vdefl Ud Vert(LL) 0.23 15 >999 360 Vert(TL) -0.57 15 >413 240 Horz(TL) 007 11 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 225 Ib FT - 20% 17 BRACING - TOP CHORD Structural wood sheathing directly applied or 344 oc purlins, 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 (Ib) or less except when shown. TOP CHORD 2-21=2764/675, 3-212696/689. 3-22=2580/680. 4-22=2503/689, 6-15=292/127, 6.23=-9534/2986, 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, 13.14-204917090, 12-13-2049!7090 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 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) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; VuM=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=151t; B=45ft; L=24111; eave=411; Cat II, Exp B; End., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1-" to 2-0-0, Interior(1) 2.0-0 to 19.8-4 zone,C-C for members and forces 8 MWFRS for reactions shown: Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live bad 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 f4 between the bottom chord and any other members Printed copies of this document are 9) Refer to girder(s) for truss to truss connections. not considered signed and sealed and 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (P=Ib) the signature must be verified on 11=184,2=185. 11) "Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. any electronic Copies 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such Ctinued on page 2NWARNING • Verily, design parameters and READ NOTES ON TN/S AND INCLUDED WTEK REFERENCE PAGE NO -7473 nwv. 10003,7015 BEFORE USE. Design valid for use only with 1,41709 connectors This design is based only upon parameters shown, and is M an individual budding component, not a tons system. Before use, the budmdingdesignermustverilytheapplicabilityofdesignparaeters and property ucorporets this design into the overall budding design Bractng rndic= is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing A is always required for stablidy and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery. election and bracing of lasses and truss systems, we ANSVTPH Quality Criteria, DS849 and SCSI Building Componem egos Pelle East Blvd Safety information available from Truss Plate Insthute. 210 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa. FL 36610 Job Truss Truss Type Ory Ply Park SglSebnng 11.24148 38TH 771890728IPS24108-L1T3B D3 SPECIAL 1 2 Mo-Froroa LUMDer, lianow, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5-60,6-10=90.11-18-20 Concentrated Loads (lb) Vert: 6=1320 7.W0 s Apr 19 2015 MTek Industries. Inc Wed Jul 26 12.55.41 2017 Page 2 ID.rFhIWM3Wq?GdreOMh4ZDxyq_6KouhIRzRGMwSrOILzBxF9QXQj4bl bcSCPoS9gmOyuCJI 0 WARNING - Verify design parameters and READ NOTES ON TN1S AND INCLUDED MTEK REFERENCE PAGE 1111111167473 rev. ID(MVIS BEFORE USE. Design wed for use only with MT010 Connectors This design is based only upon parameters shown, and is for an uldrvrdual building Component, not a truss system. Before use. the building designer must verity the applicability of design parameters and property mcorporate this design into the overall building Itsign. Bracing indicated is to prevent bucldmg of individual truss web andlor chord members only. Additional temporary and permanent bracing ysisshrerequrred 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 was systems, we ANSVTPI1 Quality Crther4. DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Tens Plate Institute. 216 N. Lee Street. Suite 312, Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type Ory PlyPart Syseminp 11.2410.8 m" VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 711690728 P52etOB-L1TSB Da SPECIAL t 2 MT20 244/190 MKI-FIO134211 Lumber, Ballow, FL. r.6/v s Apr 1B Zvle moi ell moustnes, mc. vveo ,luP go lZ'oa'4o ZVl r raps 1 ID.rFkwM3Wq?GdreOMh4ZDxyq_6K- 4F7fJRu7EDilrw9femOyyp4?NOLelY06vDIgyuCJl 1.0-0 I 3.54 11.3-0 "1 0 I 17-0.8 1 0 3 -SI 2.14122.10.8 2-10-8 Scale = 134 9 30 = 5x9 = 30 II 5x12 = 2x4 II I 0.4.0 + 2121.3-B I 142-0 1 217.0 I e•4•o 4-11-e 2.14e 2.10.8. 8 LOADING (psf) SPACING- 2-M CSI. DEFL. in (roc) VdeB 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 1.00 BC 0.76 Vert(TL) 0.50 11-12 404 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.91 Horz(rL) 0.07 9 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -M) Weight: 192 Ib FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-0 oc purlins, except BOT CHORD 2x4 SP DSS end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. 8-10: 20 SP No.2 WEBS 1 Row at midpt 6.12 REACTIONS. (Ib/Sae) 9=2201/Mechanical.2=1492/0.7-8 Max Horz 2=327(LC 8) Max Uplift 9=330(1_C 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, 10.16=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"x3") 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 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; VuB=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15R; B:=45111; L-24111; eave=4R; 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 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 Ib uplift at joints) except (j1=1b) 9=330, 2=195. 10) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed Copies Of this document are 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 876 lb down and 157 Ib up at not considered signed and sealed and 11-5.8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. the Si nature must be verified on LOAD CASE(S) Standard to any electronic copies r.+ AOL WARNING • Verify design par miefers and READ NOTES ON Ties AND INCLUDED r10TEK REFERENCE PAGE 011104473 rev, 101003,7015 BEFORE USE. Design valid for use only with Mi7elit connectors This design is based only upon parameters shown, and is for an Individual budding component, not a truss system Before use. the building designer must verity the applicability of design paremMent and property incorporate this design into the overall builMng 0 sign. Bracing Indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses aid truss systems, see ANSVTPI1 Quality Criteria. DSO -59 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss PWe Institute. 218 N Lee Street. Suite 312. Alexandna, VA 22314. Tamps. FL 36610 Job Truss Truss TypeOry Ply Park S4ISebang 9.2410.8 38TH 711690729 PS241ML1T3B D4 SPECIAL 1 Mia-Flbrxla Lumber, Barlow, FL LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert. 1-5=60, 6-8=90, 9-13-20 Concentrated Loads (lb) Vert 6=-132016=788(F) 7 640 a Apr 19 2015 Mnek Industries, InC Wed Jul 26 12 55 45 2017 Pape 2 ID: rFtnwM3Wp?GdreOMMZDxyq_6K-G4F71JRu7E Dil rwBlemOylyp4')NOLs IYO6vDIqyuCJi O WARNING - Verify daslgn pain metwti and READ NOTES ON TMS AND INCLUDED MITEK REFERENCE PAGE Ma -7473 rev. 1010"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 must verily the appicabllity, of design parameters and property Incorporate this design Imo the overall budding design Breang mdlcated Is to prevent buckling of Individual truss web andlor Chord members only- Additional temporary and permanent broung Is always required for stablity and to prevent collapse with possible personal injury and property damage For general guidance regarding the No fabrication, storage, delivery, erection and breang of trusses and truss systems. we ANSVTPI1 Quality Criteria, DS8-69 and SCSI Building Component 6901 Parke Fast SNd. Safety Information available from Tens Plate Institute, 210 N. Lee Street. Subs 312, Alexandria, VA 21314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park S41sebnnp 11.2410.8 38TH a tons system. Before use, the building designer must vent' the applicability of design paramete and property nrorporale this design into the overall inbuildingdesignBracingIndicatedistopreventbucklingofindividualtrusswebandforchordme 71181)0730 PS2410B-L1T3B DS SPECIAL mage For general guidance ropaNmp itis 3 1 labncatron, storage, delivery. erection and bracing of trusses and truss systems. we mro•nwiue urmwr, wnvw, rte. 1-0-0 5.11-0 180 5.11.0 8.00 12 3>0 3 14 2 axe LOADING (psf) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.00 TC 0. TCDL 10.0 Lumber DOL 1.00 BC 0 BCLL 0.0 ' Rep Stress Ina NO WB 0. BCDL 10.0 Code FBC20/4/TPI2007 (Matrix -P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 4-10,5.11: 20 SP No.2, 7-9: 20 SP No.2D REACTIONS. (Ib/size) 8=1682/Mechanical, 2=1148/0-7-8 Max Hoa 2=327(LC 12) Max Uplift8=239(LC 12), 2-142(LC 12) Max Grav 8=1970(LC 17), 2=1170(LC 17) FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except w TOP CHORD 2-14=-2253/580, 3.14=2152/595, -1-10=414/222,5-16=-42 6.7=4207/1483, 7-8-1776/602 BOT CHORD 2-11=901/2105, 1D-11=2625!7074, 9.10=2827/7429 WEBS 3-11=420/1387,3-5-21081796.5-11-5053/1752, 5.9=34 7-9=-1520/4283 Sae 288 rEDit rw9lemOylyts9JlLamY06vDIgyuCJl 16-" ---1 288 Scale = 1:34.6 nmoi -lltlttll 10 30 II B e 504 = Sall DEFL. In (loc) Well Ud PLATES GRIP Vert(LL) 0.2310-11 >856 360 MT20 244/190 Vert(TL) -0.5310.11 >369 240 Horz(TL) 0.06 8 n/a n/a Weight: 102 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.5-0 oc purlins, except end verlicels. BOT CHORD Rigid ceiling direly applied or 4-11-13 oc bracing. WEBS 1 Row at midpt 3-5.5-11 n shown. 71483,6-16=4207/1483, 6.9=354/50, 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=4.2 sf, BCDL=3.Opsf; h=1511; B=45ft; L=2411; eave=oft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Extenor(2) -1-0-0 It 2-0.0, Interior(l) 2.0-0 to 16-2-12 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DC L=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 nonconc irrent with any other live loads. 5) *This truss has been designed for alive load of 20.0psf on the bottom Cho in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fill between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) o1 truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) 8=239, 2=142 8) "Semi-rigid pitchbreaks including heels" Member end fixity model was used n the analysis and design o1 this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to Supp A 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 (pf) Vert: 1-4=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 OWARNING • Verity design parameters and READ NOTES ON THIS AND INCLUDED WTEK FERENCE PAGE ae67473 rev. 10038015 BEFORE USE. Design valid for use only with MOM connectors This design is based only upon parameters a n, and is for an indrMusl building component. nor a tons system. Before use, the building designer must vent' the applicability of design paramete and property nrorporale this design into the overall inbuildingdesignBracingIndicatedistopreventbucklingofindividualtrusswebandforchordmehersonlyAdditionaltemporaryandpermanentbracing rs always requtratl for arab6ity and to proven) collapse with possible personal injury and property mage For general guidance ropaNmp itis labncatron, storage, delivery. erection and bracing of trusses and truss systems. we VTPI1 Quality Criteria, DSBag and BCSI Building Component 890s Parks East Blvd Safely Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. AlexandIt. VA 22314. Tampa, FL 36010 Job Truss Truss Type Ory PlyPark sq/se 11-2410-8 38TH BC 0.83 Vert(TL) 0.4510-11 >430 240 WB 0.97 Horz(TL) 711690731 PS241OB-LIT38 D5A SPECIAL 1 BRACING - mid-riw w wmw, wnw, r , r Wee APF la 7e16 WOK meVAnes. tnt Wee Jul 25 12:55 45 2017 Page 1 ID:rfft wM3Wq?GdreOMh4ZDxyq_6K-kHpVsfSWIYLZf VLJMHdVyV36OhV40LFmemgHyuCJh I -180 I 571-0 I 11.36 13740 I tr34.8 I 7.40 571-0 5-4.8 288 286 3x4 = 8 4x6 = 3x5 II Sx14 = 4x4 II 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 Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No 3'Except* 4-10,7-9: 2x4 SP No.2 REACTIONS. (Ib/size) 8=2713/Mechanical, 2=1578/0.7-8 Max Hoa 2=327(LC 8) Max Uplift 8=-441(LC 5), 2=-214(LC 8) Max Grav 8=3117(LC 13), 2=1647(LC 13) Scale =1.34 6 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TC 0.64 Vert(LL) 0.1710-11 >999 360 MT20 244/190 BC 0.83 Vert(TL) 0.4510-11 >430 240 WB 0.97 Horz(TL) 0.05 8 n/a n/a Matnx-M) Weight, 204 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6.12 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.40 oc bracing WEBS 1 Row at midpt 5-11 FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-33409/395, 570=-94/693. -0-6--6905/1048, 6.7=-6905/1048, 7-8=2840/416 BOT CHORD 2-1l=592/3137,10-11-1848/11724,10-14=1991/12364, 9-14=1991/12364, 8.9=53/390 WEBS 3-11=298/2259, 35=-3162/517, 5-11=8730/1327, 5-9=5796/1001, 6-9=314/4, 7-9=1072!7017 NOTES. 1) 2 -ply truss to be connected together with IOd (0.131"x3") nails as follows: Top chords connected as follows: 20 - 1 row at 49-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.6-0 oc. Webs connected as follows: 20 - t row at 49.0 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=1511: B=45f ; L=24H; eave=4ft; Cat. Il; Exp B; Encl.. GCpi=0.16: 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 Ib uplift at joint(s) except (it=lb) 8=441, 2=214. 10) "Semi-rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed Copies of this document are 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1624 Ib down and 290 Ib up at not considered signed and sealed and 11-5-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. the Signature frust be Verified on LOAD CASE(S) Standard any electronic copies 0 WARNING - Verily design parameter and READ NOTES ON 7105 AND INCLUDED MITEN REFERENCE PAGE A10,7473 rev. 10/0=015 BEFORE USE. Design valid for use only with Ninali® connectors. This design is based only upon parameter shown, and Is for an individual building component, not a truss system. Before use. the budding designer must verify the applicability of design paremeler and property Incorporate this design Indo the overall budding desigh. Brune indicated la to prevent buckiuq of Individual truss web andlor chord member only Additional temporary and permanent bracing is always required for stability and 10 prevent collapse with possible personal Injury and property damage For general guidance regarding the is fabrication• storage. delivery, erection and braang of trusses and truss systems, see ANSVTPII Quality Criteria. DSB49 and BCS1 Building Component 6904 Pads Fast Blvd Safely Information eval able from Thus Plate Inslbute. 210 N Lee Street. Suite 312• Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type Oy Ply Park Sq Sebring 11.2410.8 38TH a truss system. Before use• me building designer must verity applicabilitythapplicabpar...ty of design param and popery mcorporate this design rmo the overall 711690731 PS2410B•LITM DSA SPECIAL 1Reference optional) Ma -Florida Lumber. Barlow. FL. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.00• Plate Increase=1.00 Uniform Loads (pit) Vert: 1-4-60.5-7-90,2-8-20 Concentrated Loads (lb) Vert. 5=1320 14=1460(8) 7 640 s Apr 1e zine Mr r ea rnousiM. rnC Web Jul zb 1 L.DD.4e ZU1 w Y89e z ID: rFfnwM3Wg7GdreOMh4ZDzyq_6K-kHpVsfSVNYLZr?VLJMHdVyV360hV4OZiFmemgHyuCJh 0 WARNING • Verify design parameters and READ NOTES ON Ties AND INCLUDED IIOTEK' FERENCE PAGE 111110,7473 rev. 1000=015 BEFORE USE. Design valid for use any with MI7ekB Connectors This design is basad only upon parameters s n, and w individualaninddual building component, nor a truss system. Before use• me building designer must verity applicabilitythapplicabpar...ty of design param and popery mcorporate this design rmo the overall Isbuildingdesign. Bracing indicated is to prevent bucklingof individualtruss web and/or chard in bars only Adddrondl temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and propertymage. For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems. see SI P11 Ouslhy Criteria. DSB29 and SCSI Building Component 6904 Parke Fast Blvd. Safely Information available from Truss Plate Institute. 218 N. Lee $use, Suite 31Z Alexandd?. VA 22314 Tampa, FL 36010 Job Truss cuss Type Oty Ply Park Sg15ebnng n-241" 38TH LUMBER- BRACING - 711690732 PS24108-LIT38 D5B SPECIAL 1 q Wmom, wriow, rL. 1 540 s Apr le ZUI5 M11ex Industries. IAC Wee JUT 20 12.55.47 21317 Pape 1 ID rFhvwM3Wq?GilreOMh4ZDxyq_6K-CTNu3?T8wTOH94X13ostA29GolspWUrUPOKMjyuCJg 1 •t-0-0 3 1-0B+tO 11-0 0 1 13,7.8 + 18 li e 1.0.0 3•t-0 288 2.9.2 2.7.8 2.7-0 2.9.2 Scale. 318"=1• 1.5x4 II IS = 3x5 = 7x6 = 4x4 II 6x6 = Site = axe = 4x5 = LOADING (pst) SPACING- 2-D-0 TCLL 20.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 00 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/rP12007 CSI. TC 1.00 BC 0.89 WB 0.80 Matrix -M) DEFL. Vert(LL) Vert(TL) Horz(TL) In (loc) Well Ud 0.27 12.13 >731 360 0.69 12-13 >280 240 0.07 10 n/a n/a PLATES MT20 MT18HS Weight: 286 Ib GRIP 244/190 244/190 FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied, except end verticals 5-9: 20 SP No.1 BOT CHORD Rigid ceiling directly applied or 100-0 oc bracing BOT CHORD 2x6 SP DSS WEBS 20 SP No 3 'Except' 6.12,8-12,9-11. 20 SP No.1 REACTIONS. (Ib/size) 10=4858/Mechanical, 2=3171/07-8 Max Horz 2=208(LC 8) Max Uplift 10=806(LC 5), 2=477(LC 5) Max Grev 10=5468(LC 29), 2=3483(LC 29) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=7565/1065, 3-4-407132,5-18-2320613559,6-18-23206/3559,6-19-24306/3851, 7-19-2430613851, 7-20=24306/3851, B-20=24306/3851, 8-21-13652/2098, 9-211=11365212098,9-110-5047/758 BOT CHORD 2-15-1083/6830, 14-15=2557/16744, 1314=2742/17991, 12-13-3559/23206, 11-12=2098/13652, 1011=97/678 WEBS 3-15-658/4543, 3 -Sm -6553/982,5-15-10678/1587.5-13-871/5491.6-13=i390/226, 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 10d (0.131"x3") nails as follows Top chords connected as follows: 2x4 - 1 row at 07-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 09-0 oc. Webs connected as follows. 20 - 1 row at 09.0 oc. 2) All loads are considered equally applied to all plies, except H 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, Vu11=140mph (3 -second gust) Vasd-108mph; TCDL=4,2ps1; BCDL=3.Ops1; h=15ft; B=4511, L=24ft, eave=oft; Cat. II; Exp B; End., 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 psi bottom chord live load nonconcurrent with any other live loads 8) ' 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 2-00 wide will I'd between the bottom chord and any other members. Printed copies Of this document are 9) Refer to girder(s) for truss to truss connections. not considered signed and sealed and 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (fi=ib) the signature must be verified on 10=806,2=477. any electronic copies11) Girder carries tie-in span(s): 5-00 from 5-7-8 to 11-7-8 12) "Semi-rigid pftchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. O WARNING - Verify design parsmerrs and READ NOTES ON TKS AND INCLUDED WTEK REFERENCE PAGE MOO -7473 rev. 10103,7015 BEFORE USE. Design valid for use only with M)Tek9 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 very, the applicability of design parameters and property Incorporate this design into the overall budding design Bracing mdiuTed is TO Prevent buckling of Inth"dual Truss web and/or chord members orgy Additional temporary and permanent bracing INIsalwaysrequiredforstabilityandtopreventCollapsewithpossiblepersons) Injury and properly damage. For general guidance regard" the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrl Quality Criteria, DS049 and SCSI Building Component 6901 Parke East Blvd. Safety Information available from Truss Plate InsWute, 218 N. Lee Street, Suite 312. Alexandre, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory Ply Park Stt/Sebnng 11.2410•B 3BTH I I 711690732IPS241013-L,T3B D58 SPECIAL 1 3 Job stria-Flenea Lumber, Bartow, FL NOTES - 13) Hanger(s) or other connection device(s) shall be provided sufficient to of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1 00, Plate Increase=1.00 Uniform Loads (plf) Vert 14-60, 5.20=266, 9-20=90, 2-10=20 Concentrated Loads (lb) Vert, 5=425 7=4840 1.540 s Apr 18 2015 Mnek mousmes, Inc. Wee Jul 25 12.55.17 2017 Pape Z ID-rFh wM3W4'GArcOMh4ZDxy4_6K-CTNu3?T8wTOH94Xt3os1A29Go1spVWrUPOKMjyuCJg concentrated load(s) 602 Ib down and 182 Ib up at 10-8-12 on top chord The design/selection rr O WARNING - Verb), design peremoters and READ NOTES ON THIS AND INCLUDED MTEJA ERENCE PAGE NO -7473 rev. f(M$4016 BEFORE USE. Design valid for use only with Mrek* connectors This design is based only upon perimetern, and a for an Individual building comtlonerd. not a truss system Before use. the building designer must veiny the applicability of design paramnd property incorporate this design into the overall Dudduq design Bracing indicated is to Prevent DucWulp of mOm0ia1 vasa web anNor chordors oro.' Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal m/ury and propemage For general guidance regarding tiro fabrication, storage, delivery, erection and bracing of trusses and truss systems, see iP11 Quality Criteria. DSB-a9 and SCSI Building Component 6904 Parke East Blvd Safety Infor ation available from Thus Pate Institute. 219 N Lee Street. Suns 312. AlexaA 22314. Tampa. FL 36610 Job Truss Truss TypeQty Ply Park SglSebnng 11.2410-B 3BTH CSI. DEFL. in (loc) Udell Ud PLATES GRIP 711690733 PS24106L1T38 D8 SPECIAL 1 1 Mid-Flonda Lumber, Barlow, FL. 7 640 s Apr 19 2016 MRek Industries, Inc Wed Jul 26 12 55 46 2017 Page 1 ID-rf fiwM3Wq?GdreQMh4ZDxyq_6K-gtwGHL UnP9bHvJfkOmJSaNaO3C PZYOwJ37tv9yuCJl 2.10.0 1 57-6 I 60-9 1 10-7.6 I 13315 1r1A022 ".-1 2-68 2•S1 28+3 2.69 Scale = 1:26 1 i Sx4 II 30 II 2.10.0 I 57.6 I 2-10-0 2.9•B 669 10.7-6 1 13315 1 2-51 2813 289 Plate Offsets (X.Y)- 15:D-2-4.0-3-01,113:0-3-0.0-4-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.62 Vert(LL) -0.11 11-12 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 BC 0.73 Vert(TL) -0.25 11-12 >629 240 BCLL 00 ' Rep Stress Ina NO WB 0.60 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -M) Weight: 79 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins, except BOT CHORD 2x6 SP No 1 end verticals. WEBS 20 SP No 3 *Except* BOT CHORD Rigid ceiling directly applied or 7.47 oc bracing. 5-11.8-10,6-10:20 SP No.2 REACTIONS. (Ib/size) 9=840/D-4-15.2=870/0-7-8 Max Horz 2=155(LC 12) Max Uplift 9=-37(LC 9), 2=103(LC 12) Max Grav 9=1077(LC 17), 2=956(LC 17) FORCES. (Ib) - Max Comp./Max. Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2-16=185i/474,16-17-1831/478,3-17-1816/479, 5-18=-3524/846,6-18=-3524/846, 6.19=2176/454, 7-19=2176/454, 7-8=-2176/454, 8-9=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, 513=1981/491, 3-5=11595/527,5-111=4113/302, 8-110=45012149,6-110=1439/418 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10, Vuh=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; B-45ft; L=24ft; eave=4tt; Cat. II Exp B. Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-2-3 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 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 Mord 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 Ib uplift at joint(s) 9 except (1t=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 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: 14=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 O WARNING - Verlly design paramaiant and READ NOTES ON TNS AND INCLUDED IIOTEK REFERENCE PAGE MII.7473 rev. 1403120+5 BEFORE USE. Design valid for use only with Mrek® connectors This design is basad only upon parameters shown, and is for an ntlrvldual building wmponenl not a toss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web an4or Nord members only Additional temporary and permanent bracing is akvays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the is fabrication. storage, delivery, erection aro bracing of trusses and truss systems. see ANSVTPII Quality Criteria. DS829 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suds 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type MUM coDesignvalidforuseonlywithMTek®Conneciora. This design rail Wastl only upon parameter Ory Ply perk SgfSsbring n-24148 38TH TCLL 20.0 Plate Grip DOL 1.00 I hers only. Additional temporary and permanent bracing - Vert(LL) 0.23 13 >854 360 711890734 0-524108-L1T38 D7 SPECIAL 7 1 1 Tamps, FL 36610 m u•rwnva wmw, wnvw, r. 2-10-0 + 5-7.8 140 2.140 2.68 20 11 4 e 0D 12 34 19 3 Bt to 5 2 Ill 15 14 30 =3x4 = 7x8 = 3x4 I( P rape ID.rF1nwM3Wq?GdreOMh4ZDxyq_6K-gIwGHLUnP9bHvJfkOmJSaNalloCLuY 6J37tvi 62-0 I 10-144 13.6-e 1&4.8 1 2.68 2.84 2.64 2.10-0 Scale - 131.0 r w. IVCD' INN wj 11 8x8 = 10 3x4 II LOADING (psf) SPACING- 1-8-0 CSI. MUM coDesignvalidforuseonlywithMTek®Conneciora. This design rail Wastl only upon parameter DEFL. in (loc) Vdef1 Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.8 hers only. Additional temporary and permanent bracing - Vert(LL) 0.23 13 >854 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.9 7 Vert(TL) 0.50 13 >393 240 Tamps, FL 36610 BCLL 0.0 ' Rep Stress Inv NO WB 0 71 Horz(TL) 006 10 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix -M Weight: 96 Ib 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 verticals. WEBS 2x4 SP No.3'Except* BOT CHORD Rigid telling directly applied or 8-1-12 oc bracing. 5-13,7-13,7-11.9-11: 2x4 SP No.2 REACTIONS. (Ib/size) 10=878/Mechanical, 2=941/0.7-8 Max Horz 2=129(LC 12) Max Uplift2=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 wh tn shown. TOP CHORD 2-18=22181439,18-19-2201/442,3-19-2192/443,5-20=-d 356/815. 6-20=4856/815, 6-21=4856/815.7-21=4856/815,7-22=-2574/302.8-22-2! 74/302, 8.23=2574/302, 9-23=2574/302, 9.10=1044/122 BOT CHORD 2-15---537/2018,14-15=-992/4496,13-14-1052/4810,12-1: =-607/4492, 11-12=607/4492 WEBS 6.13=318/17, 8-11=322/28, 3-15=198/1123, 5-13=230/26 , 7-13=220/399, 7-11=2064/324,9.11=-297/2525,5-15-2635/483,3-5-19 /472 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=4.2 sf; BCDL=3.Opsf; h=1511; 8=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) -1-0-0 If, 2-0-0, Interior(1) 2-0-0 to 16-2-12 zone,C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip D L=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 nonconc irrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chor I 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. 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 Ib uplift at joints) 2. 8) "Semi-rigid pitchbreaks Including heels" Member end fixity model was used In the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to sup rt concentrated load(s) The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Printed copies of this document are 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 not considered signed and sealed and Uniform Loads (plf) the signature must be verified onVert: 14=50, 5.9=-80, 2-10=17 any electronic copies wARN/NG. v design0erMop and READ NOeE5 ON 7105 AND INCLUDED leers FERENCE PAGE e0v rev. BEFORE USE. rrr MUM coDesignvalidforuseonlywithMTek®Conneciora. This design rail Wastl only upon parameter own, and is for an individual bushing cemponent, notdualngcomponent, a truss system. Baton use, the building designer must verify the applicability of design paramet and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual thus web endfor chord m hers only. Additional temporary and permanent bracing - is always requrrad for stability and to prevent Collapse with possible personal injury and props image. For general guidance regarding the rabrlration, storage, delivery, ereclion and bracing of trusses and truss systems, see svrpli Quality Criteria. DSO -89 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insbade, 218 N Lee Street. Suite 312. Alaxan0 VA 22314 Tamps, FL 36610 Job Truss Truss Type Ory PyPork SWSet rQ 0.2/10•B 38TH 711690731 PS2/108-L1T3B D7 SPECIAL 1 1 M*Flonoa Lumber, Barlow, FL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=365 7.510 s rip 19 2015 MrF*k Industries. Inc WoU Jul 25 12,55'16 2017 Pape 2 ID-rFInwM3Wq*GdreOMh4ZDuryq_6K-gtwGHLUnP9bHvJfkOmJ5aNsNoCLuY 6J37tv9yuCJf O WARNING • Vw*y design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MA -7177 rev. fe M015 BEFORE USE. Design valid for use only with MTekm connectors TMs design is based only upon parameters shown, and Is for an individual budding component, nor a truss system. Before use, the buldinlg designer must vMly the appkcablbty, or design parameters and properly Incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing IS always r"ured for stability and to prevent collapse with possible personal inhury and property damage. For general guidance regarding IM Is fabrication, storage, delrvery, erection and bhang of Inoses and truss systems, see ANSVTPH Quality Criteria, D3840 and BCSI Building Component 6951 Parke East Blvd. Safety Information available from Truss Plate InstdNe. 210 N Lee Street. Suite 312. Alexandria. VA 2231/ Tampa, FL 36610 Job Truss Truss Type CSI.( Oty PyPark SWSebnng 162410-13 3BTH in (loc) Well Ud PLATES GRIP TCLL 20.0 711690735 PS241MLIT38 E2 SPECIAL Vert(LL) S f I -1.0.12 I 1-012 ID rffnwM3Wg7GdreOM 2.11 I 5.7-4 I 8-3-8 2.11.4 240 2.8.4 2.11.12 Scale = 1:21.8 2 30 = 8.00 12 3x4 i 3 1x4 II le5x8 15 5 6 1130 = I 10 9 012 = 150 11 LOADING (psf) SPACING- 2-0-0 CSI.( DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.419 Vert(LL) 0.07 10 999 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 0A Vert(TL) 0.16 9.10 833 240 BCLL 0.0 ' Rep Stress Ina NO WB 0010i Horz(TL) 003 8 n/a We BCDL 10.0 Code FBC2014/TPI2007 (matrix- M Weight, 59 Ib FT is 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.10.3 oc puffins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 5-11-13 oc bracing. REACTIONS. (Ib/size) 8=737/Mechanical, 2=751/0.6-12 Max Horz 2=157(LC 12) Max Uplift8=-48(LC 9), 2=99(LC 12) Max Grav 8=928(LC 17), 2.802(LC 17) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except whin shown. TOP CHORD 2-15=1272/361, 15-16=1232/367, 3-16=1228/369, 5.17=-1970/564, 6-17=1970/564, 6-7=1970/564, 7-8=872/242 BOT CHORD 2-11=507/1154, 10.11=934/2568, 9.10=977/2705 WEBS 6-9-414/68,5-9-7831440.7-9-576/1990.3-11=161/628, 11=1530/461, 3-5-1071/430 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 sf; BCDL=3.Opsf; h=15ft, B=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Encl. GCpt=O 18; MWFRS (directional) and C -C Extenor(2) -1-0.12 o 1-114, Interior(1) 1.114 to 11.1-8 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DC L=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 nonconc irrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chor I 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 Ib uplift at joint(s) 8, 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 SuppA 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 Undone Loads (plf) Vert: 1-4=60, 5-7=-90, 8-12=20 Printed Copies of this document are Concentrated Loads (lb) not considered signed and sealed and Vert. 5=365 the signature must be verified on any electronic copies 0 WARNING - Verily, design poem if r and READ NOTES ON TWS AND INCLUDED WREN DEFERENCE PAGE MX7473 rev. 1N0U2015 BEFORE USE. Design valid for use only with MrteW 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 parnme barsonlyproperty incorporate this design into the overall buildup design Bracing indicated Is to prevent buckling of individual thus web and/or chord mAddmonal temporary and permanent bracing ns atweya required for stability and to prevent collapse with possible personal mprry and propertge For general guidance regarding tiro fabrication, storage, delivery, erection and bracing of trusses and tons systems, see A11 Quality Criteria. 05049 and BCSI Building Component 6004 Parke East BNtl. Safety Infor ation available from Thus Plate Institute. 216 N Lee Street. Suite 312. Alexand22314. Tampa, FL 36610 Job Truss Truss Type Plate Offsets (X.Y)- 12:0-3.15.0-1-81 Ply Park SgRebnng e-2410.8 78TH LOADING (psf) SPACING- 2-0-0 CSI. 10ty 711680738IPS24108-1.1TW E7 COMMON 1 1 MM-Fkttga Lumber, Barlow, FL 7 640 s Apr 19 2016 Mitek Industries. Inc Wed Jul 28 12.55.49 2017 Page t ID.rF1nwM3Wq7GdreOMh4ZDxyq_6K-0sUeUhUPATjBWfEw UrK7b7dorr4HbwexttRRcyuCJe 1: 10 7.0. I 8-0-0I 10.4-0 I 11-0 I 0 6.0.0 4-4.0 7.60 4x4 = 8 Axe = 8 2.4 II 1.5x4 II Scale =1.281 I a-" I to." I 4-4-0 Plate Offsets (X.Y)- 12:0-3.15.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 Vert(LL) -0.03 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.08 7-0 >999 160 BCLL 00 ' Rep Stress Ina YES WB 0.10 Horz(TL) 0.00 6 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 Matnx-M) Weight: 60 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 8=472/0-7-8.6=467/Mechanical Max Horz 8-11O(LC 10) Max Uplift 8= 1 57(LC 12), 6=165(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) 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"115/333 WEBS 4-790/287 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vull=140mph (3 -second gust) Vesd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft, B=45ft; L-24ft; eave-4ft; Cat. II; Exp B; Part. Encl.. GCpi=0.55; MWFRS (directional) and C -C Exterior(2) -1.0-0 to 2440, Interior(1) 2-0-0 to 6.0-0, Exterior(2) 6-0-0 to 9-0-0 zone, end vertical left exposed;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fil 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 Ib uplift at joint(s) except (ft=1b) 6=157, 6=165. 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 - VWW dWgn Paramstara end READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1110.7473 rev. 100"015 BEFORE USE. Design wed for use only with Par ek® connectors This design is based only upon parameters shown, and is for an individual budding component, not e truss system. Before use, the building designer must verity the applicability of design parameters and property Incorporate Ihis design Into the overall budding design 8Ong indicated is to prevent buckling of Indlddual truss web and/or chard members only. Additional temporary and permanent bracing rs akvays ropuired ter slabddy and to prevent collapse wbh possible personal injury and property damage For general guidance regarding the Is fabrication, storage, delivery, erection and bracing of trusses and truss "ems. no AHStrTPI1 Ouslhy Criteria, DSBa9 and SCSI Building Component 6104 Parke Fast Blvd Safely Information available from Thus Plate Institute. 218 N. Lee Street, Suds 312. Alexandria. VA 22314. Tamps, FL 36810 Job Truss Truss Type Oty Ply Parc &IMebnng 11.2410-8 3BTH 7111890737 PS2410B-L1T3B E4 GABLE 1 1 1.0.0 19 1 5x4 11 e-00 W V a Apf le iV 1O MI I OK Irmausmes, mc. WOO Jul N l L V Nl ID rFfrlwM3Wq?GdreOMh4ZDxyq_6K-c220i1V1xmr78do6YBMZfogt50FmO3pF v11.n t+ 6.40 1.0.0 4x4 = 5 800 12 10 11 1x4 I I 4 I 6 17 14 13 1x4 11 1x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.13 TCDL 10.0 Lumber DOL 1.25 BC 0. BCLL 0.0 ' Rep Stress Ina YES WB 0. BCDL 10.0 Code FBC2014f rP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 OTHERS 2x4 SP No.3 REACTIONS. All bearings 12-0-0. lb) - Max Horz 16-105(LC 10) Max Uplift All uplift 100 Ib or less at joint(s) 16, 10, 14, 15, 12 11 Max Grav All reactions 250 Ib or less at joints) 16.1 13, 1 15, 12, 11 FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except wh(n shown. TOP CHORD 2-16=136/252 NOTES- I1) Unbalanced roof live loads have been considered for this design. Scale e 128 8 18 T7 1x4 II 1.5x4 I I e 9 t001 11 10 1x4 II 1.5x4 II DEFL. in (loc) Well Lid PLATES GRIP Vert(LL) -0.00 9 nIr 120 MT20 244/190 Vert(TL) -001 9 n/r 120 Horz(TL) -0.00 10 We n/a Weight: 64 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. 2) Wind: ASCE 7-10; Vuft=140mph (3 -second gust) Vasd=108mph; TCDL-4.,psf; BCDL=3 Opsf, h=15ft; 8=4511; L=24ft; eave=2h; Cat. II, Exp B; Encl., GCpi=-0.18; MWFRS (directional) and C -C Comer(3) -1.0.0 tc 2-0-0. Exierior(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 MRS 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 ex sed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consuft qualified building designer as pqr ANSI/TPI 1 4) Gable requires continuous bottom chord bearing I 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 nonconc irrent with any other live loads 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chor J 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. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) 16, 10, 14, 15, 12, 11. 10) "Semi-rigid prichbreaks including heels" Member end foxily model was useb in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be venfied on any electronic copies 0 WARNING • Verily, design Parameters and READ NOTES ON TNR AND INCLUDED M/TEK 6FERENCE PAGE MAI -7473 rev. 14IM"015 BEFORE USE. Design valid for use only with WOW connectors This design is based only upon paramat 56wn, and is for an mdmdual building component, root a truss system. Before use. the building designer must verify the apPheabc4ty or design paramjr and property incorporate this design Imo the overall building design. Branng Indicated Is to prevent buckling of Individual truss web and/or chord hers only. Addegrol temporary and permanent bracing ysIsalwarequnedforstabaayandtopreventcollapsewithpossiblepersonalInjuryandpropemage. For general guidance regarding the isfabrication. storage, delivery. erection ane bracing of busses and trusssystems, see VT911 Quality Crherfa, OSB -89 and BCSI Building Component 6904 Parke East Blvd. Safety Infor ation available from Truss Pate Institute. 218 N Lee Sheet, Sude 312. Alexen. VA 22314. Tamps, FL 36610 Job Truss Truss TypeOty Ply Park S4ISetmnp 9.241" 3WH 77189(1738 PS2410B-L1T38 F1 ROOF TRUSS 2 1 w.,•w . w„"w, r Ynp1 I• [V IO mI OF WIIRYAIIsa. IIID W W JYI (D 1( *1'r 'u" r "a 1 ID.rFfnwM3Wq?Gdre0"h D*xyq' 6; ic'OvNri4zsmmNJ6vtoCOCxbPOsIPWRPIMXVUyuCJc 3.0—I 1141-12 i 14)-4 O-ke Scale = 136 5 3xB FP = 14 11 4x9 = 1x3 11 1x3 11 1x3 = 2 3 4 5 6 7 8 9 10 11 12 13 3x4 = 1x3 11 40 = 3xS FP = 30 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.60 Vert(LL) -0.12 24-25 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0 19 24-25 >857 240 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.02 14 n/a n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2(Oat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 20 SP N6.3(flat) BOT CHORD REACTIONS. (Ib/size) 27=648/Mechanical, 14=365/0-3-8, 20=1437/0.3.8 Max Grav 27=664(LC 3), 14=433(LC 4), 20=1437(LC 1) FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-27656/0, 14.28=432/0, 13.28=-431/0, 1-2=-626/0, 2-3=1438/0, 3.4=1438/0, 4-5=1574/0, 5-6=1574/0,6-7-1114/0,8-9-80/506,9-10=700/121, 10-11=700/121, 11-12=700/121, 12-13=378/0 BOT CHORD 25-26=0/1184, 24.25=0/1635, 23.24=0/1574, 22-23=0/1574, 21-22=-1/709, 20.21=-870/0, 19-20=-870/0,18-19=-87010,17-18=325/497. 16.17=-121/700, 15.16=4/683 WEBS 8.20=1404/0, 1-26=0/834, 8.21=0/1006, 2-26=776/0, 7-21=925/0, 2-25=0/353, 7-22=0/596, 4-25=274/0, 6-22-670/0.13-15=0/483, 8-18=0/689,12-15=425/33, 9.18=666/0, 9.17=0/502 PLATES GRIP MT20 244/190 28 qT Weight: 120 Ib FT = 20%F, 11%E Structural wood sheathing directly applied or 6-D-0 Oc purlins, except end verticals. Rigid ceiling directly applied or 6-0.0 oc bracing. 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 pilchbreeks 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 0 WARNING - Varlry design parsmetwri and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 1110.7473 rov. 1M3,7015 BEFORE USE. Design valid for use only with MITex® connectors This d"n is based only upon parameters shown, and is for an individual building component, rip a truss system Before use, the budding designer must venry the applrcabrbty of design parameters and properly incorporate this design Imo the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or cord members only. Additional temporary and permanent bracing u always required for stab9ay, 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, DS049 and SCSI Building Component 6901 Parke East BIM. Safety Information available from This Plate Institute, 218 N. Les Street, Suds 312. Mexandns. VA 22314 Tamps, FL 36610 Job Truss Truss Type Py Park Sq/Sebnng 11.2410-B 38TH110"y 711690739 PS24108-L1T38 F2 ROOF TRUSS 1 mm- —. camper, —.M. i 1.3.0 314 = 14)6 2 3 N., Z67SIZ S4 18 17 to 1s 4x9 = 3x4 = a Pv ID LY ip n p.i< - lava . ID:rF(nwM3Wq?GdreOMh4ZDxycL6K-ZRAn7iXHTOSNwyVfcOl kD18Dpk5UrOadh652wyuCJb a^ Scale = 1.27.9 30 = 4x8 = 4 5 6 7 a qT 14 13 12 11 10 14 11 1x3 II 3x4 = 4xa = reale tinsels A T - 1 •tG a u -1-a LOADING (psQ SPACING- 2-041 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) -0.18 14 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.81 Vert(TL) -0.28 13-14 >691 240 BCLL 0.0 Rep Stress Inv YES WB 0.51 Holz(rL) 0.06 9 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matrix) Weight: 88 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(ftat) TOP CHORD Structural wood sheathing direly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 SP No.2(Ilat) end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 18=898/Mechanical, 9=898/0.3-8 FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except whin shown. TOP CHORD 1-18-892/0, 8-9=-892/0, 1-2=894/0, 2.3=2179/0, 3.4=-285 /0, 4-5=304510,5-6=285210.6-7=2179/0, 7-8=894/0 BOT CHORD 16-17=0/1686, 15.16=0/2646, 14-15=0/3045, 13.14=0/3045, 2-13=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, 7-1 1=0/687.2-16=0/687, 6.11=649/0, 3.16=649/0, r>-12=0/369,3-15=0/369,-1-12=-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 pilchbreaks including heels" Member end fixity model was used the analysis and design of this truss 5) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastenedeach truss with 3-10d (0.131" X 3") nails. Sirongbacks to be attached to walls at their outer ends or restrained by other means. lb Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - VWW design Parameters and READ NOTES ON Ties AND INCLUDED WTEK FERENCE PAGE M&7472 rev. 1403/2013 BEFORE USE. Design valid for use only with MITo17fa connectors This design is based only upon paramelen s n, and is dor an ndivqual building component, not a truss system Before use. the budding designer must verity the applicability of design paramele and property incorporate this design into the overall buddingdesign Bracing Indicated is to prevent bucWng of individual truss web and/or Chord me hers only Additional temporary and permanent oratdng is always required for stability and to prevent collapse with possible personal injury and property mage For general guidance regarding the is fabrication, storage, delivery. erection and bracing of trusses and truss systems. see AN ViP11 Quality Criteria. OSS49 and SCSI Building component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute. 218 N. Lae Steel. Suite 312• Asm andrtl, VA 22314. Tamps. FL 36810 Job TrussPT ype Oty PlyPara SplSebdng 11.2410-8 38TH 0.3-0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud T11690740 PS241MLIT38 F3 1 1 244/190 r wv • r r re w ro inn ex irrousuros, mc. v dui c0 'z ""I" r rags r ID:rFfrlwM3Wq?GdroOMh4ZDxyq_6K-1 dk9K2YvEhDa74XhDKvGHRIPgDHwDNUjsLreaNyuCJo Scale a 1:27.7 I I I II I II I I I I II ori : Y-:-:-:-: Y 26 25 24 23 22 21 20 19 1e 17 16 1s 14 34 II 34 = 3x3 = 3x3 II e+ -a 4. e.9a - Oil a a9a 4. 7-0 1.5-0 1.4-0 1.4-0 1J-0 1J-0 1.1-0 1-1-0 1J-0 1J-0 1-0 1.1-0 1•Sd 0.3-0 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Ina NO WB 0.26 Horz(TL) 0.00 14 Na n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 76 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(Ilat) BOT CHORD Rigid ceiling directly applied or 100 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 16.3-0. lb) - Max Grav All reactions 250 Ib or less at joints) 26, 14, 20, 22, 23, 24, 25, 19, 18, 17, 16, 15 except 21=2278(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 6-21-2264/0 NOTES - 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc 5) "Semi-rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3.10d (0.131'X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead; Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) 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 - V design rr rpo p Pabumarco and READ NOTES is TNIS AND INCLUDED Mters REFERENCE PAGE Mivid al buil. ing comp S BEFORE USE. Design valid for use Only with MRelrop connectors This design is Dsastl Dory upon parameters slgwn, and is ler an individual building component, not a cuss system. Before use, the building designer must vedly the applrublky of design parameters and properly incorporate this design into the overall buildup deaipn. Bracing vdrrated is to prevent buckling of individual tens 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 tons systems, no ANSVTPII Quality Criteria, OS849 and SCSI Building Component 6904 Parke East BNd Safety Information available from Truss Plate Institute. 218 N. Lee SU". Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Lid Dly PlyPark Sgl6ebring 142410-8 38TH 0.1210.11 999 360 MT20 244/190 Vert(TL) T11690741 PS2410B-LIT3B F4 ROOF TRUSS HOrz(TL) 7 1 mwrarve wmwr. wnow, r. 0-1.6 H i 1.3-0 i 14 40 = rp regi ID:rFfrwrM3Wq?GdreOMh4ZDxyq_W 1dk9K2YvEhDa74XhDKvGHRIJzD5DDJTjsLreaNyuCJs 14 II 2 3 1 4 13 12 11 UCJ 111 LOADING (psf) SPACING- 240.0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0 TCDL 10.0 Lumber DOL 100 BC 0 BCLL 0.0 Rep Stress Ina YES WB 0 BCDL 5.0 Code FSC2014lrP12007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (Ib/size) 15=727/0-3-8, 8=733/Mechanical FORCES. (lb) - Max. CompJMax Ten - All forces 250 (lb) or less except v TOP CHORD 15-16-72410.1-16-723/0,7-8-726/0,1-2-710/0.2-3—' 6-7=707/0 BOT CHORD 13-14ro/1325, 12.13=0/1987, 11-12=0/1987, 10-11/193 WEBS 7-9=0/941, 1-14=0/914, 6-9=871/0, 2-14=855/0, 6-10=0/4 5.11=120/326 Scale =1:22.9 axe = S 6 7 T 10 9 e 410 = DEFL. in (loc) Well Lid PLATES GRIP Vert(LL) 0.1210.11 999 360 MT20 244/190 Vert(TL) 01810-11 885 240 HOrz(TL) 0.03 8 n/a n/a 6904 Parka Fast BIW. Weight: 72 Ib FT = 20%F, 11 %E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. i shown. WO. 34=1987/0,4-5-1987/0,5-6-1652/0, 10=0/1333 2-13=0/455, 5-10-386/0,3.13-54 1/0, 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 pitchbreaks Including heels" Member end fixity model was used n the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 110.-0 oc and fastened o 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 AWARNING • Verily design parameters end READ NOTES ON TN/S AND INCLUDED NITEX Design valid for use only with Wake, connectors. This design is based only upon parameters s DEFERENCE PAGE Nl1.7477 rev. 10000707015 BEFORE USE. n, and u for an individual building component. not a truss system Before use, the building designer must verify the applicability of design paramet and property Incorporate mu design into the overall MRbubdnngdesign. Brading indicated is to prevent buckling of individual buss web andfor chord m only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal nnlury and propery, maps For general guidance regarding the fabrication, stompe. delivery, erection and bracing of trusses and truss systems, see SVTPII Quality Criteria. DSO -99 and BCSI Building Component 6904 Parka Fast BIW. Safety Information available from Thus Plate Institute. 218 N Lee Street. Suite 312. Alaxand VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Py Park SgrSebang 11-2410-8 38TH Vdefl Ud TCLL 40.0 Plate Grip DOL 1.00 711690742lJob IPS24108-LIT38 F4A GABLE 1 1 Reference toofionalli h 6-9.0 r 34 II 3x5 = 1 2 3 4 5 e ID:rFfnwM3Wq'GdreOMh4ZDxyq 6K-VpIXXOW77LRdE6un10VgegaUddAyr2t57bB6pyuCJZ Scale =1:23.1 3.3 I I 7 a 9 10 11 7 22 21 20 19 to 17 to 15 14 13 12 3X3 II 3x8 = 3x3 II i 1.1-o i z -e -o i 4-0-D i s4 -o i &3-0 i a-o 1o.11wo I 1z_3.o I 13.7-o i LOADING (psi) SPACING- 2-0 0 CSI. DEFL. in (loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.11 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) Ma n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.17 Horz(TL) 0.00 12 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 65 Ib 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 BOT CHORD 2x4 SP No.2(flat) end verticals WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 1D•0-0 oc bracing. OTHERS 2x4 SP No.3(11at) REACTIONS. All bearings 13-7-0. Ib) - Max Grav, All reactions 250 Ib or less at joint(s) 22, 12, 13, 14, 15, 16, 21, 20, 19, 18 except 17-2300(LC 1) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 6-17=2285/0 NOTES - 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e diagonal web) 4) Gable studs spaced at 1-4-0 oc. 5) "Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced), Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) 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 0 WARNING - Verlly design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE UP -7473 rev. 1""015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and Is for an indrAdual bustling component, riot a truss system. Before use, the budding designer must verity the applicability of design parameters and property incorporate this design into the overs9 building design. Bracing indicated is to prevent buckling of individual buss web andlor cord members only Additional temporary and permanent bracing ns always required for stability, and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delnery, ereaon and bracing of trusses and truss systems, see ANSVTPII Quality CAtwb. OSS49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312, Alexandria, VA 22314, Tampa, FL 36610 Job Truss Truss Type CSI. Oly Park SglSebdng 11-241" 38TH In (loc) VdeB Ud TCLL 40.0 Plate Grip DOL jPlyI T7189D743 PS241OB•LIT38 F48 ROOF TRUSS 0.04 12 2 1 o•+•e H 1 1'30 1 0 18 3x8 = 2 14 30 = 3 13 IDrF(rnvM3Wq?GdreQMh4ZDxy6K-7pIXXOWi;RdE6unlQVgegUfdVSyo+t57bB6pyuCJZ 12 +1 14 11 10 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) VdeB Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0. 