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3788 Saltmarsh Lp 17-2453 - New SFH
ii q 0 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1 `7' S) 4 53 Documented Construction Value: $ 0 Z3al`7."D Job Address: 3788 Saltmarsh Loop, Sanford 32771 (Lot 14) Historic District: Yes No Parcel ID: Parent 17203150100000010 I7-ZP)-31-S0Z--0CnO - 0140 Residential ® Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone: 407-529-3135 Fax: Email: mparkisonO-12arksquarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Resident of property? : No City, State Zip: Orlando, FL 32811 Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip. Orlando, FL 32811 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783. Debar FL 32753 Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. r FBC 105.3 Shall be inscribed with the date ofapplication and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ]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. jA/&I L41XFA Signature of Owner/Agent Date Print Owner/Agent's N Signature a'/?q; MICHELLEPARKISON r! 834MYCOMMISSION # FF 052 er# EXPIRES: October 30, 2017 Y,,, \;t'' Bondod Thru Notary Public Undenrrdlen, Owner/Agent is Personally Known to Me or Produced fD Type of 1D iW_/it%iL- Signature of • / Date Print Contractor/Agen Z. rgnatur of Notary -State of FI MICHELLE PARKISON t : • • • MY COMMISSION # FF 063452 Ar EXPIRES: October 30.2017 Sondod Thru Notary Public Undera tare Contractor/Agent is Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building K Electricale Mechanical p?" Plumbing& Gas[] Roof Construction Type: 4s" Occupancy Use: 23 Flood Zone: K' 5q' Total Sq Ft of Bldg: pro3 Min. Occupancy Load: tr. # of Stories: Z New Construction: Electric - # of Amps ISM Plumbing - # of Fixtures 2-7- Fire Sprinkler Permit: Yes No R # of Heads Fire Alarm Permit: Yes No h APPROVALS: ZONING: UTILITIES: COMMENTS: ENGINEERING: IMzL ! ,-%'k1 FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. qq • 7 % 'rvy. 23112 13cWoetMO6 - Co , GrL WASTE WATER: BUILDING: 5V 10• rfo' t7 Revised: June 30, 2015 Permit Application L)7L <<C1 r'. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S 144,308.00 Job Address: 3788 Saltmarsh Loop, Sanford 32771 (Lot 14) Historic District: Yes No Parcel ED: Parent 17203150100000010 Residential © Commercial Type of Work: New 0 Addition Alteration Repair Demo l Change of Use Move Description of Work: _Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Title: Permitting Manager Email: ml2arkison@parksguarehomes.co Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Resident of property? City, State Zip: Orlando, FL 32811 Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 No Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783. Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as ofthat date: 5" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this [Aunty, 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 ofa plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date Print Owner/Agent's N Signature MICHELLEPARKIS N MYCOMMISSION N FF OW62 a EXPIRES: October 30, 2017 P,,,,,tq , Sondod Thru Notery Public UndoWtere Owner/Agent is Personally Known to Me or Produced ID Type of ID ou — Signature of Con A Date Print Contractor/Agen ' ignatu ofNotary -State of FI irg, MICHELLEPARKJ-52COMMISSION # F EXPIRES: October3 d, ,1: "r Bondod Thru Notary PuWe 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: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: 1113 WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: Revised: June 30, 2015 Permit Application i ii t t t It IIIII IIIII IIIII Ilil Iill GRANT MALOY, SE71NOLE COUNTYCLERK. OF CIRCUIT COURT h COMPTROLLERBK. 9001) Ps 47 (1PsS ) CLERK'S 4 2017099680 RECORDED 10/04/2017 02:04:35 PMRECORDINGFEES $10.00RECORDEDBYhdevore THIS INSTRUMENT PREPARED BY: Name: Michelle Brana Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number: 17-2543 Parcel ID Number. 17-20-31-502-0000-0140 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 14 Wyndham Preserve Plat Book 81 / Pages 93-102 3788 Saltmarsh Loop, Sanford FL 32771 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property: Fee Simple 1 Fee Simple Title Holder (if other than owner listed above) Name: Address: CONTRACTOR: Name: Park Square Homes Phone Number: 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 S. SURETY (If applicable, a copy of the payment bond is attached): Name: N/A Address: N/A Amount of Bond: N/A 6. LENDER: Name: Fifth Third Bank Phone Number: Address: 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Phone Number: Address: 8. In addition, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration Is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Vishaal Gupta, Executive Vice President Signature of Owner L 10wrobods or Lessee's (Print Name and Provide Signatory's Tile/olllce) Auatorlsed ON or/Manager) State of County of The for go g Instrument was ack lodged before me this day of G/v Pr 2 by 5 7k, Who Is personally known to me R Name of person onaloirgsteternent who has produced Identification O typeof Identification produced: MIq HELLEPARKISON M7 COMMISSION # FF 063452 Bondod EXPIRES: October 30, 2017 Thrti NoloryPublic Undorwdlore I I Ira, N SlgneWre f.. REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # i l - Z%I <3 Address: -gi $8 SAL-v,Aam%A VP BUILDING PERMIT Min Max Inspection Description 10 Fonn board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 . Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description to 3t:-, 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final EC«HANICAL E RMQT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100006 DATE: September 15, 2017 J BUILDING APPLICATION #: 17-10000663 BUILDING PERMIT NUMBER: 17-10000663 30 UNIT ADDRESS: SALTMARSH LP 3788 17-20-31-502-0000-0140 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 PARCEL: TRACT: BLOCK: LOT: FL 32801 LAND USE: SFR DETACHEDTYPEUSE: WORK DESCRIPTION: CITY-SANFORDSPECIALNOTES: 3788 SALTMARSH LP / LOT 14 SFR WYNDAM PRESERVE FEE BENEFIT RATE TYPE----DIST SCHED------RATE UNIT UNITS- CALC UNIT TYPE TOTAL DUE ROADS -ARTERIALS CO -WIDE ORD Single Family HousingROADS -COLLECTORS N/A 705.00 1.000 dwl unit 705.00 Sin gls mily HousingFIRERREE 00 1.000 dwl unit 00 LIBRARY CO -WIDE 'ORD 00 Single Family HousingSCHOOLSCO -WIDE ORD 54.00 1.000 dwl unit 54.00 PASingleFamily HousAing 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DUE 5,759.00 STATEMENT M1 ` p 0.r SC SIGNATURE: PLEASE PRINT NAME) DATE: b • E5 NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURETIMELYPAYMENTMAYRESULTINYOURLIABILITYFORTHEFEE. +** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT n 2-FINANCE 4-LAND MANAGEMENT v > NOTE** PERSONS ARE ADVISED THAT T41S IS A STATEMENT OF FEES DUE UNDER THE SEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ,v}, ISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, \ O TOAPPEALTHECALCULATIONOFANYOFTHEABOVEMENTIONEDIMPACTFEES1MUSTBEEXERCISEDBYFILINGAWRITTENREQUESTWITHIN45CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVEBUTNOTLATERTHANCERTIFICATEOFOCCUPANCYOROCCUPANCY. THL REQUEST FOR REVIEW MUSTMEETTHEREQUIREMENTSOFTHECOUNTYLANDDEVELOPMENTCODE. COPIESOFRULESGOVERNINGAPPEALSMAYBEPICKEDUPORREQUESTED, FROMTHEPLANIMPLEMENTATIONOFFICE: 1101 EAST FIRST STREET, SANFORDFL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDINGDEPARTMENT1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUEDWITHIN60CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVEDETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. III Illlt IIIII IIIII IIIII IIII IIII GRAN ILOY, SEMINOLE COUNTYCLERK. OF CIRCUIT COURT & COMPTROLLERBK. 9000 P9 47 (1P9s) CLERK'S 0 2017099680 RECORDED 10/04/2017 02:04:35 P11RECORDINGFEES $10.00RECORDEDBYhdevore THIS INSTRUMENT PREPARED BY: Name: Michelle Brana Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number. 17-2543 Parcel ID Number. 17-20-31-502-0000-0140 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 14 Wyndham Preserve Plat Book 81 / Pages 93-102 3788 Saltmarsh Loop, Sanford FL 32771 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest In property: Fee Simple 1 Fee Simple Title Holder (if other than owner listed above) Name: Address: CONTRACTOR: Name: Park Square Homes Phone Number: 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 S. SURETY (If applicable, a copy of the payment bond Is attached): Name: N/A Address: N/A Amount of Bond: N/A 6. LENDER: Name: Fifth Third Bank Phone Number: Address: 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents maybe served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Phone Number: Address: 8. In addition, Owner designates Of to receive a copy of the Uenors Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Vishaal Gupta, Executive Vice President Signalers of Owner L see or lessee's (PrIM Name and ProvideSignaloWa Tiae/Olace) Aulh,W.. OM r Manager) State of County of The fo go g Instrument was ack lodged before me this day of C,4 hPr.2012 by _0 . & Who is personally known to me R who has produced Identification O type of Identification produced: HELLEPARKISON MY COMMISSION # FF 063452 Bondod EXPIRES: October 30. 2017 Thro Notary Public Undorwrllors N Signature A IL A Revision Response to Comments City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 11 . a y 5 3 Submittal Date 8 14 ' Project Address: 'Y1$8 C—L"* rycl,.slr, Lcoo Contact: Ph: S M 15 aq • ?) I Fax: Email: CY\fJgxI',ir3ziK') _i o.rkSgUo.romQS rr Trades encompassed in revision: M Building Plumbing Electrical 0 Mechanical Life Safety Waste Water General description of revision: i& Y i Sod F • C >-1 C,S ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 0 Building Cvr Q''(e • k7 AXW CITY OF SANFORD FIRE DEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2453 Date: 10/04/2017 Project Description: New SFR Contact Name: Michelle Parkison Job Address: 3788 Saltmarsh Loop Contact Email: mmparkison(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 i are as amended by City of Sanford ordinance viewable on our website at www.sanfordfl.gov. Provide two copies ofaffectedPlait sheers and/or supplemental information as requested. Permit submiaals will not be accepted without two copies. COMMENTS: 1. The A/C condenser is shown on the plans on the side of the house. The A/C Condenser is required to be on the rear of the house. Please revise all building plan pages and electrical details showing the a/c condenser at the rear of the house. FBC 107 2. The A/C duct layout floor plan does not match the floor plan of the building plans. Please revise the duct layout with the correct floor plan — specifically references the 2"1 floor and bedrooms/loft configuration. FBC 107 3. 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 2"d 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 ofany ofthe 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 poP481 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: 3788 Saltmarsh Loop Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-0140 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) I rIA • Flood Zone: X Base Flood Elevation: NSA 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# 17-2453 Reviewed by: Michael Cash, CFM Date: September 6, 2017 1 P I Application for Paved Driveway, Sidewalk or WalkwayIncluding Right -of -Way Use & 9 9 Y N -1877D9 Landscaping in Right-%o Way www.sonfordn.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the lbww.a..ltibelow. size and location of the existing right—of-way and use shall be provided or application could be delayed. Callara.rwdls 1. Project Location/Address: 2. Proposed Activity: X Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of work: Construction of new driveway for new single family residence This application is submitted D . Property Owner. Signature: Address: 5200 Vineland Rd e 0 Oriando, FL 32811 Phone: (407) 529-3135 Print Name: Vishaal Gupta Email: mparkison@parlcsquarehomes.com Date: Maintenance ResponsibilitieslIndemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or ansing directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand toe above statement and by signing this application I agree to its terms. Signature: Date: 0 4/d oo/l % 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: Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date, Date: Date: Q _ (p .-40 Date: November 2015 Row Use Dnveway.pdf SEMINOLE COUNTY lIiIULTI IURISDICTIONAL LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 0 7 zlole(-7 I hereby name and appoint: David Mercer an agent of: Park Square Homes Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): 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: License Holder Name: Vishaal Gupta State License Number: CRC133O351 Signature of License Holder: ` STATE OF FLORIDA COUNTY OF`rwaaQ The foregoing instrument was acknowledged before me this day of us 1L , 20_L___, by (/C 4 7 who is personally known to me or O who has produced as identification and who ot) take an oath. Signature of Notary MICHELLE PARKISON MY COMMISSION 0 FF 00152 y EXPIRES: October 30, 2017 iid `Noteyr Putft Ur&rwitton Print or type Notary name Notary Public - State of Commission No. "(3CcZl,-k5a My Commission Expires: )o - 30.01011 RECORD COPY FORM,,R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 14 Barcelona C DBL Drs @ Office LHG - E Builder Name: One Stop Cooling and HeatingnSANFOpl) Street: 3788 Saltmarsh Loop Permit Office: CITY OF SANFORD City, State, Zip: Sanford , FL , 32771 Permit Number: /7 - AV-5-3 Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando County.: Seminole (Florida Climate Zone 2) 1. New construction or existing New (From Plans) 9. Wall Types(2911.