8 Vert(LL) 0.04 12 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0-3 Vert(TL) 0.07 11 999 240 BCLL 0.0 Rep Stress Inv NO WB 0. 6 Horz(TL) 0.02 8 n/a Na BCDL 5.0 Code FBC2014frP12007 Matrix) 8 Scale - 122 9 34 = 7 9 30 PLATES GRIP MT20 244/190 Weight: 78 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP NO.2(flat) TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flal) BOT CHORD Rigid ceiling direly applied or 6-0-0 oc bracing. REACTIONS. (Ib/Size) 8=583/0.3-0, 15=952/0.3.8 Max Grav 8-608(LC 4), 15-952(LC 1) FORCES. (lb) - Max. Comp /Max. Ten - All forces 250 (Ib) or less except wt an shown. TOP CHORD 7-8-603/0,2-3-512/106, 3-4-1213/0,4-5-1407/0,5-6='241/0, 6-7=569/0 BOT CHORD 15-16=290/0,14-i5=28510,13-14=0/1008, 12-13=0/1407, 11-12=0/1407, 10.11=0/1407, 9-10=0/1065 WEBS 2-15=924/0, 7-9=Df758, 2-14=0/765, 6-9-690/0, 3-14=71 0, 6.10=0/262, 3.13=0/341, 5.10=287/27, 4-13=377/0 NOTES. 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3)'Semi-rigid prichbreaks including heels" Member end kity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-04) oc and fastened to each truss with 3.10d (0.131"X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 8-17=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 0 WARNING • Verify design Parameters and READ NOTES ON TN/S AND INCLUDED MITEK 1tEFERENCE PAGE NXT4TS rev. IM34015 BEFORE USE. Design valid for use only with MIT00 connectors. This design is based only upon paremeten Own, antl n for an Individual buildup component, not a truss "am Before use. the truadrng desgnor must verily the applrcabildy of design peramet nand DrODenY incorporate this design into the overall buaMng design Bracing Indicated Is to prevent buckling Of individual tons web and/or chord m ben only Additional temporary and permanent bracing rs akvays required for stability and to prevent collapse with possible personal mfury arM grope W maps. For general guidance regarding the laIs brrcalron, storage, delivery, ereaan and bracing of W sses and truss systems, sits SVTPI1 Quality Criteria, DS849 and SCSI Building Componem 69N Parke East Blvd. Safety Information available from Truss Plate InsIbute. 218 N. Lee Street, Suite 312. Alsxandit. VA 22314 Tampa, FL 36610 Job Truss Truss Type oy Ply Park SgBebnng 11.2410•B 3BTH PLATES GRIP rXAAL 1jjj Plate Grip DOL 100 TC 0.41 71189074/ PS241ML1T39 FS ROOF TRUSS 1 1 i 1.3.0 I 1 3x5 2 3 4 ID:rFInwM3Wq)Gd6KreOMh420xyZ-zOryTINN1rmlk2AmJE0hitLkukMshFAOKfK fFyuCJY 5 Scale =1.19 3 11.7-0I 11 7-0 I LOADING (psf) SPACING- 2.0-0 IW4SInihL DEFL. in (loc) Well Ud PLATES GRIP rXAAL 1jjj Plate Grip DOL 100 TC 0.41 Vert(LL) -0.05 11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(TL) -007 11 >999 240 11.7-0I 11 7-0 I LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 0.41 Vert(LL) -0.05 11 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.50 Vert(TL) -007 11 >999 240 BCU. 0.0 Rep Stress Ina YES WB 0.37 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014frP12007 Matrix) Weight 64 Ib FT - 20%F, 1196E LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(Oat) end verticals. WEBS 2x4 SP No.3(flat) 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, r>-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. 10.11=0/1471, 9-10=0/1471,8.9-0/1096 WEBS 6-8=0!780. 1-13=Of780, 5.8=710/0, 2-13=710/0.5.9=0/290.2-12=0/290, 4-9=319/0, 312=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 310d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING f • Verify OWpn Wake, cos nct READ NOTES is lass AND INCLUDED Mters REFERENCE PAGE MI-7473ivdualbudingcomponent. BEFORE USE. Design veld for use only with Wake, connectors. This design is based only upon parameters shown. and is bran individual budding component, nat mom a truss system. Before use. theDulldmg designer must verily the applicability of design parameters and property Incorporate this design into the overall buildup design Bracing rndrnled is to preverit Duckling of individual truss web and/or chord members only. Additional temporary and permanent bracing onIsalwaysrequiredforalabaityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe fabncalron, storage, delivery, erection and bracing of trusses and truss systems. see ANSVTPl1 Quality Criteria. DSO -69 and BCSI Building Component 6904 Parke East Bald Safety Information available from Truss Plate InstgNe. 216 N Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Ud ty Ply Park Sysobnnp 11-2410.8 38TH 999 360 MT20 244/190 Vert(TL) 0.00 6 999 7IIS90745 P524108•L1T3B FB ROOF TRUSS I n/a I 1 Reference toritionall md-Fio.da Winder, Bandw, FL 7.e40 aApr iv Nle im.oK nqubines, mc. Wed Jul 2e i2.55.55 2017 Page 1 ID•rFfnwM3 Wq7GdreOMh4ZDxyq_6K-zOrvlkZAmJTIEOh4LkxkMsNkw1 xGhJOOK1KIfFyuCJY 0.1.8 3x3 = 1x3 II 1x3 II 0.8.0 3 4 3's _ Scale =1:8.5 8 1x3 = 3 3= 34 = 7 6 3x3 = 34 II r -- 3.11.8 44hO LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0 TCDL 10.0 Lumber DOL 1.00 BC 0. BCLL 0.0 Rep Stress Inor YES WB 0. BCDL 50 Code FBC2014/TPI2007 (Matrix) LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 20 SP No.2(flat) WEBS 2x4 SP No 3(flat) REACTIONS. (Ib/size) 8-200/0-3-8,5=206/0-3-8 FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (ib) or less except wl NOTES - 1) Unbalanced floor live loads have been considered for this design. 2) "Semi-rigid phchbreaks including heels" Member end fixity model was user 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastener be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. DEFL. in (loc) Vdett Ud PLATES GRIP Vert(LL) 0.00 6 999 360 MT20 244/190 Vert(TL) 0.00 6 999 240 HOrz(TL) 0.00 5 n/a n/a 6904 Puke Fast Blvd Weight 26 Ib FT - 20%F, 11%E BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. shown. in the analysis and design of this truss. to each truss with 3-10d (0.131" X 3") nails. Strongbacks to Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - VwXy design Paramuwa and READ NOTES ON TNS AND INCLUDED WTEK Design valid for use only with Mnekm connective This design is based only upon parameters s REFERENCE PAGE NO -7473 rw. 1a6=015 BEFORE USE. n, and is for an urtlwrdual bulidrng component, not mai6... dm a truss "am Before use, the building designer must verily the applicability of design penmel and propery incorporue Nb design into the overall DInkling design. Bracing indicated is to prevent bucldmg of individual truss web andlor shad me bars oroy Mddbnal temporary and permanent bracing is always rer uued for stabWy and to Prevent collapse with possible personal injury and proporry mope. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. "a AASVTPI1 Quality Criteria. DS049 and SCSI Building Compornnt 6904 Puke Fast Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Suets. Suite 312• Alexand VA 22314 Tamps, FL 36610 Job Truss Truss Type oy Py Park SWSebnng 0.241" 38TH Udefl Ud PLATES GRIP TCLL 40.0 Tt 181x1748IPS24108d1T38FTROOFTRUSS11 Job R s rxp as, w. vw am w - — as cvr r rags r ID:rffnwM3Wg9GrIrcOMhAZDxyg6K-zOMkZAmJTIEOh4LkxkMsNkz1 x ShJY0KfKIfF yuC JY 0.1-8 310 = 1x3 II 1x3 II 3x8 = F7 --I I 1.3.0 ' I I '0 4 Scale =1:9.5 34 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.D0 TC 0.12 Verl(LL) 0.00 6 999 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 0.07 Vert(TL) 0.00 6 999 240 BCLL 0.0 Rep Stress Inv YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 25 Ib 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 purlins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 8=186/0-3-8, 5=192/MeWanical FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. NOTES - 1) Unbalanced floor live bads have been considered for this design 2) Refer to girder(s) for truss to truss connections. 3) "Semi-rigid pilchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 1D-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 AWARNING - Volly design paremelsrs and READ NOTES ON TFOS AND INCLUDED WTEK REFERENCE PAGE 111,01.7477 rev. /0,113,7015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an indwidual bu0dntp component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property mcorporate this design into the overall buildup design. 9rscing Indicated is to prevent buckling of individual Wes web and/or chord members only. Additional temporary and permanent bracing a always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delnery, erection and bracing of trusses and truss systems. ase ANSVrP111 Quality CAterla, OSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information av'aWble from Tress Plate Instrae. 218 N Lee Street. Suee 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type 6.3.8 180 Ply Park SgBebnng 11.2410.8 3M the signature must be verified on 10ty 711690747 PS241MLIT38 F10 ROOF TRUSS 2.0-0 t t DEFL. mro+lonca Lumber. eunow, rL 0" 12 a] 2 1---R- Nl0 ml lOFIn-u—Ca. IIID WW,IIIIN IL lilt Nl/.ape1 ID rFh1wM3Wq?GilrcOMMIZDxyq_6K-4ECOVNWri4zsmmNJ6vtoCOC?yPbglWFRPIMXVUyuCJc Scale a 1 17.5 14 II 1x3 II 34 = 3 4 5 0 10 9 8 7 180 1 6.3.8 180 the signature must be verified on any electronic copies LOADING (psf) SPACING- 2.0-0 CSI. a truss system. Before use, the building designer must verify the applicability of design paramet DEFL. 1n (loc) Well Vd PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC O.i a Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0 O5 Vert(TL) Na n/a 999 BCLL 0.0 Rep Stress Ina YES WS 0.5 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) I Weight: 52 Ib FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 9-3.8 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing, Except: 6-0.0 oc bracing: 9.10. REACTIONS. All bearings 9.3-8 lb) - Max Grev All reactions 250 Ib or less at joint(s) 12, 7, S. 11,1 10 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except whgn shown NOTES - 1) All plates are 3x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) "Semirigid phchbreaks including heels" Member end f0tity model was used 1n the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING • VarNy deslpn parameters and READ NOTES ON TNS AND INCLUDED MITEN Design valid for use only with Mnekm connectors This design Is based only upon parameters s REFERENCE PAGE M 1.7473 ran, 1803/7018 BEFORE USE. n, and u for en individual budding component, not a truss system. Before use, the building designer must verify the applicability of design paramet and properly Incorporate this design into the overall isbuildingdesign. Bra" indicated Is to prevent buckling of utdrvidual lass web andf ch:d me ben only Additional temporary and permanent bracing is always repaired for paDWly and to provem Wlepas with possible panoral injury and proP mage For parent guidance repartlalp themag fabrication, storage, delivery, erection and bracing of trusses and truss systems, ass Quality Criteria, OSS -89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Inslaula. 218 N. Lee Street. Suite 312. Alexandnb. VA 22314. Tampa, FL 36610 F11 Lumber, Be W- Iuty I PIyI Park 54GONM 11.24148 38TH 1 1 Job Reference (optional) 7 640 a Apr 19 2016 MiTek Inclustnei ID rFf wM3Wq7GdreOMh4ZDxyq_6K-ZRAn7iXHTl T116907481 - Scale a 1:11.1 2 1x3 II 3 1x3 II 4 UCd II 5 3x3 II 10 9 B 7 6 3x3 = 1x3 II 14 II 1x3 II 313 = 180 1"7-8 2.2.8 2.9.8 2-10.0 42.0 S." LOADING (psf) SPACING- 2-0.0 CSI.DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 0.08 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 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight 28 Ib FT - 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5.8-0 oc purlins, except BOT CHORD 2x4 SP No 2(flet) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.40 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 5.8.0. lb) - 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) "Semirigid pAchbreaks 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 - Verily design parameters and READ NOTES ON TNIS AND INCLUDED M/TEK REFERENCE PAGE NIO.7473 rev. 1103/2016 BEFORE USE. Design valid for use only with MIT09 connectors This design is based only upon parameters shown, and is for an xudmdual budding component• not a truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall bullerng design. Bracing indicated is to prevent building of indmilual truss web and/or chord members onty Additional temporary and permanent bracing rs atways requited 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 lasses and truss systems, we ANSVrPI1 Quality criteria. DS049 and SCSI Building component 6904 Parke East BNd. Safety IMormation available from Truss Plate Institute, 218 N. Lee street. Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park S41Ssbring 11.2410•B 38TH T 116807481PS24+0B.L1T38 FTI SPECIAL 1 q all mxi•nwge wmwr, wnvw, r. . v ..V..o cv.v,.,,o,.,.wva.,m., o,r ID:rifrhvM3Wq?GdreoMh4ZDxyq_6K•vOzgAQbOlwl UhrSS9 CRHSuvgOr913JrtzpsjByuCJV 2-7-10 S+•B 7.8.4 743-0 72.32 14.3.4 18.3$ 79.38 2410.4 2350 257414 TB9-9 i 2-7•+0 F 2•S74 12 I z8u F 2.02 j T•O2 I 2.42 2b2 I 2812 I 2812 I 2•st4 2-7-t0 1 Settle = 1:49 7 40 = 1x4 II 4x+0 = 1x4 II 8x12 = 114 II 5x12 = 10 II 4x8 = 1x4 II 4x10 = 1x4 II 7x9 = 1 2 3 4 5 9 27 7 26 296 9 10 30 11 12 13 26 31 2532 24 33 23 34 22 35 I1 36 20 37 19 39 19 39 2x4 II 4x9 = 2x4 II 9x10 = 7x12 = 012 = 20 II 6x10 = 7x8 = THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 17 40 18 41 15 42 14 4x9 = 2x4 II ex10 = 4x4 II LOADING (psf) SPACING- 2.0-0 CSI. I DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 086 Vert(LL) -0.37 17-18 >585 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 BC 0.91 Vert(TL) -0.58 17-18 >375 240 BCLL 0 0 ' Rep Stress Ina NO WB 099 Horz(TL) 0.03 14 n/a n/a BCDL 5.0 Code FSC2014ITPI2007 (Matrix -Mf Weight, 475 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.1 TOP CHORD Structural wood sheathing directly applied or 3-6-11 oc purlins, except BOT CHORD 2x6 SP DSS 'Except' end verticals. 118-22:24 SP No.1 BOT CHORD Rigid ceiling directly applied or 4-1D-1 oc bracing. WEBS 2x4 SP No 2'Except* 1-26,324,11.16,9.18,5.22,6-21,7-20,8-19,2-25,4-23,12-15,10. 7: 2x4 SP No.3 REACTIONS. (Ib/size) 26=1533/0-6-12,14=4825/0-6-12,22=12556/0-7-8 Max Uplift26=221(LC 4), 14=615(LC 5), 22=1562(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except wh, n shown. TOP CHORD 1-26=988/+56, 1-2=1696/272, 2-3=1696/272, 3-4=1045/7973, 4-5=1045!7973, 5.6=774/6270, 627774/6270, 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, 1314=4042/523 BOT CHORD 26-31=-381259,25-31-38/259,25-32-808/184,24-32=-80 8184, 24-33=808/184, 23-33=-808/184,23-34=17780/2208,22-34=17780/2208,2 -35=15506/1930, 21-35-15506/1930.21-36-561/4326.20-36=-561/4326 , 2037=561/4326, 19-37=-561/4326, 19.38=1979/15559, 1638=1979/15559,'1639=2024/15948, 17-39=2024/15948,17-40=2161/16992,16-40=.21 16 41=2161/16992, 15-41=2161/16992, 15.42=94/729, 14-42=94/729 I WEBS 324=96/867, 11-16=160/1401, 9.18=198/1687, 5.22=9/1245, 621359/60, 7-20=97/892.8-19-763/110,2-25=-845/131,1-25=251/15, 0.3-25=360/2683, 4-23=-794/125,3-23=-7650/952, 5.23=-1294/10370,12-15- $82/83,10-17-377/67, 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=95217555, 9-195010/634 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. 2x4 - 1 row at 0-9-0 oc, Except member 5.22 2141 - 1 row at 0.7-0 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=15111; 8=45ft; L=29ft; eave=4ft; Cat. II;Printed copies of this document are Exp B, Encl. GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 not considered signed and sealed and 4) Provide adequate drainage to prevent water ponding. the signature must be Verified on 5) This truss has been designed for a 10.0 psf bottom chord live load nonconc Tent with any other five loads. 6) *This truss has been designed for alive load of 20.Opsf on the bottom chor in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will any electronic Copies I'd between the bottom chord and any other members. I 0 WARNING • Verily dWpn parameters end READ NOTES ON TNIS AND INCLUDED 110TEK 1 FERENCE PAGE WPM$ rev. 1640712015 BEFORE USE Design valid for use only with MTeW connectors. This design is boxed only upon puameters s n, and Is for on individual building component, not e truss system. Before use, the building designer must vent' the applicability of design potentate and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual thus web andlor chord members only. Additional temporary and permanard bracing Is always required for stability and to prevent collapse with possible personal mlury and property pamage For general guidance regarding the go febncalion. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality CMods, DSB29 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street, Sure 312. Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory PlyPark SgrSsbnnp 11 .2410.83BTH T1169D749 PS24108•LIT38 FT1 SPECIAL 1 3 Job Reference (optional) urmoer, wnow. M. 7549 a Apr 19 2015 Mrek Industries. Inc Wed Jul 25 12.55.57 2017 Page 2 ID:rFkrwM3Wq?GdreOMh4ZDxyq6K-vOzgAObOlwj9UhrSSS CRHSuvgOr973JrizpsjOyuCJW NOTES - 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 221 Ib uplift at joint 26, 615 Ib uplift at joint 14 and 1562 Ib uplrft 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 28-68 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 Ib down and 71 Ib up at 15-10A, and 610 Ib down and 77 lb up at 22484 on top chord, and 506 Ib down and 64 Ib up at 5.14, 630 Ib down and 80 Ib up of 1-1-0, 740 Ib down and 94 Ib up of 3.1-0, 650 Ib down and 82 Ib up of 6-10-0,6501b down and 82 Ib up at 8.10-0, 591 Ib down and 75 Ib up at 10.10-0, 591 Ib down and 75 Ib up at 12-10-0, 740 Ib down and 94 Ib up at 14-10-0, 7401b down and 94 Ib up at 16-10-0.740 Ib down and 94 Ib up at 18-10-0, 740 Ib down and 94 Ib up at 20.10-0, 740 Ib down and 94 Ib up at 22-10.0, and 740 Ib down and 94 Ib up at 24-10-0, and 740 Ib down and 94 Ib 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 Inerease=1.00 Uniform Loads (pit) Vert: 1-8-346.8-30-100,13-30=291,14-26=10 Concentrated Loads (lb) Vert: 24=506(8) 17=740(8) 29=564 30=610 31=-630(8) 32-740(B) 33=-650(8) 34-650(B) 35=591(B) 36=591(8) 37=740(8) 38=740(8) 39=740(8) 40=740(8) 41=740(B) 42=740(8) O WARNING . Varity des/gn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11,1/1.7473 rev. 14IM"015 BEFORE USE. Design valid for use only with MrelaOP connectors This design is based only upon parameters shown, and is fix 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 building design Bracing indicated Is to prevent buckling of Individual truss web andror chord members orgy Additional temporary and Permanent bracing Is always required for stability and to prevent collapse with possible personal mlury and property damage For general guidance regarding IM No fabrication, storage, delivery. erection and bracing of trusses and truss systems. a" ANSVTPII Quality CAteAa. D3949 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 3,9 = Ory PlyPark SglSebnnp a-24108 3BTH 5,9 = axe = 5x9 = 1x4 I) 30 = T11690750 PS24108-L1T3B FT2 ROOFTRUSS 4 25 1 wrxrrrorroa wmoar, oanvw, r 2-1 4-7-12 2.12 2.3.0 10•rflnwM3Wg7GifrcOMh4ZDxyq_6KZ;;I2 mb23Ers5rOfOtVR U146En5uSIT0dZPFayuCJ 10.12 at- 2 11.44 13$1z 15- 1 18.0.1 22.3.12 22.5-6 2.3.0 2.30 2.2.8 2.2, 2-30 2.30 2.30 2-4-12 Steak = 1.39 4 30 = 30 = 1x4 II 3,9 = 3x4 = 5,9 = axe = 5x9 = 1x4 I) 30 = 4x10 = 1 2 3 4 25 5 6 7 2e B 9 10 11 9T T 24 23 22 21 20 19 18 17 16 15 14 27 13 29 12 20 11 30 = 3x6 = 20 II 7x9 2.4 II 4x5 = 4x10 II 3x10 = 7x8 = 4x5 = 30 = 8x12 MT18HS 11 THIS IS NOT SYMMETRIC. IENTATION IS ESSENTIAL. LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.7 Vert(LL) -0.08 14 >999 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 0.8 Vert(TL) -0.19 14 >562 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Inv NO WB 0.8 HOrz(TL) -0.02 17 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 (Matrix -M) Weight 255 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied or 3-7-7 oc purlins, except 7-11. 2x4 SP No.2 end verticals. BOT CHORD 2x6 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. 12-19. 2x6 SP No.1 WEBS 2x4 SP No.3'Except* 7-16.8-16.4-20,5.20,1-23,2-22,10.14,11-13,8.14.4-22: 2x4 SP I o.2 REACTIONS. (Ib/size) 24=240/Mechanical, 12=3326/0-3-8, 17=8078/0-4 0 (req. 0-4-12) Max Uplfi24=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) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-463/323,1-2-929f722.2-3=-1383/1352,3-4-1383/13 2,4-25=1120/2257, 5-25=-1120/2257,5-6-94412419,6-7=727/5411,7-26-314 768,8-26-314/1768, 8-9=8273/1214,9.10=8273/1214,10-11=-6417/915,11-12780/403 BOT CHORD 22-23=722/929,21-22-1942/1452,20-21-194211452,19-2f=2419/944, 18-19=-4318/582, 17-18=4318/582, 16-17=5411/727, 15-16 1130/6608, 14-15=1130/6608,14-27=91516417.13-27-915/6417,13-2 -59/414,12-28=591414 WEBS 7-17=5694/676, 5.19=-897/130, 6-18=567/80, 2-23=375/31` , 10.13=910/164, B-15=-642/4231, 6-19-285/2219,6-17=1191/330,7-16-733/6422.8-16-9640/i465. 4-20=1140/159, 5-20=-112/849, 1-23=741/937, 2-22=-684/4 3, 10-14=382/2119, 11.13=930/6525, B-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 D-7-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0.2-0 oc. Webs connected as follows: 20 - f row at 0.7-0 oc, Except member 5.19 2 - 1 row at 0-9-0 oc, member 6.18 2x4 - 1 row a10-9-0 oc, member 23.2 2x4 -1 row at 0.9-0oc, member 3.22 2x4 -1 row at 0.9-0 oc, ember 4-21 2x4 - 1 row at D-9-0 oc, member ID -1320-1 row at 0-9-0 oc, member 9-14 2x4 - 1 raw at 0-9-0 oc, member 8.15 2x4 - 1 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 20 - 1 row at 0.9-0 oc, rInember 4-20 2x4 - 1 row at D-9-0 oc, member 2D•5 2x4 - 1 row at 0-9-0 oc, member 1-23 2x4 -1 row at 0.9-0 oc, member 2-22 20 - 1row 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 224 2x4 - 1 row at 0-9-0 OC 2) All loads are considered equally applied to all plies, except If noted as front (1) 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), nless otherwise Indicated. Printed Copies of this document are 3) Wind: ASCE 7-10; Vu11=140mph (3 -second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 8=45ft; L-24ft, eave=4ft; Cat. It: t considered signed and sealed andExpB; Encl., GCpi noCOnSereS918; MWFRS (directional); Lumber DOL=1.60 plate grip DOL -1.60 4) Provide adequate drainage to prevent water ponding. the Signature must be Verified On 5) All plates are MT20 plates unless otherwise indicated any electronic copies 6) The Fabrication Tolerance at joint 7 - 12%, joint 8 = 8%, )olnt 16 = 12% 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live loads. QWARNING - VarBy doVori panornotera and READ NOTES ON TIOS AND INCLUDEDWTEKFERENCE PAGE 4111.7473 rev. 1493,7015 BEFORE USE. Design valid for use only with MOTek® connectors. This design is based oily upon paromelers s n, and is ler an individual budding component, not a Was system Belo use, the buildup designer must verily Ohs applrcabWry of design paramaterp and properly rrCorporele this design into the overall Dubding design Bracing indicated is to prevent buckling of individual truss web orrdror chord me bars only. Additional temporary and permanent bratep is always required for Moodily and to prevent collapse with possible personal injury and property mage. For general guidance regarding 141 is fabrication, storage, delivery, erectan and bracing of llVsaea and truss systems, $ea AN It Quality CAterk, DS049 and SCSI Building Component 6904 Parke Eaal BIW Safely Information available from Tens Plate Insldute. 218 N. Lee SOW. Suite 312, Alexandrrs, VA 27114. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SgMobnng 9.24148 38TH 711690750 PS24108•LIr4B FT2 ROOF TRUSS 1 21 moo-rl0rros Lumber, wnW. VL. 7540 a Apr le zulb mllek Industries, im; wed Ju126 12'55 5a 2017 Page 2 ID:rFtnwM3Wq7GdreOMh4ZDIryq_6K-NaX2Nmb23Ers5rOf01VR U?46En5uSITOdZPFayuCJV NOTES - 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 f4 between the bottom chord and any other members. 9) WARNING: Required bearing size at joint(s) 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 bearing plate capable of withstanding 344 Ib uplift at joint 24, 912 Ib uplift at joint 12 and 850 Ib uplift at joint 17. 13) "Semi-rigid pilchbreaks 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 Ib down and 819 Ib up at 15-9-4,11381b down and 157 Ib up at 17-9-4.1138 lb down and 157 Ib up at 199-4, and 1138 Ib down and 157 Ib up at 2D-11-0, and 2592 Ib down and 442 Ib 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= i.00, Plate In cease=1.00 Uniform Loads (plf) Vert: 1-11=100, 12-24=10 Concentrated Loads (lb) Vert- 14=1138 15= 4893(8) 16=870(B) 27=1138 28=1138 D WARNING •Verify only with Wake, cos and READ NOTES is THIS AND INCLUDED aUers REFERENCE PAGE Mivdual rev. building con 100=015 BEFORE USE. Destpn vale for ws ony wen MRek®wnneUora This tlempn is based only upon parameters shown, and a Mr an individual Iw90nnp component, not a Lusa system Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall buitBng design Bracing indicated is to prevent buWhg 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 IsDrralion, storage, delivery, erection and bracing of trusses and truss systems, we ANSVTPII Quality Gittens, DSB49 and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Sir". Suite 312. Aexantlna. VA 22314. Tamps, FL 36610 Job Truss Truss Type Ory Ply Park Sq/Sebnng 11.24148 38TH TCLL 400 Plate Gnp DOL 1.00 TC 0.99 Vert(LL) -0.13 19 >999 360 711690751IPS24108-LIT38 FT3 SPECIAL 1 Maiaraa Lumber, canon, VL 1.1412 k 3.7.12 1.10-12 1.9.0 1MN W1 w 1, I D• rFfnwM3Wg?GdreOMh4ZDxyq_6K-NaX2Nmb23Ers5r OfOtVR_U?7 dEnHuUaTOdZPFayuCJV 14.12 I 7.1.12 610-12 I 10-7-12 F 12.4. 072 i 14-1-12 F 151412 17•&8 7.9.0 1.9.0 I 7.9.0 1.9-0 1.9. 1.1x72 Scale - I "A 10 II 3x10 j 1x4 II 5x12 = 1x4 II 4x10 = 1x4 11 3x4 = 4 5 ?A 9 25 7 a 9 26 10 11 i251 21 20 1927 16 20 17 29 19 1.2' 15 31 14 13 32 Iii 22 12 4x4 II 4x10 = 2x4 II Us = 7x6 8x12 = 2x4 II 30 4x10 = 2x4 II 4x10 = 2x4 II THIS ]RUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. LOADING (psf) SPACING- 2-0-0 CSI. DEFL. 1n (loc) Vdefl Ud PLATES GRIP TCLL 400 Plate Gnp DOL 1.00 TC 0.99 Vert(LL) -0.13 19 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 SC 0. 3 Vert(TL) -0.23 18-19 >636 240 BCLL 0.0 ' Rep Stress Ina NO WB 0. 4 Horz(TL) 0.03 15 n/a n/a BCDL 5.0 Code FBC2014f rP12007 Malnx-ff Weight 202 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No. 1D'Except' TOP CHORD Structural wood sheathing directly applied or 3-10-6 oc puffins, except 1-7: 20 SP No.2 end verticals. BOT CHORD 2x6 SP No.1 BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. 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 I o.2 REACTIONS. (Ib/size) 22=2349/0-6-12,12-110/0-6-0,15-5955/D-6-0 Max Uplin 22-280(LC 4), 12-572(LC 12), 15=-655(LC 5) Max Grav 22=3154(LC 2), 12=45(LC 13), 15=8405(LC 2) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=26981250,1-2=-461 VN2, 2.23=4611/382, 3-23=4611/382, 3-4=-8070/673, 4-5-80701673,5-24-38041310,6-24=3804/310.6-25-38 310, 7-25=3804/310, 7-8=586/7034, 8-9=586/7034, 9-26=-8511193,10-26=-85/1193. 10-11=85/1193, 11-12=14/554 BOT CHORD 21-22=29/304, 2121=-648!7744, 19.20=648/7744, 19-27= 604!7230, 16-27=604/7230, 18-28=-604!7230, 17-28=604/7230, 17-29=1428/117, 16-2 1428/117, 16-30=1428/117, 15-30=1428/117, 15-31=3866/325, 14-3r 3866/325, 13-14=-3866/325 WEBS 2-21=539/103, 3-20-17/1043,4-i9=519/97,5-18=-10/936 6.17-566/98, 7-16=318/133,8-15=931/142, 9-14=-358/323, 10.13=-662 15, 1-21=402/4910, 3-21-3573/303,11-13-1332/99,9-13-27613047, 9.15=3113/311, 3.19=-35/372, 5-19=781958,7-15=63921536,5-17-3906/335,7-17=-4086 964 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 D-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at D-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, Vun=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B-4511; L=24ft, eave=4ft; Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate gr p DOL -1.60 4) Provide adequate drainage to prevent water ponding. 5) n/a Printed copies of this document are not considered signed and sealed and Continued on page 2 the signature must be verified on any electronic copies 0 WARNING • Varlly design parameters and READ NOTES ON TNS AND INCLUDED WTEK PREFERENCE PAGE M11-7173 rw. /0,03,7015 BEFORE USE. Design valid for use only with Mnelt®connsgort. This design is Waetl only upon paramefen a truss system. Before use, the building designer must verity the applicability or deagn penmef w, , snit w for an individual budding component, not nand properly incorporate this design Into the overall Nobuilding,design Bracing aMkated is to prevent bucldatg of Individual truss web and/or chord m bars" Additional temporary and permanent bracing r8atWayi requxa0 for ilaWity arM to prevent cdlepas with poastWe personal iryury antl grope damsps. For general guidanu repaNiiq the tebncatwn, storage, delivery, erection and bracing of trusses and truss systems, ass ANSVTPII Quality Criteria. DSO -59 and BCSI Building Component 6904 Parke East Blvd. Safety IntomuOon available from Truss Plate Institute. 216 N. Lee street. Suite 312. AlexaMr a. VA 22314. Tampa, FL 36610 Job Truss Truss TypeQty Ply Park Sq/Sebnng 11.241" 38TH 711680751 PS24108-L1T3B FTS SPECIAL 1 m—r—. wmwc, wn.w, rs. r WV s Aiv zuro Mer en mous mes, me wso,ar 26 1z.55.be 2017 Psge2 ID:rFfnwM3Wq?GdreQWit Dxyq_6K- NaX2a Nmb23Ers5rOfOtVR U?1dEnHuUaTOdZPFayuCJV NOTES - 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 280 Ib uplift at joint 22, 572 Ib uplift at joint 12 and 655 Ib uplift at joint 15. 9) Girder carries tie-in span(s)- 7-0-0 from D -M to 17-9-8; 7-0.0 from 0-0-0 to 17-9.8, 7-0-0 from D-0-0 to 17-9-8 10) "Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 888 Ib down at 1-8$, 888 Ib down at 3-0-8, 888 Ib down at 5-8.8, 888 lb down at 7-8-8.888 Ib down at 9-8-8, 888 Ib down at 11-8-8, 888 Ib down at 13.0-0, and 888 Ib down at 14-3-8, and 182 Ib down at 16.3-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-11=347, 12-22=10 Concentrated Loads (lb) Vert: 22=15 21-235(8) 20=235(8) 14=235(8) 27=235(B) 28=235(8) 29=235(B) 30=235(8) 31=235(B) 32=42(B) rr.d 0 WARNING - Vwffy dasrgn parameters and READ NOTES ON TNS AND INCLUDED A9TEK REFERENCE PAGE M0.7473 rev. 1M"015 BEFORE USE. Design valid for use onty with MRekO connectors. This design is based only upon parameters shown, and is for an mdrvidual 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 bucidng of irMmdual truss web and/or chard members only Additional temporary and permanent bracing isakvsys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrr, ion. storage, delivery. erection and bracing of trusses and truss systems, we ANSIRPII Quality Criteria, DSO -89 and BCSI Building Component 6904 Perks E031 Blvd. Safety Irdbnlgdbn available from Truss plane Institute. 218 N. Lee Strait. Suke 31Z AlexandN, VA 22314 Tampa, it 36610 Job Truss Truss Type Oty Ply Part Swsebring 11-24108 38TH Vde11 Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 711890752 PS24108-LIT38 FTI SPECIAL 1 Job R Mid•FI51109 Lumber. Bartow, FL 1.640 S Aprla 2016 MROK IneuAneS, blC wee Jul Z5 1 Z 55 59 Z017 Pagel ID:rfhlwM3Wq'/GdreOMh4ZDxyq_6Krn5Ob6cggX_M7 raaOgXIYLIeGjd4lcEHlyolyuCJU 310.4 I 8-64 I 108.8 I 3104 2.10-0 310.4 Scale - 1 lee 1 04 = 2.4 II a axe = 7 40 = 40 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vde11 Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) 0.01 5.6 999 360 MT20 244/190 TCDL 100 Lumber DOL 100 BC 0.31 Vert(TL) 0.01 5-6 999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.32 Horz(rL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matra) Weight: 1431b FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 64)-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. All bearings 10.6-8. lb) - Max Uplift All uplift 100 lb or less at loint(s) except 8=143(LC 4), 5=203(LC 5), 7=325(LC 4), 6=587(LC 5) Max Grav All reactions 250 Ib or less at joint(s) except 8=994(LC 1), 5=1407(LC 1), 5=1407(LC 1), 7=2227(LC 1), 6=4067(LC 1) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=963/150, 4-5=-404/70 WEBS 1-7=283/43, 2-7=1947/309, 3-7=392/60, 3.6=2783/428 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, 2x6 - 2 rows staggered at 0-8-0 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 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; 8=45ft; L=2411; 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.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 143 Ib uplift at joint 8, 203 Ib uplift at joint 5, 325 Ib uplift at joint 7 and 587 lb uplift at joint 6. 8) Girder carries tie-in span(s). 28-8-0 from 6-8-0 to 10-6.8 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2141 Ib down and 309 Ib up at 6-8-4, 453 Ib down and 65 Ib up at 0-1-12, and 453 Ib down and 65 lb up at 4-4-4, and 453 Ib down and 65 Ib up at 2.44 on top chord and 737 Ib down and 107 Ib up at 6-4-3, and 737 Ib down and 107 Ib up at 8-4-3, and 737 lb down and 107 Ib up at 10-4-12 on bottom chord. The designiselection 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=314, 3-4=224, 5-8-10 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WWII rev. 1410=015 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 verily the apphubl6ly of design parameters and popery incorporale this design into the overall building design Bra=V IndKaled Is 10 prevent buckling of individual truss web andfor diord members only. Additional temporary and permanent brming is always required for stability and to prevent w0apse with possible personal myrry and property damage For general guidance regarding the Is fabncatlon, storage, delivery, erection and breang of trusses and truss systems, we ANSVTPM Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd. Salary Information available from Truss Plate Institute. 218 N Lee Street, Suite 312. Alexandria. VA 22314 Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq bnng II.2410.8 38TH 1 711690752 PS24108•LIT38 Re SPECIAL 1 21 MIG-r.0"IMM Wmeer, Wallow. rL LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 1=453(F) 5=737(8) 3=2141 9=453(F) 11=-453(F) 13=-737(8) 14=737(8) 7.610 s Apr 19 2015 MITek Industries. Inc. Wed Jul 25 12.55:59 2017 Pepe 2 ID rFfrwM3Wq>GdreOMMZDuyq_6K-rn50b6cgpX_u7i_reaOgXiYLieG)tl410EHlyolyuCJU r a.r QWARN/NO • VerNo d.Wg. with peramelMa and READ NOTES is bass AND INCLUDED Ielers REFERENCE GAGE MI-7473al red, i g cont 15 BEFORE USE. Design wild for use only wph MlTeto®conrlticton. This tlsatpn u wsstl only upon peremsten shown, entl u for an individual but101np component, not a truss system Before use, the budding designer must venry the applicability of design parameters and properly mrorporele this design Imo the overall building design. Bracing indicated is to prevent bucgmg of Individual trust web and/or Nord members only. Additional temporary and permanent bracing Is ehrsys 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, we ANSVTPIt Quality Criteria, DSO -69 and SCSI Building Component 694 Parke East Blvd. Safety Information available from Truss Plate Institute. 21a N Lee SUW. Surae 312. Alexandria, VA 22311. Tampa FL 36610 Job Truss Truss Type Oty PlyPark SgrSebnng 11.2410•B 38TH Plate Grip DOL 1.00 TCDL 10.0 T11690753 PS24108-L1T3B FTS SPECIAL NO Md•Florda Lumber, Bartow, FL r coca s npr ra colo mirex mousrnes. rrK weo dor m rc.aa.oa coir rage r ID:rFfnwM3Wq7GilrcOMh4ZDxyq_6K{r15Ob6oggXy? raaOgXiYOFeHDd2crEHlyotyuCJU I 240.0 + 4.0.0 2.0.0 2-0-0 3x4 = 2 1x4 11 3 3x4 = Scale = 19.5 20 II 20 II LOADING (stet) SPACING- 2.0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1 DO BCLL 0.0 ' Rep Stress Inv NO BCDL 50 Code FBC20141TPI2007 0 2.0.0 1.11.8 e CSI. DEFL. in (loc) Vdefl Ud TC 0.11 Vert(LL) 0.01 5 >999 360 BC 0.21 Vert(TL) 0.01 5 >999 240 WB 0.41 Horz(TL) 0.00 4 n/a n/a Matrix -M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 6=1055/D-3-8,4=105510-3-8 Max UplifI6-122(LC 4), 4-122(LC 4) Max Grav 6=1084(LC 2), 4=1084(LC 2) FORCES. (Ib) - 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 10d (0.131'x3) nails as follows: PLATES GRIP MT20 244/190 Weight: 46 lb FT = 20% Structural wood sheathing directly applied or 4.0.0 oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing Top chords connected as follows: 20 - 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 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 0psf, h=15ft; B=45ft; L=24ft; eave=4ft, Cat II, Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL -11.60 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 Ib uplift at joint 6 and 122 Ib uplift at joint 4. 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 loads) 1834 Ib down and 189 Ib 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 (pm Vert: 1-3=100, 4-6=10 Concentrated Loads (lb) Vert: 5=1701(8) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING . Verily dealgn parameters and READ NOTES ON TSOS AND INCLUDED WTEK REFERENCE PAGE NO -7473 rev. 14IMS7015 BEFORE USE. Design valid for use Only With M176109 c0me00rs This design is based only upon parameters sMwn, and is for an i dnvmEual 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 truss web and/or chord members only Additional temporary and permanem bracing is akvays required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the is fabrication, storage, delivery. erection and bracing of trusses and truss systems, ass ANSVTPII Quality Criteria, DS849 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 219 N Lee Sir". Suds 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory Ply Park SgMobnng II.2410-B 3BTH TC 0.12 Vert(LL) -0.01 5 >999 360 MT20 244/190 711690754 PS2410B-L1T38 FTS SPECIAL 1 21 Reference locitionall W.—i. wnow. 1L. 7 ado s Apt 19 2016 mri ek Industries, WK. Wed Jul 28 12.56.00 2017 Page 1 ID:rffrnvM3Wg7GdreOMh4ZDxyt_6K-KzfooRdiar6aL9Z171Xv3v4bi2dsMTrITx2WICTyuCJT I 1.11.2 I 3-10.1 I 1.11.2 1.11.2 30 = 2 10 11 3 30 2x4 II I 1.11-z I 3-10-4 I Scale = 1:9.5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Vert(LL) -0.01 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 BC 0.25 Vert(TL) -002 5 >999 240 BCLL 00 ' Rep Stress Inor NO WB 0.47 Holz(TL) -0 00 4 n/a n/a BCDL 5.0 Code FBC2014frP12007 Matrix -M) Weight: 44 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-4 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. (Ib/size) 6=1302/0-3-8.4=1302/Mechanical Max Uplift 6=-195(LC 4), 4=195(LC 4) FORCES. (Ib) - Max. Comp./Max Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-6-1062/164,1-2=1745/262,2-3=1745/262, 34=1062/164 WEBS 1.5=297/1982, 3-5=297/1982 NOTES - 1) 2 -ply truss to be connected together with 1 O (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 0.4-0 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; Vul1=140mph (3 -second gust) Vasd=tOBmph: TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=oft; Cat. It: Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) 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) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 195 Ib uplift at joint 6 and 195 Ib uplift at joint 4 9) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2212 Ib down and 337 Ib up at 2-0.0 on bottom chord The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead i Roof Live (balanced), Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3-100, 4-6=10 Concentrated Loads (Ib) Vert: 5=2212(8) WARNING - Verify daelgn parameters and READ NOTES ON Ties AND INCLUDED 110TEK REFERENCE PAGE M9 -M3 rev. IOW/2015 BEFORE USE. Design valid for use only with MReitla Connectors. This design is based only upon parameter shown, and is for on individual budding component. not a truss system. Before use. the Wilding designer must vent' the applicability of design parameters and property incorporate Iles design into the overall Wilding design. Bracing Indicated is to prevent buckling of Individual truss web angor 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 fabricetron, storage, delivery, erection and bracing of trusses and truss systems, we ANSVTPH Quality Cnterla, DSB-69 and BCSI Building Component Safety Information available from Thus Plate Institute. 219 N Lee Street, Suite 312, Maxendna, VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies IsParks, ast Blvd. Tamps, FL 36610 Job Truss Truss Type Oy Ply Park Sg3ebnng 11-2410.8 38TH PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 711690755 PS24108-L1T3B MROOF TRUSS 1 BC 002 Md-Flonds Lumber, Bartow. FL. 2x4 II 1.9.0 7.640 a Apr 19 2016 MITek industries, mc. wee JN 20 12 ""v 2017 Page 1 ID.rFh1wM3Wq?GdreOMh4ZDxy1L6K-KzfooRdlar6eL9Z17IXv3v4 Wb2gRMaC1Tx2WKTyuCJT 2 2x4 II 2x4 11 Scale =1:9.7 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. In floc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.39 Vert(LL) 0.00 4 >999 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 002 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 FBC2014lrP12007 Matrix -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 direly applied or 1040-0 oc bracing. REACTIONS. (Ib/size) 4=1460/Mechanical, 3=788/Mechanical Max Upl'Ift4=211(LC 4), 3=114(LC 4) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=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`x3") 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; Vuh=140mph (3 -second gust) Vasd=108mph, TCDL=4.2pst; BCDL=3 Ops1: h-15ft; B=4511, L=24ft; eave=4R; 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 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) o1 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 load(s) 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 Undone Loads (plf) Vert, 1-2-67, 3-4=7 Concentrated Loads (lb) Vert: 5=2141 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verify dasign pararmgrs and READ NOTES ON T#6S AND INCLUDED aBTEK REFERENCE PAGE MO.7473 ray. 1093,7015 BEFORE USE. Design valid for use any wen WOW connectors This design is based only upon parameters shown, and is for an vidmdual building component, not a truss system Before use, the building designer must vent' the applrubmty of design parameters and property incorporate this design Into the ovmaa building design. Ora" 9orrJted is to prevent buckling of indwrdwl truss woo andior chord members only. Atlddrorlal temporary and permanent bracing is always required for slabaay and to provers witspse with possible personal injury and property damage. For general guidance regarding the fabrication, storage. delivery• erection and bracing of lasses and truss systems, ase ANSVrPI1 Oualhy Criteria, DS049 and SCSI Building Component 604 Parke East BNd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312, Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type 15A0b4-0 0 1 I 5.40 Plate Offsets (X.Y)- 11:0-0-0.081. 12:0-5.4.0.2-01. 14 0-5-4.0-2-01,15@0-0-0.D-0-81 10ty JP1y,ParkSg/SebnngIt•2414B3BTH711690758 PS24108-UT38 G1 HIP 1 1 jol m„Twwy i.u,nw. w11— ru. r.MV SAM 1V 2V1e MI I CK mouslnes, Inc. Web JV12e 12.59.01 2917 Pagel ID: rFh1wM3 Wq7Gft'OMh42DxyQ_6Ko9DA7neXL9ERyJSEh?28c7dgdRgbSzzvlbn3svyuCJS 5.40 F 9-4.0 F t 3.8.0 I 18-8-0 1 198-0 5.40 4-4-0 4.4-0 5-0-0 4x8 MT20HS = Ami 17 16 4x9 MT20HS = Scale = 1:33.0 1x4 II 3x4 = 1x4 114x8 3x8 MT20HS = 4XS 5-0.0 I9-4- 0 138-0 1& 6-015A0b4-0 0 1 I 5.40 Plate Offsets (X.Y)- 11:0-0-0.081. 12:0-5.4.0.2-01. 14 0-5-4.0-2-01,15@0-0-0.D-0-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 200 Plate Gnp DOL 1 25 TC 0.50 Vert(LL) -0 09 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(TL) -0.23 7-8 >985 180 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WS 0.29 HOrz(TL) 0.07 5 n/a Na BCDL 100 Code FBC2014/TP12007 (Matrix -M) Weight: 85 Ib FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 100 oc bracing. WEBS 2x4 SP No.3 WEDGE Left: 20 SP No.3, Right: 20 SP No.3 REACTIONS. (Ib/size) 1-1245/D-7-8.5=1308/0-7-8 Max Horz 1=56(LC 6) Max Uplift 1=239(LC 8), 5=275(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2-22591447,2-17=2549/532,17-18-2549/532, 3-18=2549/532, 3.19=-2549/532, 19-20=-2549/532,4-20=2549/532,4-5=-2253/443 BOT CHORD 1-10=333/1948, 10.21=-330/1959, 9.21=330/1959, 8-9=330/1959, 8-22=323/1951, 7-22=323/1951, 5-7=326/1941 WEBS 2-10--0/309,2-8=156/749, 3 -8 -524/204.4 -8= -15817r>4.4 -7=0/3D7 NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuft=140mph (3 -second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exit B; Encl., GCpi=0,18; MWFRS (directional); Lumber DOL -1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 239 Ib uplift at joint 1 and 275 Ib uplift at joint 5. 8) "Semi-rigid pitchbreaks including heels" Member end fait' 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(&) 218 Ib down and 196 Ib up at 5-0-0, 93 Ib down and 73 lb up at 7-0.12, 92 lb down and 73 Ib up at 9.0.12, 92 Ib down and 73 Ib up at 9-74, and 92 Ib down and 73 Ib up at 11-74, and 218 Ib down and 196 Ib up at 13-8-0 on top chord, and 126 Ib down at 5.40, 52 Ib down at 7-0.12, 52 Ib down at 9-0.12, 52 Ib down at 9.7-4, and 52 Ib down at 11-7-4, and 126 Ib down at 13-74 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). Printed copies of this document are LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increases: 1.25 not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Vwrfy daa/gn pensmnws and READ NOTES ON TNS AND INCLUDED MITEK REFERENCE PAGE a011.7473 rev. 10193/20/3 BEFORE USE. Design VOW for use only with MITeh® connectors This design is based only upon parameters shown, and is for an mdlwtlual building component. not Wa3 system Before use, the Duadurp despiser must verify the apOlifJbiety of design parameters and property incorporate this design into the *MOD building design Bracing Indicated is to prevent buckling of individual buss:eb and/or tlrord members only. Additional temporary and permanent brecing Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the is lebnuition, storage. delivery. erection and braang of trusses and truss system, we ANSVTPI1 Quality Criteria. DSBtf and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lae Street. Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Qy PyPark Sq/Sebnng 11.2410.8 3BTH 711690756 PS2410B•L1T38 G1 HIP 1 1 MOFIC"lls Lumber, Barlow, FL 7.540 s Apr 19 2018 MITelt Induanes. Inc Wed Jul 26 12,55,01 2017 Pape 2 ID• rFfnwM3Wq?GdreOMh4ZDxyq_6Ko9DA?nexL9ERyJ8E h?28c7dgdRgb52zvlbn3svyuCJS LOAD CASE(S) Standard Undone Loads (plq Vert: 1-2-60,2-4=-60,4-6—W, 11-14=20 Concentrated Loads (Ib) Vert: 2=171(F) 4=171(F) 10=106(F) 8=83(F) 3=140(F) 7=106(F) 17=-70(F) 19=70(F) 21=-42(F) 22=-42(F) r D WARNING • Varllo Wdpri parameters and READ NOTES is TMSase AND INCLUDED Mters REFERENCE PAGE "o-747j, idualbuil. building component. BEFORE USE. Design valid for use any with MTslaOP connectors This design is based Only upon parameters shown, and u for an Individual Duddmg wmponmL not a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall budding design. Bracing Indicated is to prevent buckling of individual truss web 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, aorapa, delivery, erection and bracing of trusses and truss systems, see ANSVrPH Ouahy Criteria, DSB49 and BCSt Building Component 6904 Parke Fast Blvd. Salary Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory Ply Park SglSebring 11.2410-8 38TH BRACING - TOP CHORD 2x4 SP No.2 711680757 PS24108-LIT38 H7 COMMON 1 2 MKr-FlOnda Lumber, Bandy, FL 7 540 t Apr 19 2016 MTek In ties. Inc. Wed'Jul 26 12'56'02 2017 Page 1 ID rFfrrwM3WgoGdreOMh4ZDxyc_6K-GMnZD7eWSMIaTOFlaNSK9pZrCBPIU2xFXdOLyuCJR 5.2.0 f 104-0 I 52-0 5-2.0 04 = Scale a 1:19 9 d LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 125 TCDL 10.0 Lumber DOL 1.25 BCLL 00 ' Rep Stress Incr NO BCDL 10.0 Code FBC20141TP12007 CSI. TC 0.61 BC 0.58 WB 0.78 Matrix -M) DEFL. in (loc) Udefl Ud VeM(LL) -0.07 4-6 >999 240 Vert(TL) -0.16 4-6 >767 180 Horz(TL) 0.03 3 We We PLATES GRIP MT20 244/190 Weight: 90 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-2 oc purlins. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/sae) 1=4278/0-3.8, 3=4286/0.3-8 Max Holz 1=50(LC 6) Max Uplift 1=1028(LC 8), 3=972(LC 8) 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=1017/4559,4-11-1017/4559. 3-11=1017/4559 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: 20 - 1 row at 0-941 Dc Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-6-0 oc. Webs connected as follows. 2x4 - 1 row at 0.9.0 oc. 2) All loads are considered equally applied to all plies, except 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; Vull=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Ops1; 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 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 fl between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beading plate capable of withstanding 1028 Ib uplift at joint 1 and 972 111 uplift at joint 3. 8) "Semi-rigid pilehbreaks 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 Ib down and 292 Ib up at 0-10-12,1126 lb down and 293 Ib up at 1-3-4, 1126 Ib down and 293 Ib up at 3-3-4, 1126111 down and 293 Ib up at 5.3.4, and 1126 lb down and 212111 up at 7-3-4, and 2105 Ib down and 505 Ib 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 -11.25 Uniform Loads (plf) Vert: 1-2=60, 2-3=-W, 1-3=20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING - VerBy design parameters and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE 08/17473 raw. 1019=015 BEFORE USE. Design valid for use only wish MTek* connectors. This design is based only upon parameters shown, and Is dor an uWrvidual budding component, not a truss system Before use, the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual buss web and/er chord members orgy Additional 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 No fabrication, storage. delivery, erection and bracing of tenses and truss systems, me ANSVTPH Quality Criteria, OS049 and SCSI Building component 69W Parks East Blvd. Safety Information available from Trust Plate Inetitute. 218 N Lee Street. Suite 317, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Ory Ply Park SglSebmlp IF2110-B 38TH 711690757 PS2110bL1T3B H1 COMMON 1 Mrd -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=1126(8) 6-1127(B) 8-2105(B) 9=1126(B) 10=1126(B) 11=1126(B) 7.610 t Apr 19 2015 MTek In0Y31ne3, InC Wee JYI 26 12'56'02 2017 Page Z ID: rFhnwM3Wg7GdreOMh4ZDxyq_6K-GMnZD7eZ6SMIsTjOFjaNBK9pZrC BpIU2xFXdOLyuCJR Q WARNING - Verlry dasign parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MR7472 rev. 1003/2013 BEFORE USE. Design veld for use only with MRekm connectors This design is based only upon parameters shown, and is for an individual building componem, not a truss system. Before use. the buetlulg designer must verify the applicability of design parameters and properly rncorporete this design m1o, the oveta9 budding design Bracing -indicated is to prevent buckling of Individual tons web andfor chord members only Additional temporary and permanent bracing rs always required for stability and to prevent collapse wen possible personal Injury and property damage. For general guidance regarding the fabrication, storage, defwery, erection and bracing of trusses and truss systems. see ANSVTPH Quality Criteria, DS949 and BCSI Building Component 6901 Parke East Bled Safety Intorlrroeon available from Truss Plate Institute. 21a N. Lee Street, Suoe 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type lw-0 3x4 = 5.80 Ply Park Sgl5ebnng e-24f0•B 38TH SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP 10ty 7t 7890758 PS241MLIT38 M2 HIP 1 1 Mq-1,101100, Lumber. aanow• FL. 7 640 It Apr 19 2018 MRek Industries. Inc. Wed Jul 28 12 56.03 2017 Pape 1 ID:rFfrlwM3Wq7GdreOMh4ZDxyq_6K-kYKxOTIBtmU9CcicpO5dhYi3rFd5Yw C9vGAxoyuCJO 5-" 104.0 1-0-0 saa d2 s"la-0 ata Scale - 120 e 4x4 = 30 50,-0 6.0-0 5 4-0 2 2 0,.2-0 lw-0 3x4 = 5.80 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 6.9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Vert(TL) -0.04 6.9 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.13 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -M) Weight: 40 Ib 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 2x4 SP No.3 REACTIONS. (Ib/size) 2=622/0-3-8,4=622/D-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 3-6/333 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 Opst; h=2511; B=45ft; L=24ft; eave=off, 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 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 161 Ib uplift at joint 2 and 161 Ib uplift at joint 4. 6) "Semi-rigid pnchbreaks 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 Ib down and 225 Ib up at 5.2.0 on top chord, and 51 lb down at 5.0-0, and 36 Ib down at 5-2-0, and 51 Ib down at 5-4-0 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-3=60, 3-5=40,7-10=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 r QWARNING • Verify deafen rlararlNr4la nec READ NOTES is ase AND INCLUDED Ieters REFERENCE PAGE WF7413 rev. building component. BEFORE USE. Design glntl for use only wait MRekdP connectors. This design is based oily upon parameters anown, and b ler an individual Duitdnnp COmr10ne1r1, not MEN a truss system. Before use. me buildup designer must verty the appinubrbty, of design parameters and property incorporate this design into the overall Duddtng design. Bracing indicated Is to prevent Duckling of Individual truss web andlor chord members only Addaronal temporary and permanent bracing rs allays required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the tabrk:abon, storage. delivery, erection and braong of trusses and truss systems, see ANSVTPI1 Quality Criteria. DS849 and BCSI Building Component 6904 Parks Fast Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Sir". Surae 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SglSebnng II.2410.8 313TH TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 711690759 PS24108-L1T38 J5 JACK 3 1 Mro-rioroa Lumoer. Uartow, VL. 7.e40 s Apr to z016 Mnek industnes. Inc wedJui zs 12.56.03 eon Pape t ID: rFb,rwM3Wq?GdreOMh4ZDxyrL6K-kYKxOTfBtmU9CcicpOSdhYi43FfjYxyC9vGAxoyuCJO i -1-0.0 i SO.O I 1ao 5-ao 2x4 = Scale - 1 17.3 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdef1 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 4-7 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -M) Weight, 18 Ib FT is 2D% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0.0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/sae) 3=111/Mechanical, 2=298/0-7-8, 4=46/Mechanical Max Horz 2=90(LC 12) Max Upli t3=-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 (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=1511; B=45ft; L=24ff; eave=411; Cat. II; 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 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 list 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 47 Ib uplift at joint 3 and 60 Ib uplift at joint 2. 6) "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 O WARNING - Verify design parameters and READ NOTES ON TNS AND INCLUDED WTEK REFERENCE PAGE 11110.7M rev. /0,03120/5 BEFORE USE. Design valid for use only with MRek* oenneMs This design is based only upon parameters shown, and is for an individual buildup component, not a truss system Before use, the buildup designer must verily The applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent bucldap of individual truss web and/or Nord membersonly Additional lempormy and permanent brawp alwaysaays required for stability and to prevent collapse with possible personal uyury and property damage. For general guidance regarding the Is fabrication. storage, delivery, creation and bracing of trusses and truss systems, we ANSVTPIt OusUry, Cohorts, DS049 and SCSI Building Component 6901 Parks East Blvd. Safety information available from Truss Pyle Institute, 210 N. Lee Street. Suse 312. Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Ply Park SglSebnng 11.24148 38TH CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP 7118907801PS24108-LIT38 J7 JACK 22 1 all Mid-Flords Lumber, Bartow, FL 7 640 s Apr 19 2016 NI Tek Indusines. Inc Wed Jul 26 12 56.03 2017 Pape 1 ID rFfrlwM3Wq?GdreOMh4ZDxyq_6K-kYKxOTfBImU9CcicpO5dhY17rFcIYxyC9vGA.toyuCJO 7.0.0 i 1.40 7.0.0 Scale =1:22 2 3x4 = Plate Offsets (X.Y)- 12.Edoe.0-0.41 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.16 4-7 >510 180 BCLL 0.0 ' Rep Stress Inv YES WS 0.00 Horz(TL) 0.01 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 purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid telling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/sae) 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=45ft. L=2411; eave=4ft; 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 6-11-4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL -1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ft 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 67 Ib uplift at joint 3 and 72 Ib uplift at joint 2. 6) "Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verify daslgn parameters and READ NOTES ON TNrS AND INCLUDED 49TEK REFERENCE PAGE NIP7473 rev. 10CM15 BEFORE USE. Design vabd for use only with Wilkie connectors This design is based only upon parameters shown, and is for an Individual budding component, not a truss system Before use, the building designer must verity the applicability of design perameters and property incorporate this design into the oven9 building design. Bracing indicated is to prevent bucking of individual truss web sndrbl chord members orgy Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the Is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPI1 Quality Crkerls, DSB-89 and SCSI Building Component 69N Parke East Blvd. Safetyinformallon available from Truss Plate Instrluts• 216 N Les Street, Suite 312. Afexandne, VA 22314. Tamps, FL 3010 Job Truss Truss Type Ory P yPerk SgfSebring 11-2410.8 38TH CSI. DEFL. in (loc) Udell Ud PLATES GRIP 711890781lJobPS24108-LIT38 JTA JACK 4 1 Re M6FWW* Lumber, Barlow. FL 7.640 s Apr 19 2016 Mrrsk Induslnes, Inc Wed Jul 26 12.5604 2017 Pape 1 I D-rFfnwM3 Wq?GdreOMh4ZDxyq_6K-CkuJepgpe4cOpmtpM7csEIF9MtwUHOC LOZOtTEquCJP 6.10.4 30 = 8.10 4i 8-ta4 i Scale - 122 7 Plate Offsets (X.Y)- H:Edae.0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.07 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.46 Vert(TL) -022 3-0 >378 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 Horz(TL) 0.01 1 n/a Na BCDL 100 Code FBC2014/TPI2007 Matrix -M) Weight: 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 4-11-10 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.40 oc bracing REACTIONS. (Ib/size) 1=301/0.3-8, 2=168/Mechanical, 3=74/Mechanical Max Horz 1-94(LC 12) Max Uplift 1=28(LC 12), 2=70(LC 12) Max Grav 1=301(LC 1), 2=168(LC 1), 3=116(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind ASCE 7-10; Vu6=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.Opsf; h=15ft; 8=45ft; L=24f1; eave=4111; Cat Il; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0.1-12 to 3-1-12. Interior(1) 3-1-12 to 6-11-4 zone,C-C for members and forces & MWFRS for reactions shown; Lumber DOL -1 60 plate gnp DOL=1 60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will 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 28 Ib uplift at joint 1 and 70 lb uplift at joint 2. 6) "Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Varity daslpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MX7473 rw. 10/03,2015 BEFORE USE. Design valid for use only with MRekv connectors. This design is based only upon parameters Shawn, and a for an individual budding component, not a truss System Before use, the building designer must verity the applicability of design paramMers and property incorporere this design into the overall is:ding design Bracing Indicted is to prevent buckling of Individual truss web and/or tlardd members only. Additional temporary and permanent bracinglaalive" required for Stability and to prevent collapse with possible personal rrgury and property damage. For general guidance regarding the Is Isbricatron. Storage. delivery, erection and bracing of trusses and truss systems, see ANSVTPII Ousllty Crlterla, DS849 and SCSI Building Component 6904 Parke East Blvd. Safety Infomu0on available it= Truss Plate Inslitule, 218 N. Lee Street, Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job TrussTruss Type oy Ply Park Sq/SSo" n-2410-8 3BTH TC 0.52 Vert(LL) -0.06 3-6 >999 240 MT20 244/190 711690762 P324108l1T39 J7B JACK 3 1 BCLL 0.0 ' Rep Stress Ina YES Mrd-Flonda Lumber. Barlow, FL. 7 640 s Apr 19 2016 MRek Industries, Inc. Wed Jul 25 1756'04 2017 Page 1 ID rFfnwM3M'GdreOMh4ZDxyq_6K-CkuJepgpe4cOpmtpM7csEIFAYfxdHOCLOZ01TEquCJP 7.0.0 30 = Scale: 12'=1' LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.39 Vert(TL) -0.17 3.6 >500 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -M) Weight: 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5.5.5 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 1=336/0.7$, 2=157/Mechanical, 3=62/Mechanical Max Horz 1-96(LC 12) Max Uplift 1=37(LC 12), 2=-67(LC 12) Max Grav 1-336(LC 1), 2=157(LC 1), 3=107(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 -45f ; L=24ft; eave=4111; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) 0-0-0 to 3-0.0. Interior(1) 3-0-0 to 6-11.4 zone,C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3.6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 37 Ib uplift at joint 1 and 67 Ib uplift at joint 2. 6) "SemFrigid 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 - Verlry design parameters and READ NOTES ON TNS AND INCLUDED a9TEN REFERENCE PAGE 0111044173 rev. 16,10307015 BEFORE USE. Design valid for use only with MITek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use. the bubdoV designer must verity the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing ' is always required for stability and to prevent collapse with possible personal mfury and propery damage. For general guidance regarding the febrication. storage, delivery, erection and bracing of trusses and truss systems, as ANSIrnin Quality Crherfa, DS829 and BCSI Building Component 6904 Parke Fast Blvd. Safety Intomiatioe available from Truss Plate Insidute. 216 N. Lee Street. Suite 312, Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty PyPark SySebring 11.2410.8 38TH 711690763 PS24108-LIT38 JTT SPECIAL 3 1 Mid -Florida Lumber, Barlow, FL. 7 640 a Apr 19 2018 Mrrok Industries, Inc Wed Jul 26 12.56.05 2017 Page 1 ID: rFfnwM3Wq')GdreOMh4ZDxyq_6K.gcShr9hRPNMRwS?vrr75mznN63ljDg3VdDIH?gyuCJO 1-0-0 2-7.4 i 4•&9 I 7.0-0 i 1.40 2.7-4 2.1.5 2.3.7 30 = 1.bx4 n 2.7 4 7A0 LOADING (pSI)SPACING- 20.0 CSI. TCLL 20 0 Plate Grip DOL 1.25 TC 0.40 TCDL 10.0 Lumber DOL 1.25 BC 0.34 BCLL 0.0 ' Rep Stress Ina YES WB 0.09 BCDL 10.0 Code FBC2014/TP12007 (Matrix -M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 'Except' 3.9. 2x4 SP No.3 WEBS 2x4 SP No 3 REACTIONS. (Ib/size) 5=39/Mechanical, 2=392/0-7-8, 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 Scale =1:22.7 DEFL. in (loc) Vdefl Ud PLATES GRIP Veri(LL) 006 8 >999 240 MT20 244/190 Veri(TL) -0.13 8 >658 180 Horz(TL) 0.07 7 n/a n/a Weight: 29 Ib FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-11-5 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-00C bracing, Except: 6.40 oc bracing: 2-9. NOTES - 1) Wind: ASCE 7-10; Vuh=140mph (3 -second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf: h=15f1; 8=4511; L=24ft; eave=411; Cat II; Exp B; Encl. GCpi=O 18; MWFRS (directional) and C -C Extenor(2) -1-0-0 to 2.40, Interior(1) 2.0-0 to 6-11.4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL -1.60 2) n/a 3) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-40 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 Ib uplift at joint 5, 68 Ib uplift at joint 2 and 36 Ib 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 O WARNING • Verify daslgn parameters and READ NOTES ON Td9S AND INCLUDED MTEK REFERENCE PAGE M11.7473 rev. 1M3,701S BEFORE USE. Design Wlid too use only with MrTek* connectors This design is based only upon parameters shown, and is for an indlvidual budding component, not a truss system. Before use, the budding designer must veriy, the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing Indicated is to prevent bucking of moevWusl truss web and/or chord members only. Additional temporary and permanerd braerng is always repmred for stability and to prevent collapse with possible personal inNry and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Ouatery Criteria. DSO -89 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314 Tampa. FL 36610 Job Truss Truss Type CSI. SgMebnng 142410.8 38TH71169079.1PS24108-L1T38 TCLL 20.0 Plate Grip DOL 1.25 10ty IPlyIPark 4.7 >999 240 MT20 244/190 KJ5 JACK 4 all wu •'Wnw W.0411, eanow, r 1. w eaU s Apr 1v LV 1e carr r eK rneutones, utc Weo JW 26 1z W Os Z01 r Pagel ID: rFtrlwM3Wq?GdreOMh4ZDxyq_6K-gxShr9hRP NkiRwS7wr75mznKi3HdOrR VdDIHlgyuCJO 1.5-0 7A14 r 1.5.0 I 7-014 l 30 = Scale - 1.16.9 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.62 Vert(LL) -0.06 4.7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.41 Vert(TL) -0.16 4-7 >528 180 BCLL 00 ' Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matnx-M) Weight: 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (Ib/size) 3=203/Mechanical, 2=302/0-11-6,4-76/Mechanical Max Horz 2-105(LC 8) Max Uplift 3=120(LC 8), 2-90(LC 8) Max Grav 3=206(LC 13), 2=302(LC 1), 4=121(LC 3) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind: ASCE 7-10; Vuh=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft, L=24ft; eave=oft: Cat II; Exp B, Part. Encl , GCpi=0.55; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 lb uplift at joint 3 and 90 Ib uplift at joint 2. 6) "Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-2=60 Trapezoidal Loads (pif) Vert: 2=0(F=30, B=30) -to -3=106(F=23, B=23), 5=O(F=10, B=10) -lo -4=35(F-8, 13-8) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Verify deslyn paramefers and READ NOTES ON 7r05 AND INCLUDED WTEK REFERENCE PAGE MO -7473 rev. fa032015 BEFORE USE. Design valid for use only with MrTek* con negors This design is based only upon parameters shown, and Is for an individual budding component, nig a truss "am. Before use. the building designer must variy the applicability of design parameters and property incorporate this design into the overall Dodding design Bracing indicated is to prevent budding of individual tops web andlor drord members only. Additional temporary and pemunem bracing is always required for arabd4y, end to prevent collapse with possible personal injury and property damage For general guidance regarding the Is bbncstion, storage, delivery, ereaan and bracing of trusses and truss systems, seeANSUTP11 Quality Criteria, DS849 and BCSI Building Component 6904 Parke East BlvdSafetyInformationavailablefromTrussPlateInstitute. 216 N Lee StreeL Suite 312, Alexandria. VA 22314. Tampa, FL 36510 Job Truss Truss Type Ory PlyPart Sq/Sebnng 11-24108 38TH SPACING- 2-0.0 CSI. DEFL. In (loc) Well Lid PLATES GRIP 711690765 PS2410S•L1T3B KJ5A MONO TRUSS 2 1 14110+ 101,10a Lumber, BariOW, FL r.EeV a AV iv Nle.., CF musurm,mG Wee JY,W 1&.w—NrI rape, ID:rffrnvM3Wq GArcOMh4ZDxytZ6K-87033V13Ahsk341 BUYeKJAKR2SabllhertVgX7yuCJN 7 1 - - - 1•SO 714 30 = Scale = 1:19 2 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind ASCE 7-10; Vuh=140mph (3 -second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3 Opsf; h=1511t; B=45ft; L=2411; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 Ib uplift at joint 3 and 87 Ib uplift at joint 2. 6) "Semi-rigid pftchbreaks 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) 45 Ib down and 13 Ib up at 1-6.12, 45 Ib down and 13 lb up at 1-6.12, and 69 Ib down and 46 Ib up at 4-4-12, and 69 Ib down and 46 lb up at 4-4-12 on top chord, and 11 Ib down and 7 lb up at 1-6-12, 11 Ib down and 7 Ib up at 1-6-12, and 22 Ib down at 4-412, and 22 Ib down at 4-4-12 on bottom chord. The desigrdselection 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. 1-3=60, 4-5=20 Concentrated Loads (lb) Vert. 11=11(F=-6, B=-6) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verfly design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE 010I.7473 rev. 101MV15 BEFORE USE. Design valid for use only with Mrekm 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 *wall building design. Bhang indicated is to prevent bucking of individual lass web andlor Mord 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 kv fabrication, acrage, delivery, uechon and bracing of trusses and truss systems, we ANSVrP11 Quality CAterla, DSB49 and SCSI Building Component 6904 Parks East Blvd Safety IrdormaUon available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandra, VA 22314. Tamps. FL 36510 7.014 LOADING (psi) SPACING- 2-0.0 CSI. DEFL. In (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.84 Vert(LL) -0.10 4-7 >816 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.31 4-7 >268 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.03 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -M) Weight. 24 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 20 SP No 2 BOT CHORD Rigid ceiling directly applied or 100 oc bracing. REACTIONS. (Ib/size) 3=186/Mechanicel, 2=378/0-11-6, 4=93/Mechanical Max Horz 2=90(LC 8) Max Uplift 3=-65(1-C 8), 2=87(LC 8) Max Grav 3=186(LC 1), 2=378(LC 1), 4-131(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES - 1) Wind ASCE 7-10; Vuh=140mph (3 -second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3 Opsf; h=1511t; B=45ft; L=2411; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 65 Ib uplift at joint 3 and 87 Ib uplift at joint 2. 6) "Semi-rigid pftchbreaks 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) 45 Ib down and 13 Ib up at 1-6.12, 45 Ib down and 13 lb up at 1-6.12, and 69 Ib down and 46 Ib up at 4-4-12, and 69 Ib down and 46 lb up at 4-4-12 on top chord, and 11 Ib down and 7 lb up at 1-6-12, 11 Ib down and 7 Ib up at 1-6-12, and 22 Ib down at 4-412, and 22 Ib down at 4-4-12 on bottom chord. The desigrdselection 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. 1-3=60, 4-5=20 Concentrated Loads (lb) Vert. 11=11(F=-6, B=-6) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verfly design parameters and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE 010I.7473 rev. 101MV15 BEFORE USE. Design valid for use only with Mrekm 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 *wall building design. Bhang indicated is to prevent bucking of individual lass web andlor Mord 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 kv fabrication, acrage, delivery, uechon and bracing of trusses and truss systems, we ANSVrP11 Quality CAterla, DSB49 and SCSI Building Component 6904 Parks East Blvd Safety IrdormaUon available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandra, VA 22314. Tamps. FL 36510 Job Truss Truss Type 2-0-0 Park SgGebnng 11.2410.8 38TH DEFL. In (loc) Well Ud PLATES GRIP 10ty IPlyI 711690788 PS24108-L1TW KJ7 JACK 3 1Job Reference (opt'onal) mrvrwnua WmpO/, wriYw, •L. / ryrV s le [IIIb Mmlell maugnea, InC. Wee .nr 2s 7Z'Oo'W 2{117 Pape 1 ID.rFhIwM3Wg7GdreOMh4ZDxyg6K-87033Vu3Ahsk341BUYeKJAKZ9SdPIDLenVgX7yuCJN 1.S.p I 52.8 + 9.10.13 I 1•5.0 52-6 4.87 20 = 10 II 5 3x4 = Scale =1:22.4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 67 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 0.43 Vert(TL) -0.09 6.7 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.34 HOrz(TL) 0.01 5 n/a We BCDL 10.0 Code FBC2014/TPI2007 Matrix -M) Weight: 42 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 4=130/Mechanical, 2=519/0.4-15, 5=317/Mechanical Max Horz 2=142(LC 8) Max Uplift4=70(LC 8), 2=148(LC 8), 5-70(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=743/123, 11-12=706/131, 312=663/133 BOT CHORD 2-14=205/665, 14-15=205/665, 7-15=205/665, 7-16=205/665, 6.16=205/665 WEBS 37=-0/259, 3.6=723/223 NOTES - 1) Wind: ASCE 7-10; Vuh=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft: 8=45ft; L=24ft, eave=4ft, Cat. II; Exp B, Encl., GCpi=-0.18; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent 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 70 Ib uplift at joint 4, 148 Ib uplift at joint 2 and 70 Ib uplift at joint 5. 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 Ib down and 11 Ib up at 1.6-12. 51 Ib down and 11 Ib up at 1-612, 72 Ib down and 37 Ib up at 4-4-12, 72 Ib down and 37 Ib up at 4--12, and 93 Ib down and 77 Ib up at 7-2-11, and 93 Ib down and 77 Ib up at 7-2-11 on top chord, and 6 Ib down and 2 Ib up at 1-6-12, 6 Ib down and 2 Ib up at 1-612, 18 Ib down at 4-4-12, 18 lb down at 4-4-12, and 33 Ib down at 7-2-11, and 33 Ib down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 541=20 Concentrated Loads (lb) Vert: 13=53(F=27, B=27) 14=4(F=2, B=2) 15-10(F=-5, 5=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 D WARNING • VarNo dadpn Paramafers and READ NOTES is PWS AND INCLUDED Ieters REFERENCE PAGE Mivid al m. building component, BEFORE USE. Design valid for use only with MReIaB connectors. This design is based only upon parameters slmown, and is for an individual twlltling component nal a truss system. Before use. lh0 building designer must verify the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent bucldumg of individual truss, Web andlor chord members only. Additional temporary and permanent breang • ' is shvirp 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 lasses and truss systems. see ANSVTPII Oualhy Cdterla, DSB49 and BCSI Building Componem 6904 Parke East Blvd Safety Information avallable from Truss Pore Institute, 218 N. Lee Street Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Py Parc SgfSebdng 11-24 10-B 3BTH Plate Grip DOL 1.25 TC 0.38 TCDL 10.0 711690767I IPW4108-LITM KRA JACK 1 1 Job Re Mrd -Florida Lumber. Barlow, FL. 7 640 s Apr 19 2018 MITek Industries. Inc. Wed Jul 28 12.58.07 2017 Pape 1 I D-rFfnwM3Wq?GdreOMh4ZDxy0L6K-cJaSGrihx?_bgE cN2G9ZrOtk?szgUgVn4XE N4ZyuCJM 5.2.8 ( 9.10.13 i 5-2.8 4.67 I 2x4 = 10 11 4 3x4 = 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 0.43 BCLL 0.0 ' Rep Stress Ina NO WB 0.35 BCDL 10.0 Code FBC2014/TPI2007 Matrix -M) DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.03 5-6 >999 240 MT20 244/190 Vert(TL) -0.09 5-6 >999 180 Horz(TL) 0.01 4 n/a n/a LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 1=432/0-4-15, 3= 129/Mechanical, 4=321/Mechanical Max Horz 1=116(LC 8) Max Uplift/-87(LC 8), 3=69(LC 8), 4=73(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-756/131, 10-111=719/1139,2-11=-675/11411 BOT CHORD 1-13-214/678, 13.14=214/678, 6-14=214/678, 6-15=214/678, 5-15=214/678 WEBS 2-6/262, 2-5=737/232 Scale = 1.22 4 Weight: 40 Ib FT - 20% Structural wood sheathing directly applied or 6-0-0 oc purlins. 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 Opst; h=25ft, B=45ft, L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL -1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) 'This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 87 Ib uplift at joint 1, 69 Ib uplift at joint 3 and 73 Ib uplift at joint 4. 6) "Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design o1 this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 3 Ib down and 11 Ib up at 1-6.1, 3 Ib down and 11 Ib up at 1-6.1, 3 Ib down and 44 Ib up at 4-4-0, 3 Ib down and 44 Ib up at 4-4-0, and 27 Ib down and 77 Ib up at 7.1-15, and 27 Ib down and 77 Ib up at 7-1-15 on top chord, and 2 Ib up at 1-6-1, 2 Ib up at 1-6.1, 5 Ib down at 4-4.0, 5 Ib down at 4 4 0, and 20 Ib down at 7-1-15, and 20 Ib 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 o1 the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber In crease=1 25, Plate Inaease=1.25 Uniform Loads (plf) Vert, 1-3-60,4-7-20 Concentrated Loads (lb) Vert: 12-53(F-27, 8-27) 13=4(F=2, B=2) 14-10(F-5, B=5) 15=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 - Verrry dsslgn parameters and READ NOTES ON TIOS AND INCLUDED IIOTEN REFERENCE PAGE MIP7473 rev. 1&77/201 s BEFORE USE. Design valid for use only with WOW connectors. This design is based only upon parameters shown, and is for an mdwidusl building component, not a truss system Before use, the building designer must verity the applicability of design parameters and property lncorporale this design into the overall building design. Bracing Indicated is to prevent buckling of mdmdual Inns web and/or chord members only. Additional temporary and pemunent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the IN fabrication. storage, delnery• erection and bracing of trusses and truss systems, see ANSVTPI1 Ousllty CAterta, DSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information avallsGle from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SySebrinp I1-24168 3BTH LOADING (psf) SPACING- 2-0-0 CSI. 711660766lJobPS24106L1T38KJ78JACK11 Reference (opteonall wim_ ' ma Lu.mr, tmnow, Y L. 7 940 6 Apr 19 2019 Mf1ek mdusmea, int Wed Jul 25 12 56.07 2017 Page 1 ID:rFkfwM3Wq9GdreOMh4ZDxyq_6K-c.JaSGnhx? I1gEcN2G9ZrOtkyszeUgVn4XEN4ZyuCJM 5-06 i 6-613 i 5-08 4$7 20 = 1x4 II 4 Scale = 1:22 4 5 68 30 = 9-&13 4.67 ' LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 5.6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -009 5.6 >999 180 BCLL 0.0 ' Rep Stress Inv NO WS 0.35 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -M) Weight: 39 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.40 oc pudins BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 20 SP No.3 REACTIONS. (Ib/size) 1=-018/0.3-8, 3=129/Mechanlcal, 4=321/Mechanical Max Horz 1=114(LC 8) Max Uplift I= 83(LC 8), 3=70(LC 8),4=73(1_10 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-10=756/132, 10.11=719/140, 2-11=-6751142 BOT CHORD 1-13=215/678, 13-14=215/678, 6-14=215/678, 6.15=215/678, 5.15=215/678 WEBS 2.6/262, 2-5=737/233 NOTES - 1) Wind: ASCE 7-10; VuM=140mph (3 -second gust) Vasd-108mph: TCDL=4.2psf; BCDL=3.Opsf: h=25ft; B=45ft, L=24ft, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL -1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 83 Ib uplift at joint 1, 70 Ib uplift at joint 3 and 73 Ib uplift at joint 4. 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) 3 Ib down and 11 Ib up at 1-6-12, 3 Ib down and 11 Ib up at 1-612, 3 Ib down and 37 Ib up at 4-4-12, 3 Ib down and 37 Ib up at 44-12, and 27 Ib down and 77 Ib up at 7-2-11, and 27 Ib down and 77 Ib up at 7-2-11 on top chord, and 2 lb up at 1-6-12, 2 Ib up at 1-612, 5 lb down at 4-4-12, 5 Ib down at 4-4-12, and 20 Ib down at 7-2-11, and 20 Ib down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced), Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (plf) Vert: 1-3=60, 4-7=-20 Concentrated Loads (lb) Vert. 12=53(F=27, B=27) 13=4(F=2, 8=2) 14=10(F=5, B=5) 15=-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 - Vivify design par*..(. and READ NOTES ON INS AND INCLUDED M7TEN REFERENCE PAGE M/F7Q3 ray. IDDM W0f5 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 Inks system. Before use, the, budding designer must verity the applicability of design parameters and property incorporare this design into the overall buildmg design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracIng I, aWays required for stabdity and to prevent collapse with possible personal Injury and property damage For general guidance regarding the No fabrication, storage, delvery, erection and bracing of Waves and truss systems, sea ANSVTPH Quality Criteria, DS049 and SCSI Building Component 6904 Parke East Bkd. Safety IntontuUon available from Truss Plate Institute. 216 N. Lee Street. Suite 312, Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sglsebring 11.2410.8 38TH LOADING (psf) SPACING- 2.0-0 CSI. DEFL. I 711690789 PS24101i•L1T38 KJ7T SPECIAL 1 MT20 Job Reference ( optionall1 M10-Flonds Lumber, 81100w, FL r.o4u a Apr le Lind MIP eK mous1n03, me Wee NI Ln 1L'bo'ue zui i rags 1 ID:rFfnwM3Wq?GifrcOMh4ZDxyq_6K•SWBgTBjK116R10AabzgoobPmOGC4D9oxJB xc?yuCJL 37.7 67.8 i 9.10.13 1•SA 37-7 2.11.15 337 4x4 = 1.5x4 Scale - 122 4 37.73 37.7 2.11.15 337 Plate Offsets (X.Y)— 12 D-2.3.Edoel. 13 D-2-4.0-2-21 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Vdeft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 017 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 Incr NO WB 0.22 Horz(TL) 016 6 n/a nla BCDL 10.0 Code FBC2014ITP12007 (Matrix -M) Weight: 40 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.1 TOP CHORD Structural wood sheathing directly 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: 2x4 SP No.3 6.0.0 oc bracing: 2-10 WEBS 20 SP No 3 REACTIONS. (Ib/size) 5=64/Mechanical, 2--60310-11-6,6=325/Mechanical Max Horz 2=118(LC 21) Max Uplift5-26(LC 8), 2=146(LC 8), 6-76(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 315-780/154, 4-15=-760/162 BOT CHORD 318-206/739, 8-18-205/735, 8-19=206!741, 7-19-206/741 WEBS 4-8-35/250,4-7=-814/226 NOTES - 1) Wind: ASCE 7-10; Vuh=140mph (3 -second gust) Vasd=108mph; TCOL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Encl., GCp1=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 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 26 Ib uplift at joint 5,146 lit uplift at joint 2 and 76 Ib uplift at joint 6. 6) "Semi-rigid phchbreaks including heels" Member end fixity model was used 1n 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 Ib down and 11 Ib up at 1-6.12, 43111 down and 11 Ib up at 1-6.12, 61 Ib down and 29 Ib up at 4-4-12, 61 Ib down and 29 Ib up at 4-4-12, and 82 Ib down and 55 Ib up at 7-2-11, and 82 Ib down and 55 Ib up at 7-2-11 on top chord, and 6 Ib down and 2 Ib up at 1-612, 6 Ib down and 2 Ib up at 1-6-12, 24 Ib down and 16 lb up at 4-4-12, 24 Ib down and 16 lb up at 4-4.12, and 38 Ib down and 17 Ib up at 7-2-11, and 38 Ib down and 17 Ib up at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-3=60, 3-5=-60, 10-11=20,9-110=20,3-6-20 Printed copies of this document are Concentrated Loads (lb) not considered signed and sealed and Vert, 16-20(F-10, B-10) 17=4(F=2, B=2) 18-38(F-19, B-19) 19=-62(F=31, B=31) the signature must be Verified on any electronic copies AWARNING • Verify design Personates and READ NOTES ON TIOS AND INCLUDED 60TEK REFERENCE PAGE 11010.7477 rev. 109=015 BEFORE USE. Design valid for use only with MITe1a® 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 applPubibty of design parameters and property Incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual buss web andIor chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the No fabrication, storage, delivery• erection and bracing of trusses and truss systems, ase ANSVTPI7 Quality Criteria, DSBa9 and SCSI Building Component 6904 Puke East Bald. Safety Information ovallabb from Truss Plate InsltNe. 210 N. Lee Street. Suite 312• Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SpBebinp 11.2410•B 38TH Plate Grip DOL 1.25 TCDL 10.0 711690770IPS24109.1.1T38 12 HIP 1 1 all mwwnaa WFTTWF, mrim. r4 1.540 s Apr 19 2015 MIT *K 11101131101031. trK Wee JUT 25 12.55.09 2017 Pape 1 ID:rFfnwM3Wq?GdreOMMIZDxyq_6K•Z1iChW kyTcE IwXlm9hc 7 xpy5LgfZyrZ4Y4USRyuCJK F 10 o i 500 I 6.4.0 i 11.4 0 k 12 i 0 o Sao 1.-0 500 1.0.0 40 = 40 = Scale - 122 3 30 = 1x4 11 1x4 11 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 00 ' Rep Stress Ina NO BCDL 10.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 20 SP No 3 REACTIONS. (Ib/size) 2=779/0-7-8, 5=779/0-7-8 Max Horz 2=58(LC 7) Max Upllft2=294(LC 8), 5=294(LC 8) Max Grav 2=866(LC 13), 5=866(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1237/448, 3-4=1067/430, 4-5=1236/448 BOT CHORD 2-8=313/1062, 7-8=311/1066, 5.7=313/1060 30 = PLATES GRIP MT20 244/190 Weight: 46 Ib FT = 20% BRACING• TOP CHORD Structural wood sheathing directly applied or 5-1-2 oc puffins BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuft=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15h: B=45ft; L=24ft; eave=oft; Cat. II; Exp B, Pan. Encl., GCpi=0.55; 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 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 294 Ib uplift at joint 2 and 294 Ib uplift at joint 5. 7) Girder carries hip end with 5.0.0 end setback. 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) 258 Ib down and 126 Ib up at 6-4-0, and 258111 down and 126111 up at 5.0.0 on top 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= 11.25, Plate Increase=1.25 Uniform Loads (plf) Ven, 1-3=60, 3-4=96(F=36), 4-6=-60, 9-12=32(F=12) Concentrated Loads (lb) Ven: 3=175(F) 4=175(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Design WARNING • Varity design parameters and READ NOTES is ase AND INCLUDED eters REFERENCE PAGE MIF7g3 rw. building component. BEFORE USE. Oesipn veld for use only with MTTeIt®conMblba. This Oealpn is based oily upon parameters dawn, and u ler an intlrvWwl budWnp component, nal a ass system. 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 buckling of indMdual truss web andlor chord members only. Additional temporary and pennanem bracing is always required for dabday 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 Quality cetera, DS849 and SCSI Building component 6904 Parke East Bind. Safely Information available from Truss Plate Insfrtlae, 210 N. Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610 1.4.0 SO CSI. DEFL. in (loc) Vdefl Ud TC 0.26 Ven(LL) 0.02 7-14 999 240 SC 0.34 Vert(TL) 0.07 7-14 999 180 WB 0.06 Horz(TL) 0.02 5 n/a n/a Matrix -M) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1237/448, 3-4=1067/430, 4-5=1236/448 BOT CHORD 2-8=313/1062, 7-8=311/1066, 5.7=313/1060 30 = PLATES GRIP MT20 244/190 Weight: 46 Ib FT = 20% BRACING• TOP CHORD Structural wood sheathing directly applied or 5-1-2 oc puffins BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuft=140mph (3 -second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15h: B=45ft; L=24ft; eave=oft; Cat. II; Exp B, Pan. Encl., GCpi=0.55; 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 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. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 294 Ib uplift at joint 2 and 294 Ib uplift at joint 5. 7) Girder carries hip end with 5.0.0 end setback. 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) 258 Ib down and 126 Ib up at 6-4-0, and 258111 down and 126111 up at 5.0.0 on top 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= 11.25, Plate Increase=1.25 Uniform Loads (plf) Ven, 1-3=60, 3-4=96(F=36), 4-6=-60, 9-12=32(F=12) Concentrated Loads (lb) Ven: 3=175(F) 4=175(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Design WARNING • Varity design parameters and READ NOTES is ase AND INCLUDED eters REFERENCE PAGE MIF7g3 rw. building component. BEFORE USE. Oesipn veld for use only with MTTeIt®conMblba. This Oealpn is based oily upon parameters dawn, and u ler an intlrvWwl budWnp component, nal a ass system. 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 buckling of indMdual truss web andlor chord members only. Additional temporary and pennanem bracing is always required for dabday 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 Quality cetera, DS849 and SCSI Building component 6904 Parke East Bind. Safely Information available from Truss Plate Insfrtlae, 210 N. Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty ii -2410.8 33TH SPACING- ' 2-0-0 CSI. DEFL. in (loc) Well Ud JPly IParkSq'Sebnnq T1169D771 P521103-L7T3B L3 COMMON 1 1 Mrd -Florida Lumber, Bartow. FL. 7.s10 s Apr 19 2016 MRek Industries. Inc Wed Jul 26 12,56'09 2017 Page 1 ID:rFfrlwM3Wq?GifrcOMh4ZDxyq_6K-LIChWkyTcElwXlm9hC l xpySBggdye64YgU8RyuCJK tAA i 5.60 111-0 + 12-0 1.0.0 5-0-0 5.60 1.0.0 E Scale = 1:22.8 40 = 314 = 1x4 11 a SBA 580 i 30 = 11-4 S60 i LOADING (psf) SPACING- ' 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.27 Vert(LL) 0.02 6.12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 027 Vert(TL) 0.05 6-9 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.09 MOR(TL) 0.01 4 n/a n/a BCDL 100 Code FBC2014/TPI2007 Matrix -M) Weight: 43 Ib FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 64)-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=513/0-7-8, 4=513/0-7-8 Max Hotz 2=-64(LC 10) Max UPIift2-172(LC 12), 4--172(LC 12) Max Grav 2=516(LC 17), 4=516(LC 18) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-13=546/270, 1314=489/273, 3-14=-475/284, 3-15=475/284, 15.16= 489/273, 4-16=546/270 BOT CHORD 2-6=123/429, 4-6=123/429 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=3.0psf: h=15ft; 8 4511; L=24ft; eave=oft; Cat. It: Exp B. Part. Encl., GCpi=0.55; MWFRS (directional) and C -C Exterior(2) -1.0-0 to 2-0-0, Interior(1) 2-0-0 to 5-8-0, Extenor(2) 548-0 to 8-8-0 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 noneoncurrent 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 240-0 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 172 Ib uplift at joint 2 and 172 Ib uplift at joint 4. 6) "Semirigid pitchbreaks including heels" Member end fixity model was used in the analysts and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M11.74741, rev. 100"015 BEFORE USE. Design valid for use only with MrTek® connectors. This design is based only upon parameters shown, and is for an uMMdual building 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 bWiling design. Bracing indicated is to prevent Duckling of indwrdual lass web andror chord members only. Additional temporary and pemvnent bracingisalwaysrequrredforstabilityandtopreverdcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingtheMR fabrication, storage, dair,". erection and bracing of tenses and lass systems, see ANSVTPI1 Ouslhy Criteria. DSBaf and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Instdute. 216 N Lee Street. Suite 31Z Alexandria. VA 22314 Tampa, FL 36610 Job Truss 8.4.0 6.40 Qty Ply Park Sysebnrp 11.2410.8 30THPTYPO I DEFL. 711890772 P52110B-L1T3B V2 1 1 Job Reference (optional) Mid-Flands Lumber. Bartow, FL. 7 610 a Apr 19 2016 MRek Industries. Inc. Well Jul 25 1258* 10 2017 Page 1 ID rFfnwM3Wq)GihcOMh4ZDxyq_6K-tuGausisEwM9XhKy)OjGTOVJ947uh6hEmVT2guyuCJJ i 3.7-0 + 6.40 i 3.2-0 3.2-0 Scale =1:12.7 30 = 20 i 20 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=45R; L=24ft, eave=4ft, Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) zone;C-C for members and forces d 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 34 Ib uplift at joint 1 and 34 Ib uplift at joint 3. 7) "Semi-rigid pilchbreaks including heels" Member end fixity model was used In the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design peramersrs and READ NOTES ON TICS AND INCLUDED MITEK REFERENCE PAGE MO.7473 rev. I&MOIS 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 venry the applicability of design parameters and property incorporate this design into the overall budding design. Bracing Indicated is to prevent bucldmg of individual truss web andfor Nord members only. Additional temporary and permanent bracing MRIsaivir" required for stabany and to prevent collapse with possible personal Injury and property damage For gmroral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, a" ANSVTPII Quality CAterls. OSS49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suns 31Z Alexandria. VA 22314 Tampa, FL 36610 8.4.0 6.40 Plate Offsets (X.Y)— 12:0-2-0.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In (oc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.13 Vert(LL) Fila n/a 999 MT20 244/190 TCDL 100 Lumber DOL 125 SC 0.34 Vert(TL) n/a Tire 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 100 Code FBC2014ITPI2007 Mefrtx) Weight: 18 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 1=204/63-0, 3=204/6.4-0 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; Vuft=140mph (3 -second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft: B=45R; L=24ft, eave=4ft, Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C -C Exterior(2) zone;C-C for members and forces d 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 fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 34 Ib uplift at joint 1 and 34 Ib uplift at joint 3. 7) "Semi-rigid pilchbreaks including heels" Member end fixity model was used In the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design peramersrs and READ NOTES ON TICS AND INCLUDED MITEK REFERENCE PAGE MO.7473 rev. I&MOIS 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 venry the applicability of design parameters and property incorporate this design into the overall budding design. Bracing Indicated is to prevent bucldmg of individual truss web andfor Nord members only. Additional temporary and permanent bracing MRIsaivir" required for stabany and to prevent collapse with possible personal Injury and property damage For gmroral guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, a" ANSVTPII Quality CAterls. OSS49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street, Suns 31Z Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type11,1 Ory Ply Plate Offsets (X.Y)— 12:0.1-14.Edoel I I LOADING (psf) SPACING- 2-0-0 711690773 PS241OB-LIT38 V3 VALLEY 1 1 Reference (optional) Mr6Flondo Lumber. Bartow, FL. McLain 7 640 s Apr 22 2016 MTek Industries, Inc Vdod Jul 2616:32.22 2017 Page 1 ID:rFtnwM3Wq?GifrcOMh4ZDxyq_6K-Nzsnul l zJ3aeAMSEmx1 EnIIBV9Pz3x1 bggnTz0yu9Bd 1-2-0 f 2.4-0 i 1-2-0 1.2-0 3x4 i Seale = 1*5 6 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=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 d 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 f4 between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 Ib uplift at /oint 1 and 22 Ib uplift at joint 3 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=80(F=20), 2-3=-80(F=20) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 6.0" 0 WARNING • Verify dasfgn panmafora and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE affl•7473 rev. 10/03*015 BEFORE USE. Design valid for use only with MTek® connectors This design is bored only upon parameters shown, and is for an individual build ng component, not a truss system Before use, the budding designer must verify the applicability of design parameters and property incorporate this design rrdo the overall budding design Bracing indicated Is to prevent buckling of individual truss web antllor cord 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 tons systems, see ANSVTPII Quality Criteria. D3549 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss PUIe Insidule, 216 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa. FL 36610 2A-0 24-0 Plate Offsets (X.Y)— 12:0.1-14.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. In loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 100 Lumber DOL 125 BC 0.00 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014fTP12007 Matra) Weight 4 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 24-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 1=67/2-4-0.3=67/2-4-0 Max Horz 1=8(LC 11) Max Uplift I=22(LC 12). 3=-22(LC 12) FORCES. (Ib) - Max Comp./Max Ten. -All forces 250 (Ib) or less except when shown 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=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 d 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 f4 between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 22 Ib uplift at /oint 1 and 22 Ib uplift at joint 3 6) "Semi-rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=80(F=20), 2-3=-80(F=20) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 6.0" 0 WARNING • Verify dasfgn panmafora and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PAGE affl•7473 rev. 10/03*015 BEFORE USE. Design valid for use only with MTek® connectors This design is bored only upon parameters shown, and is for an individual build ng component, not a truss system Before use, the budding designer must verify the applicability of design parameters and property incorporate this design rrdo the overall budding design Bracing indicated Is to prevent buckling of individual truss web antllor cord 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 tons systems, see ANSVTPII Quality Criteria. D3549 and SCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss PUIe Insidule, 216 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa. FL 36610 Job TrussPiTyp" 7.1.0 7.1.0 Qty Ply Park Sglsebnng II -2410-8 30TH SPACING- 2-0-0 CSI. DEFL. 711690774 PS24108-LIT38 V4 1 1 MM-Flonda Lumber, Barlow, FL 7640 s Apr 19 2016 MTek Industries. Inc Wed Jul 26 12 56.11 2017 Page 1 ID rFkrWM3Wq?GdreOMMIZDxyt_6K-V5py6CIC?DU09rv9H6EVOEISeTPOQZMN?BCbDKyuCJI 3 e 7.1-0 3$e 341.6 Scale = 1 14 1 04 = 20 i 2x4 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, Vuft=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) and C -C Exterlor(2) zone,C-C for members and forces d 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 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 38 Ib uplift at joint 1, 38 Ib uplift at joint 3 and 35 Ib uplift at joint 4. 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 O WARNING - Verity design paramiril. and READ NOTES ON TMS AND INCLUDED MTEK REFERENCE PAGE Ml1.7473 rw. 10,03,7015 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 building designer must vardy the applicability of design parameters and property tncorporale this design into the overall budding design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Is fabrication, storage, delivery, erection and bracing of trusses and truss systems, a" ANSVTPII Ousllty Criteria, DS13a9 and BCSI Building Component 6904 Parke Fast Bald Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandra. VA 22314. Tampa, FL 36610 7.1.0 7.1.0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 100 Lumber DOL 125 BC 009 Vert(TL) n/a - n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0.D4 Horz(TL) 000 3 n/a n/a BCDL 100 Code FBC2014/TPI2007 Matrix) Weight: 22 Ib FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. (Ib/size) 1=119/7-1-0, 3=119!7-1-0, 4=231/7-1-0 r Max Holz 1=28(LC 10) Max Uplift1=38(LC 12), 3=38(LC 12), 4=35(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, Vuft=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) and C -C Exterlor(2) zone,C-C for members and forces d 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 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 38 Ib uplift at joint 1, 38 Ib uplift at joint 3 and 35 Ib uplift at joint 4. 