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1521.00 ft" b. Concrete Block - Int Insul, Exterior R=4.1 1185.30 ft° 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 205.33 ft' 4. Number of Bedrooms 3 d. N/A R= ft' 10. Ceiling Types (1467.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1467.00 ft" 6. Conditioned floor area above grade (ft") 2392 b. N/A R= ft° Conditioned floor area below grade (ft") 0 c. N/A 11. Ducts R= ft' R ft" 7. Windows(286.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 478.4 a. U-Factor: Dbl, U=0.55 171.00 ft" SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft= 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 51.00 ft' SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft° a. Electric Heat Pump 45.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 2.515 ft. Area Weighted Average SHGC: 0,232 14. Hot water systems a. Electric Cap: 50 gallons8. Floor Types (2392.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1176.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 914.00 ft" None c. other (see details) R= 302.00 ft" 15. Credits Pstat Glass/Floor Area: 0.120 Total Proposed Modified Loads: 66.72 PASSTotalBaselineLoads: 70.82 I hereby certify that the plans and specifications covered by Review of the plans and TKE SrgT this calculation are in compliance with the Florida Energy specifications covered by this s OB, Code. Digitally signed byLuis MoralesLuisMorales'Date:2017.10.13t6sto4-04roo' calculation indicates compliance SriSol h „ '• _ = •r + y r ,a w• OwiththeFloridaEnergyCode. urnr"'•••.: PREPARED BY: 'l' Before construction is completed DATE: this building will be inspected for V - compliance with Section 553.908 I hereby certify that this build' , as d signed, is i compl' Florida Statutes. with the Florida Energy C e. OD OWNER/AGENT: BUILDING OFFICIAL: DATE: d DATE: to d6t :7 Compliance requi4q certification.bit handler unit manufacturer that the air handler enclosure qualifies as certified factory- seale ance with R403.2.2.1. Compliance requires an Air Barrier and -Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 10/13/ 2017 4:48 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 14 Barcelona C DBL Drs Bedrooms: 3 Address Type: Street Address Building Type. User Conditioned Area: 2392 Lot # 14 Owner: Park Square Homes Total Stories: 2 Block/SubDivision• WYNDHAM PRESERV of Units: 1 Worst Case, No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 315 Street: 3788 Saltmarsh Loop Permit Office: CITY OF SANFORD Cross Ventilation, No County: Seminole Jurisdiction, 691500 Whole House Fan. No City, State, Zip: Sanford , Family Type: Single-family FL, 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 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blocki 2392 21880.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1176 10936.8 Yes 0 0 1 Yes Yes Yes 2 2nd Floor 1216 10944 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 _ — 126 ft' 11 0.29 0 0.71 2 Floor over Garage 2nd Floor _ _ 176 ft' 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1st Floor 127 ft 1176 ft' 0.29 0 0.71 4 Floor Over Other Space 2nd Floor _ _ 9141' 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1641 ft' 368 ft' Dark 0.9 N 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1467 ft' N N 10/13/2017 4:48 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 1467 ft' 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below C)MI To Wall Type Space 1 SW= S Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft' 0 0.25 0.8 0 2 SW=>S Exterior Concrete Block - Int Insul 1 st Floor 4.1 44 6 9 4 415.3 ft' 0 0 0.8 0 3 SE=>E Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft' 0 0.25 0.8 0 4 SE=>E Exterior Concrete Block - Int Insul 1st Floor 4.1 8 0 9 4 74.7 ft' 0 0 0.8 0 5 NE=>N Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft' 0 0.25 0.8 0 6 NE=>N Exterior Concrete Block - Int Insul 1 st Floor 4.1 44 6 9 4 415.3 ft' 0 0 0.8 0 7 NW=>W Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft' 0 0.25 0.8 0 8 NW=>W Exterior Concrete Block - Int Insul 1 st Floor 4.1 30 0 9 4 280.0 ft' 0 0 0.8 0 9 W Garage Frame - Wood 1st Floor 11 22 0 9 4 205.3 ft' 0 0.25 0.8 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 SE=>E Insulated 1st Floor None 39 3 8 24 ft' 2 =>W Wood 1st Floor None 39 2 8 8 21.3 ft' WINDOWS Orientation shown is the entered orientation => chan ed to As Built rotated 315 de rees . V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 SW=>S 1 Metal Low-E Double Yes 0.55 0.22 15.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 2 SW=>S 2 Metal Low-E Double Yes 0.55 0.22 45.0 ft' 1 ft 0 in 11 ft 0 in Drapes/blinds None 3 SW=>S 2 Metal Low-E Double Yes 0.54 0.25 4.0 ft' 1 ft 0 in 11 ft 0 in Drapes/blinds None 4 SE=>E 3 Metal Low-E Double Yes 0.55 0.22 15.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 5 SE=>E 3 Metal Low-E Double Yes 0.54 0.25 4.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 6 SE=>E 3 Metal Low-E Double Yes 0.54 0.25 12.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 7 NE=>N 5 Metal Low-E Double Yes 0.55 0.22 6.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 8 NE=>N 5 Metal Low-E Double Yes 0.54 0.25 15.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 9 NE=>N 6 Metal Low-E Double Yes 0.55 0.22 15.0 ft' 1 ft 0 in 11 ft 0 in Drapes/blinds None 10 NE=>N 6 Metal Low-E Double Yes 0.54 0.25 4.0 ft' 8 ft 0 in 1 ft 4 in Drapes/blinds None 11 NW=>W 7 Metal Low-E Double Yes 0.55 0.22 30.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 12 NW=>W 8 Metal Low-E Double Yes 0.55 0.22 30.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 13 NW=>W 8 Metal Low-E Double Yes 0.58 0.25 64.0 ft' 7 ft 4 in 1 ft 4 in None None 14 SW=>S 1 Metal Low-E Double Yes 0.54 0.25 12.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 15 NE=>N 5 Metal Low-E Double Yes 0.55 0.22 15.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 10/13/2017 4:48 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R465-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft" 455 ft' 50 It 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000407 2552.8 140.14 263.56 .3657 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 Duds 1 Central Unit Split SEER: 16 47 kBtu/hr 1410 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' DUCTS Supply — Location R-Value Area Return — Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 478.4 ft Attic 119.6 ft Prop. Leak Free 2nd Floor — cfm 71.8 cfm 0.03 0.50 1 1 10/13/2017 4:48 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R465-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling Jan He fX Jan FebfXFeb Mar X] Mar A r Apr I MaMay JunrlJun Jul Julri Au Au n Se [ Sep [ Oct Oct Nov Nov Dec Dec Ventin [ Jan Feb XMar X) A r May Jun Jul Aug Sep [X) Oct X Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 10/13/2017 4.48 PM EnergyGaugeS USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FbRM R405-2014 Florida Department of Business and Professional Regulations Residential Whole ullding Performance and Prescriptive Methods ADDRESS: 3788 Saltmarsh Loop 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 dosed, 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 dosed, 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 dosed 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 IeakageWindows, 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 AAMANVDMA/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 cfrn (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). Heal 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 (Mandatoryllll 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. Dud 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. 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 cfrn (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. Duct testing is not mandatory for buildings complying by Section R405 of this code. 10113/2017 4.49 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C) or below 55'F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 0 R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. 0 R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'A 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 (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. 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: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 0 R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. 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 Imes. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 10/13/2017 4:49 PM EnergyGauge® 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 mufti -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 40•F. D R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oilfired 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 deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. D RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights D R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 10/13/2017 4:49 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 94 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 (ft' 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: 3788 Saltmarsh Loop, Sanford, FL, 32771 New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=11.0 1521.00 ft" b. Concrete Block - Int Insul, Exterior R=4.1 1185.30 ft 1 c. Frame - Wood, Adjacent R=11.0 205.33 ft' 3 d. N/A R= ft' 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1467.00 ft' 2392 b. N/A R= ft' c. N/A R= ft' Area 11. Ducts R ft' 171.00 ft' a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 478.4 64.00 ft' 12. Cooling systems kBtu/hr Efficiency 51.00 ft' a. Central Unit 47.0 SEER:16.00 ft' 2.515 ft. 0.232 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1176.00 ft' b. Floor Over Other Space R=0.0 914.00 ft' c. other (see details) R= 302.00 ft' 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 insp n. therwise, a new EPL Display Card will be completed based on installed Code moliant tures. Builder Signature: Address of New Ho e: V6-_ ity/FL Zip: 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. kBtu/hr Efficiency 45.5 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 10/13/2017 4:49 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 wrightsoft• Project Summary Entire House One Stop Cooling and Heating 7225 Sandscove Court, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: ww*OneStopCoohng.com License: CAC032444 For. Notes: Park Square Homes 3788 Saltmarsh Loop, Sanford, FL 32771 Weather. Orlando Executive AP, FL, US Job: Lot 14 Barcelona C DBL Dr... Date: 07/05/2017 By. LFILM Plan: LHG 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 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 20405 Btuh Structure 22804 Btuh Duds 3299 Btuh Dues 11232 Btuh Central vent (0 dm) 0 Btuh Central vent (0 dm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 23705 Btuh Use manufacturer's data n Rate/swing multiplier Equipment load 0.98 33220 BtuhInfiltrationsensible Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 3485 Btuh Dues 2316 Btuh Central vent (0 dm) 0 Btuh Heating Coding none) Area (ft2) 2501 2509 Equipment latent load 5802 Btuh Volume (M 22861 22861 Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 39022 Btuh Equiv, AVF (cfm) 156 80 Req. total capacity at 0.75 SHR 3.7 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6048H1 Cond 4TWR6048H1 AHRI ref 7563627 Coil- TEM6AOD48H41++TDR AHRI ref 7563627 Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER Heating Input Sensible cooling 35250 Btuh Heating output 45500 Btuh @ 47°F Latent cooling 11750 Btuh Temperature rise 0 OF Total cooling 47000 Btuh Actual airflow 0 cfm Actual airflow 1567 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible,heat ratio 0.85 Capacity balance point = 28 OF Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-Op 13 wrightsoft' Right-SuBe®Universal201717.0.28 RSU16793 1 Page 1 ACCA ...ot 14 Barcelona C DBL Ors @ Office LHG - E rup Calc = MJ8 Front Door faces: E wrightsoft• Right-M Worksheet Job: Entire House Date` One Stop Cooling and Heating Paian: 7225 Sandscove Court Winter Park FL 32792 Phone. (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOneStopCooling.com License, CAC032444 Lot 14 Barcelona C DBL Drs .. 07 0512017 LFILM LHG 1 Room name Enbre House FOY 2 Exposed wall 296.0 It 17.0 R 3 Room height 9.1 It d 9.3 t1 he8tfoD01 4 Room dimensions 1.0 x 160.8 0 5 Room area 2500.5 tt' 160 8 IF Ty Consi uclion U-value Or HTM Area (W) Load Area (W) Load number BUM!'