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 O WARNING - Verity design paramiril. and READ NOTES ON TMS AND INCLUDED MTEK REFERENCE PAGE Ml1.7473 rw. 10,03,7015 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 building designer must vardy the applicability of design parameters and property tncorporale this design into the overall budding design Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the Is fabrication, storage, delivery, erection and bracing of trusses and truss systems, a" ANSVTPII Ousllty Criteria, DS13a9 and BCSI Building Component 6904 Parke Fast Bald Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 31Z Alexandra. VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory PlyPerk WSebnng 11-2410-B 3BTH BC 0 D4 BCLL 0.0 ' Rep Stress Ina YES WB 0.DO BCDL 10.0 Code FBC2014/TPI2007 711690775 PS24108-L1T38 VS VALLEY 1 1 Mid-Flonds Lumber, Barlow, FL 7 640 s Apr 19 2016 Wait Industries. Inc Wed Jul 25 1256 112017 Page 1 ID rFfnwM3Wq?GdreOMh4ZDxyq_6K-V5py6CIC?DU09rv9H6EVOE1 UXTQIOZxN?8CbDKyuCJI 1 188 3.1.0 188 188 30 = 800 12 2 _ 2x1 i LOADING (psf) SPACING- 20 0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.02 TCDL 10.0 Lumber DOL 1.25 BC 0 D4 BCLL 0.0 ' Rep Stress Ina YES WB 0.DO BCDL 10.0 Code FBC2014/TPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (Ib/Size) 1=74/31-0, 3=74/31-0 Max Horz 1=9(LC 11) Max Uplift 1=18(1-C 12), 3=-18(LC 12) FORCES. (lb) - Max Comp./Max Ten - All forces 250 (lb) or less except when shown. 20 DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) n/a n/a 999 MT20 244/190 Vert(TL) n/a n/a 999 Horz(TL) 0.00 3 n/a n/a Scale = 166 Weight: 8 Ib FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-0 oc purlins BOT CHORD Rigid ceiling directly applied or 10-060 oc bracing. NOTES - 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vuft=140mph (3 -second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf, h=25ft, B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpt=0.18; 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 10 0 list 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 36-0 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 18 Ib uplift at joint 1 and 18 Ib uplift at joint 3 7) "Semi-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies OWARNINO • VwVy design Parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PACE 111I1.7473 rev. 10003,7015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual budding component, nit a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design rmo the overall budding design. Bracing urticated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracing us ah+ays 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 Crkeria, DSB49 and SCSI Building Component 6800 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312. Nexandra, VA 22314 Tampa, FL 36610 Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 31;' Center late on joint unless x, 4 offsets are indicted. y 64-8 dimensions shown in ft -in -sixteenths Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury Dimensions are in ft -in -sixteenths. Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or x -bracing, is always required. See SCSI. O'y16 cr-2 c2a 2. Truss bracing must be designed by an engineer. For 4 0 WEBS Ce, OY , y p 0 ° irO wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. L)X 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses p4. Provide copies of this truss design to the budding For 4 x 2 orientation, locale C74 06.7 C54designer, erection supervisor, properly owner and plates 0- ",d' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from Plate location details available in MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSIrtPI 1. software or upon request NUMBERSILETTERS. 8. Unless otherwise noted, moisture content lumber shall not exceed 19% at time o1 fabrication.. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for ICC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension is the plate 10. Camber is a non-structural consideration and is the width measured perpendicular4x4 ESR -1311, ESR -1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER -3907, ESR -2362, ESR -1397, ESR -3282 camber for dead load deflection. the length parallel to slots. 11. Plate type, sae, orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwise shown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rel on lumber valuesgy 14. Bottom chords require lateral bracing at spacing, or less, it no ceding is installed, unless otherwise noted. BEARING established by others. Indicates location where bearings supports) occur. Icons vary butdle 2012 MiTek® All Rights Reserved 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. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated otherwise. Min size shown is for crushing only. 18. Use ofreen or treated lumber mayy pose unacceptable environmental, health or performance risks. Consult with project engineer before use. Industry Standards: ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front, back, words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient BCSI: Building Component Safety Information, f 1 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSIITPI 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form Permit # 1-1-245"A # 17 Project Location Address IZPI\- NC SANFORD AFt 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.floridabuildinQ.or4. 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 Thermal - Tru Single Door w/Sidelites FL8871.7 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 94/740-W4 / 3rd Car Garage FL 152579.20 (Double Door) Roll U Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 v 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 / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Florida Approval # Description 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 Sig Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 4 L r' ` Mt--- ! BCIS Home Log In j User Registration Hot TOpK3 Submd Surcharge I Stats h Fats Publications FBC Staff I SCIS Site Map i Links Search 1 UTI r'Y: N Product ApprovalUSER: Public User Product Approval Menu > Product or Aoplicabon Search > Application Lrst > Appliotion Detail FL # FL8871-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived p Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, 01-143517 419) 298-1740 rickworwbidgconsuitants.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 13 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. 1 Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE,Ddf Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Florida Licensed Professional Engineer or Architect 8871 R7 Eouly of STANDARDS (al.odfR7EoulyofSTANDARDS (al.odf http://vwvw.floridabuildina.ororr/pr_app _dtl.aspx?param=wGEVXQw-tDgty3IjWak2nHrpk... 9/7/2017 Florida Building Code Online 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 Page 2 of 4 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrpk... 9/7/2017 FL Ol Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 •11 (a) INST 8871.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.1.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 11 (a) INST 8871.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.2.Ddf 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 Evaluation Reports Other: See INST 8871.3 for Design Pressure Ratings by 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 "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ) 8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.4.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.5 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 8871.5.Ddf Created by Independent Third Party: Yes http://www.floridabuilding.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 Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.6.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 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6.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 "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 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 FL8872 R7 II (a) INST 8871.7.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 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.8.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 8871.8 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.8.Ddf 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 ClassicCraft" or "ClassicCraft Sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.9.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.9.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 "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ Back Nest Contact Us •: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida is an AA/EEO employer Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. "Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F S., please click here . Product Approval Accepts - OEM ® ® r http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrpk... 9/7/2017 Florida Building Code Online Cred'r, Card Sate Page 4 of 4 http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrpk... 9/7/2017 THERMAITRU 0 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 NOTE 1. This product has been evaluated and Is In compliance with the Sth Edition (201 4) Florida BLNldhg Code (FEC) structural requirements including Ihe'1Bgh Velocity Hurricane Zone (HVHZ). 2. Product anchors shoo be as Bled and spaced as shown on details. Anchor embedment to boss material shall be beyond wag dressing or stucco. 3. When used in The'HVHZ' the opaque door complies wllh Section 1626 of the Florida Buirfing Code and does not require an impact resistant covering. The nonNmpoct sidelte must be protected with an Impact resistant covering complying vdlh Section 1626 of the FBC. 4. When used In areas outside of the 11VHr requiring wind bome debris 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'D" and incudes Wind Zone 4 as defined In ASTM El 996 and Section 1609.1.2.2 of the FBC. The nonNmpoct sidelles must be Pro, with an Impocl resistant covering complying with Section 1609.1.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the some as that shown for 2x buck masonry construction. 6. Site condiplions that deviate from the detob of Ihis drawing require further engtneerkg analysis by a licensed engineer or registered architect. 7. Outsvdng configurations using coastal sill Item #4 under active doom and oil sills used under the sideGtes, meet water infiltration requirements for itVHl. B. Inswing configurations and oulswing configurations using s0 ilem #5 under the door do not meet the water infiltration requirements for the'HVHT and shag be installed only in nonhobilable areas or of habitable locations protected by an overhang or canopy such that the orgle between the edge of canopy or overhang to sill Is less than 45 degrees. DOOR,TYPE TABLE OF CONTENTS SHEET# DESCRIPTION 1 Typical elevations, design pressures d general notes 2 Door panel detab ISmooth st 3 Door panel details lFibet classic) 4 Sidelle panel details S Horizontal cross sections 6 1 Vertical cross sections 7 Vertical cross sections 8 Buck and from ancho ft - buck mason consfruction 9 From anchoring - 1 X buck masonry construction 10 Components b Glo>lrsg detob I 1 BID of Materials DOOR,TYPE 71.75' MAX. OA FRAME WIDTH 37.75 MAX. FRAME WID1H 36.00' MAX PANEL WIDTH E m 2 G< P f}a 4DIAlENS10Ndw O O i fNEGATIVEk int Or oa yf L O" I", G`V``` 15.SPMAx H d FRAMEWIDT'S"11,% zn uN•: 13.75 MAX. o m u i PANEL WIDTH p $ 9 m o DOOR,TYPE WIN'G EVRALL ri?. -FRAME 1 wE.SIGN u at`riuxa'c`u'r4ESIGNPRESSURE,<(RSF) s-y f}a 4DIAlENS10Ndw i fNEGATIVEk int Or oa O" I", G`V``` 15.SPMAx H d FRAMEWIDT'S"11,% zn uN•: 13.75 MAX. o m u i PANEL WIDTH p $ 9 m o L Sot v r mPd e E 0z 60.0 yy tea lid DOOR,TYPE WIN'G EV RALL ri?. -FRAME 1 wE.SIGN u at`riuxa'c`u'r4ESIGNPRESSURE,<(RSF) s-y f}a 4DIAlENS10Ndw kP,QRI;!E7 fNEGATIVEk SMOOTH INSWING 71.75 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 71.75" x 96.50' 65,0r i10 xe sneer nu nor amp pressure wwatom M sr: DWS as er LFS FL -8871.7 L OF t1 1 4 46 47 41 EXTERIOR 47 41 43 T L DETAIL A -A J D IpNEL SmoolA stoi x'11 00000000 4S 0000000000000000000000000000000000000 43 00000000000000 00 000000000000000 000000000000000 0000o000 O0000, 00000 0000000 00 000L 4500 DETAIL A•A Ponel reWorcement INTERIOR 46 1 HORIZONTAL CROSS SECDON I 0 w cern1E 28.86% OPEN AREA MAX. A. x'11 wlll lllllllll l INTERIOR 46 1 HORIZONTAL CROSS SECDON I 0 w cern1E 28.86% OPEN AREA MAX. EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION lll2 t N.T.S. er: DWS er: LFS 04 NW FL -8871.7 n 2 or 11 A. x'11 EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION lll2 t N.T.S. er: DWS er: LFS 04 NW FL -8871.7 n 2 or 11 N 64 dd 67 dl EXTERIOR 67 dt d3 L DETAIL A -A J 0000000 62 00000000000000000000000000000. 000000000000000700000000 63 00000o.- 000000000000000 bd 000000000000000000000000000000 00.0 00o000000 0000000000000000000000 28 86% OPEN 00000000 AREA MAX 000000000000000 65 000000000000000 WAIL A -A Ponel reinforcement INTERIOR I \ HORIZONTAL CROSS SEC170M ll3 A) 7 U67 T 1'2'\.VERTICAL CROSS SECTION kl3 Ml. DWS er LFS No.: FL-8871.7 1 0 113I_OF_LL 0). q'o no z d;; s 0 n z N•• 66 I poi: g g g0 0 6 C5a IL M a: 9L 67 oz 3a d iii i -t IC W2 EXTERIOR INTERIOR 0 7 U67 T 1'2'\.VERTICAL CROSS SECTION kl3 Ml. DWS er LFS No.: FL-8871.7 1 0 113I_OF_LL 4 I I VS MAX. PANEL. WIDTH mT Ed d P SIDEUIE EL P 71 TOP IIA( SkIdle 1.18' m slaecle 73 a >roM uSklowe r MAX. D.L.O. --{ EXTERIOR Z.J IMERIOR `f 1 HORIZONTAL CROSS SECTION 4 (ClossiC craft a rustic) T MAX. D.L EXTERIOR u INTERIOR 2 HORIZONTAL CROSS SECTION 4 1Fbet cl.,+k) 1' MAX. D.Li EXTERIOR INTERIOR 3 HORIZONTAL CROSS SECTION 4 (Smooth star) I)RERIOR INFERIOR o EXTERIOR ME, o;,n 3 69 INTERIOR D(FERIOR ME, o;,n rr zt tnc i 4'•O 6a d J 49 H m a IL23 O CZ 8 o d IMERIOR rr zt 0 d J 73 73 73 SOUL N.T.S. um. w. Dws aoc ft LFS 4 VERTICAL CROSS SECTION S VERDCAL CROSS SECTION 6VERTICAL CROSS SECTION 4 (Classic craft & rustic) 4 I tea) 4 (Smooth star) FL -9971.7 9 6 6 7 7 E A% s NOTE: d C d); i p 6m 1. Sidelite asst' fastener, 6' from c% 4 •_ c'.` ' ' " each end and 6 more screwsoy8 11 P 1 R m Z equally spaced between.a g $ 8 screws total per jamb.) v g Z m g INTERIOR 70 d ag 'm . `n 1 19 O W S 3e 8 d 01 41 18 EXTERIOR$ z F SEE M A NNOTE11-1/4•MW. TWO s a n 4 HORIZONTAL CROSS SECflON E wn x sub-bmk IxDoShown 0 IB 3 3 d 6 d 7 7 L d S 6 S O.1S P d d 7 7 LL I V) 8 9 9 8 f1 9 22 o a•• 70 hINTERIOR701010 N INTERIOR 800 L m 0 D 6 M— V2 b h N o Q177rhNr 0^ Nt1 7p EXTERIOR 2z1 SEE M M SEE YL N 12 12 40 EXTERIOR 40 ld N M SEE OTE 1 s` 05 oe e N.s. oTNOTENOTE114 1 114* MIN C 11 60 d0 owc er DWS m ooc Or: LFS iEM,B. PYP.) 1 HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION 3 HORIZONTAL CROSS SECTION DRAMW NW Outswirg 0 -own' -MV S Oulswklg shown - InsvMg S Outswing shown • iruvring FL -8871.7 o also approved aha approved also approved EXTERIOR J ... f""'INTERIOR 1 VERTICAL CROSS SECTION 6 o tsvoApn govst tl+n - Inswin8 EXTERIOR INTERIOR see general rioter sheet 1 lor?iVttT voter inRhotla reg4ements I row 0xvxmmhm 2-M-1 Ilk EXTERIOR .... f .... INTERIOR 2 VERTICAL CROSS SECTION d Stsown w/1 x sun•Duck EXTERIOR INTERIOR INTERIOR N m z' Y'•. 3aon EXTERI&I,rrrn it t $ o i N •; 40 v \ e+ 56 40 o 60 II o Z 8 a E 0 0 m 7 & 3 VERTICAL CROSS SECTION GI c d Aulswirg con urolion ' see general notes sheet 1 ufor'WW' woler Inrdfrotion requeenmts INTERIOR EXTERIOR 5 VERTICAL CROSS SECTION 6 Wwtng configuration 16840eegeneral notes sheet 1 for Mtt voter inritrollon requirements see general notes sheet 1 for'HVHi' water Motion requirements E N.T.S. 6v DWS er. LFS 3 NNo NO, ° FL—BH71.7 ° cc i 6 or 11 0 u 1n i 70 INNOTEI 9 8 C; EXTERIOR INTERIOR 1 VERTICAL CROSS SECTION 7 Ou tsng sh own ftWing Mu1G I. Screws thru head and sill jamb located 3' from each end and O.C. (TYP.) Gne. EXTERIOR INTERIOR EXTERIOR // INTERIOR 2 VERTICAL CROSS SECTION 7 Shown w/lxsub-buck EXTERIOR INTERIOR r4"N VERTICAL CROSS SECTION 7 hw* g confgurotion 5 VERTICAL CROSS SECTION 7 kw*" configlualion INTERIOR EXTERIOR NOTE I 3 m 3 E I' 6 VERTICAL CROSS SECTION 7 Ouhwing conligurotion 1 tll ,j SG 0 o m m INTERIOR EXTERI pPr i d o 0 SEE 1 cap NOTE I& o = 0m8EoP e9C W S 70 \ 22J E o sx 560 Cc Z p INTERIOR EXTERIOR NOTE I 3 m 3 E I' 6 VERTICAL CROSS SECTION 7 Ouhwing conligurotion 1 j FN m 3 VERTICAL CROSS SECTION m v 7 Outsvirgconfiguration 0 I0. c 1 INTERIOR EXTERIOR NOTE I 3 m 3 E I' 6 VERTICAL CROSS SECTION 7 Ouhwing conligurotion r* T 'P 0 z v rrrrl uUvl z I 0 a ti !w 960 MASONREm Y ^ u • m d n OPENING O n : ooZ FRAME NO TYP. SILL L o oft TYP. t, 2X BUCK I F MULLIONtog r TYP. SILL i m COLDIaa MUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB Masonry 2X buck construction CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the comers may be adjusted to maintain the mix edge distance to mortar Joints. 2. Concrete anchor locolions noted as MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar Jolnls, additional concrete anchors may be required to ensure the MAX. ON CENTER' dimenslon are not exceeded. 3. Concrete anchor table: ANCHOR II II MIN..: `...:' MIN: CTEARANGE . I I SIIE II II i0 /MASONRY..; O ADJACENT I I TYP. HEAD & I I a: MASONRY JAMBS OPENING II II II II II II TAPCON 2X BUCK I MULLION I I uo 1-1/4' SHOWN FOR I I 4' ULTRACON REFERENCE I I I I ONLY I I II II II II u n T 'P 0 z v rrrrl uUvl z I 0 a ti !w 960 MASONREm Y ^ u • m d n OPENING O n : ooZ FRAME NO TYP. SILL L o oft TYP. t, 2X BUCK I F MULLIONtog r TYP. SILL i m COLDIaa MUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB Masonry 2X buck construction CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the comers may be adjusted to maintain the mix edge distance to mortar Joints. 2. Concrete anchor locolions noted as MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar Jolnls, additional concrete anchors may be required to ensure the MAX. ON CENTER' dimenslon are not exceeded. 3. Concrete anchor table: ANCHOR ANCHOR MIN..: `...:' MIN: CTEARANGE . MIN: CU ARANCE TYPE'- :. SIIE EMBEDMENT i0 /MASONRY..; O ADJACENT a: EDGE nw o 1/4'2• 4' TAPCON ELCO o 1/4- 1-1/4' 1" 4' ULTRACON WOOD SCREW INSTALLATION NOTES: 1. Maintain a minimum 5/8' edge distance, i' end distance, & I' o.c. spacing of wood screws to prevent the splitting of wood. 11 HINGE DETAIL LATCH t DEADBOIT DETAIL r: N.T.S. rr. DWS sm LFS nr¢ ro_ FL -8871.7 a0i 1 THESE (2) ANCHORS REQD ONLY WHEN DP > 60.0 PSF 4- 2 0 to 0) 11, p z 01D 0 v 0 - zoq g 0Etq TYP. HEAD & 0S. G 11 569 MASONRY JAMBS w : 40 J LL OPENING E lz Al I _pE tq 0 16tri - 1! C; FRAME Typ. tq IXBUCKnl LATCH IDEADBOLt DETAILAwp. SILL TYP. Lo TYP. S IT LQiNz J—U Ul 2 9 11 000 0HINGEJAMB F . .... ORING STRIKE JAMB CONCRETE ANCHOR NOTES., Masonry IX buck construction 12 J@ I. Concrete anchor locations of the comers may be adjusted to maintain the min. edge distance to morforloints. C4 2. Concrete anchor locations noted as 'MAX. ON CENTERmusf be adjusted to w n N < maintain the min. edge distance to mortar joints, additional concrete anchors 12 -1, UL 0 may be required to ensure the "MAX. ON CENTER" dkwnsbn are not exceeded. N 3. Concrete anchor table: L12 14-0 0 MIN. CLEARANCE- `MIN CLEARANCE —4R . I-- - Ark i4dR.' ANCHOR , ".. -.'-:MIN: - -:. .'' . ... . .. . . .. . 05122108 .2 I . .. T0'MASQNRY.-,-'-.. .'TO -A ACENT a SIZE' ....:EMBEEiMENT- A41— . WALL N.T.S. TYPE ITIN EDGE- 'T."ANCHOR.—, HINGE DETAIL - Im DWS m' TAPCONO1/4- 1-1/4- 2" 4' CHK WO—OD SCREW INSTALLATION NOTES bKqlm Mainloin a n*iinwm 5/ir edge distance, 1' end distance. & I* o.c. spocing of FL -8871.7 o wood screws to prevent the 44t1ing of wood. SHM OF j L 5% T L 1HRESHOLD outiwing coaslol 2 E tuvhg odJusto6b s.7s 4 S RESHOLO a andma 20 INSWING SIDEUIESpoeer I /T GLASS 3/4" THK. SITE r— GLASS 1/8- TEMP. AIR SPACE 1 /8• TEMP. SWIGGLE GLAZING 24 SPACER G1 GLAF G DET3/r trwAOted gloss 7/16' GLASS iRM RE lD buvAnp SeUatJiuit 6 ESHOID MAX. DESIGN PRESSURE _ +/- 50 PSF G ZI G 1 G2 1- UwAOted gloss O E D t MEEDtSIDE b 2.12'--j 22 OUISWING SIDELITESs 1• THK. GLASS 7/1 C GLASS 1/8- TEMP. BITE AIR SPACE 1/8 -TEMP. GLAZING GLAZING DETAIL G3 1F?InwtOt,;L 1 /2- THK. GLASS 1 /8• TEMP. AIRSPACE 1 /8• TEMP. 25" STEEL INTERCEPT SPACER E N.T.S. er: DWS rr: US ma NO: FL -8871.7 LO' OF Z BILL OF MATERIALS ITEM DESCRIPTION MATERIAL REM DESCRIPTION MATERIAL IoM A 1 X 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 N' 0 R;'O S5nn om C MAX. 1/4' SHIM SPACE WOOD 42 TOP RAIL SMOOTH STAR COMP. N"• rye Z iaen D 1/4"X 2-3/4"PFH ELCO CONCRETE SCREW STEEL 43 LOCK STILE SMOOTH STAR WOOD/LVL moi •••' .. .... g omma E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI CONCRETE HINGE STILE SMOOTH STAR WOOD PI'll, i d m d1 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 45 BOTTOM RAIL SMOOTH STAR COMP. uu F 1/4' X 2-3/4' PFH fIW CONCRETE SCREW STEEL 46 PANEL REINFORCEMENT 0.023THK. SMOOTH STAR STEEL O Y Eo imZc i I 1/4" X 2-1/4' PFH TIW CONCRETE SCREW STEEL 47 FOAM CORE POLYURETHANE Ng 9 OIL J 1/4* X 3-3/4* PFH RW CONCRETE SCREW STEEL 48 SIDEUTE SKIN SMOOTH STAR FIBERGLASS c p s Y maA, K 1/4` X 1-3/4` PFH ITW CONCRETE SCREW STEEL 49 57 LITE FRAME SMOOTH STAR FOAM CORE PVC POLYURETHANE 1 L 10 X 2-1/7 PFH WOOD SCREW I.1S MIN. EMBEDMENT STEEL M q9 X 2-1/7 PFH WOOD SCREW STEEL 58 SIDELITE SKIN CLASSIC CRAB FIBERGLASS A S& N 2X MULLION SG >= 0.55 WOOD 60 FIBER CLASSIC DOOR •SEE DOOR PANEL DETAIL SHEET FOR DETAILS 1 INSWING ADJUSTABLE THRESHOLD LS300AJ ALUM./WOOD 61 DOOR SKIN 0.131` THK. FIBER CLASSIC F = 6,000 PSI MIN. FIBERGLASS 2 INSWING THRESHOLD )IS300HP5) ALUM./COMP. 62 TOP RAIL RBER CLASSIC COMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (LSP30M ALUM./COMP. 63 TOCK SME FIBER CLASSIC WOOD/LVL o 4 OIRSWING COASTAL THRESHOLD ALUM./WOOD 64 HINGE STILE RBER CLASSIC WOOD g STEEL 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 65 BOTTOM RAIL OBER 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 W o y8JAMBPINESG >= 0.42 WOOD 68 SIDEUTE SKIN FIBER CLASSIC FIBERGLASS m 9 JAMB OAK SG >= 0.42 WOOD 69 LITE FRAME (FIBER CLASSIC PVC G o 10 WEATHERSTRIP FOAM 70 SIDEUTE - SEE SIDEUTE PANEL DETAIL SHEET FOR DETAILS 0 1 l HINGE STEEL 71 SIDEUTE 10P RAIL COMP. v a X1212If10X3/4* PFH SCREW STEEL 72 SIDELITE STILE WOOD 13 N9 X 3' PFH WOOD SCREW STEEL 73 SIDELITE BOTTOM RAIL COMP. 14 LATCH STRIKE PLATE STEEL Lo 15 SECURITY STRIKE PLATE STEEL 16 R8 X 2-1 /2" PFH SCREW STEEL a 0 18 KWIKSET 200 SERIES PASSAGE LOCK STEEL N Ln 19 KWIKSET 600 SERIES DEADBOLi STEEL e ei o 20 INSWING SIDEUTE SPACER FOR HP THRESHOLD DBI4HPA PVC a c in 21 INSWING SIDEUTE SPACER FOR SELF ADJUST THRESHOLD (DB 14) PVC N 22 OIRSWING SIDELITE SPACER PVC Qoo 23 qb X 1-3/4- PFH SCREW (LITE FRAME STEEL 24 GLAZING COMPOUND SILICONE eaa u 25 SEALANT SILICONE a b h N Q 26 q9 X I' PPH SCREW (LITE 2 NOTE: WOOD DOOR COMPONENTS: PINE SSG >= 0.42) o N c m nN•-Z z U art: 05/22/08 = N.T.S. c 5 owG er: DWS m CHL W. L.FS 3 G: BROW NO -- m FL -8871.7FL -8871.7 ° o s 11 OF 11 p FRAME STEEL Florida Building Code Online Page 1 of 3 p Business & Professional Regulation SCIS Home I Log In I User Registration Hot TOPIC I Submit Surcharge I Stats Q Facts ; Publications I FSC Staff I SCIS Site Map I Links Search I 70 d3 YCe Product Approval USER: Public User Product Approval Menu > ProAuet or Aoolicatlon Search > Application Los t > Appllotlon Detail FL # FL15332-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived D Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered.Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE -62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R3 COI FLCOI.Ddf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWldk... 9/7/2017 Florida Building Code Online 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 Page 2 of 3 http://www.floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDgtH8572gvd Wldk... 9/7/2017 FL Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"X80" NON- REINFORCED Limits of UseInstallation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00500D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 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 II 08-00498D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure. N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510805C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 11 08-02248B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512968B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02249B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512969B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R3 II 08-02250B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512970B.Ddf 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 08-00499D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510806C.Ddf 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 FLIS332 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_dti.aspx?param=wGEVXQwtDgtH8572gvd Wldk... 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 11 08-00502D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 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 Approved for use in HVHZ: No FL15332 R3 11 08-00503D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510830C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Beck Neirt Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida Is an AA/EEO employer. Convnoht 2007.2013 State of Flonda.:. Pnvaty Statement :, Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455,275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address H they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish ta supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: U®® D Credii Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEV XQwtDgtH 85 72gvd WIdk... 9/7/2017 NOTES. 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOVIREMENTS 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 WINO 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/I6" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 00 NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13 ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE- STEEL 18GA, 33KS1 OR ALUMINUM 6063-T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO. XX, XP, PX, XIP, PIX I TABLE OF CONTENTS 1 ISHEET NO.1 DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS REVISIONS I REV I DESCRIPTION I DATE I APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 0 REVISED INSTALLATION DETAILS 08/03/15 RL SIGNED: 10/23/2015 LLCMIWI9ooDLAKEs R. IRSoD PARKWAY J\s Loo ' x FLOWER MOUND, TX 75028 GENs• d1% 0SERIES420SGDREINFORCEDWITHOUTADAPTER 96" x 96" FirNOTESgip$TATE` i'^(;C OORANW. DRC NO. REVE V.L. 08-02249 V/" ONA 11\ NAL areNTS 10/30/13 1 OF 10 1 FI HE 6- MAXr 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 17 MAX Q.G. -, 6" MAX Frame Single Panel and Total Frame NMN (n) Wight 30.0 36.0 42.0 17" MAX in) 60.00 72.00 O.C. 96.00 64.00 16- Pas Nap Pas Neg IAX 40.0 56.4 40.0 50.9 40.0 457 AME 88.0400 55.2 400 48.0 IGHT 39.4 39.4 92.0 6" MAX 40.0 40.6 37.1 37.1 6" MAX SERIES 420 SGO REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.0PSF NONE SEE CHARTS Of AND 42 FOR OTHER UNITS RATINGS Rr.=NS ' OESCWPRON CATE I APPRWEO ADDED FLANGE AND FIN INSTAUATION 12/10/13 R.1 - REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART 41 WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET I CHART 42 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I Design pressure chart (pst) Design pressure chart (psi) Frame Single Panel and Total Frame NMN (n) Wight 30.0 36.0 42.0 46.0 in) 60.00 72.00 84.00 96.00 64.00 Poe Nep Poe Nap Pas Nap Pas Neg 84.0 40.0 56.4 40.0 50.9 40.0 457 40.0 42.0 88.0400 55.2 400 48.0 40.0 43.0 39.4 39.4 92.0 40.0 52.4 40.0 45.4 40.0 40.6 37.1 37.1 96.0 40.0 49.8 40.0 431 38.4 38.4 35.0 35.0 CHART 42 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I CHART d3 Design pressure chart (psi) Frame Freme Single Panel and Total Frame NMth (In) Height 30.0 36.0 42.0 46.0 in) 60.00 72.00 64.00 96.00 Pas I Neg Pas Neg Pas Neg 84.0 58.4 504 50.9 50.9 45.7 45.7 08.0 55.2 55.2 48.0 48.0 43.0 43.0 92.0 52.4 52.4 45.4 45.4 40.6 40.6 96.0 49.8 49.8 43.1 431 38.4 304 350335.0 CHART d3 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTE 96" x 96" ELEVATION wN: Ixw No. V.L. NTS 08-02249 SIGNED: 10/23/2015 Number o/ anchor loco r/ons required Freme Single Panel and Total Frame NMIh (int) Height 30.0 36.0 42.0 46.0 M) 60.0 72.0 84.0 96.0 H65 IJ&mb HdS J*mb H6S Jamb H&S Jamb 64.0 4 1 6 5 1 6 6 1 6 6 1 r- 88.0 4 6 5 6 6 6 6 6 97.0 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 ADAPTE 96" x 96" ELEVATION wN: Ixw No. V.L. NTS 08-02249 SIGNED: 10/23/2015 c ti FR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD do JAMBS SEE CHART p4 FOR NUMBER OF LOCATIONS REOUIREO 6' MAX — 17 MAX r O.C. 6" MAX Number of anchorloco (ions required Sin91e Panel and Total Unit VMdth (n) Frame 17" MAX Haight 90.0 36.0 42.0 46.0 0 C. a) 60.0 72.0 64.0 96.0 5" H&S Jamb H&S Jamb H&S Jamb H&S Jamb 64.0 4 6 5 6 6 6 4X ME GHT 6 66.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 6" MAX 4 6 5 6 8 6 6 6 6' MAX I 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART /4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACT RATING REOUIRED t35.OPSF NONE SEE CHARTS II AND #2 SHEET 2 FOR OTHER UNITS RATINGS REVISIONS OESCRIRnON dIE APPROMEO ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.1.. REVISED INSTALLATION DETAILS 05/03/15 1 R.L. CHART /4 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SCD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION ORAW OK NO. REV V.L. 08-02249 B M' NTS °"E 10/30/13 SNEE73 OF 10 SIGNED: 10/23/2015 LR! 1 N ? 10 7/ i D 5'. #: TAT OF s` : A 0RIaP i'0/DNA 11 a\ Number of anchorloco (ions required Sin91e Panel and Total Unit VMdth (n) Frame Haight 90.0 36.0 42.0 46.0 a) 60.0 72.0 64.0 96.0 H&S Jamb H&S Jamb H&S Jamb H&S Jamb 64.0 4 6 5 6 6 6 6 6 66.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 8 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SCD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION ORAW OK NO. REV V.L. 08-02249 B M' NTS °"E 10/30/13 SNEE73 OF 10 SIGNED: 10/23/2015 LR! 1 N ? 10 7/ i D 5'. #: TAT OF s` : A 0RIaP i'0/DNA 11 a\ 1/2" MIN. EDGE DISTANCE REVISIONS ' REV OESCRIPnON DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L 8 REMSEO INSTAWTION OEUILS 108/0.3/15 lR.L X10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTER 11 11 11 11 INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. IENT AIN. C.In,C, vlaTANCE A10' S WOOD FRAMING OR 2X BUCK BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 10/23/2015 MI WINDOWS D DOORS LLC Ilir04f 1 3/8" MIN. J`5 WOOD FRAMINGEMBEQMENT GENS 0 5SERIES420SGOREINFORCEDWITHOUTADAPTER 96" x 9 FRAME INSTALLATION DETAILSO a aE ., WWig! • AT OF i s"ONA,E 1G0`\• OR 2X BUCK on No. REV I 08-02249 BY OTHERS o TESCALENTS 10/30/13 4 OF 10 1/4' MAX. IN SHIM 010 WOOD SPACE 1 3/8" MIN. 1/4" MAX SCREW EMBEDMENT I SHIM SPACE T- 1/2" MIN. R AFEDGEDISTANCE X10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTER 11 11 11 11 INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. IENT AIN. C.In,C, vlaTANCE A10' S WOOD FRAMING OR 2X BUCK BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 10/23/2015 MI WINDOWS D DOORS LLC Ilir04f00LAKESIDEJ`5 FLOWER MOUND. TX 75028 GENS 0 5SERIES420SGOREINFORCEDWITHOUTADAPTER 96" x 9 FRAME INSTALLATION DETAILSO a aE ., WWig! • AT OF i s"ONA,E 1G0`\• DRAWN: on No. REV V.L. 08-02249 B o TESCALENTS 10/30/13 4 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE t/a- MAX. r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR II II II II INTERIOR 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE 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 SILL TO BE SET IN A BED OF APPROVED SEALANT REVISIONS OESCRWMN OAIE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1/4' MAX. r SHIM SPACE l- I INTERIOR 3/4' MIN. EDGE DISTANCE U U X110 SMS OR o%%%111tIII// R• L0/ij SELF DRILLING J g ter •GENSF•9s SCREWS METAL A-- STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL DRAWN: METAL STRUCTURE INSTALLATION SIGNED: 10/23/2015 MI WINDOWS AND DOORS LLC o%%%111tIII// R• L0/ij 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 J g ter •GENSF•9s SERIES 420 SGO REINFORCED WITHOUT ADAPTER 0 5 * 96" x 96" FRAME INSTALLATION DETAILS 7 kEDTAT OF DRAWN: 0" NOOR10 08-02249 B ii S`ONA 11Ea scut areNTS 10/30/13 5 OF 10 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR I I I I INTERIOR rSILL TO BE SET IN A BED OF APPROVED SEALANT W., 6r 1 1/4" MIN. n- EMBEDMENT I• REVISIONS ' oESCRPIxIN MR AVVROVEO ADDEO FIANCE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 1/4* MIN. EMBEDMENT 1/4" MAX. 2 1/2" •'a SHIM SPACE MIN. EDGE DISTANCE 3/16- TAPCON CONCRETE/MASONRY BY OTHERS •• OPTIONAL 1 X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR EXTERIOR 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 2 1/2" MIN. EDGE DISTANCE SIGNED: 10/23/7015 2 1/2- MIN. VERTICAL CROSS SECTION LLCNDDOORPARKWSMIWI9oo0LAKEs EDGE DISTANCE CONCRETE/MASONRYINSTALLATION oEWS 41 e 1 1/4" MIN. FLOWER MOUND. TX 75028 ``\\` J` 51REI 1o/,/' v•G N'y EMBEDMENT CONCRETE/ MASONRY1/4- MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK riTOBE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR I I I I INTERIOR rSILL TO BE SET IN A BED OF APPROVED SEALANT W., 6r 1 1/4" MIN. n- EMBEDMENT I• REVISIONS ' oESCRPIxIN MR AVVROVEO ADDEO FIANCE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 1/4* MIN. EMBEDMENT 1/4" MAX. 2 1/2" •'a SHIM SPACE MIN. EDGE DISTANCE 3/16- TAPCON CONCRETE/MASONRY BY OTHERS •• OPTIONAL 1 X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR EXTERIOR 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 2 1/2" MIN. EDGE DISTANCE SIGNED: 10/23/7015 VERTICAL CROSS SECTION LLCNDDOORPARKWSMIWI9oo0LAKEsCONCRETE/MASONRYINSTALLATION oEWS 41 FLOWER MOUND. TX 75028 ``\\` J` 51REI 1o/,/' v•G N'y 0 6SERIES420SGDREINFORCEDWITHOUT ADAPTIRIVI96" x 9IO y E ;lyeFRAMEINSTALLATIONDETAILS D TAT OF oRArrtr owc No. scut OS-0' E2E249 alENTS 10/30/13 6 OF 10 1/2" MIN. r EDGE DISTANCE WOOD FRAMING I 1 3/8 MIN. OR 2X BUCK EMBEDMENT BY OTHERS 010 WOOD SCREW I WOOD FRAMING OR 2X BUCK BY OTHERS 1/4" MAX. SHIM SPACE REVISIONS OESCRNNON MR I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. LU%IL VI>II4rvl.0 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 MIN. RENT EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 10/23/2015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 11111IIIIIi, g .0 v •GENS qiP'% Z * 4.T(iT 0 OF 1 3/8" MIN 9ST x 96" INSTALLATION DETAILS AFLANGEo MAX. jO'•' CQR10P• ' DRAWN. OWG No REv 08--02s249 EMBEDMENT sous aTE SHIMSPACE 010 WOOD SCREWS 1/2" MIN. INTERIOR EXTERIOR INTERIOR EDGE DISTANCE n I r SILL TO BE SET IN A BED OF NI 0 WOOD a APPROVED SEALANT SCREWS LU%IL VI>II4rvl.0 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 MIN. RENT EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS SIGNED: 10/23/2015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 11111IIIIIi, g .0 v •GENS qiP'% Z * 4.T(iT 0 OF SERIES 420 SGD REINFORCED WITHOUT ADAPTER 9ST x 96" INSTALLATION DETAILS AFLANGEo jO'•' CQR10P• ' DRAWN. OWG No REv 08--02s249 sous aTENTS 10/30/13 7 OF 10 3/4" MIN. EDGE DISTANCE METAL MAX STRUCTURE SHHIMIM SPACE BY OTHERS n 110 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS RENS0M oESCRWTON MTE I MWR94ED ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 IRL. REVISED INSTALLATION DETAILS 1 08/03/15 1 R.L. I ' 1/4- MAX. SHIM SPACE X110 SMS OR SELF DRILLING — SCREW 3/4" MIN. INTERIOR EDGE DISTANCE EXTERIOR INTERIOR L a LTO BE SET IN #lO SMS OR a 1 aBEDOFSELFDRILLINGPROVEDSEALANTSCREWS METAL STRUCTURE BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES• I INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHERS Tow DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS DRAWN: owD NO. a V.L. 1 08-02249 Sc4E NTS I D'T 10/30/13 s"ME'8 OF 10 SIGNED: 10/23/2015 CONCRETE/ MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 2 1/2" MIN, EDGE DISTANCE 1 1/4" MIN. e. EMBEDMENT C 1/4" MAX. SHIM SPACE F 3/16' TAPCON EXTERIOR ll__LI LL_LI INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT a --f y 1 1/4" MIN. n EMBEDMENT 1 1/4" MIN. EMBEDMENT 2 1/2" MIN. EDGE DISTANCE 3/16" TAPCON CONCRETE/MASONRY BY OTHERS RrAso 5 oEscRo"10" are APPROVEo AOOEO FLANGE ANO FIN INSTALLATION 12/10/13 RL REVISEO INSTALLATION OETAILS 08/03/15 1 R L I/4" MAX. r SHIM SPACE JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE40SONRYINSTALLATION TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES: I INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/2" MIN. SIGNED: 10/23/2015 EDGE DISTANCE VERTICAL CROSS SECTION MI WINDOWSLLCDOOPARKWAY 1111111// CONCRETE/MASONRYLNSTALLATION 00 LAKESIDED 5 R Low,/", 9JI i FLOWER MOUND. TX 75028 GEIVS SERIES 420 SGD REINFORCED WITHOUT ADAPTER 61 *= M.TAT 96" L 96" INSTALLATION DETAILA10 yFLANGEpOF ORAwN. owc No. 0Rl9tS08AilEa ur:NTS o"E 10 30/13 990 WOOD FRAMING BY OTHERS 1 1/4 - MIN / 4" MIN EMBEDMENT APPROVED SEALANT BEHIND FIN R8 WOOD SCREW APPROVED SEALANT BEHIND FIN J8 WOOD SCREW 7/16• MIN EDGE DISTANCE 1/4" MAX SHIM SPACE 7/16" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION EXTERIOR 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS INTERIOR TRIM 1/2" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS 3 D MIN. EDGEE DISTANCE TRIM 1/4" MAX 1 3/8 MIN. F SHIM SPACE EMBEDMENT INTERIOR INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS I.9. HOOK STRIP HOOK STRIP X110 WOOD #10 SELF DRILLING a SCREW a SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING METAL STRUCTURE SIGNED: 10/23/2015 MI WINDOWS AND DOORS LLC p i i1900LAKESIDEPARKWAY \\\J\5 i FLOWER MOUND. TX 75028 ` ,,•GENS +' NOTES., SERIES 420 SGD REINFORCED WITHADETAILS 10,612 1. INTERIOR AND EXTERIOR FINISHES, SY OTHERS, NOT SHOWN FOR CLARITY. NAILFIN do HOOK INSTALLATION+,TAT OF2. PERIMETER AND JOINT SEALANT BY DES/ GNEOINACCORDANCEWITHASTME2EZSTOBE DRAWN. am NO.iE`;:COR10T; Osr-"x NTS — 10/30 13 08 — ET102249 / S NA 11Ea\ 406. REVISIONS ' REV OESCRIP110N DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION OETAILS 08/03/15 R.L.. 1 5/8" MIN. EDGE GIST. a TRIM ° 1 1/4' MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP IX BUCK TO BE PROPERLY SECURED aTAPCOTAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYA:ONCRETE 1/2" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS 3 D MIN. EDGEE DISTANCE TRIM 1/4" MAX 1 3/8 MIN. F SHIM SPACE EMBEDMENT INTERIOR INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS I.9. HOOK STRIP HOOK STRIP X110 WOOD #10 SELF DRILLING a SCREW a SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING METAL STRUCTURE SIGNED: 10/23/2015 MI WINDOWS AND DOORS LLC p i i1900LAKESIDEPARKWAY \\\J\5 i FLOWER MOUND. TX 75028 ` ,,•GENS +' NOTES., SERIES 420 SGD REINFORCED WITHADETAILS 10,612 1. INTERIOR AND EXTERIOR FINISHES, SY OTHERS, NOT SHOWN FOR CLARITY. NAILFIN do HOOK INSTALLATION+,TAT OF2. PERIMETER AND JOINT SEALANT BY DES/ GNEOINACCORDANCEWITHASTME2EZSTOBE DRAWN. am NO.iE`;:COR10T; Osr-"x NTS — 10/30 13 08 — ET102249 / S NA 11Ea\ 406. Florida Building Code Online Page 1 of 6 Business & Professional Regulationi rr rc SCIS Home I Log In i User Registration i Hot Topics Submit Surcharge Stats 6 Facts E Publications f FBC Start SCIS site Map Links Search b a Product Approval USER: Public User Rguct ADDroval Menu > Protluet or Application Search > Application List > Application Detail FL # F1.15279-114 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwestelfield@cJopay. cpm Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler R Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R4 Eouly 20150319 - FBC - DASMA 108 eouiv.Ddf FL15279 R4 Eouiv 20150319 - FBC - DASMA 115 eouiv.Ddf Product Approval Method Method 1 Option A http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted 03/19/2015 Date Validated 06/12/2015 Date Pending FBC Approval Date Approved 06/21/2015 Date Revised 08/10/2017 Summary of Products Go to Page O a FL # Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 2051, 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). 0 0 Page 1/ 8 0 0 Description 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL35279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Lisbno Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL35279 R4 II 101655-Revl2.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE-1A471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GDILP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, EDiSP, ED1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door 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). Certification Agency Certificate FL35279 R4 C CAC Letter with proof of contract and proof ofinspection.Ddf FL35279 R4 C CAC W3 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 103952-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.3 003 W3-09 DSIV -1A171: 9130,Double-skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 90" 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-IA171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL35279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL35279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-Rev0l.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspecdon.Ddf FL35279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 101820-Revl3.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ"Dgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online 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 windbome debris regions (ref 1609.1.4 FBC). 15279.6 006 W3-16 DSIU-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 windbome debris regions (ref 1609.1.4 FBC). 15279.7 007 W3-16 PAN -2F153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 42B, 148B,55S,4RST,6RST,4RSF,6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). 15279.8 008 W4-09 DSIE-1F171: 4300, 4301, 4310, 4400, 4401, 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), Page 3 of 6 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 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 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 FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104168-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.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of mspection.pdf FL15279 R4 C CAC W3 Listina Intertek.pdf 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) WINDCODE9 W4 Garage Door Certification Agency Certificate FLl5279 R4 C CAC Letter with proof of contract and proof of inspection.pdF FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 101652-B-Revll.pdf 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.; interior skin 27 ga. min.) Single- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODEO W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.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=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 103969-B-Rev02.pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Page 4 of 6 15279.10 010 W4-09 DSIU-IF171: 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 Door 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104183-Rev0l.pdf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.11 011 W4-09 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door 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 budding code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC), Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof ofinspection.pdf FL15279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104456-Rev0l.pdf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN -21`351: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE® W4 Garage Door 42B, 485, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GR5S, 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, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure. +25 PSF/-32 PSF Other. The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.14 Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 300159-B-Revl6.odf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 1) 103486-B-Rev08.odf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: http://,Aww.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZIQR... 9/7/2017 Florida Building Code Online 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). Page 5 of 6 Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listmo Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-RevO6.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.15 015 W4-16 DSIE-1F171: 4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201s6203 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 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listino Intertek.ndf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 101481-B-Revl3.pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.16 016 W4-16 DSIE-3F471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double- Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FLIS279 R4 C CAC W4 Listing Intertek.odf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 104029-B-Rev03.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.17 017 W4-16 DSIEO 1F479: Coachman/Settlers/Affinity Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 279a. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE® W4 Garage Door 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. N/A FL15279 R4 C CAC W4 Listmo Intertek.odf Design Pressure. +25 PSF/-25 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 103046-RevO7.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.18 018 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 Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of mspection.pdf FL15279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104169-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the impact resistant requirement for windborne Evaluation Reports debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: 15279.19 019 W4-16 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 Listing Intertek.Ddf 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 windborne debris regions. The product without glazing DOES FL15279 R4 11 104457-Rev02.Ddf Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN -2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (97' to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE® W4 Garage Door 4RST, 611ST, 4RSF, 6RSF, GD5S, GD5SV, CRSS, GRSSV, ARSS, ARSSV, EDSS, ED5SV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL 15279 R4 C CAC Letter with proof of contract and proof of insoection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listino Intertek.Ddf Design Pressure: +24 PSF/-24.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 11 101711-B-ReviS.Ddf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page = a Bath Nert 0 d Pagel/80 0 Contact Its :- 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: 850.487.1824 The state of Flonds is an AA/EEO employer. Cocyrioht 2007.2013 State of Florida.:. Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are pudic records. If you do not want your e-mail address released In response to a public records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850 467.1395 *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here. Product Approval Accepts: 90-1 EIsR Credit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=,A,GEVXQwtDgv-yVVKJZ 1 QR... 9/7/2017 C%VNAM H&cpammp Na fI O W uMWATGm. Gaw% ANU 07. nv 6 8 e m J;• WCJ a m azar•W.!! LCC'J@ Fi_7S! 0II I h SHEET 1 OF 2 OPTIONAL CLAM MAY BE STANDARD OR IMPACT RESISTANT CUKINO. SEE SECTION B -B EOR DETAILS. MAX. STANDARD SIZE IS 42-1/2'.16'. IMPACT RESISTANT GLAZING IS 21-5/6'.14-1/6'. 12wi l I I15w,151W'i Ewl II NEW '. vusw "m NSFIma mm %M tae[ m3w-I13®0 1•NR VAMGD- wa a nm OfFRPM M WatTOWW3 a r mraaWwA 1C s em Imm 1• K n1Tu,n.e. 1MQ-1C 1 4 ps SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. rar.a a ENCNEFR wm WCPUFRLO. PX4 V 111-vc- 7 r SIP LAP JOINM - as msmmam If DENSITY POLYSTYRENE FOAM INSULATION 1-5/16' THICK WITH VINYL HNRCELL BACKER (INSL)JITED MODELS ONLY) J25G. WIN. GALV. STEEL SKDI WITH A BAKED -ON PRIMER, AND A SAXED-014 POLYESTER TOP OUT APPLIED TO BGHI SIDES OF STEEL SIGN. no Ole mane®M®wales wo.® m01m m.oaaW m 11W nm Yw a a. NTowaa. YO•W a•s O1 e MOM1AMdrW avOfR 4WpmW.oW. O 0001 NW P v wa W W.OW oo mW. A Nn Moa. SOC 10o Q 1p00.I00Pd11p.IN iAtf11 a0e- IItve0" 0{0{gp0 p • ya/O u ym M wmr LaImmmNICKww clopay MPC: PAN -2F1 IUAm 1/3/97 Building Products 655 mNE 40Z o O"m"" Om OA (510oQm IAC 0w4 onI - W N Rob Kmr..4. Mw 116CWVT®1 DL cGAOGGD W SECTION A -A (SIDE NEPA I 1- r Twat 3' TALL U -BAR 20 Cil CAW. STEEL MRI. YERD 51 wmft 50 KSI r) 3' T 12 GA CATV. STEEL TOP ROLLER BRAQCET. EACH BRACKET ATTACHED M/ 4) Hd ' SHEET PETAL 14 Gl GALV. ROLLER HINGE EACH HINGE FASTENED TO END STIES MRN (4) /14.5/4• SHEPT METAL SCREWS AND (4) ' 1/4•.3/4• SELF TAPPING SCREWS. SEE NEW 'B'. 