-'F) 8111hi) or perimeter (11) Bbih) or penmeier (R) BWh) Heat Cod Gross NIPS Heat Cod Gross NIPS Heat Cod 6 12B-09w 0.097 ne Z31 Z89 491 455 1049 1312 0 0 0 0 4A5-2om 0.540 ne 12.85 23.69 6 0 77 142 0 0 0 0 4A5-20m 0.550 ne 13.09 2224 15 0 196 334 0 0 0 0 485 2fm 0.540 ne 1285 23.69 15 0 193 355 0 0 0 0 tpl11 13A4ocs 0.143 ne 3.40 3.00 414 395 1344 1183 84 69 234 206 4A5-2om 0.550 ne 1309 2224 15 0 196 334 15 0 196 334 I; G 4B5.2fin 0.540 ne 12.85 23.69 4 0 51 95 0 0 0 0 12B-09w 0.097 se 231 289 270 239 552 690 0 0 0 0 4A5-2om 0.550 se 1309 21.91 15 3 196 329 0 0 0 0 4B5.21n 0.540 se 12.85 21.97 4 2 51 Be 0 0 0 0 4B5-21m 0.540 as 12.85 22.72 12 3 154 273 0 0 0 0 13A4= 0.143 se 340 300 74 50 172 151 74 50 172 151 11DO 0.390 se 928 12.54 24 24 223 301 24 24 223 301 1q/ 12B-09N 0.097 9N Z31 Z89 491 464 1070 1338 0 0 0 0 4A5-2om 0.540 av 12.85 21.97 12 5 154 264 0 0 0 0 r GG 4A5-2om 0.550 sw 13.09 21.91 15 3 196 329 0 0 0 0 13A-40rs 0.143 sw 3.40 3.00 414 365 1242 1093 0 0 0 0 4A5-2om 0.550 9w 13.09 2270 45 0 589 1022 0 0 0 0 4B5-2fm 0.540 Sur 12.85 2422 4 0 51 97 0 0 0 0 VjJ 12B-09N 0.097 rrw Z31 Z89 270 240 554 693 0 0 0 0 t-1' 4A5-20m 0.550 nw 13.09 2224 30 0 393 667 0 0 0 0 13A-40M 0.143 nw 3.40 3.00 279 185 630 554 0 0 0 0T 4A5-20m 0.550 nw 13.09 2224 30 0 393 667 0 0 0 0 4A5-2omd 0.580 nw 13.80 27.82 64 0 883 1780 0 0 0 0 1-0 12C-09m 0.091 Z17 1.57 205 183 397 288 0 0 0 0 11D0 0.390 n 928 12.54 21 21 198 267 0 0 0 0 C 16B-30ad 0.032 0.76 178 1489 1489 1134 2652 0 0 0 0 F 19A-0becp 0295 Z64 2.06 136 136 359 280 0 0 0 0 F 19C-19= 0.049 0.40 0.32 166 166 67 52 0 0 0 0 F 224-lpm 1.180 28.08 0.00 1187 127 3567 0 161 17 477 0 6 o)AED emersion 697 32 Envelope losskjain 16332 18324 1302 959 12 a) Infiltration 4073 1630 238 95 b) Room ventilation 0 0 0 0 13 kw ernal gains Omrpants @ 230 5 1150 0 01Appliancesrother17000 Subbdal pmes6 tD 13) 20405 22804 1540 1055 Lesse)merrrat load 0 0 0 0 Lessbander 0 0 0 0 Redistribution 0 0 1540 1055 14 Subtotal 20405 228D4 0 0 15 Duct bads 16% 49% 3299 11232 1696 49%1 0 0 Total room bad 23705 34037 0 0 Air required (dm) 0 1567 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. Ad-wrightsoft' Fight -Suite® Universal 2017 17.0.28 RSU16793 2017-pa 131 Page 1 of 14 Barcelona CDBL Drs(8 Office LHG - Exup Cale = MJ8 Front Door faces E 9 wrightsoft• Right -A) Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs (.. Date: 07/0512017 LF/LM P en: LHG 7225 Sandscove Court, Winter ParK FL 32792 Phone (407) 629 - 6920 Fax (407) 629- 9307 Web wvwOneStopCooling.00m License: CAC032444 1 Room name BEDRM 3 DIN 2 Exposed wall 21.5 It 34.5 0 3 Room height 9.0 It heaWmd 9.3 It heattod 4 Room dimensions 1.0 x 289.3 It 14.0 x 13.0 It 5 Room area 2B9.3 W 1820 tP Ty Cons"on U-velue or HTM Area QF) Load Arm (W) Load number BWW-'F) BWrtIR') or perimt>W (tl) BUM) or pwimeW (A) Btuh) Heat Cool Gross NIPS Heat Cod Gross NIPS Heat Cod 6 125-09N 0.097 ne 231 289 122 107 246 307 0 0 0 0 4AS-20m 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 13.09 2224 15 0 196 334 0 0 0 0 4135-21n 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 11 13A-4om 0.143 ne 3.40 3.00 0 0 0 0 121 121 411 362 4AS20m 0.550 ne 13.09 22-24 0 0 0 0 0 0 0 0 GGG 485-211m 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 0.097 se 231 289 72 Be 157 196 0 0 0 0 4A5.20m 0.550 se 13.09 21.91 0 0 0 0 0 0 0 0Ti128- 09N 465.211m 0.540 se 1285 21.97 4 1 51 Be 0 0 0 0 4855-2fm 0.540 se 1285 2272 0 0 0 0 0 0 0 0 13A4ocs 0.143 se 340 3.00 0 0 0 0 0 0 0 0 11130 0.390 se 928 1254 0 0 0 0 0 0 0 0 1R/ 12B*w 0.097 9N 231 289 0 0 0 0 0 0 0 0 G 4AS-2om 0.540 9N 1285 21.97 0 0 0 0 0 0 0 0 I 4A5.2om 0.550 9N 13.09 21.91 0 0 0 0 0 0 0 0 13A a 0.143 9N 3.40 3.00 0 0 0 0 70 70 237 209 G 4A5-20m 0.550 9N 13.09 2270 0 0 0 0 0 0 0 0 413S21n 0.540 sm 1285 24.22 0 0 0 0 0 0 0 0 t-C 1213-09N 0.097 nw 2.31 289 0 0 0 0 0 0 0 0 4A5.2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 13A-40s 0.143 nw 3.40 3.00 0 0 0 0 130 100 341 300 4A5-2om 0.550 r w 13.09 2224 0 0 0 0 30 0 393 667 I 4AS2omd 0.580 nw 13.80 27.82 0 0 0 0 0 0 0 0 R 12C-09N 0.091 217 1.57 0 0 0 0 0 0 0 0 D 11D0 0.390 n 928 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 289 289 220 515 176 176 134 313 F 19A-0becp 0295 264 206 16 16 42 33 0 0 0 0 F 19C-19cscv 0.049 0.40 0.32 6 6 2 2 0 0 0 0 F 22A-tpm 1.180 28.05 0.00 0 0 0 0 182 35 969 0 61 c)AEDextvrson 1 f1 1138 Envelope lossWn 915 1414 2485 1989 12 a) InliMon 292 117 484 194 b) Room ventilation 0 0 0 0 13 InOemalgains oowpentsQ 230 0 0 0 0 Appliancectrw 0 0 Subblal (lines6 to 13) 1207 1530 2969 2182 Lew e-A mad load 0 0 0 0 LessOartster 0 0 0 0 Redistribution 288 418 0 0 14 Subtotal 1495 1948 2969 2182 15 Duct loads 1896 49% 242 960 16% 49% 480 1075 Total room bad 1737 290E 1 34491 3257 Air required (cfm) 0 134 0 150 Calculations approved byACCA to meet all requirements of Manual J 81h Ed. Ad- wrightSOft' R,ght-Suit OLIniversal 2017 17.0.28 RSU16793 2017 Oa 131 Page 2 0114 Barcelona C DBL Drs ® Office LHG - Efup Calc = MJB Front Door Iaeew E wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs .. Dale: 07/0512017 B LF/LM Plan: LHG 7225 Sandsww Court. Winter Park FL 32792 Phone. (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOneStDpCooling.com License: CAC032444 1 Room name LATH Krr 2 Exposed wall 320 It 11.5 It 3 Room height 9.3 R heaftol 9.3 ft heaftol 4 5 Room dimertsorts Room area 1.0 x 286.0 R 286 0 IF 13.5 x 11.5 R 155.3 IF Ty Construmon number U-value MAW-T) Or HTM BWM!') Area (IF) or perimeter (1) Load BWh) Area (IF) or Perimeter M Load BWh) Heat Cod Gross NIPIS Heat Cod Gross NIPIS Heat Cod 6 128-0sw 4AS2om 4A5.2om 0. 0.540540 0.550 nene ne 231 1285 13.09 3.69 23.69 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 4115.21m 13A-4ccs 0.540 0.143 re ne 1285 3.40 23.69 3.00 0 0 0 0 0 0 0 0 0 107 0 107 0 364 0 320 1 4A5.20m 41215.21im 0.550 0.540 0.097 ne ne se 13.09 1285 231 22.24 23.69 289 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 4A5.2om 4B5-21m 0.550 0.540 se se 13.09 1285 21.91 21.97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0TEi12B- 09m 4B5-21m 13A4ccs 11DO 0.540 0.143 0.390 se se se 1285 3.40 9.28 2272 3.00 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1q/ 12B-09w 4A5-2am 0.097 0.540 sw sw 231 1285 289 21.97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0IF__G 4A5-20m 13A-40cs 4A5-2om 0.550 0.143 0.550 9N sw 9N 13.09 3.40 13.09 21.91 3.00 2270 0 149 30 0 119 0 0 404 393 0 356 681 0 0 0 0 0 0 0 0 0 0 0 0G Ida Vj L-!' 