7 TALL . 20 Gil GALV. STEL U -BARS IN A 2-1-2-1 PATTERN (LE TWO U -BARS ON BOTTOM SECTION. ONE U -BAH ON NEXT SECTION. ETC.). EACH U -BAR ATTACHED PT (2) 1 4'd/4' SELF TAPPING SCREWS ATTACHED WAIGA. GALV.S 2) # 14EL 4%4• S14EE METAL SCREWS. ALUMINUM EXMMN t VINYL WEATHERSTRIP. DESIGN LOADS; +24.0 PSF & -24.5 PSF TEST LOADS: +36.0 PSF & -37.0 PSF vans ";;;-TNAL wm am W4 I 16.0-W . 16.0-M CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 16V +24/-24.5 PSF Ivab B 0•Avom MAoo• 101711 BC IMPACT RESISTANT ASSEMBLY OETAILSIORATMNO101711 •A SECTION B—B (IMPACT—RESISTANT GLAZING OPTION( ossa s WTOW Uu 101M 1 ww 141114 R M 11p1f flow. tmWta VOLuxm low as 0011¢ lld C f®MR 1Ms® a to- n77m C 4=0 mmo m ma .1M 10 A . smov FIM 1y7. 110 100 MOR won STANDARD ASSEMBLY DETAILS ORALMNO 101 71 1-9 rmw mw RUM ar a0aso am omwg swmc 1m1 Rw nlaw FRANK a 1601110001 T" now-1®SUM romm INS GAM Nam "m HIW 1M1mm pys• 1uN Amu soM.r arlaKa sm 09 aR 1 ACOW LM AMtAIRL Onana AtMKR: a 11ASPAX OF= N1 wm1 O A17RNtD CC7 RASH N AOOOI W EM 0"•/10C PAOaMcan am ASsr 060mm N CompLp S RIMOR3mm Lm M800 LeeLee ROOLm110m or M M Mum OOOE OR WIRIOWOIV. MONO 000[ M 1@ IRK M MRR R[9WONf It01O016 i0 RW01now Dom I®O w. OM m1 N vw4m). T/s to some a la tanms 1- oa As01m1 1a0um. AAs 7007 Oo t(f CR;5 aWN hL NR VIOXX TO Fl01M A IIIBI101W0WeUMWMM1oWm1aare001m1RIQfEt1[Mb mounAuma ams A1pp1 -. aR o0R0e has A m aaiam4 mm RUM sum ARm4R OR114%r woom saa a 1Y 0011M has A001mL - I - K a w r tone ta-WatoSLOW. 1 0a wsme R001mPov 11114 araas A7m01e 1m ME a0=0l9MtNR 801 m NmIQ • RUSH UPAM SormL ROImO1m J11R7 00 Rsf 1a1a 10701 m OmM 101-101. A 1Aa® 0131011 T aO1aID m Oppon AaRLO HelOme no/" an 00MNNO96 f10A IWOMO R 00011 WMN001 (la 007 6010/00 / fR 170M 10.WG. an 00 ou 10 M 00. Tim NIOL slu- 11 Lam \1 is ala (lar. Hilm OOK L7 W' la ROMO AMIMR ` i - c..w spm11s1Om1 (a1i PC= Amt sOmla It a aLr. R ull, Wm NO1 mm 9WWfNtOW" O (Q14WX4Wrsvsspsosmog srt 1ma n i AM wsimgm am swa am Aluaec M 007011 v M MN1 .1womm f1ARKOOmfe WILL R M i mOT v M01m9P070a w Mae M M a0eaOK Mills, 40 M A®OIIQ IM MOM waOO OOOW7 FOR M t0= 701!0 all M ammm 32CQ. 1iRe u,m mmu* A H: TRACK COIIFIOIIRATION ABOVE THE DOOR OPMM D06 NOT AFFECT THE MIND LOAD RATING OF THS DOOR. mllmmom s'ec is cio w W IA1l 00087 A10 UM01 11 CA ear. mm f1A0 A11odt UOT TOP BRACKET pp "ry OOl1NE HORQONTAL p1 1rn-0/r sOm uA0 sows TRACK HEADROOMOnoLOW OPTM r mmmn O!r t• m. 2-1/r.10 G Gm r. an mat MMmw. 1) TR1m1 NVOM rat ML LEYd0r6L v tt00DL E Daae aur omvas°amw 11 WL 68 1 I 1i40wa sosmi " wo Taff tgai ivadF1mmomtmaa%NOaa t' 1TIM 4 mse7KWafm ova WT 6{ so We OWL i 1m tV! DES CH LOADS: +24.0 PSF A -24.8 PSF TEST LOADS: +34.0 PSF A -37.0 PSF Florida Building Code Online Page 1 of 3 fILDR,0Z 2P Business & Professional Regulatie I SCIS Home I lap In I User Registration ! Hot Topic Submit Surcharge Stats d Facts ` Publications FBC Staff ` BGS Site Map L.nks Search bdF13 a^ Product Approvalo--- ra USER: PublK User Product Approval Menu > Produet or Applicatlon Search > Application List > Application Detail FL # FL17499-R1 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved C MI Windows and Doors 650 West Market Street Gratz, PA 17030 717)365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE 1i Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 301/I.S.2/A440 Method 1 Option A 07/19/2016 08/05/2016 08/05/2016 Year 2008 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Summary of Products Page 2 of 3 FL # Model, Number or Name Description 17499.1 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RI C CAC MI Windows - 185 SH (Fin) Impact Approved for use outside HVHZ: Yes (2).Ddf Impact Resistant. Yes FL17499 RI C CAC MI Windows - 185 SH (Fin) Impact Design Pressure: +55/-S5 (3).Ddf Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact bedded in Pecora 896 sealant. (2).Ddf FL17499 RI C CAC MI Windows . 185 SH (Flanoe) Impact 5).Ddf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 RI II 08-02544A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.odf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG waiver)5-81G 1-8A 52 1-8X84 R60(100918).DdfApprovedforuseoutsideHVHZ: Yes FL17499 R1 C CAC M1 Windows - 185 SH (Fin) (10).pdfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).DdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flanoe) (91.pdfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 II 08-02546A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.odf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RI C CAC MI Windows - 185 SH (Fin) Impact 4). DidApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact (5) Done.DdfDesignPressure: +55/-55 Other: R-PG55•, Missile Level D, Wind Zone 3. Glass to be FL17499 RI C CAC MI Windows - 185 SH (Flange) Impact 3).DdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows. 185 SH (Flanoe) Impact 4).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 08-02545A.pdfR111 Verified By: Luis R Lomas PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.Ddf Created by Independent Third Party: Yes 17499.4 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).pdf FL17499 RI C CAC MI Windows - 185 SH (Fin) (12).odfDesignPressure: +60/-60 FL17499 RI C CAC MI Windows - 185 SH (Flanoe) Other: R-PG60 10).Ddf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 11 08-02549A.pdf Verified By: Luis R Lomas PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513327A.Ddf Created by Independent Third Party: Yes 117499.5 1185 SH 136x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13363)E1729.01-109-47-RO 185 Approved for use outside HVHZ: Yes SH (FLG waiver).Ddf Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (13).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (14).pdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flanoe) Other: R-PG60* 11). Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 11 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 1G/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 R3 C CAC MI Windows - 185 SH Triple (Fin) Design Pressure: +50/-50 441.Ddr Other: R-PG50* FL17499 R1 C CAC MI Windows - 185 SH Triple (Flange) 31,pd FL17499 R1 C CAC MI Windows - 185 SH Triple (Flanoe) 4 ).Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02548A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 RI AE 513324A.Ddf Created by Independent Third Party: Yes 17499.7 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 105x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) Approved for use outside HVHZ: Yes 3).Ddf Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) Design Pressure: +45/-45 4).Ddf Other: R-PG45 FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 3).Ddf FL17499 R1 C CAC Ml Windows - 185 SH Twin (Flange) 41.Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02547A.odf Verified By: Luis R Lomas PE -62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513323A.odf Created by Independent Third Party: Yes F- ---I Hart Contact lh :: 2601 Blair Stone Road- Tallahassee FL 32399 Phone: 850-487-1624 The State of Florida is an AA(EEO employer. Coovrioht 2D07-2013 State of Flertda.:; 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 eleCtronK mail to this entity. Instead, contact the of8te by phone or by traditional mall. 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 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 of you are a licensee under Chapter 455, F.S., please dick here. Product Approval Accepts: MERE Credit Card Safe http://www.floridabuilding.org/pr/pr app_dti.aspx?param=wGEVXQwtDgtCUGgvjQiz6BP... 9/7/2017 NOTES 1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REUUIREMENIS OF THE FLORIDA HUILOING COUE INCLUDING THE HV12. 2 'VOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING ANO MASONRY 0°ENING IS THE RLSPONSIBIIIFY OF THE ARCHITECT OR CNGINEER OF RECORD. 3, IX BUCK OVER fAASONSY/CONCRETE IS OPTIONAL. A :,HERE SHIM OR RUCK THICKNESS IS LESS THAN 1-1/2- WINDOW UNITS MUST BE ANC,HORCU 1HROUGII THC rRAMC IN ACCORDANCE WITH MAI-IUI'ACTURER'S PUULISIICO INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO I.IASrjtta", CONCRETE ON OTHER STRUCTURAL SUBSTRATE MATERIAL 5. WHEPE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER. BUCK SIIALL BE SECURELY f'A'3TUNCD 10 MAS0fIRY. CONCREIC OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORF11, THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PLIULIS14CO INSTALLATION INSIRUCIIONS 6. VAIERE 1% BUCK IS 1401 USED DISSIMILAR MATERIALS MUST BE SEF'ARATCU WITH APPRObCU COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCI111ECT OR ENGINECR OF RECORD 7. SUCKS SHALL CXTCND BEYOND WINDG11,1 INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8 FOR FIN IN STALUJION SHIM AS NEEDED. FOR rRAME INSTALLATION SHIM AS REOUIRED AT CACI1 ANCHOR LOCATIOff WITH LOAD BEARING SHIM SHIM WHERE SPACE OF I/18" OR GREATER OCCURS. MAXIMUM 4110WABLE SHIM STACK TO BE 1/4". 9 SHIMS SHALL BE LOCATED, APPLIED 4140 MADE FROM MATERIALS ANG THICKNESS CAPABLE OF SUSTAIN114G APPLICABLE LOADS. 10 WIND LO.T DUwATION FACTOR rd=1 6 WAS USED FOR :,OOD ANCHOR CALCULATIONS I I FRAME MATERIAL' EXTRUDED RIGID PVC. 12. UI41TS MUST BE GLAZED PER ASTM E1300-04/09. SEE SHEET 14 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM 1S NOT P.EOUIRCD rOR THIS PRODUCT 114 WItD BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INFO WOOD FRAMING OR 2X BUCK USE l}8 WOOD SCREWS WITH SU'FICIENT LEI40TH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBiTRATE, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATICH PCIAILS. I TABLE OF CONTENTS RFwslelr,. • I REV I OMPPIION I COFE I a pgo ED A I REVISED ANCHOR, SPACIIJC & CHARTS 107/1 il,2016I R.I. 15. roR ANICHORING THROUGH FRAME INTO WOOD rRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LEI4CTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT It1T0 SUBSIP.AIC. LOCATE ANGITORS AS SFIOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16 rOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE; USE 3/16" tAPCON$ WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM CMBCOMEt4T INTO SUBSTRATE WITII 2 1/2" MINIMUM LOGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORIN; THROUGH rRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITFI SUrFICICNT LENGTH TO ACHIEVE 3 TvRCADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SYOWN IN ELEVATIONS AND INSTALLATION WAILS. 18. AIV_ FASTENERS TO BE CORROrION RESISTANT. 19, INSIALV;IION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACIUREP'S INSIALLAFION INSTRUCTIONS AND ANCHORS SHALL NOT HE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRA,'ITr OF G=0,42 B. CONCRETE: MINIMUM COMPRESSIVE SIRENGIH OF 2,000 PSI. C. MASONIRY: H0110W/FILLED BLOCK PER ASTM C90 Vllffl FIr=IIJOGPSI MINIMUM ry. METAL STRUCTURE: STEEL IBCA (.1048') Fl=,i,i1SI, FU=52KSI OR ALUMINUM 6063-T5 FU=30KSI .048" THICK MINIMUM SHEET NO I DESCRIPTIC 14 I1NOTES 2 - 0 1 CLEVAF ONS 5 - 13 (INSTALLATION DETAILS 14 ILOMPONENTS SIGNED: 07/12/2016 MWINDOWSMARKET DORS IILr 650EST 51TR GRATZ, PA 17030-0370 GENS'•9d,% tc 40AyA6 2SERIES185ALUMINUMSINGLEHUNGWINDOW 52"X84" NON -IMPACT NOTES Q ( e4pO,• AT OF i'0Xt`*' OR1a?' ,A- Qi FgAV": I:.>w; No RIv 08-02546 n i'/ s,ONA 11 `\` sc atNTS 12/09/14 1 OF 14 I 15" MAX O.C. T_' S4" MAX FRAME H.1 rHT 32" MAX FRAME WIDPI 52- MAX FRAME WIDTH 18" MAX 0 C rl 1 1 1 1 2" O 16" 6{AX C. O I. 4 X 1A.< aME 2" MAX 2" MAX 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGES FINLESS INSTALLATION FLANGE A FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART SI FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART RI FOR SMALLER UNITS REOUIREO ANCHORS DESIGN PRESSURE RATING IMPACT RATING 160.0PSF NONE NOTES: 1. MAXIMUM SASH SIZE. 51' X 30-. 2 MAXIMUM SAH D.10.. 47 5/8" X 32 1/2". 3 MAXIMUM FIXED D L.O : d9 1/A" X 45". METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS FIN1NOM OE FUMON - -owo REISED ANCHOR SPACING k CHARTS 107/11 /20151 R.I. CHART #1 UNITS INSTALLED WITHOUT FILLERS Rime Height (in) MI WINDOWS AND DOORS 650 WEST MARKET SIREEI GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE & FINLESS ELEVATIONS N.G. 1 08-02546 caE NTS °^'c 12/09/14 ISHEIT2 OF 14 SIGNED: 07/1212016 52- MAX FRAME WIDTH 2" MAX 16" Max O.C. 2" 16" 6{AX C. O 1A.< aME ICHT X JI 2" MAX 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGES FINLESS INSTALLATION FLANGE A FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART SI FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART RI FOR SMALLER UNITS REOUIREO ANCHORS DESIGN PRESSURE RATING IMPACT RATING 160.0PSF NONE NOTES: 1. MAXIMUM SASH SIZE. 51' X 30-. 2 MAXIMUM SAH D.10.. 47 5/8" X 32 1/2". 3 MAXIMUM FIXED D L.O : d9 1/A" X 45". METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS FIN1NOM OE FUMON - -owo REISED ANCHOR SPACING k CHARTS 107/11 /20151 R.I. CHART #1 UNITS INSTALLED WITHOUT FILLERS Rime Height (in) MI WINDOWS AND DOORS 650 WEST MARKET SIREEI GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE & FINLESS ELEVATIONS N.G. 1 08-02546 caE NTS °^'c 12/09/14 ISHEIT2 OF 14 SIGNED: 07/1212016 F. N FR HE 52" MAX FRAME VAOTH — 2" MAX _ 16" MAX _ 2" MAX G J' 1 I i+( 1 IG" MAX O.C. I" I A:< IMI: CHT 2' X 1 I F" AJAX O 52" 4LAX FRAME 1.1710TH — 2" MAX — 16" MAX _ 2" MAX1 — O.G. I 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGES FINLESS INSTALLATION FLANGES FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART 12 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART /2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 160.0PSF NONE. NO TES: 1 MAXIMUM 5451.1 SIZE 51" X 33". 2. MAXIMUM SAS14 D.L.O • 47 5/6- X 32 1/2- 3 KIAXIMUM FLJ(ED O.L O : 49 I/4" X 45". METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS OC.CR.11pN WE AncapyEp REVISED ANCHOR SPACING k CHARTS 07/11/201 OiR. CHART #2 UNITS INSTALLED WITH FILLERS Rem• Wight (m) MI WINDOWS AND DOORS 650 WEST MARKEI STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON—IMPACT FLANGE do FINLESS ELEVATIONS MAO& TNo. N.G. 08-02546 NTS -Tr 12/09/14 s"E-3 OF 14 SIGNED: 07/12/2016 R IILIoW'l i c OR1aP• 2' I F" AJAX OO.C. 84^ 1 MAX FRAME HEIGHT I u X 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGES FINLESS INSTALLATION FLANGES FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART 12 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART /2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 160.0PSF NONE. NO TES: 1 MAXIMUM 5451.1 SIZE 51" X 33". 2. MAXIMUM SAS14 D.L.O • 47 5/6- X 32 1/2- 3 KIAXIMUM FLJ(ED O.L O : 49 I/4" X 45". METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS OC.CR.11pN WE AncapyEp REVISED ANCHOR SPACING k CHARTS 07/11/201 OiR. CHART #2 UNITS INSTALLED WITH FILLERS Rem• Wight (m) MI WINDOWS AND DOORS 650 WEST MARKEI STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON—IMPACT FLANGE do FINLESS ELEVATIONS MAO& TNo. N.G. 08-02546 NTS -Tr 12/09/14 s"E-3 OF 14 SIGNED: 07/12/2016 R IILIoW'l i c OR1aP• 84" AAX FRAME 1.2' MAX FR nI,,E wioTH — 2" MAX - 52" M,LY FRAME WIDTH — MAX O.0 1 s 2" MAX r- GRAB, PA 17030-0370 MAX O.C. -1 2" MAX O.C. I O I FININ ELEVATION 2$$$$OF aurin. o n; I o. REv IVHT 08-02546 A tv I Y ! IT 10" I fl O0C. 6 I— 8I MAX IJ, 1 FRAME HEIGHT I HE I 4 I X I I I 84" AAX FRAME 1.2' MAX FR nI,,E wioTH — 2" MAX - 1- 10" - MAX O.0 1 s 2 I _ GRAB, PA 17030-0370 10" MAX O.C. I O I FININ ELEVATION 2$$$$OF aurin. o n; I o. REv IVHT 08-02546 A tv I Y ! IT 2' MAX 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART d3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART 13 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.012SF NONE N0105: 1 MAXIMUM SASH SIZC: 51- X 36". 2. MaXIMUM SASH O.L.0 47 5/8" X 52 1/2" S. MAXIMUM FIXED D.L.O • 49 I/4" A 45. FlNsina OE.SCRIn110k WE a'EO REVISE) A14CIoOR SPACING R CHARTS 107/11/70161 P L CHARTO Fags Wight (In) SIGNED: 07/12/2016 M650WINDOWS DOORS MARKET GRAB, PA 17030-0370 r••G NS••s 5SERIES185ALUMINUMSINGLEHUNGWINDOW 52"XNON-IMPACT 9ATFININELEVATION2$$$$OF aurin. o n; I o. REv 08-02546 A scuta1cNTS 12/09/14 4 OF 14 WOOD FRAMNIG OR L'.' BUCK UY UTIIERS BACKER ROD APPROVED SEALANT EXTERIOR UACKER ROD APPROVED SEALANT WOOD FRAMING OR 2x CLICK BY OTHERS 1/2" x.1111 EDGE DISTANCE BACKER RODBYOTHERS & APPROVED SEALANT i i METAL STRUCTURE INSTALLATION METAL SAI WINDOWS AND DOORS 1 i/4" MIN R EMSEOEN 1 11SBY0THER, Cl' OE 1/4" MAX. 1 SHIM SPACE APPROVED Dy8 2 5 +t= SEALANT 10 WOOD SCREW a1.wr1 INTERIOR SILL TO BE SET IN A BED OF A IMPROVED STRUCTURAL SEALANT 1/4" MAI. SHIM SPACE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTI4ERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 EXTERIOR BACKER ROD APPROVED \ SEALANT METAL STRUCTURE BY OTHERS r t EDGE DISTANCE I 1 / 4" MAX. rD r SH1M SPACE" 10 SMS OR SELF DRILLING SCREW VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION INTERIOR SILL TO BE SET IN A BED 017 APPROVED STRUCTURAL SEALANI 1/4" MAX. SHIM SPACE REV OFSCRT141N I M,E A REVISED ANCHOR SPACING h CHARTS 07/11/20161 P.L. 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 11 1/2' INTERIOR MIN EDGE 015TANCE 1 F—C•1 10 WOOD ---, / \ I', v — SCR CW Ji/ 000 FRAMING L'R 2x BUCK EXTERIOR BY OTHERS — BACKER ROC fc APPROVED SEAIAIJT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4' MAX. SHIM SPACE lo sMs OR INTERIORSELFDRILLING SCREWS \`-- Guw Y 4.. MIN. EDGE 01_TNcr EXTERIOR METAL STP,UCiUP,E BACKER RODBYOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 07/12/2016 SAI WINDOWS AND DOORS 11111111// iR. LQ p 650 WEST MARKET STREET GRATZ. PA 17030-0370 J gv •GENO*. tp% 1 SERIES 185 ALUMINUM SINGLE HUNG WINDOW Dy8 2 5 +t= 52"xION NONIMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS 0 A ` ATe moi' a1.wr1 an; Iu.Rlv jp';°ZOR101.•0\• 08-- X02546 n B/pNA 110` scK ILA"cNTS 12/09/14 5 OF 14 2 1/2•• MITI. REvlwxr. . EDGE DISTANCE RV orsupT101C DATE •:rOrnm CONCRETC/MA,ON(?Y1 RENSCD ANCHOR SPACING h CHARTS 07/11/2016 PL. Br OTHERS 4 a 01"1161JAL 1'9 FII% —.. A 1 1/4.. MIN, SEL' NOTES 3 - 7 EMBEDMENT 1 1/4' MIN SHEET 1 EMSEUMENI 1 1!4" MAX. COHC:RETE/MASONRY - - SHIM $PACE i 1/4' MAX. by OTHERS . BACKCR ROD SHIM SPACE et APr•ROVED I a SE+ILAFII' 3/16- TAPCON 3/16- TAPCON • .° INTERIOR EXTERIOR J INTERIOR 2 M 12' 1` 1"• , IN EDGE DISTANCE \ EXTERIOR B:.GOER ROD t• APPROVED OPTIONAL IX BUCK SEALANT SEE NOTES 3 - 7 SILL TO BE SET SHEET I JAMB INSTALLATION DETAIL 1 IN A QED Or CONCRETEIR4SONRYINSTALLATION 4CKER POD -. APPROVED t APPROVED STRUCTURALSEAUINTSEAI,kHJ OPTIONALOPTIONAL IX GU--"K SEC F10(ESH - 7 r, J / 1/4- MAX rr• I r SHIM SPACE NOTES: AND EXTERIOR FINISHES, BYOTHEAS. SHEET 1 NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT 8Y OTHERS TO BE y_ DESIGNED IN ACCORDANCE WITH ASTM E2112 CONCRETE/ MAS:)NNY SIGNED: 07/12/2016UYOTHERS4 SII WINDOWS AND DOORS n 650 WEST MARKET STREET N\\ 4 GRATZ. PA 17030-0370 GENs •U+ i_ SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84•' NON-IMPACT OATPOF Q'rzlFLANGEINSTALLATIONDETAILSWITHOUTFILLERS VERTICAL CROSS SECTION 0 CONCRETE/MASONRYlNSTALLATION DRAWN., aev FS:c(0FttON.G.08-02546 A rANTS a:E 12/09/14 6 OF 14 I 1 INTERIOR L EXTERIOR II II INTERIOR Z: EXTERIOR Ij j:lE I 1/2.. MIN SILT. TO BE SET IN A BL -0 or 1'000 FRAMING y EDGE DISTANCE APPROVED BY OTHERS wCODc —.-`` RIGID & AFPRgVPD S/4' MIN RLI: G OR ?r HUi:K I \- R JAMB INSTALLATION DETAIL EDGE DISIANCE Ul OfHERSI 1 1/4" MIN. AFETAL ss,fYjL SHIM SPACE YSTR" UC IURE BY OTI4ERS 1:4" MAX. 5.-- 1/4" MAX BACY.E^: POD S1i1M SPACC SHIM SPACE APPROVED BACKER ROD APPRO VEO fIr( 1 /4 MAX. J WOOD FRAMING SEALANTij SIIIM SPACE APPRCvCD — SEALANT • I r RIG o FILLER 1 O w000 SCREW RI ,ID BY OTHER FILLER 10 SMS OR SELF DRILLING SCREW I 1 INTERIOR L EXTERIOR II II INTERIOR Z: EXTERIOR Ij j:lE I 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 REvis-0115 , OCGCRRTgN CATEa. PPO LQ A I REVISED 44CHOR SPACING h %NARIS I 07/11/7014 PL. 1 1/4" MIN 1/4" MAX EMBEDMENT 5HIM SPACE II 1 /2- % INTERIOR MIN EDGE \ / DISTANCE \ / 1110 WOOD / \!i SCREW SILT. TO BE SET IN A BL -0 or 1'000 FRAMING y 0) t ZX BUCK APPROVED BY OTHERS B:C:KER R0G RIGID & AFPRgVPD STRUCTURAL ILLER SEALANT R JAMB INSTALLATION DETAIL I SEALA`I1 METAL S A'; VF8cAPROV-0 ss,fYjL SHIM SPACE SEALANT 5.-- 1/4" MAX BACY.E^: POD SCREWS SHIM SPACE APPROVED SEALANT WOOD FRAMING OR 2X B'J-K BY O1H[Ps META J r STRUCTUR BY OTHER VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION REvis-0115 , OCGCRRTgN CATEa. PPO LQ A I REVISED 44CHOR SPACING h %NARIS I 07/11/7014 PL. 1 1/4" MIN 1/4" MAX EMBEDMENT 5HIM SPACE II 1 /2- % INTERIOR MIN EDGE \ / DISTANCE \ / 1110 WOOD / \!i SCREW tJ 1'000 FRAMING i 0) t ZX BUCK EXTERIOR BY OTHERS B:C:KER R0G RIGID & AFPRgVPD ILLER SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL 1 /,I" MAX STRUCIURE SHIM SPACE SY OTHERS 10 SMS OR INTERIOR SELF DRILLING SCREWS 3/°" i " MIN SIU_ TO 3E SET EDGE© APPRIN A QVE0ED 0F UISTAfIjEffffffY STRUCTURAL g SEALANT EXTERIOR RIGID J/ BACKER ROD 1/4- MAX TILLER ,k APPROVED StIIM SPACE SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 07/12/2016 M650WINDOWS EST MaRKEAND DOORS T STREEF``````Stili IILo i// GRATZ, PA 17030-0370 = •GENse.4U+ SERIES 185 ALUMINUM SINGLE HUNG WINDOW _fit• ,N0,5 = 5X NONIMPACT _•a;{u;,(,{ ` FLANGE INSTALLATION DETAILS WITH FILLERS 0 • AT OF DR.wR. uu: re atv i'FS:01101, aNc•uGE. 08-02 56 A G NAiNTS015E12/09/14 5H}r70E la 0\\` 2 1/2" MIN. EDGE 01717ANCE CONCRETE/MASONRY BY OTHERS " OPTIONAL IX EUC. — • °' " I 1/4- MIN SEC NEVES 3 — 7 , • EMBED TENT SHCCT 1 •• 1/4" MAX. _ UA,Lt(rR ROD SHIM SPACE APPROVED SCALANI PIC -10 FILLER 3/16" TAPCON EXTERIOR [r INTERIOR VERTICAL CROSS SECTION CONCRETEAMASONRY INSTALLATION 1 1/4" MIN. EMBEDMENT CONCRETE /MASONRY BY OTHERS \ T - v 3/16" TAPCON ( .4 2 1/2" 1 MIN. EDGE a DISTANCE RIGID rILLER P(N?IMG pEUPSRg11 MIL I M-PO tn REVISED A14C110R SPACING h CHARTS 07/11/2016 P.L. OPTIONAL IX BUCK SEE NOTES 3 — 7 SHCEI I I /4 MAX. SIIIM SPACE INTERIOR EXTERIOR BACKER POO 14 APPROVED SCALANT JAMB INSTALLATION DETAIL CONCRETEWASONRY INSTALLATION NOTES, I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY, 2 PERIMETER ANO JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 12 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84'' NON—IMPACT FLANGE INSTALLATION DETAILS WITH FILLER DRAWN- N.G. 08-02546 7 c I4Ts °AIL 12/09/14 1 y1°T8 OF 14 SIGNED: 07/12/2016 R ! IL0//,: v GENs'9s AD O' A 6COF . Tuz SS/0Nnj1 ao\. v SILL TO BE SET BACKER POD Gc ADPROVEO IN A 9ED OF APROVED SvTRUCTURAL SEALANT SE/dANT OPTIONAL IX SUCK 1/4" KAX I SEE NOTE 3 — 7 SHEET 1 811141 SPACE CONCRETE/MASONRY UY OIHERS b A' • • ' 4 VERTICAL CROSS SECTION CONCRETEAMASONRY INSTALLATION 1 1/4" MIN. EMBEDMENT CONCRETE /MASONRY BY OTHERS \ T - v 3/16" TAPCON ( .4 2 1/2" 1 MIN. EDGE a DISTANCE RIGID rILLER P(N?IMG pEUPSRg11 MIL I M-PO tn REVISED A14C110R SPACING h CHARTS 07/11/2016 P.L. OPTIONAL IX BUCK SEE NOTES 3 — 7 SHCEI I I /4 MAX. SIIIM SPACE INTERIOR EXTERIOR BACKER POO 14 APPROVED SCALANT JAMB INSTALLATION DETAIL CONCRETEWASONRY INSTALLATION NOTES, I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY, 2 PERIMETER ANO JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 12 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84'' NON—IMPACT FLANGE INSTALLATION DETAILS WITH FILLER DRAWN- N.G. 08-02546 7 c I4Ts °AIL 12/09/14 1 y1°T8 OF 14 SIGNED: 07/12/2016 R ! IL0//,: v GENs'9s AD O' A 6COF . Tuz SS/0Nnj1 ao\. I /Z' %IIN EDGE DISTANCE WOOD 'FP.AMIIJG OR .; BUCK UY OrlIER$ BACKER ROU —' G APPFOVEI? SEALANT 1/A" TtAX. SITIM SPACE IO WOOD SCREW 1 I_J 1 1 INTERIOR EXTERIOR LjACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS METAL STRUCTURE M OTHERS APPROVED SEALANT fi 3/4' MIN EDGE DISTANCE APPROVED SIRUCIURAL 1/4' MAX. r SKIM SPACE EXTERIOR SILL TO BE SET IN A NEO OF APPROVED STRUCTURAL SEALANT SACKER ROO 1/4" MAX. & APPROVED HIM SPACE SEALANT r 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 Tow DESIGNED IN ACCORDANCE WITH ASTM E2112 STRUCTURE BY OTHERS U .." „JS OR SEL-- ORILLI`rG SCREW 1 FT INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION REvisors ' RCv OEXRmRON WEI --m-owt F I REVISCO A JC140R SPACING k CHARTS 1 07/11/70 1 fP L. 1 1 /4" MIN._ _ 1/4' MA;(. CuaCOIAENr SHIM SPACE INTERIOR 1/Z" MIN EDGE 013TA14CEI 10 WOOD SCREW ` EXTERIOR WOOD FRAMING J OR 2X BUCK BACKER R009YOTHERS & APPROVED SEALANT' JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION r 114' MAX. SHIIA SPACE ILIO SMS OR INTERIOR cz2-' lSELFDRILLING SCREWS SILL BE SET IN A EO OFB 4. 'u; MIM EDGE APPROVED SIRUCIURAL DISTANCE- EXTERIOR SEALM:1 J BACKER ROD 1/a MAX. METAL STRUCTURE A APPROVED SIIIM SPACE M OTHERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711Z,2016 MI WINDOWS AND DOORS I IrRL0650WESTLS I GRATZ, PA 17030-0370 ter •GENS,9J1 SERIES 185 ALUMINUM SINGLE HUNG WINDOW p gQ5 #= 52"X84" NON—IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS i , TAT OF Wzz octAwNcam: Ro. REv S:(ORIaP 62N 08 A j77///1NAj1 1` Is"": NTS °A'E 12/09/14 y-E596OF 14 L 2 1/2- MITI. REASunr. EDGE DISTANCE acv CrxaRmoe CsrE cvin COr4CRE1L'/MASi)NRY 1 —' - `- j A RDlSED AIJCHOR SPACING k CHARTS 07/11/2016 P L BY OTHERS a l a a n OPTIC)NAL IX FUCK I ' 1 1 j 1" MIN. SEC NOTES 3 - 7 J EMBEDMENT I 1/4" MIM SHEET t "' `, - • - EMBEDMENT t CONCRETE, MASONRY 1/4" MAX _ 01 OTIICRS OPTIONAL IX RUCK BACXrR ROD - SHILA SPACE r I 1 SEE NOTES 3 - 7 APDROVED I v SHEET 1 SEALANT I 3/16" TAPCON 3/16' TAPCON ° 1 /4" MAX. I SHIM SPACE 1 INTERIOR aspji, I I 1 EXTERIOR C _BIZ INTERIOR 1 MIN. v J 1 EDGE I LTJ 1 DISTANCE EXTERIOR BACKER ROD l.• ArrROVED SEALAN"i J SILL TO BE SET JAMB INSTALLATION DETAIL IN A BED OF CONCRET&WSONRYINSTALLATION BACKER ROD / APPROVED S ADPROVEO / STRUCTURAL SEALAIIT \ SEALANT 7ti OPTIONAL IX BUCK \ `_ _ Y 1/4" »" MP.X NOTES SEC MOTE 3 — 7•J r— I.INTER/OR AND EXTERIOR FlNlSHES,BYOTHERS. FSHIM SPACE SHEET 1 __ NOT SHOWN FORCLARIIY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE Vic= DESIGNED IN ACCORDANCE WITH ASTM E2112 CONCRETF., Y OTHERS R liY \\ e , SIGNED. 07/12/2016OTHE, MI WINDOWS AND DOORS ``\j11I11111// n a • e 650 T MARKET STREET GRATZS, PA 17030-0370 ` ,J\S\G E N,p'4d SERIES 185 ALUMINUM SINGLE HUNG WINDOW >fI• 0 5 k= 52"X84" NON—IMPACT ((ay VERTICAL CROSS SECTION FINLESS INSTALLATION DETAILS WITHOUT FILLER $ CONCRETEVASONRYINSTALLATION Ca•wr+, 1011, Ev •'OlaRtpP• m'w ; E 08 SOC 546 A " 11s1" ONALISN\\\ NTS 12 09 14 10 OF ld J/"2, MiN EDGE DISTANCE WOOD FRAMING OR 2X RUCK UY ODIERS HACKER 0 F. APPFfvF0 / f'/ I4 f.AX. SEALANT SPACE RIGID J I I L #10 WUOU SCREW FILLER INTERIOR EXTERIOR U.AI;KER RUO It APLIROVED G;pieNT WOOD CRA'dINC OR 2X BUCK BY 0111ERS META' S1RUCTUR1 BY OTHER APPROVE! SEALAN' t 3/4" MIN CUGE DISTANCE 1 / a" MAX. r SKIM SPtcr- RIGID J 11 \ FILLER `- # 10 SMS OR SELF DRILLING EXTERIOR SCREW INTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX. BACKER ROO SHIM SPACE APPROVED r SEALANT I VERTICAL CROSS SECTION W000 FRAMING OR 2X BUCK INSTALLATION NOTES I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 STRUCTURE BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A UEU 01_ APPROVED STRUCTURAL SCALANI 1/a' MAX, SHIM SPACE aE siar., REV oF5CRi1n-aw CJrE 'a'U.TO A REv4ED NJCPJR SPt.CINC h CHARTS 07/11/2014 RL 1 I' 4" AKIN 1/11" MAX EMBEDMEIJT SHIM SPACC II INTERIOR I MIN / N PUGE DIsrANCE r— SC?CW WOOD FRALIINO J EXTERIOR OR 2X BUCKBACKER RODBYOTHERS RIGID & APPROVED FILLER. CAL41T JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL —, IMAX BY OTHERS SHIM SPACE ci 10 SMS OR INTERIOR SELF DRILLING SCREWS MIMI j/4 i MIN, EDGE DISTANCE EXTERIOR 1 RIGID _ FLICKER ROD FILLER h APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 07/12/2016 M650JiIWDOiNMARKEIS AND DOORS `\\\ J\ 0111111t111/1, STREET GRATZ, PA 17030-0370 r.'\,GENSF • -s SERIES 185 ALUMINUM SINGLE HUNG WINDOW >ft,•JI 0 5 #= 52"XI NON -IMPACT `pM pil lVFINLESSINSTALLATIONDETAILSWITIlFILLERS $$ PRAVM n*: a REv 0'•' lOR1 Q • LO' Zkf: a 08 025a6 A i iSS ONA 11 a0 Nis 12/09/14 11 OF 14 2 1/2" MIN. rEDGE DISTANCE ntN ocscRmlaN luu arorati[n C014CR9_TC/MA,i0fIIJY — : I F REVISED ANCHOR SPACING k CHARTS 07/11/2014 P.L. BY OT4ERS a e a. 1 1 /4" MIN. OP TIOHAL IX EUi,K ° EMBEUMENI SEC 140TES 3 — 71 i/4" l.11N. 110ET I `` ~ I — EMBEOMENI CONCRETE/MASONRY — 1 4" MAX. BY 0TI1ER5 r CF I IONAL 1 X BUCKj SEE N 7TES 3 — 7 UACKF_R ROD— SHIM SPACE SHEET I SEALANT h APPROVED RIGID J S, %I6" TAPCON 3/W TAPCON I 1; i" MAX. FII_I.F.R SHIM SPACE t INTERIOR 1 1 II I 112' EXTERIOR INTERIOR MIN" EDGE 015tAVCE t 1 EXTERIOR BACKER ROO ArrROVED SEALAIJT FILLER Frj_7r! j= r JrrSILL TO BE SET JAMB INSTALLATION DETAIL IIJ A BED OF CONCRETEIWSONRY INSTALLATION BACKER F.00 AOPROVEO f: ADPROVEO/ STRUCTURAL SEALANT \ _ SE.ALANi NOTES. OPTIONALENO IX BUCK \ J / 1/4" MAY, I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. SEE NOTE 3 — 7 j— SHAM SPACE SHEET 1 _ NOT SHOWN FOR CLARITY. f 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 CONCRETE jMFSHERSR 0'r U1HCa SIGNED: 0711WO16 MI WINDOWS AND DOORS 4 "' 650 WEST MARKET STREET \\5 L 1! e a GRATZ, PA 17030-0370 r •\GEN-y (p' SERIES 185 ALUMINUM SINGLE HUNG WINDOW _*• ,1 0 POF = 52"X84' NON—IMPACT p ( A` VERTICAL CROSS SECTION FINLESS INSTALLATION DETAILS WITH FILLER •• $ jAT CONCRETE/MASONRYINSTALLATION oRaWn• vim; 0. nEv jF•'°1ORMt 08-02546N.G. A//SSj " • Xd\ c NTS "A"c 12/09/14 is,,Etrl2 OF 14 //71/ojj1A1111\\\ G'8 Y:OCO SCREW 7/ I r Mir EDGE DISTAr EXT WOOD FRAMIrI(', BY OTHERS 1/4' MAX. SHIM SPACE 7/16' MIN EDGE DISTANCE q3 TY000 - SCREW LyICLI)MLry 1 VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOL) FRAMING BY OTHERS Rmvma RFSLRRm k I MATE I AIPPM-Ell RE.'1SC0 ANCHOR SPACING h CHARTS 07/11/7016 RL MIN. EMBEDMENT / 8 WOOD SCREW 7/16" MIN _ EDGE OISTANCE I11"4" MAX 1 r SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 114- %NX NOTES: SHRA SPACE 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 W00o FRAMING SIGNED: 07/1212016 BY OTHERS DOORSM650IyyDOWEST Il1ro i/ ET STREEI`\`\`\ SSRMKND rGRATZ, PA 17030-0370 GENS':9p SERIES 185 ALUMINUM SINGLE HUNG WINDOW 1 10y5y r- - 52'X84" NON -IMPACT FIN INSTALLATION DETAILS AT OFpC•• F• °COR0RLv 0 L)8 A oivAl. 1 G` aa11: a2 sI1c1. 546 NTS 12/09/14 13 OF 14 2 3/16" I•-• t 7/8" --•I_ 1 ij8}•_ 2 -5/16- 13 111), 16 13/1G" 2 3/16" I --- I 2 3/IG" 7 1IU I t 5,/ 16" 11 1 I FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD FINLESS FRAME JAMB CIM -18501 CM -18503 CM- 18553 CM -18513 ALUMINUM 6063•T5.050' THICK ALUMINUM 6063•T5.050' THICK ALUMINUM 6063•T5.050' THICK ALUMINUM 6063-T5 ,050' THICK 2 3/16- - 2 5/16" — I 2 5/ I G — T— 2 3/iG" 3 3/8" 2 13/1 " 3 3/4' JL 2 S/ 16" FLANGE FRAME SILL FINLESS FRAME SILL I CM - 16502 CM - 1855. F!N FRAFIN FRAME HEAD ALUMINUM 6063•T5 055' THICK ALUMINUM 6063-r5.055'THICK SILL CM -18509 fE CM -18508 ALUMINUM 6063•T5.055' THICK ALUMINUM 6063•T5.050' THICK 1 7/16 2 3/8" I 2 5/1G" J 2 3/16" 13/0"2" fiC- Tr LOCK RAIL/ STl- L V11ii ILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB cm- 18505 CM•18555 cM-18500 CM -18510 ALUMINUM 6063•T5.062' THICK ALUMINUM 6063•T5 050' THICK ALUMINUM 6063-T5.055' THICK ALUMINUM 6063•T5.050' THICK 3/ 1 f1" - 11 15/16" J I 1" 5/8" SASH STILE GLAZING BEAD CM- 18507 GLAZING BEAD ALUM/NUM 6063•i5.050'THICK V-663 V•185 RIGID PVC .060' THICK RIGID PVC 050' THICK REms"m I REV I OESCRmnON I DATE I > ,_RCVED I A I REVISCO ANCHOR SPACING k CHARTS 1 07/11/70161 R.L. 1 /8" AN14 _ _ 1/8" ANN j— METAL REINFORCED BUTvL SPACER EXTERIOR INTERIOR 5/8" BITE _ r SILICONE SEALANT SETTING BLOCK GLAZING DETAIL A 3/16" ANN EXTERIOR I INTERIOR 5/8" BITE J f SILICONE SEALANI SETTING BLOCK, GLAZING DETAIL R MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT COMPONENTS DRAWN• U:M NO. N.G. 08-02546 Scut NTS JOATC 12/09/14 s1TCT14 OF 14 SIGNED: 07/12/2016 J`\\\? R fill/ Lo7j/iV. v •\`GENSF'9JI i O ?VeOaArs, pS NAL1E 4` Florida Building Code Online of FL # Model, Number or Name Description 15351.1 HS 188 Fn and Flange Frame 73x62 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +55/-55 Other: LC-PG55. Glass must comply with ASTM E1300-04 Page 2 of 3 Certification Agency Certificate FLIS351 R4 C CAC APC 97429.01-109-47 Fin and 97435.01-109-47 Flange.pdf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II 188 HS FIN 73x62 DP55 As Tested 97429.01.Ddf FLIS351 R4 11 188HS Flange Non -Impact Fastener Schedule 08-01023B.pdf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FJ153SI R4 AE 511588B.odf Created by Independent Third Party: Yes 115351.2 IHS 188 Fin and Flange Frame XOX 1120x62 Insulated Glass I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-55 Other: HS-LC40 Certification Agency Certificate FLIS351 R4 C CAC APC 99775.01-109-47 Fin and 99780.01-109-47 Flanoe.pdf Quality Assurance Contract Expiration Date 04/15/2019 Installation Instructions FLIS351 R4 II 188HS XOX Flange Non -Impact Fastener Schedule 08-01156B.odf FLIS351 R4 II Installation Instructions - 188 HS (XOX) As Tested 99775.01.Ddf Verified By: Luis R Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports FLIS351 R4 AE 511725B.Ddf Created by Independent Third Party: Yes 115351.3 1 HS 188 Fin Frame 173x62 Laminated Insulated Glass I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +55/-55 Other: HS-LCSS. Missile Level D, Wind Zone 3. Glass consisted of 1/8" annealed outer lite, air space, 1/4" annealed laminated glass comprised of 2 sheets of 3/32" glass and 0.090" thick PVB by Solutia. Glass was bedded Dow 995 silicone with a 5/8" glass bite. Certification Agency Certificate FL15351 R4 C CAC APC 97356.01-109-47-RO 97429.01- 109-47-RO .Ddf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FLIS351 R4 II Installation Instructions - 188 HS impact FIN 73x62 Product 3.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 115351.4 1 HS 188 Fin Frame 173x62 Laminated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +50/-50 Other: HS-LC50. Missile Level D, Wind Zone 3. Glass consisted of 2 sheets of 3/32" annealed with 0.090" PVB by Solutia. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. 15351.5 1 HS 188 Flange Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +45/-45 Other: HS-LC45. Missile Level D, Wind Zone 3. Certification Agency Certificate FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.pdf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II Installation Instructions - 188 HS Impact FIN 73x62 Product4,odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 73x62 Laminated Glass Certification Agency Certificate FLIS351 R4 C CAC APC 97354.01-109-47-RO 97433.01- 109-47-RO.odf Quality Assurance Contract Expiration Date 01/05/2019 Installation Instructions FLIS351 R4 II Installation Instructions 08-01161B.Ddf Verified By: Luis R. Lomas, PE PE -62514 Created by Independent Third Party: Yes Evaluation Reports http://www. floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8 5 72gvd WI au... 9/7/2017 Florida Building Code Online Page 1 of 6 Business & Professional + I BCIS Home I Log In I User Registration ; Hot Topic ( Submit Surcharge Stats 1 Facts ; Publication ( FBC Staff BCIS Site Map Links I Search Gonda r*Product ApprovalUSER: Pubhc User 1wOr+niCs Product ADDrOVal Menu > Product or Aoolication Search > Application List > Application Detail FL # FL15279-R4 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterr'ield@clopay.com Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler L^Ii/. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R4 Eauly 20150319 - FBC - DASMA 108 eouiv.odf FL152795279 R4 Eauly 20150319 - FBC - DASMA 115 eoulv.adf Product Approval Method Method 1 Option A http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 Q... 9/21/2017 Florida Building Code Online Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Go to Page Q ai Page 2 of 6 03/19/2015 06/12/2015 06/21/2015 08/10/2017 FL * Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.2 002 W3-09 DSIE-1A471: GDISP, GRISP, 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). 10 Page 1 / 8 10 8 Description 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odf FLIS279 R4 C CAC W3 Listino lntertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 101655-Revl2.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103952-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.3 003 W3-09 DSIU-IA171: 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 budding 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, 13S, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W3 Listmo Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104175-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.pdf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101820-Revl3.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 9/21/2017 Florida Building Code Online 15279.5 005 W3-16 DSIE-1A471: GD1SP, GR1SP, GD1LP, GRILP, AR1SP, AR1LP, ED1SP, EDiLP, 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 windbome debris regions (ref 1609.1.4 FBC). Page 3 of 6 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 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.Ddf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104028-RevOl.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.6 006 W3-16 DSIU-IA171: 9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131,8133 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 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL35279 R4 C CAC Letter with proof of contract and proof of insoection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W3 Listing Intertek.pdf Design Pressure. +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL35279 R4 11 104168-RevDl.pdf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windbome Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.7 007 W3-16 PAN -21`153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 42B, 148B, 55S, 4RST, 611ST, 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, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL35279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W3 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101308-Revl2:pdf 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 Flt 5279 R4 C CAC Letter with oroof of contract and proof of mspection.0 FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL35279 R4 II 101652-B-Revll.pdf 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.; interior skin 27 ga. min.) Single- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE® W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Fi i 5279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of msoecbon.pdf Impact Resistant: No FL15279 R4 C CAC W4 Listino Intertek.pdf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.oriz/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ I Q... 9/21/2017 Florida Building Code Online Page 4 of 6 Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 11 103969-B-Rev02.Ddf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE® W4 Garage Door 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of mspection.pdf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 11 104183-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.11 011 W4-09 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODEO W4 Garage Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listino lntertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104456-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN -21`151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 7S, 190, 84A, 94, 76, 42, 48, 55, WINDCODE® W4 Garage Door 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GDSS, GDSSV, GR5S, GRSSV, ARSS, ARSSV, EDSS, EDSSV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.13 013 W4-09 PAN -2F441: G4S, GS4, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G45V, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED41., E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.14 Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of mspection.pdf FL15279 R4 C CAC W4 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 300159-B-Revl6.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FLIS279 R4 C CAC W4 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103486-B-Rev08.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: http://vvvA-A,. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3y V VKJZ 1 Q... 9/21/2017 Florida Building Code Online 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-117171: 4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201t6203 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/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC), Page 5 of 6 Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of mspection.pdf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-Rev06.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.Ddf FL15279 R4 C CAC W4 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 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) 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 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104029-B-Rev03.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 279a. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103046-Rev07.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.18 018 W4-16 DSIU-11`171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE® W4 Garage Door 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant. N/A Design Pressure. +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 Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and oroof of msoection.pdf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104169-ReV0Lndf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 Q... 9/21/2017 Florida Building Code Online Page 6 of 6 comply with the impact resistant requirement for windborne Evaluation Reports debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: 15279.19 019 W4-16 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (97" to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of lnspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 Listing Intertek.Ddf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 104457-Rev02.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-2F1S3: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (97' to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE® W4 Garage Door 411ST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GR5S, GR5SV, AR5S, ARSSV, EDSS, EDSSV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLI5279 R4 C CAC Letter with proof of contract and oroof of Insoectlon.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant. No FL15279 R4 C CAC W4 Listlno Intertek.odf Design Pressure. +24 PSF/-24.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 101711-B-Revl5.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page O a Back I Neut 0 0 Pagel/80 m Contact Us :: 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone: 850-487.1824 The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic 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 ernails 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 b nit with an email address which can be rade available to the public. To determine If you are a licensee under Chapter 455, F.S., please Nick here . Product Approval Accepts: M ER Cred-n Card Safe http://,,A,uw.floridabuilding.orglpr/pr app_dtl.aspx?pararn=wGEVXQ,A,tDgv3yVVKJZIQ... 9/21/2017 IC AS= *Also 1 124Wp4 91 SHORT AIEL 1mzL 0' n 0.0 AY GOW. mv W Os am ILLIES AAsRSE ON.LE ARSSVAarulTlr r...I ., 053 EOSSV — — 0000 IEKW IP TO 710• 7'Y TO VV OPIION.L OIAM WAY BE STAMOIWO OR af00M or I) iMOifDgO f1fE 101 mTMIIUV= IEASTMO %AWW SM SM7W AIM® t/ 1M -t, -IOC fw fDll OETII.S. MtIM06101 OVYlLL Uwe ODn00. A UAX SOYIOMtO SOX 0 II -1/1'.19. 7.-.M WCL IE560WfF I.TAIDq O 1 7t 10 9% I9L 010 SOLES AWADIm TO OOOII 1e sm 111111 MTEMIED TOO -Lim Ssm 1 ( 10. 001TCLI • cwwo. t 0111 Z) no IOOIf 10LT00 W RSI 10L p mgOH. PER 00011 55911011. QIP 1 Off{ M""INVI a1 L m uw st v as A I OMOML MRSIDE 10KD LT PO911QI I l O wu m vOI. YP SIIOMT PAIOI 9101n0 m 111aa CLASSIC' SHOW IUEYD-pom 94". 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SEEIvm V. man 12 G GLV STEEL IRAQ{ MRVOC E1$, r TALL an" Am two TRACH( ATW11D m EACH BltMXU FA OA 30 TO 00 IFF 1010E F/VSI 111enl low, - WAInwo9 Na Flo TMf SHEET O m OO NS AN (4) (4114116 - OWL -0 Iwl. PRaa AHo Mr/md WHIN ONE 1/4'd/b' BOLT a NVr 011 SEER LETAL SISEWS AND (Q 1 4.3/4 SELF LHR TOP BRACKET TeR OKI= M 1/4' ON RAEM 13 a• GAO! WOO. FLAG 4RIOmF. TIPPOO SCJEWI. SEE VRW V. IN-0/r No A i.ININ H010ZOMAL r 10 BALL S1ORr STEL STEEL ROLLER WIN STEEL 011 "TIM TBE. Sim IVIUIRF ou. 5~ Room MM THE 0E901 Of 'THE SUPPORIDIO STRIICTURHI MERDITS SHALL BE THE HOW HEADROOM am so a "Ima MOPOOH oe-FOAL 416141 Pa•IITOR AYoom P smim TO Fmw W W RESPONS TTY Or THE PROFESSIONAL Of REIDORO FOR THE BUROM ON STRUCTURE umm 69 Low sm.m OWNP. yr wl IOP IF44[ ALDOL ASO IN /OCOIU11110E WITH QIIVEHI OED010 CODES FOR 11E IAA05 USim ON THE F IrOI«T VM IfflooI 10 aw rww a 41A11C ORAWDO. 1' no IMPACpTT--RRf( ISTA N iIpCONSTRIICTION M MOI-ImBWR. GPIKIMlafl,actoM-DOM WRD P OUOV® R FRONT FRAORIVIff N NNo LDICAMM.I . 1 t. 1MOI 4RIORT. OUQOM O Q TOM Rlm4w AN AIRO1m Oct KOM N AOCOOM4 4TIN Ti OAR WOR ASW!`Y INVALID) a mbIWAS WIN TO SO.SON I'm Im WHO UTAO N®IM CMXIS Of M FLOPM UM malt AND a104ATaaL "ONO STANDARD ASSEMBLY DETAILS DRAVJINO 300169-8 FMR FRMS WITH AY. COMM ON O mE SIA4IIQ. TIM - e KAee1RR n1w 1n OHA80 mm 41mE Log RfAPOL ay4• TAN Iw soRM. CONSTRUCTION OP1W IlIL SSE o9 44 1 ACMLC NO AVAL ILLM101118aPWKOLMemOIAIOR S Ott PLASTIC a AmmOORL NOTBC/M OE am DOOR ASSORT NSOLm a OOMPLIO OE NTH TO imlRt 1414 M RSO I= MOR"PEN8 O' OO FU10A INIUM OW OR MOOAI4O! zg=COOCI /IR O[ 1Qf [ Rrw 1®DPR Wso MOTORS I V. OIr101 If FW40* I mA-=& &- C Clopay UAW WESIOBIUD• P Bullding Products M°S°'' AsgeoKEDE 450 O O6. rmmnnnv (813) X70-4800 DDae AYR r all, om To own clout Ir --r MK TRACK 004OIRLION SHALL NW OI® 4Naf4 v mIO 0,I10,4111m. mR1A3 FMW1r FOR TOR OED) P PM OESON )MDS: 423.0 P.S.F. a -X20 PSP. TEST CMOS: +37.5 PSE. a -48.0 PSP. IO FRM= CUEVDO<Wlf RA70W IIAI1. OOm Ste• 2F151 W 4 9'W x 16'H 23/96 OLDOIOTIDf CWSIG AND LSH OF STEEL IN MWW SROLE-CAR. 4VF a2S/-T! PSP B mvm 300159 Ivol8c Florida Building Code Online Page 1 of 3 Business & Professional SCIS Moms I Log In I User Registration ! Mot Topics Submit Surcharge Stand Facts i Publications FBC Staff ; SGS Site Map Unks Search Ron a ra+ Product Approval USER: Public User C ow Product Approval Menu > Product or AooliraDon Search > Application List > Application Detail FL # FL15349-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved O MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE M Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 Method 1 Option A 11/18/2016 11/18/2016 12/01/2016 Year 2008 2008 http://www. fl oridabuil ding. orglprlpr_app_dtl. aspx?param=wGEVXQwtDgtH 85 72 qvd WI an... 9/7/2017 Florida Building Code Online Summary of Products Page 2 of 3 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 FLIS349 RS C CAC APC 12786.Ddf Approved for use outside HVHZ: Yes FL15349 RB C CAC APC 12787.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R8 11 08-02357B.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FLIS349 RB AE 513124B.Ddf 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.Ddf 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-PGSS FLIS349 R8 11 08-02949.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FLIS349 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 FLIS349 R8 C CAC APC 15454.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FLIS349 R8 11 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports 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 FL15349 R8 C CAC APC 8273.Ddf 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" FL1S349 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.Ddf 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 FLIS349 R8 11 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.Ddf Created by Independent Third Party: Yes 15349.6 185 PW Impact 73 x 61 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12136.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 10/28/2017 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FLIS349 R8 II 08-02947.Ddf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvvtDgtH85 72gvd Wlan... 9/7/2017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed exterior - spacer - 1/8" VerifiedBy: Luis Roberto Lomas 62514 annealed / 0.090 PVB / 1/8" annealed. Glass was bedded in Created by Independent Third Party: Yes Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513781.Ddf Created by Independent Third Party: Yes Back Ne:t Contact Us .: 26D1 Blair Stone RWd. Tallahassee R 32399 Phone: BSO -487-1824 The State of Florida is an AAIEEO employer. fiovrioht 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 eleco nic melt 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 Statutas, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address K they have one. The emaiis 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 area licensee under Chapter 455, F.S., please dock h=. Product Approval Accepts: M Credit Card Sate http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WIan... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. S. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. B. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16, OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4-. 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE 86 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REYMNS . DFSCRVWN w1E APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 1 R.L. 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE 810 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 810 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. 16. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm-2.000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048) FY=33KSI/FU-52KSI OR ALUMINUM 6063-T5 FU=30KSI .048' THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. SIGNED: 11/15/2016 MI WINDOWS AND LLC 1Q W. KET J`5 o E NGRATZ. PA 17030 r, •'\G y 0 51 *= SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT NOTES SI • $TATE OF W E`•:cCORID':• x 7ss/OjNA11 aG\` LUIS R. Lomas P.E. FL No.: 62514 TABLE OF CONTENTS MW*. J.. 1110 No. 08 02 REv BSHEETNO. DESCRIPTION NOTES LNTS °" 09/03/14 17 OF 12 2 - 3 ELEVATIONS. CHARTS AND GLAZING DETAILS t. ROGER TOLOMASP.E. 14M 1011700FOR0 RO LEN7SVILLE, NC 2702= 11.666-0609 f60mS@*A "v*can4 - 12 INSTALLATION DETAILS 72 1/2" MAX FRAME WIDTH 6' MAX—F_ I 18' MAX O.C. 6' MAX L 18" MAX OT.C. I 71 1/2' MAX FRAME HEIGHT REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 1 & g2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED 72 1/2' MAX FRAME WIDTH 6' MAX _ 18' MAX O.C. — 6' MAX F 6- 71 1/2 18 MAX MAX O.C. FRAME T HEIGHT REFER TO CHARTS " SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 01 do #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES., 1. MAXIMUM O.L.O.: 69 J/1' X 66 J/1' Fame ht in) REvtsws aEV oEsc M N CATE AFPRMU A REVISED MSTALLATION wramS 06/01/I3 R.L 8 REVISED NAME AND ADDRESS 10/27/16 R.L CHARTOI CHART N2 SEE SHEETS 1.7 FOR INSTALLATION DETAILS SIGNED: 11/15/2016 Number of anohon required (With rigid filters) Vt.. toRKET Rahe GRATZ. PA 17030 r,•v G NSA; ,J Frame width (In) SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON—IMPACT f(iy(t Wight 24.00 30.00 76.00 41 11.00 61.00 60.00 66.00 72.60 in) HIS m6 HSS am6 HSS m0 Hd5 Jamb H&S amD Hd5 amD H6S Jamb HSS Jamb H65 Jamb 2100 2 2 2 2 3 2 J 2 J 2 1 2 1 2 2 5 2 30.00 2 2 2 2 3 2 7 2 J 2 1 2 1 2 2 6 2 0.00 2 J 2 J 3 J 3 3 3 3 . 3 3 3 5 3 42.00 2 J 2 J 3 S 3 3 3 3 4 J J J 5 J 48.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 54.06 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 60.00 2 4 2 1 3 4 J 4 J 4 4 1 1 1 1 4 5 4 66.00 2 1 2 1 3 1 3 4 3 4 4 1 4 1 4 5 1 71.60 2 s 2 5 3 5 3 5 J 5 4 5 1 5 1 5 5 5 SEE SHEETS 1.7 FOR INSTALLATION DETAILS SIGNED: 11/15/2016 DOORS, LLCMIWINDoWw. MADK Vt.. toRKET GRATZ. PA 17030 r,•v G NSA; ,J No,,695 w= SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON—IMPACT f(iy(t FLANGE R FINLESS ELEVATION !k CHARTS I , STATE OF ;WL,, oaAtm owc No 08-02357 t1Ev 8 ALA11E` wla ahNTS 09/03/14 2 OF 12 L RMRTO LOWAS PE. 1432 KVOOFORO RD LEN4SVILLE. NC 27023 LUI7 R. Lomas P.E. FL No.: 62514434666-609 r00mas@*AwMspe0om 71 FI HI 6- MAX — 72 I/2- MAX FRAME WIDTH r --r 18- MAX D.C.-11 SIGNED: 11/15/2016 j 18- j MAX O.C. 73" X 72" NON—IMPACT FIN ELEVATION k CHART T1 F ORIQt.• \ 1111111111\\ oRAwlk J.L 7No. 06-02357 1/2- LE NTS I °`t 09/03/14 —3 OF 12 L. ROBERTO LOMAS RE 1432 WOODFORD RD LEWISWLLE. AC 27023 434.666-0609 Aftwsokfmns pe cam IAX Luis R. Lomas P.E. FL No.: 62514 AME IGHi j 6- MAX REFER TO CHART #3 -,-'SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2- MAX FRAME WIDTH 6" MAX — 18' MAX O.C. --I 6- MAX v pone jIII 1 18- MAX O.C. 71 1/2" MAX FRAME HEIGHT REFER TO CHART g3 ---- FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 160.0PSF NOME NOTES: I. MAXIMUM O.L.O.: 693(4'X683(4* REVISIONS RN OEKR" Im DATE APPNV•m A REVISED INSTALLATION DETAILS 06/01/15 R.L. 0 REVISED NAME AND ADDRESS 1 10/27/18 R.L. CHART N3 SEE SHEETS FOR INSTALLATION DETAILS SIGNED: 11/15/2016 MI WIND oWw. MARK ET DOORS, LLC ST.\\\\\\S GRATZ. PA 17030 lIt I'L,o v •\GENS SERIES 185 ALUMINUM FIXED WINDOW OTATP OFji(v_ 73" X 72" NON—IMPACT FIN ELEVATION k CHART T1 F ORIQt.• \ 1111111111\\ oRAwlk J.L 7No. 06-02357 REY B LE NTS I °`t 09/03/14 —3 OF 12 L. ROBERTO LOMAS RE 1432 WOODFORD RD LEWISWLLE. AC 27023 434.666-0609 Aftwsokfmns pe cam Luis R. Lomas P.E. FL No.: 62514 1/2" MIN I EDGE DISTANCE WOOD FRAMING I 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/2" 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 OISTANCE I F AL INTERIOR 610 WOOD SELF DRILLING BACKER ROD SHIM SPACE dt APPROVED GRATZ, PA 17030v•VGENSF SEALANT RIGID FILLER BACKER ROD X10 W000 SCREW EXTERIOR lurcolnn 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 OISTANCE I F AL INTERIOR 610 WOOD SELF DRILLINGSCREW 610 WOOD SCREW WOOD FRAMINGEXTERIOR GRATZ, PA 17030v•VGENSF OR 2X BUCK RIGID FILLER BACKER ROD BACKER R00 BACKER ROD k APPROVED APPROVED do APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SEALANT SauE as 09/03/14 L ROBERTO LOMAS P E.Luis 11,2 WOODFORD RO LEWISVILLE. NFL SHIM SPACE WOOD FRAMING OR 2X BUCK 1 1/4" MIN. 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 OISTANCE I F AL INTERIOR 610 WOOD SELF DRILLINGSCREW SCREWS WOOD FRAMINGEXTERIOR GRATZ, PA 17030v•VGENSF OR 2X BUCK METAL BY OTHERS BACKER R00 BACKER ROD k APPROVED APPROVED SEALANT SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD k APPROVED SEALANT 3/4" MIN E DISTANCE 1/4- MAX. SHIM SPACE EXTERIOR BACKER ROD — APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 10 SMS OR XF DRILLING REW INTERIOR 610 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. r SHIM SPACE INTERIOR 610 SMS OR SELF DRILLING it o SCREWS APF;;;; fEXTER'OR GRATZ, PA 17030v•VGENSF U+ 0 61 # METAL 73" X 72" NON—IMPA— STRUCTURE BACKER ROD BY OTHERS APPROVED ow0 No SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REW.IWS ' REV OESCRWMN CATE I RRROWD A REVISED INSTALLATION DETAILS 06/01/15 R L B REVISED NAME AND ADDRESS 10/27/16 1 R.L NOTES: 1, INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE MTH ASTM E2112 SIGNED: 11/15/2016 MI WINDOWS AND DOORq12 it oST.```J\S t ET 41 moi/ GRATZ, PA 17030v•VGENSF U+ 0 61 # SERIES 185 ALUMINUM FIXED 73" X 72" NON—IMPA— TOEFINLESSINSTALLATIONDETAILSWI OF o OR1* • ` I iiFS oRAvnr ow0 No 08ZE3ONA lG 11NTS R. Lomas P.E. No.: 62514 SauE as 09/03/14 L ROBERTO LOMAS P E.Luis 11,2 WOODFORD RO LEWISVILLE. NFL REVISIONS REV OESCRIPNON CATE APPROVED 2 1/2" MIN. A REVISED INSTAUATION DETAILS 06/01/15 R.L.. EDGE DISTANCE 8 REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 r CONCRETE/MASONRY BACKER R00 1/4' MAX, BY OTHERS 1/4" MAX. k APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1 % BUCK _fJ v SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON b INTERIOR 3/16" TAPCON BACKER ROD k APPROVED SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN SEE NOTE 3 — 7 EDGE SHEET 1 DISTANCE EXTERIOR r CONCRETE/MASONRY l I '• BACKER ROD BY OTHERS a 1 1/4" MIN. k APPROVED SEALANT EMBEDMENT 4 • • JAMB INSTALLATION DETAIL Q CONCRETE/MASONRY INSTALLATION 2 1/2- MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRET&MASONRY INSTALLATION SIGNED: 11/15/2016 MI WIND DOORS, LLC I fill/// OWwMNDK ET r, GRATZ. PA 17030 v •GENS:9,p' NOTES: SERIES 185 ALUMINUM FIXED WINDOW 0 5 * I. INTERIOR AND EXTERIOR FINISHES.BYOTHERS. 73" X 72" NON—IMPACT NOT SHOWN FOR CLARITY FINLESS INSTALLATION DETAILS WITHUT FILLERS TAT OF 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN WITH ASTM i • ACCORDANCE E2112 DRAWN: DWG NO REV O R14. • \ \ 7OjNA08B II aG\\\ WALE NTS °` 09/03/14 sNEEr 57 OF 12 L. ROSERTO LOADS P E. Luis R. Lomas P.E. 14M WOODFORD RD LEWISVXLE NC 27023 FL NOlL 6251410934 -m -O /N0m/5@6bm3Sp@ a" WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN EDGE DISTANCE 1 1/4" MIN. 1 EMBEOMENT 1 /4' MAX. SHIM SPACE RIGID FILLER 110 WOOD SCREW INTERIOR 110 WOOD SCREW RIGID FILLER 1/4" MAX. SHIM SPACE Yj MIN. EMBEDMENT 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. {._ 1/4" MAX. EMBEDMENT I I SHIM SPACE j— I RIGID FILLER 1/2" MIN. EDGE DISTANCE I INTERIOR 110 Wow - SELF DRILLING MI WINDOWS LLC SCREW DOORS, W. W. MARKET o 9'' W000 FRAMING METAL EXTERIOR OR 2X BUCK BACKER R00BYOTHERS APPROVED 1 , $TAT OF SEALANT NO JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD — APPROVED SEALANT METAU STRUCTURE BY OTHERS 3/4' MIN. EDGE DISTANCE 3/4" MIN EDGE DISTANCE 1/4" MAX. 8 r SHIM SPACE Ricio FILLER 110 SMS OR SELF DRILLING SCREW INTERIOR 110 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. F SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4' MAX. SHIM SPACE RIGID FILLER 110 SMS OR SELF DRILLING MI WINDOWS LLC SCREWS DOORS, W. W. MARKET o 9'' EXTERIOR METAL SERIES 185 ALUMINUM FIXED WINDOW STRUCTURE BACKER ROD BY OTHERS APPROVED 1 , $TAT OF SEALANT NO JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REWSgNS REV oEsoftwn m 0 -TE I &WRMW A REVISEO INSTALLATION DETAILS 06/01/15 1 R.L. B REVISED NAME AND ADDRESS 1 10/27/16 IRL NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 11/15/2016 MI WINDOWS LLC It DOORS, W. W. MARKET o 9'' GRATZ. PA 17030 GENS. S SERIES 185 ALUMINUM FIXED WINDOW 0 * 7 X 72" NONIMPACT v FINLESS INSTALLATION DETAILS WITH RIGID FILLERS 1 , $TAT OF DRAWN:owG NO RV 08 B sriuc NTS p17E 09/03/14 sNEET67 OF 12 L.RMERTOLOMASPE im 44"FORD RD LEWISVXLE. NC 27WJ Luis R. Lomas P.E. FL NO.: 625144344600.0009 d1ww$Dtrbma Mc*M REVISIONS ' REV OESCRIPWR DATE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 RL. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4' MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL I X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 o CONCRETE/MASONRY BACKER ROD 1 4 MAX. THERS 1/4" MAX. do APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL IX BUCK RIGID FILLER SEE NOTES 3 — 7 RIGID FILLERSHEET1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16' TAPCON BACKER R00 do APPROVED RIGID FILLER SEALANT 1/4" MAX 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 — 7 a SHEET 1EDGE DISTANCE EXTERIOR CONCRETE/MASONRY l BACKER ROD BY OTHERS n 1 1/4" MIN. a APPROVED SEALANT a.. EMBEDMENT JAMB INSTALLATION DETAIL 4 ° ' CONCRETEIMASONRYINSTALLATION 2 1 /2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE MASONRY INSTALLATION SIGNED: 11/15/2016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. a'11IIIIIi,, 5 GRATZ. PA 17030 cF_NS NOTES: I INTERIOR AND EXTERIOR FINISHES. BY OTHERS. SERIES 185 ALUMINUM FIXED WINDOW I(0rC 3 5 * NOT SHOWN FOR CLARITY. 73" X 72" NON—IMPACT a2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS o E` TAT OF Ac,l DESIGNED IN ACCORDANCE WI TH AS TM E2112 DRAWN' oWc NO REV iO,n.•,. L. 35708--02e s/ONAsNTSalE09/03/14 E7 OF 12 11Ea\\ L ROBERTO LOMAS P.E. LUIS R. LOTOS P.E. 1432 wVOOFORD RD LEWISVXLE. NC 2702) 434-MO-OM n7*MAS *fWWSP0 oxR FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD k APPROVED SEALANT BEHIND FLANGE 1/2" MIN. EDGE DISTANCE 1 1/4' MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD do APPROVED SEALANT BEHIND FLANGE f F ..3/4- MIN, 1/4" MAX. SHIM SPACE 10 SMS OR LF DRILLING REW REVISIONS REV OESCRWMN O1TE I PPRMw A REVISED INSTALLATION DETAILS 06/01/15 R.L. 0 REVISED NAME AND ADDRESS 10/27/16 R.L. EXTERIOR EXTERIOR INTERIOR WOOD FRAMING A, y •GENS 9U±% IK0 5 OR 2X BUCK EXTERIOR INTERIOR BACKER ROD & 7 , Of ; Lam APPROVED SEALANT on No.F(ORIa1 BEHIND FLANGE J.L. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION a1ENTS 09/03/14 8 OF 12 L ROSERTO LOMAS P.E. 14WWO00FOROROLEWISVILLE.NC27029 4.U- -OW9 as&bmaspe ca. JIO SMS OR X10 W000 SCREW SELF DRILLING SCREW SCREW BACKER ROD & RIGID FILLER ROD do RIGID FILLER APPROVED SEALANT 1/4" MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4" MAX F SHIM SPACE NOTES WOOD FRAMING 1 1/4" MIN. METAL I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, OR 2X BUCK STRUCTURE NOT SHOWN FOR CLARITY BY OTHERST"711 EMBEDMENT 13Y OTHERS 2.PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/4" MIN I I 1/2" MIN EDGE DISTANCE EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT r SHIM SPACE j1/2" MIN. EDGE o1sTANc INTERIORI A10 WOOD SCREW WOOD FRAMING A, y •GENS 9U±% IK0 5 OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & 7 , Of ; Lam APPROVED SEALANT on No.F(ORIa1 BEHIND FLANGE J.L. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX SHIM SPACE 3/4" MIN. INTERIOR EDGE DISTANCE 10 SMS OR Lz SELF DRILLING SCREWS A, y •GENS 9U±% IK0 5 METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD do 7 , Of ; Lam APPROVED SEALANT on No.F(ORIa1 BEHIND FLANGE J.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 11/15/2016 MI WINDOWS AND DOORS, LLC\11`O///i650W. MARKET ST. GRATZ. PA 17030 A, y •GENS 9U±% IK0 5SERIES185ALUMINUMFIXEDWINDOW 73" X 72" NON—IMPACTEFLANGEINSTALLATIONDETAILSWITHOUTFILLERSTAT7 , Of ; Lam oRAwN• on No.F(ORIa1 J.L. 08-02357 LUIS R. Lomas P.E. FL No.: 62514 a1ENTS 09/03/14 8 OF 12 L ROSERTO LOMAS P.E. 14WWO00FOROROLEWISVILLE.NC27029 4.U- -OW9 as&bmaspe ca. 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 62112 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. OWG NO. R J.L. 08-02357 suite NTS WE 09/03/14 ISKU9 OF 12 L. ROSERTO LOMAS P.E. 1432 INOWFOR0 RD LEN7SVXLE, NC 27023 431•GQ -mg AomasgAlom ew. SIGNED: 11/15/2016 0\1111111///z ENS 0, 612511 yt = STTAtT E OF ORIDP G`• i3ONA U\` Luis R. Lomas P.E. FL No.: 62514 REVISIONS ' REV OESCRIPMM WIE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE 8 REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS e 1 I/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET I CONCRETE/MASONRY BACKER ROD & 1 4 MAX. 0HERS 1/4" MAX. APPROVED SEALANT SHIM SPACE v SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON v EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD do APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX. 2 1/2 MIN. SEE NOTE 3 — 7 SHIM SPACE EDGE SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROO do BY OTHERS1 1/4" MIN. APPROVED SEALANT a, a• • EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL n ' • a . CONCRETEANASONRY INSTALLATION 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETFAMASONRY 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 62112 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. OWG NO. R J.L. 08-02357 suite NTS WE 09/03/14 ISKU9 OF 12 L. ROSERTO LOMAS P.E. 1432 INOWFOR0 RD LEN7SVXLE, NC 27023 431•GQ -mg AomasgAlom ew. SIGNED: 11/15/2016 0\1111111///z ENS 0, 612511 yt = STTAtT E OF ORIDP G`• i3ONA U\` Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2" MIN EDGE DISTANCE 1 1/4" MIN F EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER X110 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/4" MIN EDGE DISTANCE N 1/4" MAX. I SHIM SPACE r RIGID FILLER 10 SMS OR SELF DRILLING SCREW KMSMNS RLv OESCRWMN DME I APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L 8 REVISED NAME AND ADDRESS 10/27/16 R.L. EXTERIOR EXTERIOR INTERIOR WOOD FRAMING INTERIOR EXTERIOR BY OTHERS BACKER ROD do BY OTHERS APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 10 SMS OR 10 WOOD SCREW SELF DRILLING SCREW BACKER ROD do RIGID FILLER BACKER ROD do RIGID FILLER APPROVED SEALANT 1/4" MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4" MAX SHIM SPACE NOTES: WOOD FRAMING 1 1/4" MIN. METAL I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. OR 2X BUCK STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS EMBEDMENT BY OTHERS 2. PERIMETER AND BE 3/4" MIN IN I H ASTM E2112 CORDJOINT CE KITHOESlGNEOINACCORDANCEWITHASTME211? 1/2" MIN EDGE DISTANCE EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT I r SHIM SPACE RIGID FILLER 1/2" MIN. EDGE DISTANC INTERIORI. X10 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD do BY OTHERS APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM SPACE I RIGID FILLER 3/4" MIN. INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER R00 do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON—IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS ORAWN: OMC NO. REV J.L. 08-02357 B SC -4a NTS 09/03/14 1 s"M 10 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEW ISVILLE. NC 27023 4.0-60-M9 db sWr4mtW@ w. SIGNED: 11/15/2016 v,•VGENSF9cP : 1 • 0 5 • t corA' = TATE OF v 0RIDP. Luis R. Lomas P.E. FL No.: 62514 CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK SEE NOTES 3 — 7 SHEET 1 BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS 2 1/2" MIN EDGE DISTANCE 4.. . 4• 1 1/4" MIN. e 4 EMBEDMENT r 1/4" MAX SHIM SPACE RIGID FILLER 3/16" TAPCON INTERIOR 3/16" TAPCON RIGID FILLER 1/4" MAX. SHIM SPACE 4 ! 1 1/4" MIN. 4 d EMBEDMENT Q a 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEAMSONRY INSTALLATION 1 1/4" MIN. EMBEDMENT v CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK •° SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON 2 1/2" MIN. EDGE DISTIANCE 1 REVISIONS REV OMFIFTON MIE •PPRWEO A REVISED INSTALLATION DETAILS 06/01/15 RL. 9 REVISED NAME AND ADDRESS 10/27/16 R.L. 1/4" MAX. SHIM SPACE r RIGID FILLER INTERIOR EXTERIOR 1 BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION SIGNED: 11/15/2016 MI WINDOWS Ai4NDK DOORS, LLC la 11 iloMores: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, FOR GRATZ, PA 17030 S // G E 14'y' NOT SHOWN CLARITY. SERIES 185 ALUMINUM FIXED WINDOW2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 0 6 * DESIGNED IN ACCORDANCE WITH ASTM 62112 73" X 72" NON -IMPACT 1:AFLANGEINSTALLATIONDETAILSWITHRIGIDFILLERS TAT6 E OFv ii.e S <0R10; ORAWowe No. REV 08 B sutF NTS IMTE 09/03/14 1 S"EET 11 OF 12 L. RMERTO LOMAS P.E. Luis R. Lomas P.E. 1612 WOODFORD RD LEWISVILLE. NC 27023 FL NO.: 62$14434 -WV 09 db xs@rbmape.Mm EXTERIOR 1/4" MAX r SHIM SPACE 3/8" MIN I EDGE DISTANCE 06 WOOD WOOD SCREW I FRAMING APPROVED 11..^ 11/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2K BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT v -1 I APPROVED SEALANT BEHIND FIN EXTERIOR 3/8" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2K 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 SIGNED: 11/15/2016 MI WINDOWS AND DOORS, LLC REVISIONS 650 W. MARKET ST. PA 0%%I111II111z7SR•• L0//// GRATZ, 17030 REV OESCRwwN DATE APPROVED 4T4AT4 51SERIES185ALUMINUMFIXEDWINDOW 73" x 7LL NON—IMPACT A REVISED INSTALLATION DETAILS 06/01/15 R.L. APPROVED FIN INSTALLATION DETAILS 1 OF ; 8 REVISED NAME AND ADDRESS 10/27/16 RL. SEALANT ORO ND. REV J.L. 08— 02E357 BEHIND FIN 1 1/4" MIN. EMBEDMENT 11 LE DATENTS 09/03/14 12 OF 12 p6 WOOD LUIS R. Lomas P.E. WOOD I4.v W7ODFORD RD LEWISVILLE. NC 27023 SCREW FRAMING BY OTHERS 1/4" MAX. SHIM SPACE W00ByFRAMING—"I 1/4" MAX 3/8" MIN 0 HERS SHIM SPACE EDGE DISTANCE p6 WOOD INTERIORSCREW INTERIOR EXTERIOR 1/4" MAX r SHIM SPACE 3/8" MIN I EDGE DISTANCE 06 WOOD WOOD SCREW I FRAMING APPROVED 11..^ 11/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2K BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT v -1 I APPROVED SEALANT BEHIND FIN EXTERIOR 3/8" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2K 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 SIGNED: 11/15/2016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. PA 0%%I111II111z7SR•• L0//// GRATZ, 17030 v •GEHS•9iP/ 4T4AT4 51SERIES185ALUMINUMFIXEDWINDOW 73" x 7LL NON—IMPACT FIN INSTALLATION DETAILS 1 OF ; i/A s C000" ORAWK ORO ND. REV J.L. 08— 02E357 B I- ONA 11 LE DATENTS 09/03/14 12 OF 12 LUIS R. Lomas P.E. L ROBERTO LOMAS P.E. I4.v W7ODFORD RD LEWISVILLE. NC 27023 FL No.: 62514AN -w -O 09 rAa+usfltMusOs Dorn Florida Building Code Online Page 1 of 3 Business Professional - e I M2 BCIS Home I Lop In I User Registration FHotTopicsSubmitSurchargeIStatsaFats1PublicationsFSCStag1 SCIS Site Map Links Search' Florida R" Product Approval USER: Public User aaatra+gco Noduli Approval Menu > Produtt or Aoollcation Search > Ao06cation Ltst > Application oetall FL # FL15353-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived D Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE -62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15353 R2 COI FLCOI.Ddf 1710.5.3 Method 2 Option B http://,Aww.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdW]S... 9/7/2017 Florida Building Code Online 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 Page 2 of 3 FL tt Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01448A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512072A.odf span: 52-1/8". Created by Independent Third Party: Yes 15353.2 5764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01439A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512063A.Ddf span: 83" Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01449A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512073A.Ddf span: 104-1/4" Created by Independent Third Party: Yes 15353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL35353 R2 II 08-01440A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512064A.Ddf span: 83". Created by Independent Third Party: Yes 15353.5 CM -18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01442A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512066A.Ddf length - 83". Created by Independent Third Party: Yes 15353.6 CM -18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01451A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512075A.odf span - 104-1/4" Created by Independent Third Party: Yes 15353.7 CM -18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01452A.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 512076A.Ddf span - 104-1/4". Created by Independent Third Party: Yes 115353.8 1 CM -18531 1 Vertical Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVHZ: No FLI5353 R2 II 08-01443A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 http://w-A,v.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WIS... 9/7/2017 Florida Building Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512067A.pdf span - 83" Created by Independent Third Party: Yes 15353.9 CM -18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01453A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512077A.odf span - 104-1/4" Created by Independent Third Party: Yes 15353.10 CM -18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL35353 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 FL15353 R2 AE 512068A.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.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE -62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512078A.odf span: 104-1/4". Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850.487.182e The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida, :: Pnyaa 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 mall. If you have any questions, please contact 850.487.1395. "Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Credit Card Sate http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIS... 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 WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EOUAL OR GREATER THAN REOUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = WI + W2 2 Re"w"S REV I DESCRWMN DATE APVRWE0 A I REVISED INSTALLATION OEFAILS 06/10/15 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8- MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4' TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0 42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER) 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO.1 DESCRIPTION NOTES CONFIGURATIONS AND OP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES V.L. 08-0143908-01439 SCALE NTS DATE 01 / 1 1 / 12 SST I OF 3 SIGNED: 06/11/2015 It to VOENSd;giP g 0 0 rEv A ,z kv/ONA' I a6`\ 107 3/8' COMBINED WIDTH WI rlr W2 T- 83" LWFRAME HEIGHT WINDOW MULLION SP 1 1 F_ 107 3/8" COMBINED WIDTH Wl -Ir- W2 / 83" 1 1 WINDOW / FRAME WINDOHEIGHT WINDO MULLION SPAN) 1 1 1 WI --I F-- W2 107 3/8" COMBINED WIDTH Design Dressure ratina Imn Mullion span (In) 107 25.00 E3' 81" COMBINED WIDTH 37.38 WI-IrW2- 49.63 BY 1 1 65.63 FRAME 7200. 449 327 24.4 21.8 19 9 19 0 81.00 HEIGHT WINDOW WINDOW WINDOW MULLION SPAN) 1 1 107 3/8' COMBINED WIDTH WI rlr W2 T- 83" LWFRAME HEIGHT WINDOW MULLION SP 1 1 F_ 107 3/8" COMBINED WIDTH Wl -Ir- W2 / 83" 1 1 WINDOW / FRAME WINDOHEIGHT WINDO MULLION SPAN) 1 1 1 WI --I F-- W2 107 3/8" COMBINED WIDTH Design Dressure ratina Imn Mullion span (In) Tributary width (in) 18.13 25.50 36.00 42.00 48.00 52.13 25.00 1300 1300 130.0 1300 130.0 130.0 37.38 1300 1300 127.2 127.0 127.0 127.0 49.63 120.7 943 71.9 73.8 72.1 720 62.00 71.0 522 39.7 35.9 334 32.3 65.63 59.6 43.7 33.0 29.6 27 4 26.3 7200. 449 327 24.4 21.8 19 9 19 0 81.00 28.1 9.-3-1-50- 13.2 1 11.9 1 11.3 LARGE AND SMALL MISSILE IMPACT, LEVEL 0. WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE. 107 3/8' COMBINED WIDTH WIrIrW2r 81- L 1 FRAME . WINDOW HEIGHT MULLION SPAN) ! rWl107 3/8" COMBINED WIDTH W2 83" 1 1 WINDOW J FRAME HEIGHT JWINDO MULLION SPAN) W1 W2- 107 3/8" COMBINED WIDTH U00.7DTI1c IV DESCRIPTION DATE APPROVED A I REVISEO INSTALLATION DETAILS 06/10/15 R.L. APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED MOTH DOES NOT EXCEED 1073/8' AS SHOWN HEREIN. Design pressure rating (pst) with rebar o tion 107 3/8' COMBINED WIDTH Tributary width (In) 18.13 25.60 36.00 42.00 48.00 52.13 25.00 l --{ FW_ W2 130.Q 130.0 127.2 1127.0 127.0 127.0 49.63 120.7 94.3 77.9 73.8 72.1 72.0 62.00 924 700 533 48.1 448 43.4 83" 1 1 WINDOW HEIGHT mmoof WINDOW MULLION J SPA jN) W1 - IF- W2 -- 107 3/8' COMBINED WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED MOTH DOES NOT EXCEED 1073/8' AS SHOWN HEREIN. Design pressure rating (pst) with rebar o tion Mullion span (In) Tributary width (In) 18.13 25.60 36.00 42.00 48.00 52.13 25.00 130.0 130.0 130.011300 130.0 130.0 37.38 130.Q 130.0 127.2 1127.0 127.0 127.0 49.63 120.7 94.3 77.9 73.8 72.1 72.0 62.00 924 700 533 48.1 448 43.4 65.63 800 58.6 44.2 39.7 36.7 35.3 72.00 60.3 43.9 32.8 29.2 26.7 25.5 84.00 377 27.3 20.1 17.7 160 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS V,L. 1 08-01439 70U NTS os'E 01/11/12 %W2 OF 3 SIGNED: 06/11/2015 NID 9x AM-.fATV0F ; tv i0 t` 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT rr= t 1/4" TAPCON SECT5796 CUP OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP J I O WOOD SCREW 18 MIN. EMBEDMENT 1/2 " 2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE, WOOD FRAMING/ 2X BUCK BY OTHERS 0.843" T-- 3.261' 1.375" 3.250" 4.000" MT000022 CLIP 16GA (.0637 GALVANIZED STEEL i-- 2.140" —I I c1.125" SECT5764 MULLION ALUMINUM 6005.175.125' THICK 0.688- T 1.531" RF -11 2 REBAR 16 GA (062) GALVANIZED STEEL REV oEWWRON DATE AMRWEO A REVISEO INSTALLATION DETAILS 06/10/15 R.L. 3.750" 1.000" 0.375' 0.422 2.032" 2.875' 0. 843 3' SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063.75 125• THICK 2X 00.210" 3.750" 2.189' 1. 0" 0.375' 0.8- 143— 1 1.562" 2x 00.210' i r 1.562" a SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125' THICK SIGNED: 06/11/2015 MWWINDOWSMARKETD DOORS RIlLo650WEST GRATZ. PA 17030-0370 GENSF T(T s 40;65764 - VERTICAL MULLION 83" MULLION SPAN INSTALLATION DETAILS AND COMPONENTS ll TATE OF • i'n 'Cl ORIQt. ••\'\`` ORAWN: Owe NO REV 0851439 A i sS10NA 11E110\\\ wuE DATENTS 01/11/12 3 OF 3 Florida Building Code Online Page 1 of 3 Wsk i Professional Regulation SCIS Home I Log In I User Registration ( Mot Topic Submit SurWrge I Stats S Facts ; Publications I FSC Staff I SCIS Site Map I Links Search Gorda r" Product Approval nI e,w staaw CC.. aopr USER: Public User IAI 0M, Product Approval Menu > Product or Application Search > Application Lis( > Application Detail FL # FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived 17 Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Fi Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE -24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. e`J 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 FLi3223 R3 Eauiv ASTM CI 186 Equivalency Signed.odf http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Y 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 Page 2 of 31 FL it 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 11 ER RIO -2556-15 Panel metal-wood.Ddf Approved for use outside HVHZ: Yes FL13223 R3 11 ER RIO -2578-15 Panel to FurrinD.odf Impact Resistant: Yes FL13223 R3 11 Install Cemoanel Sidino.odf Design Pressure: N/A FL13223 R3 11 NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04 Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO -2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO -2578-15 Panel to Furrino.Ddf FL13223 R3 AE NOA 15.0122.04.odf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 11 ER RIO -2556-15 Panel metal-wood.odf FL13223 R3 11 ER RIO -2578-15 Panel to Furrina.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 11 Install HardiePanel Sidina.odf Design Pressure: N/A FL13223 R3 11 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.odf FL13223 R3 AE ER RIO -2578-15 Panel to FurrinD.odf FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement. panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 11 ER RIO -2556-15 Panel metal-wood.Ddf FL13223 R3 11 ER RIO -2578-15 Panel to FurrinD.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL13223 R3 11 Install Prevail Panel Sidino.odf Design Pressure: N/A FL13223 R3 11 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.odf FL13223 R3 AE ER RIO -2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes Back Neat Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: BSO -487.1824 The State of Florida is an AA/EEO employer. Coovnaht 2007.2013 State of Florida. Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, small addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, Contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address It they have one The !malls provided may be used for official communication with the licensee. However !mall 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: http://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Credt Card Safe Page 3 of 3 http://,A,ww.f]oridabuilding.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 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 #f443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p A 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 #f443 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 HARDIE BUILDING PRODUCTS, INC. 1-BW542-7343 info@jameshardie.com EVALUATION SUBJECT Hardi@PanelO Siding James Hardie Product Trade Names covered In this evaluation: HardiePane* Siding, Cempanel& 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 maximum design 3 -second gust wind speed to be resisted by an assembly of HardiePanel (Cempanel. Prevail Panel) siding fastened to wood or metal framing with nalls or screws. REFERENCE REPORTS: 1. Irdertek Report 3067913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report 101270-94 (ASTM E330) Transverse Load Test 5116' Thick by 48 inch wide HardipePanel Siding installed on 2X4 Hemmer wood studs spaced at 16 Inches on center with a 6d common galvanized nail 3. Ramtech Laboratories Report IC -1271-94 (ASTM' E330) Transverse Load Test, 5116' Thick by 48 Inch wide HardiePanel Siding Installed on 2X4 Hem -Fir wood studs spaced at 24 inches orreenter with a 6d common galvanized nail 4, Ramtech Laboratories. Inc. Report 10868.9711475 (ASTM E330) Transverse Load Test, 5116' Thick by 48 Inch wide HardePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nail S. Ramtech Laboratories. Report 101054-89 (ASTM E330) Transverse load Test 1/4' Thick by 48 inch wide HardiePanel Siding installed on 20gaugs Metal studs spaced at Winches on center with a No.8 X 1 in long X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report 101055-89 (ASTM E330) Transverse Load Test, 114' Thick by 48 inch wide HardiePansl Siding installed on 20gauge Metal studs spatted at 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 11149-98/15544 (ASTM E330) Transverse Load Test, 1/4' Thick by 48 Inch wide HardrePanal Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Repon 101273-94 (ASTM E72) Racking Shear Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d common galvanized nail 9. Ramtech Laboratories Report IC -1274.94 (ASTM E72) Racking Shear Test 5116'Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fs wood studs spaced at 24 ircfies on center with a 6d common galvanized roll 10. Ramtech Laboratories. Inc. Report 10868-971.1475 (ASTM E72) Racking Shear Test. 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG -0.36 wood studs spaced at 16 inches on center wlihh a 4d. 0.091 inch shank by 0.225 inch head diameter by 1.5 inch log ring shank nail 11. Ramtech Laboratories Report IC -1057-89 (ASTM E72) Racking Shear TesL SM 6' Thick by 48 Inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 Inches on center with a No 8 X 1 in. kung X 0.323 in head diameter ribbed bugle heed screw 12. Ramledh Laboratories Report 11284.99/1580 (ASTM E72) Racing Shear Test, 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Flo wood studs spaced at 16 and 24 Inches on corder with a ETdF 0.100 in knurled shank X 1.5 in. long X 025 in. head diameter pin fastener JAMES HARDIE BUILDING PRODUCTS, INC. 1-888.542-7343 info@jameshardie.com TEST RESULTS: Table la, Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714.292-2602 714-847-4595 FAX PROJECT: RIO -2556-15 Fastener Spacing r t 1. Allowable Load is the Ultimate Load divided by a Factor of safety of 3. 2. HerdlePanel Siding compiles with ASTM C1186, Standard Specilcstmn for Grade It, Type A Non -asbestos Fiber -Cement Hat Sheets. Table 1b, Shear Values Allowable Loads in Pounds Per Uneal Foot for Panel Shear Wells''2 Fastener Spacing in.) Frame Ultimate Allowable Thickness Allowable Spacing Perimeter Field Load" Load' Frame in.) nn.) Frame Type in.) Ultimate Design Fastener Type (Pit) pill Thickness Width 48 2X4 wood Hem -Fir Spacing Perimeter Feld 6d common 603.8 Load Load' ReportNumber Test in.) in.) Frame T in.) Supports Supports Fastener T PSF PSF IG127494 Ramtetdn 0.3125 48 2X4 wood Hem -Fur 16 6 6 6d Common 149 49.7 IG7270-94 Ramtech 0.3125 48 2X4 wood Hem -Fr 16 4 4 6d common 236 78.7 IG1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fr 24 6 6 6d common 94 31.3 IG7271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 1 4 6d common 143 47.7 10868.97/1475 Ram" 0.3125 48 2X4 wood, SG 2 0.36 16 4 8 4d.0.091 in. shank X 0.225 in. AO 30.0 head screw HD X 1.5 in long ring shank naB ETBF 0.100 in knurled shank X Mm. No. gauge X 9.625 N. X riibbed 0.323 61Mnhead 1128499/1580 Ramtech IC -1054-89 Ramtech 0.25 48 1.377 51n metal stud 16 6 6 diameter r bugle 169.8 56.8 diameter pin fastener head screw ETBF 0.100 in knurled shank X 1128499/1580 Ramtech 0.3125 Mm . No. 20 gauge X 3.625 in. X 48 Min. No. 20 gauge X 3.625 In X 4 8 1.5 In. long X 0.25 in head 1060M Min No 8 X 1 in. long X 0.323 in IG1055 89 Ramtech 0.25 48 1.375 in metal surd 24 6 6 head diameter ribbed bugle 91.9 30.6 head screw ETBF 0.100 in. knurled shank'X 11149 98/1554d Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 In X 24 4 8 1.5 in. long X 025 in. head 170 56.7 1.375 in metal stud diameter pin fastener Min. No. 20 gauge X 3.625 in X ET11F 0.100 In. knurled shank X 11149 98I7554d Ramtedn 0.3125 16 4 a 1.5 in. king X 0.25 in head 101 33.7 1.375 in metal stud diameter pin fastener 1. Allowable Load is the Ultimate Load divided by a Factor of safety of 3. 2. HerdlePanel Siding compiles with ASTM C1186, Standard Specilcstmn for Grade It, Type A Non -asbestos Fiber -Cement Hat Sheets. Table 1b, Shear Values Allowable Loads in Pounds Per Uneal Foot for Panel Shear Wells''2 Fastener Spacing in.) 1 -All board edges shall be supported by framing. Panels shall be applied with the long dimension eller parallel or perpendicular to studs. 2. The maximum height-to-bngth ratio for construction In this Table 6 2:1- 3. In the steel framed assemblies the allowable load Is based on the average load at 1/8 Inch net deflection. Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load" Load' Report Number Test Agency in.) nn.) Frame Type in.) Supports Supports Fastener Type (Pit) pill IC -1273.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC -1273-94 Ramtech 0.3125 48 ZX4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IG1274-94 Ramtech 0.3125 48 2X4 wood Hem-Flr 24 6 6 6d common 460.0 153.3 IC -1274-W Ramtech 03125 48 2X4 wood Hem -Fr 24 4 4 6d common 637.5 212.5 4d, 0.091 in shank X 0.225 in 10868-97/1475 Ramtech 0.3125 48 2X4 wood, SG k 0.36 16 4 8 595.4 1985 HD X 1.5 in shank nail Min No 8 X 1 in long X 0.323 in IC -09 Ramteeh 0.25 Min. No. 20 gauge X 3.625 in. X 48 16924 6 6 head diameter ribbed bugle 990.0 123.8 1.375 in metal stud head screw ETBF 0.100 in knurled shank X Min No. 20 gauge X 3.625 in X 1128499/1580 Ramtech 0.3125 48 in 16 4 8 1.5 in. long X 0.25 in. head 1227.0 153.4 1.375 metal stud diameter pin fastener ETBF 0.100 in knurled shank X 1128499/1580 Ramtech 0.3125 Mm . No. 20 gauge X 3.625 in. X 48 24 4 8 1.5 In. long X 0.25 in head 1060M 132.5 1. 20 in metal stud diameter pin fastener 1 -All board edges shall be supported by framing. Panels shall be applied with the long dimension eller parallel or perpendicular to studs. 2. The maximum height-to-bngth ratio for construction In this Table 6 2:1- 3. In the steel framed assemblies the allowable load Is based on the average load at 1/8 Inch net deflection. 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 into@jameshardie.com DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wird bad capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load Is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design bad is based on factor of safety of 3, allowable design loads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5-1A, Figure 26.5-18, and Figure 26-110C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7.10 Section 2.4 combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a bad factor of 0.6 applied to the wind velocity pressure. Equation 1, q6-0.0025WK,•Ka•Ke'V7 Equation 2, ref. ASCE 7-10 equation 30.31) c4. velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Ka . topographic factor K, , wind directlonatity, factor V , basic wind speed (3 -second gust MPH) as determined from [201218C. 2014 FHCj Figures 1609A, B, or C: ASCE 7-10 Figures 26.5-1A, S. or C V=V a (ro4 207218C d 2014 FSC Sect on 16021 clDfiriftnsl V,e , ultimate design wind speeds (3 -second gust MPH) determined from 12012 IBC. 2014 FBC) Figures 1609A, B, or C: ASCE 7.10 Figures 26.5-1A. S. or C Equation 3, p=q,'(GC'rGC' J fret. ASCE 7-10 equation 30.6-1) GCS , product of external pressure ooel idant and gust -effect factor GCd , product of Internet pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitcrfe q, Into Equation 3. Equation 4, p=0.00256•K,-K; K;V es•( GC, GCp) Allowable Stress Design, ASCE 7-f0 Section 2.4.1, load combination 7 Equation 5, 0.6D + 0.6W (ref. ASCE 7-70 section 2.4.1, load combination 7) D , dead bad W . wind load To determine the Allowable Stress Design Pressure, apply the bad factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, P. = 0.61p) Equation 7, pmd = 0.6'10.00256'K; Ka'Ka'V, at'( GCp GCp,)j Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table a solve Equation 7 for V,n. Equation 8, V,a = (p,W0.6'0.00256'K; Kd•i(o'(GCp-dCp))cs Applicable to methods speed in Exceptions 1 through 3 of 12012 IBC, 2014 FBC) Section 1609.1.1., to determine the allowable nominal design wind speed (Vast) for Hardie Siding In Table 4 apply the conversion formula below, Equation 9, V -d = V,a ' (0.6)ss (ret. 2072 IBC 6 2014 FSC Section 1609.3. 1) V.,. Nominal design wind speed (3 -second gust mph) (rat. 2012 IBC d 2014 FSC Section 1602 1) Table 2, Coefficients and Constants used In Determining V and p, Q;G kl IFlCgI`', 24121 9 STATE F K Wall Zone 5 Height (R) Exp B Exp C Exp D K,, Ke GC GC 0.15 0.7 0.85 1.03 h56D 1 O.BS 1.4 0.18 20 0.7 0.9 1.08 1 0.85 .1.4 0178 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 0.76 1.04 122 1 0.85 .1.4 0.18 45 0.785 1.065 1 1.245 1 OJ35 -1.4 0.18 50 0.01 1.09 1.27 1 O.BS -1.4 0.78 55 0.83 1.11 1.29 1 D.BS -IA 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 Q;G kl IFlCgI`', 24121 9 STATE F RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO -2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 into@jameshardie.00m Table 3, Allowable Stress Design . Component and Cladding (C8C) Pressures (PSF) to be Resisted at Various Wind Speeds 'Wind Exposure Category B. Wind S 3-secondgust) 100 105 110 115 120 130 140 150 16D 170 180 19D 200 210 Mei M (n) 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 28.3 325 37.0 41.7 46.8 521 57.8 63.7 20 14.4 15.9 17.5 -19.1 -20.8 24.4 28.3 32.5 37.0 41.7 46.8 521 57.8 63.7 25 14.4 15.9 17.5 49.1 -20.8 244 28.3 32.5 37.0 41.7 46.8 521 57.8 63.7 30 14.4 15.9 17.5 -19.1 -20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18.2 -19.9 -21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 15.7 17.3 19.0 -20.7 -226 26.5 307 35.3 40.1 45.3 50.8 56.6 62.7 69.1 45 162 17.9 49.6 •21.4 •23.3 27.4 31.7 36.4 41.5 46.8 52.5 58.5 648 714 50 16.7 18.4 20.2 -22.1 •24.1 282 32.7 37.6 42.8 48.3 50.1 60.3 66.8 73.7 55 17.1 18.9 20.7 -22.6 -24.7 28.9 33.6 38.5 43.8 49.5 555 61.8 68.5 75.5 1 100 1 35.9 28 3 . - 6.9 4 .3 2 834 6 .5 4.0 82.9 924 -1024 -1129 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C. Wind Speed 3-secondgust) 100 105 110 115 120 130 140 15D 160 170 180 19D 200 210 Hei m n C C C C C C C C C C C C C C 0-15 17.5 19.3 21.2 -23.2 -25.2 29.6 34.4 39.5 44.9 50.7 56.8 6&3 70.1 77.3 20 18.6 20.5 22.5 -24.6 -26.7 31.4 36,4 41.8 47.5 53.7 X0.2 67.0 74.3 81.9 25 19.4 21.4 23.5 -25.6 -27.8 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 202 22.3 24.5 -26.7 -29.1 342 39.6 45.5 51.8 58.4 655 73.0 80.9 89.2 35 20.8 23.0 25.2 •27.6 -30.0 352 40.8 46.9 53.3 60.2 675 75.2 83.3 91.9 40 21.5 23.7 26.0 -28.4 -30.8 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24.2 26.6 -29.1 -31.6 37.1 43.1 49.4 56.2 63.5 71.2 79.3 87.9 969 50 22.5 24.8 27.2 -29.7 -324 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 99.2 55 22.9 252 27.7 -30.3 •33.0 38.7 44.9 515 58.6 66.2 74.2 82.7 91.6 -101.0 60 1 100 32.6 35.9 39.4 43.1 -46.9 55A 63.8 3.3 834 434.1 105.5 -117.6 -130.3 -143.6 Table 5, Allowable Stress Design - Component and Cladding (C3C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (h) D D D D D D D D D D D D D D 0.15 21.2 23.4 25.7 -2B.1 -30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 -85.0 •93.7 20 22.3 24.6 27.0 -29.5 -32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 -89.1 -98.2 25 23.1 255 28.0 -30.6 -33.3 39.0 45.3 52.0 59.1 66.6 74.9 83.4 -924 -101.9 30 23.9 26.4 29.0 -31.6 -34.5 40.4 46.9 53.8 61.3 69.2 77.5 86A -95.7 -105.5 35 24.5 271 29.7 •32.5 -35.3 41.5 48.1 55.2 628 70.9 79.5 88.6 -98.2 -108.3 40 25.2 27.7 30.5 1-33.3.-36,2 42.5 49.3 56.6 1 64.4 72.7 815 90.9 -100.7 -111.0 45 257 28.3 31.1 -34.0 -37.0 43.4 50.3 57.8 65.7 74.2 83.2 92.7 -102.7 •113.3 50 26.2 28.9 31.7 -34.6 -37.7 44.3 51.3 58.9 67.1 75.7 84.9 94.6 •104.8 •1155 55 26.6 29.3 32.2 -35.2 -38.3 45.0 52.2 59.9 68.1 76.9 86.2 96.1 •106.4 -117.4 IDD 37.0 40.8 44.7 48.9 -53.2 62.5 72.5 X3.2 94.6 106.8 119.8 •133.4 •147.9 •163A Tables 3.4, and 5 are based vn ASCE 7-10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code RONALD 1.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT. RIO -2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshard.ie.com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C8C Part 1 and Part 3)e 2012 IBC, 2014 FSC 2012 IBC, 2014 FBC Allowable, Ultimate Allowable, Nominal Design Wind, Speed, Design Wind, Speed. apV.4- Vi14 , Applicable to methods Applkable to nothods specified in 12012 IBC, spedfied in Exceptions 1 2010 FBC) Section through 3 of 12012 IBC. 1608'1as determlirod 2014 FBC) Section 20122 I BC, 2010 FBC) 160D.t.t Figures 16Mk B. or C 4 I Fl 2412--`' 9 alnrc cisl c0 Fli RED Coclflclems used In Table 6 calculs0ons for V.. Wmd exposure calegoryiWind exposure category Siting K Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Heighll'r feet) B C D B C D Allowable Dem" Load PSF) Exp B Exp C Exp D Ka K. GC. I GC, HardiePane7b 5/16 48 fid common 6 2X4 wood Hem -Fir 16 0.15 186 168 153 144 130 118 49.7 0.7 0.65 103 hS60 1 0.85 •14 0.18 20 186 164 149 144 127 116 -49.7 0.7 0.9 108 1 0.85 •1.4 0.18 25 186 160 147 144 124 114 -49.7 0.7 0.94 1.12 1 0.85 .1.4 0.18 30 186 157 144 144 121 112 •49.7 0.7 0.96 1.16 1 0.85 •1.4 0.18 35 182 154 142 141 120 110 -49.7 0.73 1.01 1.19 1 0.85 -1.4 0.10 40 178 152 141 138 118 109 •49.7 0.76 104 122 1 0.85 •IA 018 45 175 150 139 136 117 108 -49.7 0.785 1.065 1245 1 0.65 -1.4 0.18 50 172 149 138 134 115 107 -49.7 0.81 1.09 127 1 0.85 •1.4 0.18 55 170 147 137 132 114 106 -49.7 0.83 1.11 1.29 1 0.85 -1.4 0.18 60 168 146 136 13D 113 105 -49.7 0.85 '1.13 1.31 1 0.65 •1.4 0.18 100 139 124 116 108 96 90 -49.7 0.99 126 1.43 h>60 1 us -1.6 0.1e HardiePanel® 5/16 48 fid common 4 2X4 wood Hem -Fir 16 D•15 233 212 192 181 164 149 787 07 0.85 1.03 h560 1 0 85 -1.4 0.18 20 233 206 188 181 159 146 -78.7 0.7 0.9 1.08 1 0.85 AA 0.18 25 233 201 185 181 156 143 •78.7 0.7 0.94 1.12 1 0.85 -1.4 0.18 30 233 197 181 181 153 140 •78.7 0.7 0.98 1.16 1 0.85 •1.4 0.18 35 229 194 179 177 151 139 •78.7 0.73 "1 1.19 7 0.85 •t.a 0.18 40 224 192 177 174 148 137 .78.7 0.76 1.04 1.22 1 0.65 •1 a 0.78 45 220 189 175 171 147 136 -78.7 0.785 1.065 1.245 1 0.85 -1.4 50 4 187 173 3 145 134 -787 0.81 1.09 1.27 0.10- 1 0.85 -1.4 0.18 55 274 185 172 166 144 133 -78.7 0.83 1.tt 1.29 1 0.85 -1.4 0.18 t 10.85 •14 01060212184171164142132 -78.7 0.85 1.13 1.31 100 175 155 146 136 120 113 •78.7 0.99 1.25 1.43 h>60 1 o.115 •7.e o.ie HardiePanel® 5/16 48 ad 6 2X4 wood Hem -Fir 24 0.15 147 134 121 114 103 94 31.3 0.7 0.85 1.03hS60 1 0.85 -1.4 0.18 1 0.85 -1.4 0.18 70-85 -1.4 0.18 7-F-65 -14 0.16 1 0.85 -1.4 0.18 1 065 •1.4 0.18 1 0.85 -1.4 0.18 20 6.7 130 119 32659 101 92 -313 07 09 1.08 25 7 127 116 5 98 90 -31.3 0.7 0 94 1.12 3D 147 124 114 114 96 89 -313 0.7 0.98 1.16 35 144 123 113 112 95 87 313 073 1.01 1.19 40 141 121 112 109 94 86 •313 0.76 1.04 122 45 139 119 110 108 92 86 313 0.785 1.065 1245 50 137 118 109 106 91 85 313 0.81 1.09 127 1 0.85 -1.4 o.t8 0.85 -1.4 0.18 1 085 -1.4.0.18. 55 135 117 108 105 91 84 -313 0.83 1.11 1297 60 134 116 108 103 90 83 -313 0.85 1.13 1.31 100 111 98 92 86 76 71 •313 0.99 1.26 1.43 h>60 1 085 •1.e 0.18 HardiePanel® 5/16 48 rAmrtan 4 2X4 wood Hem -Fr 24 D-15 182 165 150 141 128 116 47.7 0.7 0.85 1.03 hsSO 1 0.85 •1.4 o to 7 0.85 •1.4 0,18 1 0.85 •1.4 0.18 20 1 182 160 146 141 124 113 .47.7 0.7 09 1.08 25 1 182 157 144 141 121 111 -47.7 0.7 0.94 1.12 30 182 154 141 141 119 109 -47.7 0.7 0.98 1.16 1 085 -1.4 018 35 178 151 139 138 117 108 -47.7 0.73 1.01 1.19 1 085 •14 0.18 40 174 149 138 135 116 107 -47.7 0.76 1.04 122 1 0.65 •1.4 0.18 45 172 147 136 133 114 106 A7.7 0.785 1.065 1.245 1 0.85 -1.410.18, 50 169 146 135 131 113 105 -47.7 0.81 1.09 127 1 0.e5 •1.4 o.18 55 167 144 134 129 112 104 -47.7 0.83 1.11 1.29 t O.e5 •1.4 016 60 165 143 133 128 111 103 -47.7 0.85 1.13 1.31 t Fes •1.4 018 100 137 121 114 106 94 88 -47.11 0.99 126 1.43 h160 t 085 -1.e 018 HardiePanel® 5116 48 4d, 0.091 in. shank X 0.225 in. HDX1.5 long ringshanknail 4 edge 8field 2X4 wood SG20.36 16 0.15 144 131 119 112 101 92 30.0 0.7 0.85 1.03 hS6o 1 0.85 -1.4 0.16 1 0.55 -IA 0.18201441271161129890 •300 0.7 0.9 1.08 25 144 124 114 112 96 88 •30.0 0.7 0.94 1.12 t 0.85 •1.4 0.18 30 144 122 112 112 94 87 •30.0 0.7 0. 9E1.245 1 0.85 -14,018, 35 141 120 111 1 D9 93 86 •30.0 073 101 1 085 -1.4 0.18 40 138 178 109 107 92 85 -30.0 0.76 1.0 1 0.85 •1.4 0.18 45 136 117 108 1D5 91 B4 •300 0785 1.0 1 0.95 •1.4 0.18in 50 134 116 107 104 89 83 -30.0 0.81 1.0 1 0.85 •t.e 0.18 55 132 714 106 103 89 82 30A 0.83 1.1 1 0.85 -1.4 0.18 60 131 113 105 101 88 82 •30.0 0.85 1.1 1 0.85 •1.4 0.78 1OD 108 96 90 84 74 70 -30.0 0.99 12 h>60 1 085 -1.B 018 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888.542-7343 info@)ameshardie.com RONALD 1.OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO -2556-15 Design Wind, Speed, I Design Wind, Speed, VOO. Vasutl , APplicable to me0hod3 specified in 12D12 IBC, Applkable to methods 2074 FBCI Section spedfied bh Excspsiorhs 1 309.1.1. as determined by through 3 of 12012 IBC, 12012 18C, 2014 FBC) 2014 FBCI Section Figures 16OG& 8, or C. 1609.1.1. Coetfklems used in Table 6 calculations for V_ 2. Knurled shank pins shall penetrate the metal framing at least 114 inch. 3. Building height = mean roof height (in feet) of a building, except that save height shall be used for roof angle O less than or equal to 10' (2-12 roof slope). 4. Vult = the ultimate design wind speed (3 -second gust mph) as determined by 12012 IBC, 2014 FBC) Figures 1609A, 16098, or 1609C: ASCE 7-10 Figures 26 5.1A. 26.5-18, or 26.5-7C. S. Vesd = the nominal design wind speed applicable to methods spacdied in Exceptions 1 through 3 of 12012 IBC, 2014 FBC) Section 1609.1.1. 6. The wind speeds in 12012 IBC, 2014 FBC) Figures 1609A. 16098 and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with 12012 IBC, 2014 FBC) Sermon 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in 120121BC, 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 C&C Part 1 and Part 3• Kt=1, Ke=0.85, GCO=1.4 (h560), GC,=1.8 (h>60), GCy=0.18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. Wind exposure category Wind exposure category Siding It. Product Product Thickness inches) Width Cinches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Heigh?-" feet) B C D B C D Alkwable Dena Load PSF) Exp B Exp C Exp D Kn Ki GC> GCy 0.15 198 180 163 153 139 126 56.6 0.7 9.85 1.03 hsSO 1 0.85 .1.4 9.18 HaM3ePanel 1/4 48 Min. Nob 1 in, long X 0.323 in head diameter ribbed bugle head screws 6 Min. No. 20 gauge X 3.625 in X 1,375 in metal stud 18 20 198 175 159 153 135 123 36 6 0.7 0.9 1.06 1 045 •1.4 0.18 1 OAS •1.4 0.18 1 0.85 •1.4 0.18 1 0.85 •1 4 0.18 25 198 171 157 153 132 121 56.6 0.7 0.94 1.12 30 198 167 154 153 130 119 •56.6 9.7 0.98 1.16 35 194 165 152 150 128 118 -56.6 o T3 1.01 1.19 40 190 162 150 147 126 116 36.6 0.78 1.04 t22 1 0.85 •1.4 0.18 45 187 161 148 145 124 115 36.6 0.795 1.065 1.245 1 0.85 •7.4 0.18 50 184 159 147 143 123 114 385 0.81 1.09 727 1 0.85 •1.4 0.18 55 182 157 146 141 122 113 -56.6 0,83 1.11 129 10.85 .1.4 0.18 60 780 156 145 139 121 112 •56.6 0.85 1.13 1.31 1 0.85 -1.4 0.18 100 149 132 124 115 102 96 56.6 0.99 126 1.43 h>60 1 0.8.5 •1.8 0.18 D•15 146 132 120 113 102 93 306 0.7 0.65 IM hs60 1 0.85 -1.4 0.19 HardiePaneM 1/4 48 Min. No 8 1 in. long X 0.323 in heaX diameter ribbed bugle head 6 Min. No. 2D gauge 3.625 in. X 1.375 in rn stud 24 20 146 128 117 113 99 91 30.6 0.7 D.9 7.Oa 1 OAS -1.4 0.78 25 146 126 115 113 97 89 -30.6 0.7 0.94 1.12 1 OAS -1.4 OAS 1 0.85 •1.4 0.18301461231131139588 -30.6 0.7 0.99 1.16 35 143 121 112 110 94 88 -30.6 0.73 1 A1 7.19 1 0.85 -1.4 0.16 40 140 119 110 108 93 85 3D.6 0.76 1.04 72Z t 0.85 •1.4 016 45 137 118 109 106 91 85 .305 0 785 1.065 1.245 1 9 $5 -1.4 0.18 50 135 117 108 105 90 84 •30.8 0.81 Los 127 1 0.85 -1.4 0.16 55 134 116 107 104 90 83 30.6 0.83 1.11 129 1 0.85 -1.4 0.18SCfeWt 60 132 115 106 102 89 82 .39.6 0.85 113 1.31 1 0.85 •1.4 0.18 100 109 97 91 85 75 70 Sob 0.99 126 1.43 h>60 7 0.85 •1.8 0.78 HardiePanelA 5116 48 ET&F 0.100 in. knurled shank X 1.5 in. " X head . head diameter Pin fasteners 4 edge 8 field Min. No. 20 gauge X 3.625 in. X 1375 in metal Mud 16 D•15 198 180 163 153 139 127 56.7 0.7 9.85 1.03 hsso 1 0.65 -14 0.18 20 198 175 160 153 135 124 -56.7 0.7 0.9 1.08 1 0.85 •1.4 0.18 25 198 171 157 153 132 121 •58.7 0.7 0.94 1.12 1 0.85 •1.4 0.18 30 198 167 154 153 130 119 •56.7 0.7 0.98 1.16 1 0.85 •1.4 0.18 35 194 165 152 150 128 118 56.7 0.73 1.01 1.19 1 0.65 •1.4 0.18 40 190 163 150 147 126 116 -56.7 0.76 1.04 122 1 0.85 •1.4 0.16 45 187 161 149 145 124 115 .56.7 0.785 1.065 1245 1 0.55 .1.4 0.78 50 184 159 147 143 123 114 58.7 981 1A9 127 1 0.85 -1.4 0.18 55 182 757 tab 141 122 113 •58.7 0.83 1.17 129 t 0.85 .1.4.018 BO 180 156 145 139 121 112 567 9.85 1.13 t 31 t 0.85 •1.4 0.16 100 149 132 124 1t5 102 98 -56.7 0.99 126 1.43 h>60 1 0.85 •1.8 0.18 HardiePaneW 5116 48 ETdF 0.100 in. knurled shank X 1.5 in. long X in, head head 4 edge 8 field Min. No. 20 gauge X 3.625 in. X 1375 in 24 0.15 153 139 126 116 107 98 33.7 0.7 0.95 1.03 h560 1 085 •1.4 0.19 20 153 135 123 118 1D4 95 43.7 0.7 0.9 1.08 1 0.85 -1.4 0.39 25 153 132 121 118 102 94 33.7 0.7 0.94 712 t 0.85 •1.4 016 30 153 129 119 118 100 92 •33.7 0.7 0.96 7.16 7 0.85 •1.4 018 35 150 127 117 116 99 91 •33.7 0.73 1.01 1.19 1 0.65 •1.4 018 40 147 125 116 114 97 90 33.7 076 1.04 1.22 1 0.95 -1.4 0.1a 45 144 124 115 112 96 89 .33.7 0.785 1.065 1245 1 0.85 •1.4 0.18 50 142 122 113 110 95 88 33.7 0.81 1.09 1.27 1 gas •1.4 0.78diameter pin faslene metal stud 55 140 121 113 1D9 94 87 -33.7 0.93 1.11 t29 1 0.85 •1 a 0.18 60 139 120 112 107 93 B7 •33.7 0.85 1.13 1.31 1 0.85 •1.4 0.18 100 115 102 95 89 79 74 .33.7 0.99 1 126 1.43 h>60 7 0.65 •1.8 0.18 1. Screws shall Denetrate the metal frammo at least three full threads. 2. Knurled shank pins shall penetrate the metal framing at least 114 inch. 3. Building height = mean roof height (in feet) of a building, except that save height shall be used for roof angle O less than or equal to 10' (2-12 roof slope). 4. Vult = the ultimate design wind speed (3 -second gust mph) as determined by 12012 IBC, 2014 FBC) Figures 1609A, 16098, or 1609C: ASCE 7-10 Figures 26 5.1A. 26.5-18, or 26.5-7C. S. Vesd = the nominal design wind speed applicable to methods spacdied in Exceptions 1 through 3 of 12012 IBC, 2014 FBC) Section 1609.1.1. 6. The wind speeds in 12012 IBC, 2014 FBC) Figures 1609A. 16098 and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with 12012 IBC, 2014 FBC) Sermon 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in 120121BC, 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 C&C Part 1 and Part 3• Kt=1, Ke=0.85, GCO=1.4 (h560), GC,=1.8 (h>60), GCy=0.18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. PROJECT RIO -2578.15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIES, BRAND FIBER -CEMENT PANELS TO WOOD FURRING SOLUTIONS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS COVER PAGE EVALUATION SUBJECT EVALUATION SCOPE EVALUATION PURPOSE REFERENCE REPORTS TEST RESULTS TABLE 1A. RESULTS OF TRANSVERSE LOAD TESTING TABLE 1 B. ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 10.O.C. JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING DESIGN WIND LOAD PROCEDURES TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING VAND p TABLE 3, ALLOWABLE STRESS DESIGN C8C PRESSURES EXPOSURE B TABLE 4. ALLOWABLE STRESS DESIGN •C8C PRESSURES EXPOSURE C TABLE 5, ALLOWABLE STRESS DESIGN C8C PRESSURES EXPOSURE D TABLE 6, ALLOWABLE WIND SPEED (MPH)'FOR HARDIEPANEL SIDING PAGE 1' 2 2 2 2 2 2 2 2 3 4 4 4 4 5.6 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE %WTH.THE REQUIREMENTS OF THE ASCE 7-10. THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD 1.OGAWA d ASSOCIATES. INC. 16635 ALGONQUIN STREET W443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-647.4595 FAX OGAW4 o STATE CC 4i orto S 0'fVAt RONALD 1.OGAMASSOCIATE3, INC. 16MSALGONGVW STREET 5443 HLOwnwGTON BEACH, CA62649 1) 714-292,2602; (F) 714.647.4595 PROJECT. RIO -2S7815 EVALUATION SUBJECT HardlePenslS Sidblp Jams. Hardly Product Trade Ham" eovamd In 01b wabu6on; Hamiaparw Sldnp. Cstpacesm swft. Prevail, Panel Sift EVALUATION SCOPE: ASCE 7-10 2D14 Florin evrov Coda 20t2 blmnrmuo eultlap Coda 2012 Wwra6crd Rukaadtale EVALUATION PURPOSE: Trio anafycs Is toda.rvim fly maAWA" d"ldn 34seond ped Wino spaad to be rasisbad by an an=* of FYrdbpaml 16arnpsnsk Promil Pam)) siebrp Iasbmd lo wood faMps an *tWweod of mral trwrdnq Mill mfr ar sw*LvL REFERENCE REPORTS: 1. IRalsk Rap001020243DC00-0OM Trsnsveras bad bast an HardwPare4 TEST RESULTS: Table 14L Rasldba of Tmnaveme toad Tssft 1.Ae fafrafnan ware alolalo an mmm w1cim pwwwo2cn a= war rranvng mommas. 2. AltowaWs bad Is dstwwAmd from IWLmse bad dnfdsd by a factor of scary of S 3. Kwdi*Psm1 64bv complies wiaf ASTM CHINS, SnMard Spaduton f r Grade 11, 7yp A 06W ss0aJ77 AhwhCamoV Fpr SAaab. Tabb 1b. Amlyds of Allmobb Load for at Scmwat 10' = as Soevo a FavemwwS as fin S Fmm Fulemr Ftwo fm Ultimate Allowable se FasmummwT am lir Tell Thk6AM 1.11 AfOwaeb low Spaft Spedm FaoaerTyps Load D—an use 472 Pawn Number 61. vvwm 0n.1 From Type' h) 61.) aro Dimanalms PSF) PSFI FAWrs klam 102024363000-001A kidotsll 0.3125 48 2X4 wood 04 3/1' di* by 1.5' 15 5 No 0 X 125- WQ X 0.325 HD 160.7 ST 6 DA tlsolrpl /Iraaso Wim SPF turnip Abbed W* mad so.aws 1070247670004)01^ buerlak 03125 48 2X4 wo00 "Y4• VM* by 3.S 16 5 No. 5 x 125• wo x mur HD 131.4 41.S pull nuouah void* SPF heft rlbb*d bugle read *eawa 102024303000OpU baeml, 0.3125 45 2X4 WDW atud, ala' Isar ty 3S 16 12 No. 5 x 125- M; X 0.325 HO 105.1 35.4 0141 Ihmlrjl wide SPF herhp do0sd 000 hosd town IGM4363CO06WIA Ictanak 0.3175 4S 2X4 wad dud. 3W dtiat q 1.5' 1S S 0.0'10' Runk X 0215 HD s 1 S 147.6 1 :2 PA *nup fimcb n/ w id* SPF Mire long ring Wnk nail 102074363CD0-001Abiband 0.3M 4s 7X4 *,ow lora, 3w• btiac by 3S 24 S NO, a x 125- WQ x 0.325 HD zy 27.5 P t- ougr nfacaaawifeSPFhrr" nbbed bupb neso aoewa 1.Ae fafrafnan ware alolalo an mmm w1cim pwwwo2cn a= war rranvng mommas. 2. AltowaWs bad Is dstwwAmd from IWLmse bad dnfdsd by a factor of scary of S 3. Kwdi*Psm1 64bv complies wiaf ASTM CHINS, SnMard Spaduton f r Grade 11, 7yp A 06W ss0aJ77 AhwhCamoV Fpr SAaab. Tabb 1b. Amlyds of Allmobb Load for at Scmwat 10' = rhe tastaner load tors9 so" *117 O.C. was calaiated as Ins average ce the ted ratrfs soy T W 1r O.C. Tre davatle load lar 115 spew W. 01a spsrin0 of W O.C. lift fw ft can be tandalsd by irsrstocta aq N. resets of sone fosterer of 0' ane it o.c. awe boli teles had m e taM" mote d wferw pal bump hard 1m perleb.As sferm in are tabb. ve alowablebad be" aoaws Yay40 s11tT O.C. m wood hminp b UA Pal. Justllln0on of Usurp 00 Rnutt. on Lipid 04upa Stas) Frarldnp In Oe ft0jed mr01p1ldbna, d ft%Wd a ware laaaed t0 tuning Oft 10 vohader the hump b staaed to aOad or Bed bamm dBs rel affW p"W ravis ar" bed W**W Ira to p *,o w.VlnWa nsParaiblary to anon from wmng ats"WW 1 am tramtlp memeaers to have sulhoam bad aper ties. OGA W _ 1 STATE' IF 1 FSS/0NM- '` . as Soevo a FavemwwS as fin S 12 10 Ftwo fm 15 15 se FasmummwT am lir OSS 1.13 1.11 AfOwaeb low 411111 35 • 1 38.2 bldvfival bstetw load ItD. 35 S 472 41.1 rhe tastaner load tors9 so" *117 O.C. was calaiated as Ins average ce the ted ratrfs soy T W 1r O.C. Tre davatle load lar 115 spew W. 01a spsrin0 of W O.C. lift fw ft can be tandalsd by irsrstocta aq N. resets of sone fosterer of 0' ane it o.c. awe boli teles had m e taM" mote d wferw pal bump hard 1m perleb.As sferm in are tabb. ve alowablebad be" aoaws Yay40 s11tT O.C. m wood hminp b UA Pal. Justllln0on of Usurp 00 Rnutt. on Lipid 04upa Stas) Frarldnp In Oe ft0jed mr01p1ldbna, d ft%Wd a ware laaaed t0 tuning Oft 10 vohader the hump b staaed to aOad or Bed bamm dBs rel affW p"W ravis ar" bed W**W Ira to p *,o w.VlnWa nsParaiblary to anon from wmng ats"WW 1 am tramtlp memeaers to have sulhoam bad aper ties. OGA W _ 1 STATE' IF 1 FSS/0NM- '` . RONALD L OGAMASSOCIATES, fN-- ISIMALGONpWN STREET 1te43 HIJKMNGTON BEACH. CA 92649 m 714202-2602: (i') 714-8474595 PROJECT: R10.25761S DESIGN WIND LOAD PROCEDURES: Row-cw"rLL adB+p tteneverm rad capadfy (wad bad =Mdly) is detsnnbtod vi compliance ttststg toemswso load nKOW tec s.atdards. Vu the verwow" Iota ws:it on allowable demon baa It Oaamined Dared on a actor d Weep' of 3 9W*d b the tamuno MM load Equation 1, gtOD0256 tt,'K, If '1r' pd/. ASCE 7-10 equYan 3?377 wbdN pnirmn at AetoM i K . vaoft pnuue apoewe w0Mciw4 wmkxm ed a heiWz N , loP lir Equation 2, w . wbd ilmdstwfal wdor V . Ooh w*d Wad 04sco r0 pus MPIQ as dememihed oom 2012180 RgLm 10091., B. or C: ASCE 7.10 Fixrot 26.5-1A B, OF C V -V. gel. 2012180 Sor ion 16021 d firi6ons) V. , t41ineU deign wid .peed: (3-amond oust MPH) detsrrniw0 tram 2MZ IBC Figwu 1609A. S.or C: ASCE 7.10 Cipuos 26.fL1A. B. a C Egatiee N P`%*(GceGC.) W. ASCE 7-10 equation 30.6-1) GC,. wMal a ademd pressve ma0dm and oatafred tador GC. ,groats of b—M weawro oasmtasm and prides factor p . design prase re (PSF! ler sldh01s4o tab4 deW bad for Wft) To deMnww design Main, tuD040 q, *0 Eotkon 3 Equation 4. P'0.ow56•K•Ri rvV.'' Qc.,GC.) Atowabie Sma 0t3ipn. ASCE 7.10 SsCan 2.1.1, bad cor.Uma:ion 7 Equation t, 0.60. Dow W ASCE 7.10 stamen 24.1, bad comUnawn 7) 0 , deed bad w , wind bad To 0010 nils tt* AAeewaN Stns VwMJw Pessme, spry fat food nadrlbrW (M+4 Pm Egrarbo • toP (oc*n measure) owwmbwd nom aqua sm 4 Equation I. p- • 0.6.12) Equation T. p— • 0.010.000 VN'K.0V V.~fGC..GC„B Egwzlom 713 wed ioyop Me Tab* 41, and S To asemiw me Hawaye uawelr ask wM speed for Nerd* Sdvw 1n 7abb 4 =to Equation 7 for V. Equation 6. V. •(pJOb•0.0023t•r:•it,.*K;(GC.-GCo)Ia ApprcaW to me:rwds gedWin E arXim 1 MrmVh 3 0/ 2012 180 Seadon 1602.1.1. to dexmsirw ft etrweblr nomriwldesyn wird 4-,wd (Vas -9 Wlor6e Sk%v in Taste C. stagy 0* omrmrsba hr:nub babe; Equation 1, V.,, • V. • (0.61" (ref 2012 19C Seaon 16063.1) V... Normal design wind speed (3•seumd port mph) (ref 20:21BC Se:,an 1602.1) RONALD I.OGAWAASSOCIATES, INC, 16835 ALGOA'OUIN STREET 9443 HUNTINGTON BEACH. CA 02649 T) 714.202.2602: (F) 714$47.4595 PROJECT: 1110.2575.15 Table; Coofficb b and Certstataa us" In Osumining, V and P. T.bb ]. ADo..ble Strew Oealgn -Can*- and Cte"n0 JML) Pressures (PSF) to be,Rasbtbed al Vanes W1rd Spwwde -Wind Exposure Category 13. Table 4. Allowable Sirs" 0681" - Carnpaurn and Cladding (C4C) Pressm" (PSF) to be Resisted at Varies Wind Spesde . Wind Exposure Category C. Table 5, Allowable Sons Design • Cempasm and CUdding (UC) Pressures (PSF) to be Resisted at Various Wind SAnds - Wind Exposure Category 0. Tables 3.4, acrd 5 my based on ASCE 7.10 area =Ubter4 WIM its 2012 BSC. 2012 IRC A ftORoo . FSS/ 0NA Imam 0® Otg7®Mmm I>•3/ 0Mmm®mmm T.bb ]. ADo..ble Strew Oealgn -Can*- and Cte"n0 JML) Pressures (PSF) to be,Rasbtbed al Vanes W1rd Spwwde -Wind Exposure Category 13. Table 4. Allowable Sirs" 0681" - Carnpaurn and Cladding (C4C) Pressm" (PSF) to be Resisted at Varies Wind Spesde . Wind Exposure Category C. Table 5, Allowable Sons Design • Cempasm and CUdding (UC) Pressures (PSF) to be Resisted at Various Wind SAnds - Wind Exposure Category 0. Tables 3.4, acrd 5 my based on ASCE 7.10 area =Ubter4 WIM its 2012 BSC. 2012 IRC A ftORoo . FSS/ 0NA RL OC AVA MOCKTES. 04. 16625 ALGOKCUW O'TREV a443 NU12IF6TGN SEA ;44 CA 02640 M 774•202.2042-• M 714•047a:05 PRGACT: RIOQS76.1S d;MES IaAROE BU1tDDIG FOtJOUCTS. 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MOf.I..tr I1w•r.• YW M.L,ML 0 VON a.wO 0,.rr r•r•.F•Or: C. a++• r•u M1lae.w..rrweYrl r•.I.Dt.000 trlw w DDC.•a, w.I..I[ .1r Lla1TAT107i9 OF USE: 1) to Mloh YelDeq MI[117Y io»1 Q4YM eaUll pry W1111:0o* Co1N17 FbaD1.11CA 154121-04, cr) Uj F - 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 21 ta F ONAL ,t `W Report of HardiePanel® tested in accordance with ASTM E330-200212014, Standard Test Method for Structural Performance of Exterior Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference This report is for the exclusive use of Interteks t7ient and is provided pursuant to the aorBement between Inta^.`k and is CWent. Intertek's responsibility and liablltty are limited to the terms and conditions of 'ie agreement. Interek assumes no Rablihy to any party, other than to .he Client in accordance with the agreement, for any toss, expense or damage occasioned by the use of this report: Only the Client is authorized to copy or distribute this report and then only In Its entirety. Any use of the Intertek name or one of its marls for Nie sale or advertisement or the rested naterial, product or service ,must first be approved in writing by Interrek The observa,ians and test results in this report are relevant only to the sample tested. This moort by itself does not Imply that the material, product or service is or has ever been under ar. Int, ei tek certl5c000n program. James Hardie Bulift Products, Inc. Report No.102M4363COO-001A 1 Table of Contents April 30.2015 Page 2 of 7 1 Table Of Contents.............................................................................................................. 2 2 Introduction........................................................................................................................ 3 3 Test Samples..................................................................................................................... 3 3.1. Sample Selection........................................................................................................ 3 3.2. Sample And Assembly Description............................................................................. 3 4 Testing And Evaluation Methods......................................................................._............... 3 4.1. Conditioning............................................................................................................... 3 4.2. Transverse Load......................................................................................................... 3 5 Testing And Evaluation Results.......................................................................................... 5 5.1. Results And Observations.................................................................................._.-... 5 6 Conclusion........................................................................................................................ 6 Appendix A Transverse Load Test Data.....................................................................17 Pages RevisionSummary ............................................................................................................1 Page 1% lol pAqGAW 1 CC FFSSfOtNPA\- Inter[ek i, Florida Product Approval HardiePanel° Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Report RIO -2556-15. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. HardiePanel'" yo. Vertical Siding JamesHardie EFFECTIVE SEPTEMBER 2013 00 INSTALLATION REOUIREMENI S RESIDENTIAL SINGLE FAMILY ONLY - PRIMED & COLORPLUS° PRODUCTS Visit rrvw.iameshardie.com for the most recent version. SMOOTH is CEDARMILL® is SELECT SIERRA 8 • STUCCO IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTM PRODUCTS OUTSIDE AN HZ101e LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and comers from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. CUTTING I OUTDOORS INDOORS t. Position aNirrg statim w that wind will Ilow+dust avray from user 1. Cut only using score and snap, a shears (manual, elecblc or pneumatic). and Odlers in uvorllrg area 2. Position cutting station in yell-ventDated area 2. Use one of the tobving meUlods: a. Best I. Soars and snap D. Shears (manual. electric or pneumatic) - NEVER use a power saw indoors b. Better; I. Dust reducing circular saw u ped will a - NEVER use a circular saw blade that does not tarty the HvdieEllade saw blade trademark HardieBkde• saw blade and HEPA vacuum e+m clim - NEVER dry sweep — Use wet suppression or NEPA Vacuum c. Good: I. Dust mdwft circular wn with a HardeBlade saw blade only use for law to moderate ciAV Important Note: for matdntum protection OmW respirable dtstprodtx tion), Jams Hardie recommends always us%'Besl%ll ndtrg methods where feasibta NIOSH-appmved respi ators can be used In conjurtcthn with above cutting practices to turd>er reduce dust sposues. Additional eposue information is available at rmv jamrshardie.00m to help you determine the most aBropr'rals cuntg method for you job requirements. Y cancan still aft about totposue levels or you do not on* with the above practices, you should always cm. .l a qualified Indiatfial hygienist or contact James Harris for hotter rdomation. rooaYta, GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commercial Multi -Family installation requirements go to wwwJamesHardierommercial.com HardiePaneI9 vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genemal fastening requirements. Irregularities in framing and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreenRuning) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. ia In ehardie.com A water -resistive barrier is required in accordance with local building code requirements. The water-reststive barrier must be appropriately Installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will. assume no responsibility for water infiltration. James Hardie does manufacture 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 appplications only. - DO NOT use HardiePanel vertical sidingy In Fascia or Trim appplications. Some application are not suitable for ColorPlus. Refer to COIorPIUs section paWe 3. DO NOT use stain, oil/al d base paint, or powder coating on James Hardie® Products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin 8 "Expansion Characteristics" at www.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contact (fig. 1), alternativelyPositionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or2" away from comers. Do not nail into comers. caulked (Not applicable to ColorPluse Finish) (fig. 2). HardiePanel Vertical Siding Installation • Horizontal Joints - Provide Z -flashing at all horizontal joints (fig. 3). Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3HardiePanelverticalsidingmustbejoinedonstud. water -resistive barrier water-raslsrive barrier Double stud may be required to maintain minimum edge 4 stud ( wubrresanve nailing distances. 2 x a stud I Figure 1 water -resistive barrier Z sheathing keep fasteners 2' away from comers Batten Joint "H" Joint water-resisthoe barrier 4 stud leave appropriate gap between panels, then caulk' Caulk Joint Piot aapllcable to CdoPNs• Rnish) Apply caulk In accordance Nilh caulk manufacturer's written applicaiton Instructions. I For additional information on HardieWrapvm Weather Barrier, consult James Hardie at 1-866-41iardie or wwtv.hardlewrap.com Figure 4 Recommendation- When r= tnsmiting Sierra 8. provide a double stud at panel \ joints to avoid retying \ through grooves. WARNING: AVOID BREATHING SILICA DUST Jam's Hardie' products MuL:in respirable Crystalline silica, wMdt is known ID the Stat' 01 CalltOmia re Cable Cancer and IS considered by IARC and NIOSH to be a cause of cancer rom some occuoi Nortel soumn Breapung e ASSIve amounts of resaaabte slip dust can also cause a disabling and potentially tatai hung disease called sincosl& arrJ has been brtked with otter diseases Sona studies suggest smolong may Increase these rises. Durno installation or rrrdting. (1) w-rk it outdoor areas with amblo ventilation: (2) use fiber cament shears to cutting or. whore not 1sxibfe, use a 4arde8lade" sew tpWde and dust-icduang acinar saw ottached to a HE9A vacuum: 3) nam others in ire Immediate area, (4) wear a propedy-Ihtq. H105.4 -approved dust mase: a respirator ne.g. N 95) in accordares with aoplkable government regulations and manufacturer instruction to form amh respirable sv4ea a gosures Dudrto clean-uD, use FCP4 vacuums o wet cleant metads - never dry sweep For punter mrormaWri, refer to our installation msm0ons anC Material Salary Data Sheet available ori v.:Yw.)ameshorde.mm a by pNnq t-8DD-91tARDIE (I-BDD-942.7343). FAILURE TO ADHERE TO OUR wARMNGS. MSDS. AND INSTALLATION WSrRUCT1DN5 MAY LEAD TO SERIOUS PERSONAL WAIRY 0R DEATH. HS1236 - P1/3 1 A a upper pane upper Darrel o no 1/4• gap t/4' gapfurkI ZJL SNrtp i Z-Ihaslting r decorative r band boartl rlo er borer LL Farrel panel Figure 4 Recommendation- When r= tnsmiting Sierra 8. provide a double stud at panel \ joints to avoid retying \ through grooves. WARNING: AVOID BREATHING SILICA DUST Jam's Hardie' products MuL:in respirable Crystalline silica, wMdt is known ID the Stat' 01 CalltOmia re Cable Cancer and IS considered by IARC and NIOSH to be a cause of cancer rom some occuoi Nortel soumn Breapung e ASSIve amounts of resaaabte slip dust can also cause a disabling and potentially tatai hung disease called sincosl& arrJ has been brtked with otter diseases Sona studies suggest smolong may Increase these rises. Durno installation or rrrdting. (1) w-rk it outdoor areas with amblo ventilation: (2) use fiber cament shears to cutting or. whore not 1sxibfe, use a 4arde8lade" sew tpWde and dust-icduang acinar saw ottached to a HE9A vacuum: 3) nam others in ire Immediate area, (4) wear a propedy-Ihtq. H105.4 -approved dust mase: a respirator ne.g. N 95) in accordares with aoplkable government regulations and manufacturer instruction to form amh respirable sv4ea a gosures Dudrto clean-uD, use FCP4 vacuums o wet cleant metads - never dry sweep For punter mrormaWri, refer to our installation msm0ons anC Material Salary Data Sheet available ori v.:Yw.)ameshorde.mm a by pNnq t-8DD-91tARDIE (I-BDD-942.7343). FAILURE TO ADHERE TO OUR wARMNGS. MSDS. AND INSTALLATION WSrRUCT1DN5 MAY LEAD TO SERIOUS PERSONAL WAIRY 0R DEATH. HS1236 - P1/3 1 A a CLEARANCES Flush 5771 Countersunk, Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1" 2" clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code 2" clearance between Veen James Hardie products surfaces, flashing and counterflashing clearance between requirements for clearance between James Handles and decking material. shall be installed per the roofing manufacturer's instructions. Provide a the bottom of James Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 % 2" clearance between horizontal flashing. the adjacent finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap. Figure 5 stud g Fi ure 6g sidi_. water barrier1*11,11 siding and trim. Figure 8 Refer to fig. 3 on page 1 g I,. Itt ,U I i i; J-r-rmin. 111111 M_& con=* 6" min. I foundation Maintain a minimum 1" gap between gutter end caps and siding & trim. Figure 9 gutter and end cap deck material r Do not bridge floors with HardlePanel'siding. Horizontal joints should always be created between floors (fig. 10). waren- Resistive Barriertraming Figure 10 Horizontal r Flooring Tnm sr"Wng / fascia HardiePenel• t1 BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 h* or larger such as dryer vents should have a block of trim around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel. Electro -galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, orin very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services If you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (lig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace naiq. NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush 5771 Countersunk, fill 8 add nail y Figure A Figure B do not under drive nails ooNOTSTAPLE KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a root intersects a sidewall. The root must be flashed with step flashing. Where the roof terminates, install a kickout to deflect water away from the siding. It is best to Install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout. Figure 11, 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 4" wide." James Hardie recommends the kickout be angled between 100° - 1100 to maximize water deflection Figur PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened wllh a pneumatic tool. Pneumatic fastening is higtily 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. M 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 AZ >o. CAULKING For best results use an Bastomeric Joint Sealant complying with ASTM 0920 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 manufacturer's written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT Baulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. ( DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie°° Products. James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet For application rates refer to paint manufacturers specifications. Baric -rolling Is recommended if the siding is sprayed. COLORPLUSO TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie® ColorPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlusO Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel® siding with ColorPlus Technology. Laminate sheet must be removed immediately after installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your 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, oil/alkyd base paint, or powder coating on James Hardie° Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOGNITION: In accor&.xe vrlth IOC ES Evaluation Report ESR -1844, HardiePand® vertical s oing is recognized as a subWe ala;rnate to Oral spedried in- the 2006.2009, 9 2012IntemaOonal Resldenllal Code tar One -and Two -Fant Dr+ellings axi the 2006, 2009. & 2012 Intemagonal Building Code. Hard0anel vertical sidog Is also recognized lar apdication in Or. totMvirg Gly of Las Angela Research Report No. 24862, Sirl of Florida Irsft FLC889, Dade County, Flonaa NOA No. 02.0729.02. US. Dept. or HUD Materials Release 1263c, Teras Department of Insuma Prodw, Evalwoon EC -23, Guyer New York NEA 223.93-M, and Callomia CSA PA -019. These documents should also be consulte-d for eddtional idonnatiion concerning to. suiaklrly of this product tor specdre applicelions. 2013 James Hardie Building Products. WI rights reserved. g? TM, Ski, and ® denote trademarks or registered trademarks o1 Additional Installation Information, • James Hardierechnology Limited B Is a registered Warranties, and Warnings are available at JamesHardle trademark of James Hardie Technology Limited. www.jameshardie.com HS1236 - P3/3 6113 MIAMI•DADE ivITAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADIVILYISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/ecunomv 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 Lot be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Plaulis and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald 1. Ogawa, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of /Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING:.A: permanent label with the manufacturer's name or logo, Plant City, Florida, and.the following statements: "ASTM C 1186 Type A compliant" and "Miarni-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 atter 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 413-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15-0122.04 MIAMI-DADE COUNTY Expiration Date: May 1, 2017 Approval Date: April 9, 2015 03/301 S Page 1 James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted underNOA # 13-0311.07" I. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07' 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by 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 confoimance to the 5`' edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. O3PoIZo S Carlos M.. Utrera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 1 W WALL LENGT11-----jStudSpacingat16" O.C. B4-, 1 { _I liftrJGAN r: I i r. r .' 'f••.. mw tta¢fandm WALL tsoir? C %!l.cTi IEIGH 17 j i B E— Nails at 16" O.C. (W.) 3/8" Minimum Edge Distance DEtg 4A Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 1 HardiePanel, Cempanel, T–Prevail Panel Siding c.aria % Water -resistive barrier per Florida Building Code Section 14042 SM, thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 23223 2" X 4" S -P -F Wood Studs The wall and soffit frames are W be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A V Mick / 5 ply APA rated ph wod sheatl ung in a=dance with Florida SwVng Code Section 23223 Watptiresistive barrier per Florida 8tulding Code Section 14042 2'X 4" S -P -F Wood Studs HardiePanel, SECTION 6_B Cernpanel, Prevail Panel Siding PRODUCT DES -04P HardiePanel®, CeropaneW. & Prevail® Panel Siding materials are nonasbestos fiber-cament products tested in accordance with ASTM 01186 Grade It. Type A and meeting the requirements of the Florida Building Code. PANEL DIMEgth DIMENSIONS Width LenThickness 4' 8,9,10' 5116" DES.LGNPRES_S_999 RATING Installation Design Pressure Wood Studs -76 psf Impact Resistant – Planks installed over 518" thick / 5 Pty APA rated plywood sheathing HARD11 4NECEMPANt-PRE_V 1I41?ANEL SIOINGiNSTgL1AT ON DETAIW_^ installation shall be done in conformance with this Notice of Acceptance, the manufacturerAll s installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HarciePanel, Cempanel, Prevail Panel Siding will be installed shall bedesignedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirements of this N.OANobe 1] 518" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 23223• APA rated plywood sheathing supportedThesidingpanelsshagbeinstalledover518' thick 15 plybyaminimumof2'X4" S -P -F wood studs spaced a maximum of 16" O.C. Note 2] The siding panel fastener shall be a 2' long. 0.223" head diameter, 0.092" shankdiameter, corrosion resistant siding nail; the fasteners shag be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 518" thick/ 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shall have a minimum edge distance of 30' and a minimum clearance of 2" from comers. Phone: Creator. E Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 QE Fso" rag DWG NO EV A PNL-PLK-SOFF 12" = l%W I Date: 474=13 1 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 e —swafls6 wrah 6abrirti adlaftcaft f b117-6122. of 6rrriF—= 6 PRODUCTBEVLSID as Complying wft ffio Flarms DadbgCAlft Aooepesrrm rb la -c7 Mnari Prodaa Ceovvd I I\ Fastener Spacing per Florida Building Code Section 2322.3 I I. ERA,MING NOMINAL 2" X 4" S -P -F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK/ 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 23223 5iEAl QtAyG. THE PANEL IS FASTENED WITH 2' LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing I rrrrrr i I 0 - sTA Fzo s.8/0N X FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 Phone: 909356-6300 SIZE FSW 140 0M 140 Fax 909-427-0634 A PNL-PLKSOFF Creator E. Gonzales SCALE 1"= 1'-T • Date: 4/24/2013 SHEET 2 OF 12 1 W ALL LENGTH Stud Spacing at 16" O.C. rill? OGT t tolrtacrs>:vts q ' `r, 1r I a4 eom jyimg wide the Eloeida \. il.tJ% N0. WALL T j EIGHT' ' i ' s 19 v!e iPko te (•aetrvi -off '; STATE B E-- 318" Minimum Edge Distance Nails at 6" O.C. (typ.) QE -TA- LA_ rhe•Fkuids Sheathing fastener, as described in Note 1. Panel fastener, as described in T 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. L20ga, 3-5/8" X 1-5/8" Metal C -stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 5/8" thick 15 ply APA rated plywood sheathing fastenedfk , to metal studs as described in Note 1 S,QC1J.0-I---Q6 Water -resistive barrier per Florida Building Code Section 14042 20ga, 3-5/8"X 1-5/8" Metal Cstud PMODIJCT DE%: RIPTiQIA HardiePaneW, Cempanel®, & Pfevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PANEL DLMENSIONS Width Length Thicaless 4 8,9,10' 5/16" DESIGN F-9ESSURE_RATING Installation Design Pressure Metal Studs -104 psf HardiePanel, Impact Resistant — Cempanel, Panel installed over 518" thick / 5 ply Prevail Panel APA rated plywood sheathing Siding HAF 01Et NE CEMPANEI iPINEVAI4PANEL SIDING 11 SALLARQ DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer s installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePaneL Cempanel. Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 115/8" thick 15 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter X 1-114" long bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 3-5/8"X 1-5/8" Metal C -studs spaced a maximum of 16" O.C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8" 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 518" thick /5 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 0M NO A I I PNL-PLKSOFF 112" =1'-0" I Date: 4242013 3OF12 PRODUCT REY1Sm a<=jw0ribswft*eFbcift Arlo 7 By II I^I 6.00in. I II• I II I• I I PRC qcr mvl<sw I a .*yM—* ftFb66 coaeI-bl' Dow op/ ey FRAMING. - 51V' STEELGAUGE3-5/6'X I FASTIENEDOWITH 5/8' WAFER HEAD CREWS ( 2D PER, OP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHFATHJNG i 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, 0.315" HEAD DIAMETER X 1-1/4° LONG BUGLE HEAD SCREW CLADDING THE PANEL IS FASTENED WITH NO.8-18, 0.315' HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing i Sheathing I' OGA 0. 121 STATE OF = • ORD°P'' I ? S/0 N +( FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND LOAD NOT PARTF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue II F. ! Fontana, CA 92337 y -ME FSCM NO Wild NO ^ phone:909 356 300 PNL-PLK-SOFF Fax 909-127-0834 A Creator. E Gonzales SCALE 1^ =1'-0" Date: 4/24/2013 SHEEr a OF 12 WALL LENGTH Stud Spacing at 15" O.C. B t ---i 4-- --• 2F j A Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 1 HardiePlank, Cemplank Preva) . Lap Siding 1 Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S -P -F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DEI -AIL A PRODUCT DESCRIPTION HardiePlank®, Cemplank®, & Prevaile Plank Lpp Siding materials i are nonasbestos fiber -cement products tested in accordance with rated plywood ASTM C1186 Grade It, Type A and I II accordance with jI Florida Building Code i I r1. rrNiiiiii j Width Length Thickness banier per Florida 59-1/2' 12' 5/16" Buldarg Code Pac as e0wplymg M'ilb joie ff1lod& Section 14042 rnt V 2'x 4" SP -F i i lBWCode Wood Studs -92 psf WALL IEIGHT i i i F kpirai'iers ri 7: t Mkaatu1 ad -1 C [i&W I, I r sS10 N p Nails at 16" O.C. (typ.j3/4" Minimum Edge Distance 2F j A Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 1 HardiePlank, Cemplank Preva) . Lap Siding 1 Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S -P -F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DEI -AIL A Lap Siding Impact Resistant – Planks installed over 5/8" thick / 5 ply 1-1/4'tao x 5116" APA rated plywood sheathing thick starter stip H.A D_IP_LANICLCEMPLANIC, PfZEj/1[41A_ I' S_ID_I IGJI S_T_LI.A'f_ION O fA1LSAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer'sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by anEngineerorAnchitedpertheFloridaBuildingCodeandtherequirementsofthisN.OA N 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordanceote with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-114' wide laps at the top of the plank such that the exposure area of each plank is 5 8-114" vertically. Note 21 The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nal; The siding is fastened:6 8-1/4" O.C. vertically and16" atChin o i onnely; fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated plywo g are placed in the overlapping area approximately 3/4' from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. d sheathing supported b aTheplanksshallbeinstalledover5/8" thick / 5 ply APA rated plywoo 9 PP Y minimum of 2"X4" S -P -F wood studs spaced a maximum of 16'0.0 Fasteners shall have a minimum edge distance of 318'. Creator. I_. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA 92337 A I I PNL-PLK-SOFF 1/2" =1 1'-0" 1 • Date: 4/242013 50F12 PRODUCT DESCRIPTION HardiePlank®, Cemplank®, & Prevaile Plank Lpp Siding materials 518" thick /5 ply APA are nonasbestos fiber -cementproductstestedinaccordance with rated plywood ASTM C1186 Grade It, Type A and sheathing in meeting the requirements of the accordance with Florida Building Code. Florida Building Code Section 23223 PANEL DjMENSI.ONS Water4esis Width Length Thickness banier per Florida 59-1/2' 12' 5/16" Buldarg Code Section 14042 DESIGNPRESSUIZEyRAnNG! 2'x 4" SP -F Installation Design Pressure Wood Studs . Wood Studs -92 psf Lap Siding Impact Resistant – Planks installed over 5/8" thick / 5 ply 1-1/4'tao x 5116" APA rated plywood sheathing thick starter stip H.A D_IP_LANICLCEMPLANIC, PfZEj/1[41A_ I' S_ID_I IGJI S_T_LI.A'f_ION O fA1LSAllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer'sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by anEngineerorAnchitedpertheFloridaBuildingCodeandtherequirementsofthisN.OA N 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordanceote with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-114' wide laps at the top of the plank such that the exposure area of each plank is 5 8-114" vertically. Note 21 The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nal; The siding is fastened:6 8-1/4" O.C. vertically and16" atChin o i onnely; fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated plywo g are placed in the overlapping area approximately 3/4' from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. d sheathing supported b aTheplanksshallbeinstalledover5/8" thick / 5 ply APA rated plywoo 9 PP Y minimum of 2"X4" S -P -F wood studs spaced a maximum of 16'0.0 Fasteners shall have a minimum edge distance of 318'. Creator. I_. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue Fontana, CA 92337 A I I PNL-PLK-SOFF 1/2" =1 1'-0" 1 • Date: 4/242013 50F12 Fastener Spacing per Florida Building Code Section 2322.3 16 in. 1 . ....... .... I I Fastener Spacing per Florida Building Code Section 23223 0.75n ` as eoffloyiwwi&dwFixifs 8m1 Codk TBY- Pfodua cavaol 0.251n. ` ERAMNG NOMINAL 2" X 4" S -P -F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2'16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 LAOD(- G. PLANKS OVERLAP 1-1147 THE EXPOSURE IS SS -1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION - RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION MOINCr REvlsaD Cladding Framing Sheathing ems, wi*atfb" No. 12i STATE OF FORO.- OAIAI-t o FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND ftVl`FYrLOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356.6300 SVE FscM NO OMNO I RE Fax 909-42734 A PNL-PLK-SOFF s Creator. E Gonzales SCALE 1" = 1'-0" Dale: 4/242013 1 SHEET 6 OF 12 B WALL y°°'te°'as 1' sr eGai I at 314" Minimum Edge Distance DEETAtL A tie Wkwirlt winbAwIlP drift Nails at 16" O.C. (typ.) Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 HardiePlank, Cemplank, Prevail Lap Siding I( / Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3-5/8!'X 1-518" Metal C -stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE UKCQ_UCT D_PS_C8iPTIPB DETAILA HardiePlankO, CemplankO, and 5/8" thick 15 ply APA Prevail® Plank Lap Siding materials rated pOd are nonasbestos fiber -cement fastened Products tested in accordance with sheathing ASTM C1186 Grade II, Type A and rr iairyi to metal studs as described in Note 1 meeting the requirements of the Florida Building Code. Wats-resistive barrier per Florida 1i="KDIMENSIONS. Building Code Width Length Thickness Section 14042 5 9-112" 12' 5/16" I : i 20ga, 3-5/8" X 1-5/8" DESIGN PRES 'U$E RATING F `` Metal 0 -stud HardiePlank, Installation Design Pressure Metal Studs -92 psf j mpiank, Prevail Al ..•••.. • •G\ ` 8EC0p Siding4NAl ImpadResistant – gg tartsn X Planks installed over 518" thick / 5 ply stripthickstarterstripthick APA rated plywood sheathing liAFtDIEPL.ANI CEMPLA_NI PRE1/AIL LOOP SIDING 1NS`TAILATION DEJAIS All insi;"ation shall be one in conformance with this Notice of Acceptance, the manufacturers installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 1j 5/8" thick /5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head drameterx 1-1/4" long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is:5 8-114" vertically. INote 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-114' long` bugle head screw over metal studs ('or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened:5 SAW O.C. vertically and 16" O.C. horizontally, fasteners are driven into metal studs through 5/8" thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 314" from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick /5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-518!'X 1-518" Metal C -studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". Creator. E Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE A SCALE 112"- V-0" Ow13 >!0REV PNL-PLK-SOFF 1 Date: 424/2013 1 sHEt:r' 7 OF 12 6.00in. 16 in. OC Cladding t 6.00in.II I • . Framin 9 I I 6.00in OC I • ( Sheathing 0.75in I , I , OG.. r F1ai8s.—.---------` • c°° 121 11 alae L f J ._. .......... T -- ........... -....... -•- -- - -. ' - STATE OF oar I!robsf C o ohd Plod.af ` -:• : - 58.25in. I pc., ORIOq`,: '` FF MING NOMINAL 20 GAUGE 3.518" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) FOR METAL AND W000 STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BY THE ARCHITECT OR ENGINEER OF RECORD IN DESIGNED • THE WALL AND SOFFIT FRAMES ARE TO O NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATI:ftn 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, 0.315' HEAD DIAMETER X 1-1/4" LONG BUGLE ° HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING HEAD SCREW INSTALLATION DETAILS METAL STUD CONSTRUCTION CLADDING PLANKS OVERLAP 1-1/4" THE EXPOSURE IS 58.1/4" James Hardie Building Products, Inc. THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315" 10901 Elm Avenue HEAD DIAMETER X 2-1/4' LONG CORROSION- o Fontana, CA 92337 RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW ph909356-6300 sem "' NO DWG NO REV Phone: SHALL HAVE AT LEAST 3 FULL THREADS - PNL-PLK-SOFF 1 PENETRATING THE METAL FRAMING), PLACED 3/4" UP Fax 909-427-0634 A FROM THE BOTTOM EDGE OF THE PLANK AT EACHCreator. E Gonzales seas 1"= Gate 4I24f20t3 sheer 8 OF 12 STUD LOCATION WALL LENGTH Stud Spacing at 16'0.C. i.i i.. i WALL IEIGHT i 3/8" Minimum SEE P f ,0A%-1T_DESCRIPTION HardieSoffitm & Cemsoffit® materials are DETAIL A nonasbestos fiber-cemeot products tested in ter accordance with ASTM C1186 Grade Il, Type A l and meeting the requirements of the Florida Building Code. SOFF T DIMENSION$ 21X 4" S -P -F Wldth Length Thickness Wood Studs 4' 81 114" pSIG_N PF ,I<SSUREj?ATIfjfG HardieSof d, Installation Design Pressure Cemsoffit Wood Studs -70 psf 1 too i E--- s.Ec QNe Nails at 4" O.C. (typ.)MODUCi'REVI.SM Distance ittdoF 0 er PIKdiWO Soffit fastener, as described in Note 1 Hardie5offit, Cemsoffit Minimum 2" X 4" S -P -F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. PRODUCTREVOM mmly -ills die Fkd& sum* CO& Aeoepr.,o, Pto f 3-0 7 JD,de Prodiiet Caiaolh No. 4 21 STATE OF 0NA1.` HAROIES_O_E EMSOEEIrpA 4JELJk sTA!-u+J1_o_N DI T.A!Ls All Installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. wood studs where HardieSoffit. 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 16'0.C. Note 1] The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intennediate 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 DWG NO PNL-PLK-SOFF SCALE 12" = 1'-0" 1 Date: 424/2013 9 OF 12 4.00iTn- rRdbutrREYL FD rnoovcrgvv sw • w"100- wilhatFl oW. as complying wi&me>Ftwift c SVM. •r7 - ati.A..ra..a ate" oi-"Pe00'ccC "'A FRR&M— G NOMINAL 2" X 4" S -P -F WOOD STUDS 16" O.C. FASTENED WITH 3-1R• 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 CUgDDI1 IG THE SOFFIT IS FASTENED WITH 2- LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4'0.0 . O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding i Framing* iii No. 121 STATE OF = S/ON4 FOR METALAND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) WALL LENG iI --+ Stud Spacing at 16" O.C. ems__ i I i 3/8" Minimum OE_,A L,A Distance Nails at 6" O.C. (typ. t fastener, as ribed in Note 1 HardieSoffit, Cemsoffit 20ga, 3-5/8"4 1-5/8" Metal C -stud LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. i. Metal Studs 1.OGLiq " - SECTI N MODUCF REVLSW MODI T REMISED as oomph wits am Fladds sF •••: — W0"%vn*dwFbdft eml Ac=PWMb` f3,+3,1.; Ni?. X21 STATE OF ftnubd rrr fiARpIESOFFTCEMSOFFITpANEI. INS ALtiLA_T_IOtyDETAl1.S /Na N rttt All installation shall be done in conformance with this Notice ofAcceptan,'4S hi nufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-518" X 1-518" Metal C -studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-114" 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 318" and a minimum clearance of 2" from comers. Creator. E Gonzales Isc tF HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION No James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PNL-PLK-SOFF 1/2"= V -(r I Date: 4/24/2013 11 OF 12 UATA 0_DU_CT DESCR(P7(O-NEP SEE HardieSoffi* & CemsoffitO materials DETAIL A are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 20ga, 3-5/8"X 1-518" SOF_F_1T_DJMNSIOty_S. etal Crstud Width Length Thickness HardieSoffit, DESIGN PRESSURE RAl tNG Cemsoffit Installation Design Pressure i. Metal Studs 1.OGLiq " - SECTI N MODUCF REVLSW MODI T REMISED as oomph wits am Fladds sF •••: — W0"%vn*dwFbdft eml Ac=PWMb` f3,+3,1.; Ni?. X21 STATE OF ftnubd rrr fiARpIESOFFTCEMSOFFITpANEI. INS ALtiLA_T_IOtyDETAl1.S /Na N rttt All installation shall be done in conformance with this Notice ofAcceptan,'4S hi nufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-518" X 1-518" Metal C -studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-114" 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 318" and a minimum clearance of 2" from comers. Creator. E Gonzales Isc tF HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION No James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 PNL-PLK-SOFF 1/2"= V -(r I Date: 4/24/2013 11 OF 12 UATA Cladding Framing lo 6.00ni PRCDWr REVLSW cc i••ia(.Wefbtii 8)E DFtorids AempOwlib OAWA c a FSSIoti FRAMING NOMINAL 20 GAUGE 3-5/8" X 1-58" STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE FASTENED WITH NN WAFER HEAD SCREWS (2 PER TOP NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. 8-18,0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 1-1/4' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 6" O -C. AT PANEL EDGES AND INTERMEDIATE o Fontana, CA 92337 STUDS Phone: 909-356300 Sim FSCM NO OWG NO RS Fax 909-427-0634 A 7 PNL-PLK-SOFF 1 Creator. E Gonzales SCAM t" =1'-0" Date: 4124/2013 SHEET' 12 OF 12 Florida Building Code Online Page 1 of 2 Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilslnc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G 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 1,3 Validation Checklist - Hardcopy Received Certificate of Independence X2194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 r Business ProfessionalRegulation BGS Home I Lop In I user Registration i Hot Topics Submit Surcharge I Stats B Facts Publications Fac Stag BGS Site Map Links Search rRM' ' r ya Product Approval I USER: Public User T=F) Product Approval Menu > Product or Aoolicabon Search > Application List > Application Detail FL # FL12194-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived O Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilslnc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G 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 1,3 Validation Checklist - Hardcopy Received Certificate of Independence X2194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Florida Building Code Online 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 Page 2 of 2 FL it iModel, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R5 II ALC15001.2 Evaluation Report 2014 FBC Q4 T4 Soffits - FINAL.