485.2fm 129-09w 4A5.2om 0.540 0.097 0.550 sw nw nw 1285 231 13.09 24.22 289 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-40B 4A5.2om 0.143 0.550 rtw rtw 3.40 13.09 3.00 22.24 149 0 85 0 289 0 254 0 0 0 0 0 0 0 0 0 1 4A5-2omd 12C-09w 0.580 0.091 rrw 13.80 217 27.82 1.57 64 0 0 0 883 0 1780 0 0 0 0 0 0 0 0 0R L--D 11 DO 0.390 n 9.28 1254 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.78 0 0 0 0 0 0 0 0 F 19A-0bmp 0295 264 206 0 0 0 0 0 0 0 0 F 19C-19aw 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22Mtpm 1.180 28.08 0.00 286 32 899 0 155 12 323 0 6 c)AED excurson 527 74 Ernelopeloss/gain 23M 3598 687 247 12 a) InfilMon 449 180 M. 65 b) Room ventilation 0 0 0 0 13 Intemalgans. Omrpants@ 230 0 0 0 0 Appliarcesb1her 0 1200 SubVial pines6 t013) 3316 3778 848 1511 Less e4emal load 0 0 0 0 Lesslrartsw 0 0 0 0 Redistribution 453 281 439 190 14 Subtdal 3769 4059 1287 1701 15 Duct loads 1696 49% 609 1999 16% 49% 208 838 Total room load I 43791 W59 1 1496 2539 Air required (dm) 0 279 0 117 Calculations approved byACCA to meet all requirements of Manual J 81h Ed. A wright5oft' Right•Suit OL)nimrsal 201717.028 RSU16793 2017 Orr 131 Page 34of14BarcelonaCDBLDrs@OfficeLHG - Erup Calc a MJ8 Front Door faces, E 9 wrightsoft• Right-M Worksheet Job: Entire House Date: One Stop Cooling and Heating P n. 7225 Sandscove Court. Wnter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web. wwwOneStopCooling.com License CAC032444 Lot 14 Barcelona C DBL Drs (.. 07/05/2017 ILIHG 1 Room name BED/OFFI WIC 2 E>q wall 10.0 ft 5.0 ft 3 Room height 9.3 ft heaVmd 9.3 ft heaftd 4 Room dimensons 11.0 x 10.0 ft 5.0 x 5.0 ft 5 Room area 110.0 IF 25.0 W Ty ConsfiKbon U-value Or HTM Area (IF) Load Area (W) Load number BWh4F-`F) or perimeter M BbWh) or penmeter M BWh) Heat Cod Gross NIPS Heat Cod Gross NIPSS Heat Cod 6 VI/ 0. 540 231 289 0 0 0 0 0 0 0 0 A5-2o4AS2om 0 540 nene 1285 23.69 0 0 0 0 0 0 0 0 4A5-20m 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 4B5 26n 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 11 13A-40cs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0 4A5-20m 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0G G 4B5-2fm 0540 ne 12.85 23.69 0 0_ 0 0 0 0 0 0 12B-09N 0.097 se 231 289 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 1309 21.91 0 0 0 0 0 0 0 0 4B5.21n 0.540 Be 1285 21.97 0 0 0 0 0 0 0 0 485-21m 0.540 se 1285 2272 0 0 0 0 0 0 0 0 q/ 13A OCS 0.143 se 340 3.00 0 0 0 0 0 0 0 0 t-D 11 DO 0.390 se 928 1254 0 0 0 0 0 0 0 0 RRII 1213-09N 0.097 9N 231 289 0 0 0 0 0 0 0 0 I--G 4A5.2om 0.540 9N 1285 21.97 0 0 0 0 0 0 0 0 I 4A5.2om 0.550 9m 13.09 21.91 0 0 0 0 0 0 0 0 13A4ots 0.143 9N 3.40 3.00 93 78 265 234 47 47 158 139 I--G 4A5.2om 0.550 9N 13.09 2270 15 0 196 341 0 0 0 0 G 4BS2fm 0.540 9N 12B5 24.22 0 0 0 0 0 0 0 0 y 12B-09N 0.097 rtw 231 289 0 0 0 0 0 0 0 0 4A5.2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0G 13A-40cs 0.143 nw 3.40 3.00 0 0 0 0 0 0 0 0 G 4A5-20m 0.5W nw 13.09 2224 0 0 0 0 0 0 0 0 4A5.2omd 0.580 nw 13.80 27.82 0 0 0 0 0 0 0 0 R 12C-09N 0.091 217 1.57 0 0 0 0 0 0 0 0 L--D 11DO 0.390 n 928 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 0 0 0 0 0 0 0 0 F 19A-0bscp 0295 264 206 0 0 0 0 0 0 0 0 F 19C-19c= 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 110 10 281 0 25 5 140 0 61 c)AED excursion 1.57 1-8 EnvelopelossOwn 743 632 299 132 12 a) Infilbabort 140 56 70 28 b) Room ventlabon 0 0 0 0 13 Inierrialgains Omrpantso 230 1 230 0 0 Appiancest tter 0 0 Subtotal (line56to 13) 883 918 369 160 Less e4ernalload 0 0 0 0 Lesstanster 0 0 0 0 Redisbtbubon 339 232 0 0 14 Subtotal 1222 11W 369 160 15 Dud; loads 16% 49% 198 6 16% 49% 60 79 Total room load 1419 1716 428 238 Air required (dm) 0 79 0 11 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-Oct-1316:35'45wrightsoft' Right•Sude®Universal201717.0.28RSU16793 Page ot 14 Barcelona C DBL Drs @ Office LHG - Efup Calc = MI8 Front Door faces. E wrightsoft' Rig ht-M Worksheet Job- Lot 14 Buceiona C DBL Drs .. Entire House Date: 07105/2017 LF/LJN One Stop Cooling and Heating Pan: LJHG 7225 Sandscove Court Winter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 WEb: wwwOneStDpCooling.com License: CAC032444 1 Room name HALL STR7 2 Exposed wall 0 It 7.5 fi 3 Room height 9.3 It heaftol 9.3 It heattod 4 Room dimensions 1.0 x 44.0 11 1.0 x 65.3 It 5 mRooarea 44.0 W 65.3 W Ty Construmon number U- value BtuhAP-' F) Or HTM BWhA!') Area ( IF) a perimeter (fi) Load Btuh) Area ( II) a perimeter (R) Load Bluh) Heat Cod Gross NIPS Heat Cod Gross NIPS Heat Cod 6' h 128. Osw 0 097 ne 231 289 0 0 0 0 0 0 0 0 4A5- torn 4A5- 2om 0. 540 0. 550 ne ne 12. 85 13. 09 23. 69 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 4B5. 2(m 13A- 40M 0. 540 0. 143 ne ne 1285 3. 40 23. 69 300 0 0 0 0 0 0 0 0 0 70 0 70 0 237 0 209 4A5. 2om 485. 21m 128- 09w 0. 550 0. 540 0. 097 ne ne se 13. 09 1285 231 2224 2369 289 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5- 2on 4B5- 211M 0. 550 0 540 se se 13. 09 1285 21. 91 21. 97 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485. 21m 13A- 4os 11 DO 0. 540 0. 143 0. 390 se se Be 1285 3. 40 928 2272 3 00 1254 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 D1/ 12B-09N 0.097 sw 231 289 0 0 0 0 0 0 0 0 C 4A5-torn 0.540 sw 1285 21.97 0 0 0 0 0 0 0 0 f' 4A5-2om 13A- 40Cs 4A5- 2om 0. 550 0. 143 0. 550 9ry 9N 9N 13. 09 3. 40 13. 09 21. 91 3. 00 2270 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485- 211m 0.540 9N 1285 2422 0 0 0 0 0 0 0 0 Vj 128-09N 4A5- 2orn 0. 097 0. 550 rtw nw 231 13. 09 289 22. 240 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G 13A- 40cs 4A5. 2om 0. 143 0. 550 rtw nw 3. 40 13. 09 3. 00 2224 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 G, 4A5-2and 12C- 09N 0. 580 0. 091 rrw 13.80 217 27. 82 1. 57 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 RI-- D 11 DO 0.390 n 9.28 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 0 0 0_ 0 0 0 0 0 F 1944bsm 0295 264 206 0 0 0 0 0 0 0 0 F 19C-19csw 0.049 0.40 0.320 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.0044 0 0 0 65 8 211 0 6 c)AEDemirs0n 0 12 Envelope lossrgain 0 0 448 197 12- a) Infiltration 0 0 105 42 b) Room venblabon 0 0 0 0 13 Internal gains Occupants@ 230 0 0 0 0 Applo= sldhel 0 0 SubWW Pines t013) 0 0 553 239 Less ebemalload 0 0 0 0 Lesstarder 0 0 0 0 Redistribution 0 0 553 239 14- Sub104e1 0 0 0 0 15 Duct loads 16% 49% 0 0 16% 49% 0 0 Total room load 0 0 0 0 Air recluired (dm) 0 0 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 4 A wrightsoft' Right-SuiteOUnimrsal 2017 17.028 RSU16793 2017-Oa 131 45 Pag9e 5 of 14 Barcelona C DBL Drs Q Office LHG - E1up Cale = We Front Door faces: E wrightsoft• Right-M Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs .. Date: 07/05/2017 Ell LF/LMPan: LHG 7225 Sendscove Court Winter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOneStopCooling.com License: CACD32444 1 Room name BTH7 LAUN 2 Fwall 6.0 It 3.5 Q 3 Room height 9.3 fl heaVcool 9.3 .A heaVwol 4 Room dimensions 11.5 x 6.0 4 1.0 x 89.8 It 5 m Rooarea69.0 W 89.8 fF Ty Construdton U-value Or HTM Area (fl) Load Area (R7) Load number BWh4F-` F) SWIN11') or penmeter M Bluh) w penmeter M Bbrh) Heat Cod Gross NIPS Heat Cod Gross NIPS Heat Cod 6 1q 128-09w 0. ne 231 289 0 0 0 0 0 0 0 0 4A5.20m 0.540540 ne,1285 23.69 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 13.09 22.24 0 0 0 0 0 0 0 0 485-21m 0.540 re 1285 23.69 00 0 0 0 0 0 0 11 13A- 40s 0.143 ne 3.40 3.00 0 0 0 0 33 29 97 86 4A5.2om 0.550 ne 1309 27-24 0 0 0 0 0 0 0 0 485-21m 0.540 ne 1285 23.69 0 0 0 0 4 0 51 95 12B-09N 0.097 se 231 289 0 0 0 0 0 0 0 0 4AS2om 0. 