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE -74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R5 AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.pdf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stan@ Read. Tallahassee FL 32399 Phone: BSO -487-.1821 The State of Florida is an WEED employer. CoovrloM 2007-2013 State 9} Florida.:; Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the once by phone or by traditional mall. If you have any questions, please contact 850 487.1395. 'Pursuant to Section 45S 275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emarls provided may be used for Ofrrclal communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: tRWOM Q h c Credit Card Safe http://www.floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDquk24AUC0/D2fE... 9/7/2017 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ST" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued June 6, 2017 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES En!L Report No. Standard Year Certified Testing Laboratories (TST1577) CTIA 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 61G20-3. ALC 15001.2 FL12194-R5 Paoe 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 P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 int/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. Zz 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 int/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC 15001.2 FL12194-R5 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 11 ttlttH ii R. pR/ VQ.•'C E•NSF•' No 74021 S TAT E O F .: J A,P . CERTIFICATION OF INDEPENDENCE 2017.06.06 15:48:16 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A—Approved Systems (8 pages) 2) APPENDIX B— Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC 15001.2 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 1 ALC15001.2 FI -12194-R5 Page 1 of 8 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC d. 16" Q4 Soffit — 8 -inch o.c. Fastener Fastener Fastener Location Location Location ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12 -inch overhang with F -Channel 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 164nch Overhang with F -Channel 16J-# Approved Systems for 16 -inch Overhang with J -Channel 24174 Approved Systems for 24 -inch Overhang with F -Channel 24J-# Approved systems for 24 -inch Overhang with J -Channel Appendix A Approved Systems for 12 -inch overhang with F -Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8 -inch head dia. nail, One (1) min. 3/8 x 3/8 -inch One (1) min. 1 3/4 -inch long x. 0072 -inch dia. x min. 3/16- 1217-1 16 inch Wood min. 1.25 -inch embedment spaced Wood crown staple spaced 16 -inch inch head dia. trim nail 40.0 24 -inch o.c. O.C. spaced 36 -inch o.c. 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 1217-2 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 1217-3 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. 1/44nch 48 16 -inch spaced 8 -inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 Inch o.c. ALC 15001.2 FL12194-R5 Page 2 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12 -inch overhang with J -Channel Wall Connection Eave Connection System Panel MDP No. Width psf) psf) Substrate Substrate F -Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Attachment Attachment One (1) 18 ga. 1/4 -inch crown x Three (3) min. 3/4- inch x 1/4 -inch crown One (1) min. #8 x 1/24nch 16F-1 One (1) min 3/4 -inch x One (1) min. 1 3/4 -inch long x One (1) 14 ga. 5/84nch long T nail 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 4 -inch o.c. and securing each 16 -inch pattern spaced 24- screw spaced 16 -inch o.c. spaced 8 -inch o.c. head dia. trip nail spaced 48- 64.2 12 -inch o.c. inch o.c. connecting soffit to J -channel inch o.c. One (1) min. 1.75 -inch x Approved Systems for 16 -inch overhang with F -Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4 -inch crown x One (1) min. 1.75 -inch x 16F-1 Max. Masonry One (1) 14 ga. 5/84nch long T nail Wood 1 -inch leg staple spaced max. 0.072 -inch diameter finishing nail with min. 3/16- t53.312 -inch spaced max. 8 -inch o.c. 4 -inch o.c. and securing each inch head spaced panel lap 12 -inch o.c. One (1) 18 ga. 1/4 -inch crown x One (1) min. 1.75 -inch x Max. Three (3) 18 ga. 1/4 -inch crown x 1- 1 -inch leg staple spaced max. 0.072 -inch diameter 16F-2 12 -inch Wood inch leg staples in diamond pattern Wood 4 -inch o.c. and securing each finishing nail with min. 3/16- 153.3 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. 1617-3 16 -inch Wood 1.25 -inch embedment spaced 24- Wood crown staple spaced 16 -inch x 0072 inch dia . x min. 3/16 -inch head dia. trim nail 125.6 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 1617-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4 -inch x 1/4 -inch x 0.072 -inch dia. x min. 1/4- 27 16 -inch spaced 24 -inch o.c. crown staple spaced 8 -inch o.c. inch head dia. trip nail 36.1 spaced 48 -inch o.c. ALC15001.2 FL12194-R5 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 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. GREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16 -inch overhang with F -Channel Wall Connection Eave Connection System Panel MDP No. Width No. Width psf) Substrate F -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment 16J-1 Max. Wood Three (3) min. 3/4 -inch x 1/4 -inch crown staples in diamond pattern Wood One (1) 18 ga. 1/4 -inch crown x One (1) min. 1.75 -inch x 23.5 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- 143.316 -inch spaced 8 -inch o.c. o.c. and securing each panel inch head spaced lap 16 -inch o.c. Three (3) 18 ga. 1/4 -inch crown x 1- One (1) 18 ga. 1/4 -inch crown x One (1) min. 1.75 -inch x 0.072 -inch diameter 16F-6 Max. 16 -inch Wood inch leg staples in diamond pattern Wood 1 -inch leg staple spaced 4 -inch o.c. and sec each panel finishing nail with min. 3/16- 143.3 spaced 16 -inch o.c. lappg inch head spaced 16 -inch o.c. Approved Systems for 16 -inch overhang with J -Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J -Channel Substrate Panel Attachment Fascia Cap Attachment Attachment 16J-1 Max. Wood Three (3) min. 3/4 -inch x 1/4 -inch crown staples in diamond pattern Wood One (1) min 3/4 -inch x 1/4 -inch One (1) min. 1 3/4 -inch long x 0.0724nch dia. x 23.5 16 -inch spaced 24 -inch o.c. crown staple spaced 8 -inch o.c. min. 1/4 -inch head dia. trip 31.4 nail spaced 48 -inch o.c. ALC 15001.2 FL12194-R5 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24 -inch overhang with F -Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F -Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1 -inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12 -inch o.c. securing One (1) 18 ga. 1/4 - One (1) min. 1.75 -inch x Max. inch crown x 1 -inch rafter with one each panel lap inch crown x 1 -inch 0.072 -inch diameter 24F-1 12 -inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.754nch inch o.c. 3/16 -inch head spaced spaced 16 -inch o.c. shank nail x 0.0724nch diameter 12 -inch o.c. 24 -inch o.c. finishing nail with min. 3/16 -inch head spaced 4 -inch o.c. One (1) 18 ga.1/4-inch crown x 1 -inch leg Nominal 1x2 staple spaced One (1) min. 1.5- No.2 SYP 12 -inch o.c. securing One (1) 18 ga. 1/4 - One (1) min. 1.75 -inch x Max.inch inch x 11 ga. anchored to each panel lap crown x 1 -inch 0.072 -inch diameter 801 24F-2 12 -inch Wood smooth shank rafter with one Wood leg staple spaced 8 finishing nail with min. 78.8 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75 -inch inch o.c. 3/16 -inch head spaced 16 -inch o.c. inch ring shank x 0.072 -inch diameter 12 -inch o.c. nail 24 -inch o.c. finishing nail with min. 3/16 -inch head spaced 4 -inch o.c. One (1) 18 ga.1/4-inch crown x 1 -inch leg Nominal 1x2 staple spaced No.2 SYP 12 -inch o.c. securing One (1) 18 ga. 1/4 - One (1) min. 1.75 -inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1 -inch 0.072 -inch diameter 801 24F-3 12 -inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 78.8 spaced 8 -inch o.c. 1) 7d x 2.25- One (1) min. 1.75 -inch inch o.c. 3/16 -inch head spaced inch 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. ALC 15001.2 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 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga. 1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75 -inch x Max. inch crown x 14nch rafter with one 16 -inch o.c. securing inch crown x 1 -inch 0.072 -inch diameter 24F-4 16 inch Wood leg staples in min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 80/-60 diamond pattern ininx 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. 80/-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16 -inch head spaced 16 -inch o.c. inch ring shank One (1) min. 1.75 -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. ALC 15001.2 FL12194-R5 Page 6 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch 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 staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75 -inch x Max. One (1) 14 ga. 5/8- anchored to 16 -inch o.c. securing inch crown x 1 -inch 0.072 -inch diameter 24F-6 16 -inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8 -inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16 -inch head spaced inch ring shank One (1) min. 1.75 -inch each panel lap 16 -inch o.c. nail 24 -inch o.c. x 0.072 -inch diameter finishing nail with min. 3/164nch head spaced 4 -inch o.c. ALC15001.2 FL12194-R5 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24 -inch overhang with J -Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J -Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1 -inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12 -inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga. Y.- One (1) min. 1.75 -inch Max. rafter with one x 1 -inch leg into the end of the lap inch crown x 1 -inch x 0.072 -inch diameter 24J-1 12 -inch min. 2.25- staples in diamond batten or two (2) Wood leg staple spaced finishing nail with min. t60 ininch x 7d ring pattern spaced 16- min. 2.25 -inch x 7d One (1) min. 1.75- 8 -inch o.c. 3/16 -inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072 -inch 12 -inch o.c. 24 -inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16 - each batteNrafter inch head spaced intersection. Max. 4 -inch o.c. rafter spacing is 24 -inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1 -inch one (1) min. 2.25- leg staple securing Nominal 1 x2 inch x 7d ring shank the nailer of each No. nail SYP Three (3) 18 straight -nailed female lock or One (ga. % anchored to ga.1/4-inch crown through the rafter spaced 16 -inch o.c. inch croownn x 1 -inch One (1) min. 1.75 -inch Max. rafter with one x 1 -inch leg into the end of the securing each panel leg staple spaced x 0.072 -inch diameter 24J-2 16 -inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8 -inch o.c. and finishing nail with min. 163.3 inch x 7d ring pattern spaced 16- min. 2.254nch x 7d securing each panel 3/16 -inch head spaced shank nail inch o.c. ring shank nails toe- One (1) min. 1.75- lap 16 -inch o.c. 24 -inch o.c. nailed on either side inch x 0.072 -inch of the batten at diameter finishing each batten/rafter nail with min. 3/16 - intersection. Max. inch head spaced rafter spacing is 4 -inch o.c. 24 -inch o.c. ALC 15001.2 FL12194-R5 Page 8 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED Sys rEms section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail Min. d/0" pend .lin. nail will, man. 14" AngagementlCor woa4 aulontt,atot or min. 0.097" die. T-nall or awl, null with min. 5/0" engagomentiCor concrete or Mot* aabntratel , nl,oced as noted above. ASCIA SLIP BOARD ASCIA TRIM 12F-1 &I I I II F CHANNEL SOFFIT OVERHANG WIDTH VARIES) 12F-3 „ N"—Wood' Concrete or Flock Hail 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 ALC 15001.2 FL12194-135 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Ur KNEW `, SOFFIT STAPLE 3/4' x 1/4' OPEN RAFTER DIAMOND PATTERN DETAILCROWI,1 ,PL USING A DIAMOND sM KrVCCHI STAPLES i PATTERN FACIA BOARD i FASCIA CAP 12F-2 3/4' X 1/4' CROWN a' FACIA BOARD 1-3/4' TRIM NAIL STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 46' FASCIA CAPINSTALLEDWITHTHED.C. NAILING FLANGE UP OR3/4' X 1/4' DOWN CROWN STAPLE SOS_ max. 12 -inch span SOFFIT SUBSTRATE SOFFIT & FASCIA IrWOOD DETAIL ALC 15001.2 FI -12194-R5 Page 2 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 System No. I Installation Detail 12J-1 OPEN RAFTER 3/4" X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN 6—til—CHANN0.1-3/4' TRIM NAZI screwed to so[[it PAID S.S. 48" with one(1) N9 x 1/2" x)/e" head O.C. diameter screw. 15" o.c. WOOD OR BLOCK SUBSTRATE SOFFIT—max. 12 -inch span ALUMINUM COILS, INC Soffits Appendix B 3/4' X 1/4' CROWN FACIA BOARD STAPLE 'a" ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. FASCIA CAP 3/4' X 1/4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALC 15001.2 FL12194-115 Page 3 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. s SENIM 1 SOFFIT STAPLE vr DETAIL PATTERN FACIA BOARD %% y' ICTWMi sToftcs ASCIA CAP 3/4' X 1/4' CROWN FACIA BOARD STAPLE 'a" ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. FASCIA CAP 3/4' X 1/4" CROWN STAPLE SOFFIT & FASCIA DETAIL ALC 15001.2 FL12194-115 Page 3 of 12 This evaluation report is provided for Stale 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 1 J' TRIM MAIL FASCIA BOARD PAUITEU S.S. FASCIA CAP SOFFIT Yej' CROWN STAPLE OPEN RAFTER FASCIA BOARD i G! S!6' 1•NLl 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT & FASCIA DETAIL F' CHANNEL SOFFITS MAX. 16' SPAN MASONRY SUBSTRATE ALC 15001.2 FL12194-R5 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC No. I Installation Detail Min. 3/8" head dia. nail with min. 1!f" engagement(for wood substrate) or min. 0.097" dia. T -nail or stub nail with min. 5/8" engagemonl(for concrete or block substrate). spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL t4C<dConcroro or Block W FASCIA LIP 1/4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. L -PAINTED S.S. 1.3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC 15001.2 FL12194-R5 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail fT„ SOFFIT STAPLE 3/4• x 1/4• OPEN RAFTER i I i DIAMOND PATTERN I D ETAI LCROWNSTAPLES USING A DIAMOND 1 f W KTV@I1iPATTERNsrS fAC1A 80AR0 ofi FASCIA CAP 16F-4 3/4' X 1/4' CROWN 8' FACIA BOARD 1-3/4' TRIM NAIL STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE INSTALLED WITH THE PAINTED S.S. 48' FASCIA CAP NAILING FLANGE UP OR D.C. 3/4' X 1 /4' DOWN CROWN STAPLE SOFFIT—max. 16 -inch span WOOD SOS SUBSTRATE SOFFIT &FASCIA DETAIL ALC 15001.2 FL12194-R5 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA GP SOFFIT-] rq' CROWN STAPLE OPEN RAFTER FASCIA BOARD 1"4- CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND 16F-2 & PATTERN: REFER TO DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA UP; REFER / \ TO SOFFIT L FASCIA DETAIL F' CHANNEL SOFFIT: MAX. 16' SPAN W / SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC 15001.2 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. 16J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail OPEN RAFTER 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN CHANNEL 1-3/4- TRIM NAIL PAINTED S.S. 4a- O.C. WOOD OR BLOCK SUBSTRATE SOFFIT—max. 16 -inch span ALUMINUM COILS, INC Soffits Appendix B i' SOFFIT STAPLE DIAMOND PATTERN ARFACIABOD `% j EM KrWXIN I DETAIL FASCIA CAP 3/4" X 1/4- CROWN FACU1 BOARD STAPLE "8. ON CENTER 1-3/4- TRIM NAIL PAINTEO 5.5. FASCIA CAP 3/4- X 1/4* CROWN STAPLE SOFFIT SOFFIT & FASCIA DETAIL ALC 15001.2 FL12194-R5 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes 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. GREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIM NAR FASCIA BOARD PAINTED S.S. 1 -Yl- CROWN FASCIA CAP STAPLES' USING A DIAMOND SDffn PATTERN; REFER TO I -et' CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN OFTAR. 1 TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT 8• FASCIA 24F-1 8 DETAIL 24F4 1'et' CROWN STAPLE FASCIA (API REFER TO SOFFIT 1 FASCIA / \ DETAILt. I• Nominal Batten Anchored to SOFFIT, MAX, 24' I I 1 f-(NANNEI Matters wit0hh IeM d Rim Shamir Nal at every Rafter \ I WOOD SUBSTRATE \ / SOFFIT STAPLE DIAMOND PATTERN ALC15OO1.2 FL12194-RS Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G2O-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRW NAR FASCIA BOARD PAINTED S.S. 1.1' SMOOTH SHAW( FASCIA CAP ROOF HAILS SOFFIT 1-4- CROWN STAPLE I TRIM NAR. FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 & DETAIL724F-5 1'rt' CROWN STAPLE FASCIA CAP: REFER 10 SOFFIT & FASCIA oErAIL Naetinal Tat' SYP Bof len Anchored to SOFFIT; MAX. 14' F -CHANNEL Rafters with one 7d Ring Shank Nail al every Railer WOOD SUBSTRATE ALC 15001.2 FL12194-R5 Page 10 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. I . I j 1. • • CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I (I' TRIM NAIL FASCIA BOARD PAUITED SS RGA i' I -RAILS rASCIA CAP SOFFITI 1'et' CROWN STAPLE 1 I- TRIM NAIL FASCIA BOARD PANTED S.S. SOFFIT & FASCIA DETAIL 24F-3 8 24F-6 1.4' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT i FASCIA DETAIL Nominal rs2' STP Batten Anchored to SOFFIT: MAX. 21' F -CHANNEL Rafters with one Td Ring ShanIt Nail of very Rafter MASONRY ALC15001.2 FL12194-RS Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I- TRIM NAIL FASCIA BOARD PADITEO S.S. 1'4' CROWN STAPLES FASCIA CAP USING A OIAMONO SOFFIT PATTERN; REFER TO CANTILEVERED I-r' CROWN STAPLE SOFFIT STAPLE RAFTERDIAMONDPATTERN DETAIL FASCIA BOARD SOFFIT & FASCIA IP TRIM NAIL PAINTED S.S. DETAIL 24J- 8r 1-a1' CROWN STAPLE 24J-2 FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Hommel I' s r SVP battens S1 scabbed D.een rafters and SOFFIT; MAX. 24' CHANNEL secarad w 1h one (1) 7d dn0 Ishankpall $Wight6maed WOOD SUBSTRATE throVOh the rafter Into the end of he batten or Iwo(2) 7d Any ai;nk nalls We-naled on IIJ either aide of the batten at the ballenrrsfter InterwOon SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions. 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60 -ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V,d, is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. B. Projects with mean roof heights greater than 60 -ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3 -ft. ALC 15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 1AACREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ALC 15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4 1 Design Wind Pressures for Soffits in Exposure B Building Type Zone Mean Basic Wind Speed (mph) HeR hof ft 120 130 140 150 160 170 180 190 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 -16.9 -19.8 -22.9 -26.3 -30.0 -33.8 -37.9 -42.2 46.8 30 -16.9 -19.8 -22.9 -26.3 -30.0 -33.8 -37.9 -42.2 46.8 40 -18.3 -21.5 -24.9 -28.6 -32.5 1 -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 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 ALC 15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 4 1 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ALC 15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Desi n Wind Ndssures'for-Soffits in.Ex osWe C' Building Type Zone Meani f :a" - =°•, a d:_µr_t,=_._ _,max=,._BasicWind1S-eedm fiy w•c.aza> t.e: 2__: Roof ; . _ `-- 4' 50.160= %• 171Heightff - j 120 _ ; 4% 13 =: 14U ; ;; w0'"'180--7w " nA 9U : 200z-- Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 -22.6 -26.6 -30.8 -35.4 40.2 45.4 -50.9 -56.7 62.8 30 -23.6 -27.7 -32.1 -36.9 41.9 -47.3 -53.1 -59.1 65.5 40 -25.0 -29.4 -34.1 -39.1 -44.5 -50.2 -56.3 -62.7 69.5 50 -26.2 -30.8 -35.7 -41.0 -46.6 -52.6 -59.0 -65.8 72.9 60 -27.2 -31.9 -37.0 42.5 -48.3 -54.6 -61.2 -68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 -27.9 -32.8 -38.0 43.6 49.6 -56.0 -62.8 -70.0 77.6 30 -29.1 -34.2 -39.6 45.5 -51.8 -58.4 -65.5 -73.0 80.9 40 -30.9 -36.3 42.1 48.3 -54.9 -62.0 -69.5 -77.5 85.8 50 -32.4 -38.0 44.1 -50.6 -57.6 -65.0 -72.9 -81.2 89.9 60 -33.6 -39.4 45.7 -52.5 -59.7 -67.4 -75.5 -84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive 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 1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 1 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 1 31.0 35.0 39.2 43.7 48.4 ALC 15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. JCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C ALC 15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Design Wind Pressures for Soffits in Exposure D Building Type Zone Mean Basic Wind Speed (mph) HeRototfft 120 130 140 150 160 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 -27.0 -31.6 -36.7 42.1 -47.9 -54.1 -60.6 -67.6 74.9 30 -27.9 -32.8 -38.0 -43.6 -49.6 -56.0 -62.8 -70.0 77.5 40 -29.4 -34.5 40.0 45.9 -52.2 1 -58.9 -66.1 -73.6 81.6 50 -30.6 -35.9 -41.6 -47.8 -54.3 -61.3 -68.8 -76.6 84.9 60 -31.5 -37.0 -42.9 -49.3 -56.1 -63.3 -70.9 -79.0 87.6 Negative loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 -33.3 -39.1 45.3 -52.0 -59.2 -66.8 -74.9 -83.4 92.4 30 -34.5 40.4 46.9 -53.8 -61.3 -69.2 -77.5 -86.4 95.7 40 -36.2 42.5 -49.3 -56.6 -64.4 -72.7 -81.5 -90.9 100.7 50 -37.7 44.3 -51.4 -58.9 -67.1 -75.7 -84.9 -94.6 104.8 60 -38.9 45.7 -53.0 -60.8 -69.2 -78.1 -87.6 -97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 1 23.0 26.7 1 30.6 1 34.8 39.3 1 44.1 1 49.1 1 54.4 60 20.2 1 23.7 27.5 1 31.6 1 35.9 40.5 1 45.4 1 50.6 1 56.1 ALC 15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. A, a " CREEK TECHNICAL SERVICES, LLC 3/8" F -Channel , 3/8" 318" J -Channel 3/4" -- r 1/8" HEM 1 S/8" 1 T -T 3/4" 3/8' ISOMETRIC VIEW 3/8' PROFILE ISOMETRIC VIEW 3/8' PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC 15001.2 FL12194-R5 Page 1 of 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. Fascia CREEK TECHNICAL SERVICES, LLC S 3/4" 7/8" 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC 15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. IQ • CREEK TECHNICAL SERVICES, LLC 16" Q4 Soffit ALUMINUM COILS, INC Soffits Appendix D 02rrip 18" BLANK 3. / 8 PROFILE zirrm a0000 00 ooaoo oaa a000a a000 ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. GREEK TECHNICAL SERVICES, LLC 12" T4 Soffit ALUMINUM COILS, INC Soffits Appendix D 3 1/8" 1 7/8" 1 3 1/8" 7/8" 3 1/8" 5/16" t 1— 1/2" 1/2" 1/2" 1/2" 1/1" W 3/8" -- V] — '\ 11 13.75" BLANK 3/8" PROFILE 21r:'F[f c •c rry a zs•rw o usnro d 0 0 0 0 aoo a0000 000a aaoao aaoa END OF REPORT ALC 15001.2 FL12194-R5 Page 4 of This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Page 1 of 3 SCIS Home I Lop In I User Repistrabon j Hot Topics I Submit Surcharge I Stats 6 Facts i Publications FSC Stall BGS Site Map Links search acarida 0""', Product Approval aa,tteeyy USER: Public User rar`aua Product Approval Menu > Produet or Application Search > Application List > Application Detail FL # FL7006-R9 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By O IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708)496-2800 Ext 200 rmetzOOI@tampabay.rr.com Robert Metz rmetz001 @tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetz001 @tampabay.rr.com Don Shaw IKO Industries LTD 120 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.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 Florida Building Code Online WS 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 7006.1 Cambridge, Cambridge HD and CRC Biltmore AR Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant. N/A Design Pressure: N/A Other: 7006.2 Hip and Ridge 12 Cap fiberglass shingles Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Page 2 of 3 Description Laminated architectural fiberglass asphalt shingle manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-1 2015 .Ddf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.Ddf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 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: This is a 12" x 12" fiberglass asphalt shingle used to cover the hip and/or ridge of an asphalt shingle roof system manufactured in Toronto, Ont. and Brampton, Ontario Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-1 2015 .Ddf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15. Ddf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II Hip and Ridge Ctp Shingle Installation Instructions. Ddf FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM 0161 letter - 4 -15 - 2015 .Ddf Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 Design Pressure: N/A 15.odf Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 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.pdf FL7006 R9 11 Roof ng- Products- Leadma-Edoe-Plus- Application -EN(1). Ddf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 I M25ARon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at I Brampton, Ontario, Kanakesbu IL plants Toronto, O t0 s AL http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 Florida Building Code Online Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Page 3 of 3 Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .Ddf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.Ddf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 11 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.Ddf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee Ft. 32399 Phone: 850.487.1824 The State of Florida is an AA/EEO employer. Coovncht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement •: Refund Statement Under Monde 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 elec onk 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 !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 publk. To determine If you are a licensee under Chapter 455, F.S., please clock b=. Product Approval Accepts: ON Wg Credit Calc: Safe http://www.floridabuil ding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 CONSTRUCTION MATERIALS TECHNOLOGIES March 30, 2015 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2014 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3 -Tab Shingles EN-3Tab_Appins_8AGXEFS-2012-11 reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN -Laminated Appins_8TTEFS-2012-04 reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidgel2_3HRTri-2013-08_reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN-3LEP-Tri-2012-06_reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI -Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed: x Signed: Brad Grzybo ski Duc T.MgLuen Managing Director Florida Refits 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 PRI Construction Malenals Technologies, LLC 6412 Badger Drive Tampa, FL 33610 Tel. 613621.5777 Fax. 813621.5640 e-mail.mate6alstesfing@pncmi.com WebSite• httpJMrww.pncmt oom S IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3 -Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES 1-t? t-1? 1' i SEALING STRIP — 6118' trz' I 6118' NAILS NAILS 00 NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, I.I.C. 6412 Badger Drive Tampa, FL 33610 Tel: 813621.5777 Fax: 813-621.5840 email: matedalstesting@pncmt.com Website: htlp:Uvww.pricmt wm 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". 6 318-1 I Oh h - iw 11 7& NAILS to 7 319' i NAIL UNE NAILING - STEEP SLOPES APPLICATION Use six nails as shown. rarlor: rrfrra A r", CEMENT PROPER APPLICATION REOUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Materials Technologies, U.C. 6412 Badger Drive Tampa, FL 33610 Tel: 813.621.5777 Fax 813621.5840 e-mail- matenalstesting@pricnitoom Website. http:l/www.pricmt.eom T IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are designed for a 51/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEYARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. f ,. F'S mm} TAPER CUT PRI Construction Materials Technobpies, LLC 6412 Badger Drive Tampa, FL 33610 Tel: 813621.5777 Fax: 813621.5840 e-n%ail:matedalstesbng@poicmt.com WebSite: httpJ/www.pricmLcom 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 comer of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4"(20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PW Construction Materials Technologies, I.I.C. 6412 Badger Drive Tampa, Fl. 33610 Tel. 813.621.5M Fax: 813-621.5840 e•mad• materialstesfi g@pricmt.oam WebSite• htlp.Uwww.p6cmI.com T Florida Building Code Online Page 1 of 2 t r B ProfessionalRegulation 129 = a r SCIS Home I Log In I User Registration Hot Topics I SubmR Surcharge I Stats 9 Facts I publications I FBC Staff l SCIS Site Map Links I Search l Florida Product Approval tre USER: public User l Product ADDIOVaI Menu > Product Or AppLcation Search > Application Lost > Application Detail FL # FL2346-R5 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived 0 Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road - Tuscaloosa, AL 35404 205) 553-1734 Ext 115 Steven@WarriorRoofing.net Authorized Signature Steven Crew Steven@WarriorRoof'ing.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL2346 R5 COI PRI CMT Cert of Indeoendence.pdf Referenced Standard and Year (of Standard) Standard year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By J I affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are In compliance with the new Florida Building Code. http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Documentation from approved Evaluation or Validation Entity 0Yes 0 N ON/A Product Approval Method Method 1 Option B Date Submitted 02/13/2015 Date Validated 02/13/2015 Date Pending FBC Approval FL2346 R5 11 Installation)nstructlons.udf Date Approved 02/19/2015 Summary of Products Page 2 of 2 FL # Model, Number or Name Description 2346.1 #15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2346 R5 11 Installation)nstructlons.udf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15A Test Reoort.udf Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Reoort.Ddf 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 11 Installationinstructions.ndf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15w Test Reoort.Ddf Other: Primary roof covering should be Installed FL2346 R5 TR 30w Test Reoort.Ddf immediately after felt. Roofing felt is not Intended to be an unprotected weathering surface. Back ale:t Contact us :: 2601 Blair Stone Road. Taflahassee FL 32399 Phone: 850.487-1821 The State of Florida is an AA/EEO employer. S,ppvnoht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund statement Under Florida law, email addresses are public records If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455; F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personas 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 clidc here Product Approval Accepts: ROW ® Credii Card Sate http://www. f]oridabuilding.org/pr/pr_app_dt].aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 io WARRIOR® ROOFING MANUFACTURING P. 0. BOX 00185 • TUSCALOOSA, AL 35404 • PHONE (205) 5531734 • FAX (205) 553.1755 r 193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 • FAX (770) 207-0775 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 172D1 • PHONE (/17) 709-0323 • FAX (717) 709-0027 Roofing Felt Installation Recommendations Be aware that roofing felt should not be walked upon prior to fastening into position. Proper safety equipment is recommended for all installations. Also, the roof decking should be clear of debris and moisture prior to installation of the roofing felt. Roofing felt should be installed from the bottom of the roof in horizontal layers to increase the water shedding ability of the felt. The initial layer of felt should be installed to cover the bottom edge of the decking, from edge to edge. Overhang is not required. Anchor the top corner of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next -course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the botto. length a minimum of two inches as you move up the shedding. In the event some wrinkles are created while fastening down a course of felt, slice the wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement. Installation of the primary roof covering (ex. Shingles) is recommended immediately after felt installation. NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC FASTENING REQUIREMENTS. UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Materials Testing • Threshold Inspection Building Code Administration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 - P: 407.423.0504 - F: 407.423.3106 1-7- a)q UES Project No: 0110.1700817.0000 Workorder No: 9339092-3 Report Date: 11/10/2017 Client: Park Square Homes UES Technician Albert Jacome 5200 Vineland Road, Suite 200 Date Tested 11/09/2017 Orlando, FL 32811 Project: Wyndham Preserve, House Lot Testing East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 Tyoe of Test: Area Tested: Residential House Pad, Lot 221 Field: ASTM D-2937 Drive Cylinder Method Material: Native Laboratory: ASTM D1557 Modified Proctor Reference Datum: 0 = Bottom of Foundation Footing Hand Auger Borings: Location of Auger Borings: Center Was Building Pad Staked: N Depth of Waterabte Below Grade: 4.50 Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 4.50 Unsuitable Soils: Were unsuitable soils encountered: N Samples Obtained: N brown/tan sand, 3'-4.5' brown silty sand Laboratory Test Results: Organic Content; N/A Moisture Content: N/A Should Material be Removed: N/A In -Place Density Test Report The tests below meet the 95% minimum compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture N Field Dry Density pcf) Field Moisture M Soil Compaction N Pass or Fail 6 North side (Footing) 0-1 ft 106.8 10.6 103.2 5.7 97 Pass 7 East side (Footing) 1-2 ft 106.8 10.6 102.5 7.2 96 Pass 8 West side (Footing) 1-2 ft 106.8 10.6 104.0 6.4 97 Pass 9 Southwest corner of pad (TOF) 1-2 ft 106.8 10.6 103.7 7.7 97 Pass 10 1 Northeast corner of pad (TOF) 1 2-3 ft 1 106.8 1 10.6 1 105.6 1 9.4 99 Pass Remarks: (TOF) 0 = Top of Fill 3845 Lune Lane To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and authorization for publication of statements, conclusions or extracts from or regarding Universal's reports is reserved pending our written approval. Page 1 17- 945 DESCRIPTION AS FURNISHED: lot 221, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florido. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Hoines, Ward dE Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 226 I LOT 227 1 N 89'43'03" E 1•0` 60.00' 57.60' LOT 221 31.60' 10.00' a FORMBOARD FOUNDATION FORMo •M AVERCE.2 ' LOT 222 to 4y c 10.00' il 10.00' 25.20' 25.20' 10' U77L 69.14' ?io ESMT. P.C. N 89'43'03" E 60.00' 63 W jR,.g7. C1'0 yy O O O LOT 220 O .. tn SETBACKS AS FURNISHED MREAR. 20 (•) o SIDE - 5' (40' LOT) q `' LOON LANE ti`' ``' 7.5' (60' LOT) (, PRIVATE ROAD)(50' WIDE 10' (75' LOT) SIDE STREET a• 25' (60' h 75' LOT) 25' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20. ON CERTAIN LOTS. NO MORE THAN 2) tN SUCCESSION AT 20• AND A MINIMUM PLOT PLAN AREA CALCULATIONS OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 0.900 t SQUARE FEET PROPOSED a FINSHED SPOT GRADE ELEVA77ONS FLATWORK ON/OFF LOT - TOTALt SQUARE FEET FLAM19K . • PER DRAINAGE PLANS ORAE v`—. PROPOSED DRAINAGE FLOW 028/ 122• 757 t SOW RE FEET WALKS 50/300. 350.* SOWRE FEET FOUNDA7/6N/PAD; 2,166 f SQUARE FEET I REAR PATI 79 t SOWRE FEET LOT GRADING TYPE A [7Q 500 7.894 238 a 4,132 t SQUARE FEET FRONT PORCH DECK W t SQUARE FEET POOL DECK N/A .* SQUARE FEET PROPOSED F.F. PER PIANS .27.1' QQ' NOM FRONT SIDEWALK AND STREET MATRON TAKEN FROM PLANS PRONDED BY CLOW • NOT FW YDt91ED CRUSENMEYER-SCOTT & ASSOC., INC. - LAND SURVEYORS CCC"D • 5400 E COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX 407 -658-1430P . MT "'.. . POML L LDOILL, F . 711LP TMP. . TYIW.IL MORS 1P. • P RL F= • "C" W PN C gPNATIPs Ii . 110,1 rLG • r0V11 7 TOP0.Nr 0/V•iDaE 1. ME IrOD{SMIjw OOPr Mxw Cww "w 110 mnwv Ia2A ME $Ma u= Or rawncr ser rwm Sr DW ILOIOM sam v 0M tn. ,E 1p, .3 a•a • r•DDCM N' IA •rK1 .!% Rra - MD- PROOMMO 14 $U*DDar AMD NWrOW N OOPM at -17 ALDI M ADWORMAiM 000E P&OMPNT N SWM mov. RaNM Paas r. 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R • a•DDa RAT PIAN 07-24-2017 2122-17 e - D0.1•LSRRP CL - IfN w FORMED PLOT PIAN (ORNEWAY/APRON) 08-29-2017 FORMBOARD iOVNWTION/FyLVS 11-06-17 ADOJ-17 WS SLOWMIO\PROPMT( DOCS NOT IQ WRIDN TRE WAPWMm 100 KM I'000 PLANE AS PER TARN• TOM X. OINTDo1E1TFl RLS / 171# ZONE 7• LHP 1 12117COM r (09-20-07) 14601 w CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: — S Documented Construction Value: $_ 6998 Job Address: 3845 Loon Lane Historic District: Yes No Parcel ID: P#17-2454 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 (5 bath fans and dryer vent) Plan Review Contact Person: Adlyn Rodriguez Title: Permitting Clerk Phone: 407-975-2762 Fax: Email: adlyn.rodriguez@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 Phone: 407-975-2762 Street: 7225 Sandscove Ct City, State Zip: Winter Park, FL 32792 Fax: State License No.: CAC 032444 Architect/Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 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, healers, tanks, and air conditioners, etc. FOC 105.3 Shall be inscribed with the date of application and the code In effect as of that date: 51° Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued, OWNER'S AFFIDAVIT: I certify that all of the forehoing information is accurate and that all work will be done in compliance with all applicable laws regulati g 96itstructiptt and zoning. 12/07/2017 Signature of Owner/Agent Date Sibnature of Contractor/Agent Date Print O%vner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID Kevin Stine Print Con ctor/Agent's Name Signature o to KELLY WEBSTER Notary Public • State of Florida Commission # FF 970034 My Comm. Expires Apr 4, 2020 Contractor/A ei i s Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone:. Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: of Heads UTILITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application Revision ff Response to Comments O Permit # 17-2454 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date 1/22/18 Project Address: 3845 Loon Lane (Wyndham Preserve lot 221) Contact: Ph: 407-529-3135 Fax: r 1w 1 V10" Email: mparkison@parksquarehomes.com copy^ T - Trades encompassed in revision: Building l Plumbing Electrical Mechanical Life Safety Waste Water JAN 2 2 2018Generaldescriptionofrevision Revised drainage riser diagram ROUTING INFORMATION Approvals 457 2- 1- l$ Department Utilities Waste Water Planning Engineering Fire Prevention 11 Building JAN 2 2 2018Generaldescriptionofrevision Revised drainage riser diagram ROUTING INFORMATION Approvals 457 2- 1- l$ RECORD COPY za"t w yes oMwtr+ plea-jsn.vrF" s,-1-64 lei c- Numbing, lnc: ;-fee oe ti l l t 3 y c.AtiJ LN 6 ot42 4tio n+JENI Ca # 17-2454 v n,NVEARevision City of Sanford Response to Comments O MAY 2 2 2018 U Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 BY: Email: building@sanfordfl.gov Permit # V1 - 9`4 Submittal Date 51 ZZ Project Address: /'. Contact: Mwa1 L Ph: qo-+ - 31 (03 J Fax: Email: 't'YiIC.C XI r101G lo ctrlC Ci(tnr ho c Trades encompassed in revision: General description of revision: 0 Building CviSPca I—DM i Plumbing '1r l l_C AM S'• Electrical Mechanical Life Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building S. N - Ila Monta Consulting & Design of WMR and Associates, LLC Northpointe II Phone (407) 681-1917 1035 Greenwood Blvd, Suite 173 RECORD COPY Certificate of Authorization # 9177 Lake Mary, FL 32746 montaconsulting.com Structural Engineering, Truss Engineering, Third Party Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders May 17, 2018 Park Square Homes 5200 Vineland Road Orlando, FL 32811 Re: Wyndham Preserve, Lot 221 Framing Repairs To Whom It May Concern: Based upon a discussion with James Kaman with Park Square Homes on 5/11/18, we have been asked to review the above mentioned project in regards to the First Floor Framing Plan Sheet S5B]. It was brought to our attention the above mentioned sheet inadvertently indicated framing details and/or information located at the front entry FT4, E2, and E3 trusses. Per our review, the contractor shall follow the revised information as indicated on the attached Partial First Floor Framing Plan Sheet [S5B] as required. Based upon our structural review we certify that the above revision is adequate for the design loads of this project. If you have any questions about this letter please contact my office. REVISION Florida Lic. No. 81262 5/17/2018 I ING 46 O1SPN% S-46 OFPAVk Page l of 2 Reviewed and A Bryan E. Dahlke, P.E. Florida Lic. No. 81439 5/17/2018 I I I I I I I III LL LL I IEz 2x6 #2 SYP CONT LEDGER Al BW2 TO PROVIDE ADDITIONAL ROOM FOR FRAMING CONNECTIONS. THE CONTRACTOR MAY SHIFT THE FLOOR LEVEL W/ (3)1/4" x 3 12" 2x8 STUDS 8' E2 ANOE9 TRUSSES A MAX 8' FROM THEIR SDS SCREWS AT EACH TRUSS 1 FO6 MAX =CURRENT LOCATION. (VERIFY TRUSS TO TRUSS VERTICAL /DIAGONAL MAX 24" O.C. moi; - 4C' SPACING IS STILL LESS THAN 24.. AS DESIGNED) D D oo I CONNECT FT4 TO FRAME WALL BELOW W/ ID I®_ 2) HGA10 USING (8) 1/4"4- SOS I F11 p SCREWS OR (2) LSTA24 USING (18)10d NAILS D03 I I CONNECTORS SHALL BE INSTALLED AT ENDS SD 8' OF F74) LL MAX. 10 S1 2 COMPANY D SIM. DIAGONAL BRACING AS INDICATED ON DETAIL 2 WS10/SD51S NOT REQUIRED FOR INSTALLATION AT THIS AREA. NO ADDITIONAL REPAIRS REQUIRED 11 I --t I 4HII I,,,t I 1 I r-lIE4 VWYPAR SQiUARE1HOMES NDHAM PRESERVE, LOT 221 PARTIAL FIRST FLOOR Fq G PLAN SHEET [S56] a , Z m Bq a • z r IL k; O*%r o oz• • b° o r :70 MOO fn A Z; y• OCn S9 o00 moi; - 4C' r IL 15 lightyears, Inc 15 776 Bennett Drive Longwood, Florida 32750 June 1, 2018 To: Local Building Department RE: Blower Door Test & Duct Leakage Test Reports To whom it may concern, lightyears This letter is to request that the attached forms be accepted for compliance of the 2017 Florida Building Code statute R402.4.1.2 Envelope leakage testing (Blower Door Testing) and R403.3.3 Duct testing. The attached forms were provided by the Florida Building Commission as the accepted forms to be submitted. These forms are listed on the 2017 Florida Building Code, Energy Conservation Technical Assistance Manual, Document Number: TAM -2017-1.0, released February 02, 2018, pages R-78 through R-80 (page numbers 159-161). Web link provided for quick access to the TAM document https://tinyuri.com/2017FBC-TAM These forms meet all three required Residential Energy Efficiency Compliance Paths listed under R401.2, Prescriptive, Performance, and Energy Rating Index (ERI) paths. We are working with building departments across Florida to standardized the form submittal process and would like your department to allow these forms to meet compliance. If there are any issues with accepting these forms, please reach out to me directly and I will ensure that we submit any specific form that you will require. Tim Smith (407)-951-3236 tsmith@151ightyears.com Respectfully, Timothy faith 15 Lightyears, Chief Operations Officer Energy Technical Advisor RESNET Quality Assurance Designee IECC Residential Energy Inspector/ Plans Examiner Member, Building Officials Association of Florida Member and Code Development Committee participating member. Also, representative to the Florida Building Commissions, Energy Technical Advisory Committee for the BOAF- CDC 0 Envelope Leakage Test Report (Blower Door Test) Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation ion Copy of License / Certificate of the tester must be attached) jurisdiction: Ct,-ry o; SAN1=oR1 P it #: 17— Zy$q Job Information Builder:PAQk _SOW(-_- aoM,cS Community: k%yr4*bMp , PAt;SaRv(S Lot: 22l Address: 3%qS Loc*j LML Unit: City: 5ANFOO State: FL Zip: 32773 Air Leakage Test Results Passing results must meet either the Performance, Prescriptive, or ERI Method OPRESCRIPTIVE METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 7 air changes per hour at a pressure of 0.2 inch w.g. (50 pascals) in Climate Zones 1 and 2. PERFORMANCE or ERI METHOD- The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding the selected ACH(50) value, as shown on FORM R405-2017 (Performance) or R406-2017 (ERI), section labeled as Infiltration, sub -section ACH50. ACH(50) specified on Form R405.2017 -Energy Colc (Performance) or R406-2017 (ERI): = 2 X 60 _ ZZCo9 / • `l = S , V Method for calculating building volume_ CFM(50) Building Volume ACH(50) O Retrieved from architectural plans NPASS (Mechanical Ventilation is not required) Code software calculated F]PASS (with Mechanical Ventilation) O Field measured and calculated11FAIL R402.4.1.2 Testing. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure or 0.2 inch w.g. (50 Pascals). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7), Florida Statues, or individuals licensed as set forth in Section 489.105(3)(f), (g), or (i) or an approved third parry. A written report of the results of the test shall be signed by the 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, back draft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures. 3.Intenor doors, if installed at the time of the test, shall be open. 4.Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed. S.Heating and cooling systems, if installed at the time of the test, shall be turned off. 6.Supply and return registers, if installed at the time of the test, shall be fully open. Testing Company Company Name: 15 Lightyears, Inc Phone: (855)438-1515 1 hereby verify that the above Air Leakage results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: L dzm Date of Test: Or/011hony Printed Name of Tester: Michael Estrera License/Certification #: 516874V Issuing Authority: RESNET Copy of License / Certificate of the tester must be attached) Duct Leakage Test Report Residential Prescriptive, Performance or ERI Method Compliance 2017 Florida Building Code, Energy Conservation, 6th Edition rjrisdiction:C,,, o-,, SANCOkb Permit #: 0 _ 24SY Job Information Builder:PAQK QL t S Community: wy„jys,t, i3OCSE4VCr Lot: 221 Address: 3$YS Unit: City: SANFoQb State: FL zip: 327 73 Duct Leakage Test Results System 1 1r3_ cfm25 System 2 cfm25 System 3 cfm25 Sum of any additional systems cfm25 Total of all systems cfm25 OPrescriptive Method cfm25 (Total) To qualify as "substantially leak free" Qn Total must be less than or equal to 0.04 if air handler unit is installed. If air handler unit is not installed, Qn Total must be less than or equal to 0.03. This testing method meets the requirements in accordance with Section R403.3.3. Is the air handler unit installed during testing? YES (O,) []NO ( ) WPerformance / ERI Method cfm25 (out or Total) To qualify using this method, Qn must not be greater than the z,S— + 2q&9 = 5q Qn proposed duct leakage Qn specified on Form R405-2017 or R406-2017. Total of all Total Conditioned systems Square Footage Leakage Type selected on Form Qn specified on Form R405-2017 R405-2017 (Energy Calc) or R406-2017 (Energy Calc) or R406-2017 FIPASS=PAOPI LAK FiaI • ®3 Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC380 by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(f), (g) or (i), Florida Statutes. Testing Company Company Name: 15 Lightyears, Inc Phone: (85.5438-1515 I hereby verify that the above duct leakage testing results are in accordance with the 2017 6th Edition Florida Building Code Energy Conservation requirements according to the compliance method selected above. Signature of Tester: f/ Date of Test: 0 XLOV2018 Printed Name of Tester: Michael Estrera License/Certification #: 516874V Issuing Authority: RFSNFT Copy of License / Certificate of the tester must be attached) L 0 V i LL 1= W Z N W Certificate of Achievement THIS ACKNOWLEDGES THAT Michael Estrera HAS MET THE STANDARD REQUIRED 6Y RESNET, AS A CERTIFIED RATING FIELD INSPECTOR R F I# 51684V Certification Date: October 20, 2017 Certification Expires: October 20, 2020 2 Tim Smith, RESNET Quality Assurance Designee 15 ears RESNET QA Provider # (1998-199) i REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR -DETACHED Permit # 11-7-451-1 Address: 38` L^ ca•.lc BUILDING PERMIT Min Max Inspection Description 10 10 Form board / Foundation Survey 10 Temporary Underground Power TUG Slab / Mono Slab Pre our 20 1000 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 REVISED: June 2014 ELECTRICAL PERMIT Min Max Inspection Description Q tJA/bcp-r= Uljh EL.EGTI-1c 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power TUG 30 Electric Rougb 1000 Electric Final Min Max Ins ection Description 10 Mechanical Rough 1000 Mechanical Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final Min Max Ins ection Description 10 Mechanical Rough 1000 Mechanical Final