550 se 13.09 21.91 0 0 0 0 0 0 0 0 4B5-2fm 0.540 se 12B5 21.97 0 0 0 0 0 0 0 0 4BS2fm 0. 540 se 1285 2272 0 0 0 0 0 0 0 0 tq/ 13A4= 0.143 se 340 3.00 00 0 0 0 0 0 0 L--D 11DO 0.390 se 9.28 1254 0 0 0 0 0 0 0 0 12B-09N 0.097 9N 231 289 0 0 0 0 0 0 0 0 4A5.2om 0.540 sw 1285 21.97 0 0 0 0 0 0 0 0 4AS2om 0. 550 9N 13.09 21.91 0 0 0 0 0 0 0 0 gg11 I- G 13A4= 0. 143 9N 3AO 3.00 5652 176 155 0 0 0 0 4AS-2om 0.550 9N 1a09 2270 0 0 0 0 0 0 0 0 4B5-2rm 0.540 9N 1285 2422 4 0 51 97 0 0 0 0 y/ 128- 09N 0.097 nvv 2.31 289 0 0 0 0 0 0 0 0 G 4A5. 2om 0.550 nN 13.09 22.24 0 0 0 0 0 0 0 0 13A-40cs 0.143 rtw 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 rtw 13.09 22.24 0 0 0 0 0 0 0 0 4A5.2omd 0.580 rtw 13.80 27.82 0 0 0 0 0 0 0 0 P L- D12C-09nr 11 DO 0.091 0.390 n 217 9. 28 1.57 1254 107 0 107 0 232 0 168 0 98 21 76 21 165 198 120 267 C 16B- 30ad 0.032 0.76 1.78 0 0 0 0 0 0 0 0 F 194- 0bmp 0295264 206 0 0 0 0 0 0 0 0 F 19C- 19am 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A- corn 1.180 25.08 0.00 69 6 169 0 90 4 98 0 6 c) AEDexarrsion 9 51 Envelope lossrgarn 628 429 610 517 12 a) InliMon 84 34 49 20 b) Room venblabon 0 0 0 0 13 Internal gains Oaupants@ 230 0 0 0 0 Appliancesilother 0 500 Subtotal(lines( 5 013) 712 463 659 1037 1 asse) Wmal load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 01 0 863 591 14 Subtdal 712 463 1522 1627 15 Duct loads 16% 49% 115 228 16% 49% 246 801 Total room bed 827 690 1768 2429 Air required ( dm) 0 32 0 112 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 4 . T+ wrightsofY Fight-Su"Universal 201717.0.28 RSU767932017 Od 131 ,45 Pag9e 6 ot 14 Barcelona C DBL Drs @ Office LHG - Exup Calc- MJ8 Front Door faces* E wrightsoft• Right-M Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs .. Date: 07/0512017 LF/LM Pan: LHG 7225 Sandscove Court, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: vw wOneStopCooling.com License: CA0032444 1 Room name MBED MTOI 2 Exposed wall 46.0 ff 3.5 R 3 Room height 9.0 11 heaftol 9.0 11 heaftd 4 Room dimensions 1.0 x 320.3 It 3.5 x 5.5 It 5 mRooarea 320.3 fF 19.3 IF Ty Construction number U- value BUVP-' F) Or HTM BWhIR') Area ( fF) or perimeter (11) Load BWh) Area ( It) a penmeter (R) Load BWh) Heat Cod Gross NIPS Heat Cod Gross NIPS Heat Cod 6 12B-09w 0.097 ne 231 289 117 117 270 338 0 0 0 0 4A5- 2om 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 4A5- 2an 0.55o ne 1309 22.24 0 0 0 0 0 0 0 0 4B5. 21m 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 11 13A4ocs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0 4A5- 2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 4B5. 21m 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 12B- 0sw0.097 9e 231 289 0 0 0 0 0 0 0 0 4A5- 2om 0.550 se 13.09 21.91 0 0 0 0 0 0 0 0 4B5. 21m 0.540 se 1285 21.97 0 0 0 0 0 0 0 0 4BS21m 0.540 as 1285 2272 0 0 0 0 0 0 0 0 l 13A-40s 0.143 se 340 3.00 0 0 0 0 0 0 0 0 11 DO0.390 se 9.28 1254 0 0 0 0 0 0 0 0 DVp/ 12B-09N 0.097 gm 231 289 149 134 308 385 0 0 0 0 4AS2an 0.540 sw 12.85 21.97 0 0 0 0 0 0 0 0 r CG 4A5-2om 0.550 9N 13.09 21.91 15 1 196 329 0 0 0 0 13A4ocs 0.143 9N 3.40 3.00 0 0 0 0 0 0 0 0 4A5- 20n 0.550 9N 13.09 22-70 0 0 0 0 0 0 0 0 4B5- 21m 0.540 9w 1285 24.22 0 0 0 0 0 0 0 0 y/ 12B-0av0.097 rtw 231 289 149 119 274 342 32 32 73 91 C 4A5-2om 0.550 nw 13.09 2224 30 0 393 667 0 0 0 0 ql 13A4ocs 0.143 riw 3.40 3.00 0 0 0 0 0 0 0 0 G 4A5-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 1- 3 4A5.2and 0.580 rnv 13.80 27.82 0 0 0 0 0 0 0 0 F` 12C-09N 0.091 217 1.57 0 0 0 0 0 0 0 0 1-- D 11130 0.390 n 9.28 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 320 320 244 570 19 19 15 34 F 19A-0bscp0295 264 206 12D 120 317 247 0 0 0 0 F 19C-19c = 0.0490.40 0.32 0 0 0 0 0 0 0 0 F 224-On 1.180 20.08 0.00 0 0 0 0 0 0 0 0 6 c)AEDexorrson 144 7 En elope loss/gain 2001 3022 87 118 12 a) Infiltration 624. 250 47 19 b) Room ventilation 0 0 0 0 13 Internalgairts Occupants@ 230 2 460 0 0 Appliancesrother 0 0 Subtotal pines6ID 13) 2625 3732 135 137 Less at" load 0 0 0 0 Lesstransfer 0 0 0 0 Redrsinbution 0 0 0 0 14 SUbWW 2625 3732 135 137 15 Duct bads 1696 4996 425 1838 16% 49% 22 68 Total morn bad 3050 5570 1 1.57 205 Air required (dm) 0 256 0 9 Calculations approved byACCA to meet all requirements of Manual J 81h Ed. Ad- wrightsoft' Right•Suit OL)niversal201717.0.28 RSU16793 2017- Oct 131 ,45 Pag9e 7 of 14 Barcelona C DBL Drs @ Office LHG - E r upCalc = MA Front Door faces, E wrightsoft• Right-.l® Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs .. Date: 07/05/2017 By LF/LM Plan: LHG 7225 Sandswve Court, Writer Park FL 32792 Phone: (407) 629 - 6920 Fair (407) 629 - 9307 Web, wwwOneStopCooling.wrn License: CAOD32444 1 Room name MBTH MWIC 2 Exposed wall 21.5 It 8.0 It 3 Room height 9.0 11 heaftol 9.0 It heaUt of 4 Room dimensions 1.0 x 136.0 It 10.5 x 8.0 R 5 Room area 136.0 w 84.0 If Ty Construction number U-value BbjhW-'F) Or HTM Area (IF) or perimeter (11) Load Btuh) Area (IF) or perimeter (4) Load Bluh) Heal Cod Grass NIPIS Heat Cool Gross NIPIS Heat Cod 6 12B-0sw 4A5.20m 0.097 0.540 ne ne 231 1285 289 2369 104 6 98 0 225 77 251 142 0 0 0 0 0 0 0 0G rl---EGG 4A5-20m 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 485.21m 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 11 13A4= 0.143 ne 3.40 300 0 0 0 0 0 0 0 0 4A5.2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0F-C G 4B5.21m 0.540 ne 12.85 2369 0 0 0 0 0 0 0 0 12B-09w 0.097 se 231 289 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 21.91 0 0 0 0 0 0 0 0 4B5-2Im 0.540 se 1285 21.97 0 0 0 0 0 0 0 0 485.21m 0.540 se 1285 2272 0 0 0 0 0 0 0 0 Wl 13A 4= 0143 se 3.40 3.00 0 0 0 0 0 0 0 0 11DO 0.390 se 9.28 1254 0 0 0 0 0 0 0 0D q/ 12B-09N 0.097 sw 231 289 0 0 0 0 72 72 166 208 I--rG 4A5-tam 0.540 sw 12.85 21.97 0 0 0 0 0 0 0 0t4A5-2om 0.550 9N 13.09 21.91 0 0 0 0 0 0 0 0 13A40rs 4A5.2am 0.143 0.550 sw sw 3.40 13.09 3.00 2270 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-21m 0.540 9w 1285 2422 0 0 0 0 0 0 0 0 1ql G 12B-09w 4A5-2om 0.097 0.550 rw rw 231 13.09 289 22.24 90 0 90 0 208 0 260 0 0 0 0 0 0 0 0 0 1qJ 13AA= 0.143 rw 3.40 3.00 0 0 0 0 0 0 0 0 4A5-20m 0.550 rw 13.09 2224 0 0 0 0 0 0 0 0 I GG 4A5.2omd 0.580 rrw 13.B0 27.82 0 0 0 0 0 0 0 0 R 12G-09w 0.091 217 1.57 0 0 0 0 0 0 0 0 L--D 11DO 0.390 n 928 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.73 136 136 104 242 84 84 64 150 F 19A-0bsw 0295 264 206 0 0 0 0 0 0 0 0 F 19C-19(= 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-Vrn 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c)AED exwrson 48 19 Envelope losslgarn 614 877 230 339 12 a) -Infiltration 292 117 109 43 b) Room ventilation 0 0 0 0 13 Internal gains 01:0.11:13MIS 230 0 0 0 01Applianoe5bther00 Subtotal(lines6b13) 905 994 339 382 Less eitsnalload 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 187 269 0 0 14 Subbled 1092 1252 339 382 15 Dud loads 16% 49%1 177 622 16% 49%1 55 188 Total room bad 12691 1884 393 570 Air required (dm) 0 87 0 26 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 45 4 . - FP-wrightSoft' Right-Suite®Universal 201717 028 RSU16793 2017-Oct 131Pag9e 8 of 14 Barcelona C DSL Drs Q Office LHG - Exup Calc = MJ8 Front Door faces E wrightsoft• Right-l® Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs .. Date: 07/0512017 11 LF1LM an: PUiG 7225 Sandscove Court, Wnter ParK FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOneStopCooting.com License. CAC032444 1 Room name LOFT 2 Exposed wall 14.0 R 0 R 3 Room height 9.0 R heaVood 90 R heaVwol 4 Room dimensions 1.0 x 136.5 R 3.5 x 5.5 R 5 Room area 136.5 IF 193 W Ty Construction U-value or HTM Area (IF) Load Area (R) Load number Bluh4F--F) Btuhfi) or perimeter (R) BWh) or perimeter (It) Btuh) Heat Cod Gross NIPS Heat Cod Gross NIPS Heat Cod 6 128.Osry 0. ne 231 2 69 0 0 0 0 0 0 0 0 4A5-2om 0.540540 ne 1285 2369 0 0 0 0 0 0 0 0TE 4A5-2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 4B5-21n 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 JL_ G^ 11 13A-4ors 0.143 ne 340 300 0 0 0 0 0 0 0 0 4A5.2om 0.550 ne 13.09 22.24 0 0 0 0 0 0 0 0 4B5-2fm 0 540 ne 12B5 2369 0 0 0 0 0 0 0 0 Li12B- 09N 0.097 se 231 289 0 0 0 0 0 0 0 0 4A5.2om 0.550 se 13.09 21.91 0 0 0 0 0 0 0 0 4B5.2fm 0.540 se 12B5 21.97 0 0 0 0 0 0 0 0 4B5-2fm 0.540 as 1285 22-72 0 0 0 0 0 0 0 0 W 13A-4ors 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0 D 11D0 0.390 se 9.28 1254 0 0 0 0 0 0 0 0 1q/ 12B-09N 0.097 sN 231 289 126 114 263 329 0 0 0 0 4A5.2om 0.540 sw 12B5 21.97 12 3 154 264 0 0 0 0 r CC 4A5-2om 0.550 9+ 13.09 21.91 0 0 0 0 0 0 0 0 13A-406 0.143 sw 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 sry 13.09 2270 0 0 0 0 0 0 0 0 4B5-2fm 0.540 w 1285 24.22 0 0 0 0 0 0 0 0 Vj 12B-09N 0.097 nw 231 289 0 0 0 0 0 0 0 0 4A5.2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 13A4= 0.143 nw 3.40 300 0 0 0 0 0 0 0 0 4A5-2om 0.550 rw 13.09 2224 0 0 0 0 0 0 0 0 4A5-2omd 0.580 nw 1380 2782 0 0 0 0 0 0 0 0 R 12C-09w 0.091 217 1.57 0 0 0 0 0 0 0 0 D 11130 0.390 n 9.28 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 137 137 104 243 19 19 15 34 F 19A-0beop 0295 264 206 0 0 0 0 0 0 0 0 F 19C-19rsoo 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 QAED exansion 60 2 Eneelopelossrgain 521 896 15 33 12 a) IntilMon 190 76 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 1 230 0 0 Appliances/dher 0 0 Subtotal Pines tD 13) 711 1202 15 33 Less extemalload 0 0 0 0 Lesstansler 0 0 0 0 Redistribution 5 12 15 33 14 Subtotal 717 1213 0 0 15 Dud loads 16% 49% 116 598 16% 49% 0 0 TTotal room load 832 1811 0 0 Air required (dm) 0 83 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsoft' Right-Surte®Universal 2017 17.028 RSU16793 2017 Od 131 Pa e 9 A of 14 Barcelona C DBL Drs @ Office LHG - E1up Cale = We Front Door faces: E 9 wrightsoftRight-M Worksheet Entire House One Stop Cooling and Heating Job. Lot 14 Barcelona C DBL Drs (.. Date: 07/05/2017 LF/ LM Pan: LHG 7225 Sandscove Court, Writer Park FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOneStopCooting corn License: CAC032444 1 Room name BEDS BTH3 2 Exposed wall 27.0 n 5.0 It 3 Room height 9.0 R heaftol 9.0 1t heaUwd 4 Room dimensions 1.0 x 139 3 n 5.5 x 5.5 1t 5 Room area 139.3 W 30.3 1l° Ty ConstrtxLon U-value Or HTM Area (fl) Load Area (R) Load number BtuhlR'-T) BL41n or perimeter (Il) Btuh) or perimeter (R) Btuh) Heat Cod Gross NIPS Heat Cod Gross NIPSS Heat Cool 6 18-09w 0. ne 231 289 18 18 42 52 0 0 0 0 4AS2om 0 540 540ne 1285 23.69 0 0 0 0 0 0 0 0 4AS2om 0.550 ne 13.09 22-24 0 0 0 0 0 0 0 0 4135- 21n 0.540 ne 1285 2369 0 0 0 0 0 0 0 0 11% J j13A4= 0.143 ne 3.40 3.000 0 0 0 0 0 0 0 4A5- 2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 4135- 211m 0.540 rye 1285 2369 0 0 0 0 0 0 0 0 121349w 0.097 se 231 289 99 84 194 242 45 39 90 113 4A5S2om 0.550 se 13.09 21.91 15 1 196 329 0 0 0 0 4B5- 2fm 0.540 se 1285 21.97 0 0 0 0 0 0 0 0 485- 21irn 0.540 se 1285 2272 0 0 0 0 6 1 77 136 13A- 40r8 0143 se 3.40 3.00 0 0 0 0 0 0 0 0 11 DO 0.390 se 9.28 1254 0 0 0 0 0 0 0 0 tql G 12B- 09N 0.097 9n 231 289 126 126 291 364 0 0 0 0 4AS2om 0.540 9N 12.85 21.07 0 0 0 0 0 0 0 0 4A5- 2om 0.550 sw 13.09 21.91 0 0 0 0 0 0 0 0 13A4ocs 0.143 9w 3.403.00 0 0 0 0 0 0 0 0 4A5- 2om 0 550 9w 1309 2270 0 0 0 0 0 0 0 0 41215- 21m 0.540 9w 1285 24.22 0 0 0 0 0 0 0 0 t- G 1213- 09N 0.097 rw 231 289 0 0 0 0 0 0 0 0 4A5- 2om 0.550 nw 13.09 22.240 0 0 0 0 0 0 0 w! 13A4= 0.143 nw 3.403.00 0 0 0 0 0 0 0 0 4AS- 20m 0.550 nw 13.09 22.24 0 0 0 0 0 0 0 0 4A5- 2omd 0.580 rnN 13.80 2782 0 0 0 0 0 0 0 0 R 12C-09N 0.091 217 1.57 0 0 0 0 0 0 0 0 D 11D0 0.390 n 9.281254 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.761.78 139 139 106 248 30 30 23 54 F 19A-0bsp0295 264 206 0 0 0 0 0 0 0 0 F 19C-19= 0.049040 0.32 85 85 34 27 30 30 12 10 F 22A-tpm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 6 c)AEDexausion 25 45 Envelope loss/gain 863 1286 202 357 12 a) Infiltration 366 147 68 27 b) Room ventilation 0 0 0 0 13 Intaird gains Oocuparriso 230 1 230 0 0 Applianoask lhPr 0 0 Subtotal Pines to 13) 1229 1663 270 384 Less e)dwnal load 0 0 0 0 Less> rarder 0 0 0 0 Redistribution 5 11 0 0 14 Subtotal 1234 1674 270 384 15 Dud loads 16%1 200 U4 16% 49% 44 189 Total mom load 1434 2498 314 574 Airrequired( dm) 0 115 0 26 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wri httsoft' 2017-Oa-1316:35:45 9Right -Suite® Universal 2017 17.0.28 RSU76793 Page 10 A` ...ot 14 Baroelona C DBL Drs@ Oboe LHG - E rup Calc = MJB Front Door faces E wrightsoft• Right-.l® Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs .. Date: 07/0512017 LF/LM Pan: LHG 7225 Sandscove Court, Wnter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web wwwOneStopCooling.com License: CAC032444 1 Room name TOU STR2 2 Exposed wall 15.5 R 7.0 ft 3 Room height 9.0 tt heaUwd 9.0 tt heaftol 4 Room dimensions 6.0 x 7.5 fl 13.5 x 7.0 R 5 Room area 45.0 IF 94.5 w Ty Constnxbon U-value Or HTM Area (fF) Load Area (ft2) Load number BtuW-F) Btuh" or perimeter (0) Btuh) or perimeter (R) Btuh) Heat Cod Gross NIPS Heat Cod Gross NIPS Heat Cod 6 1213-09m 0.097 ne 231 289 68 68 156 195 63 48 111 139 4A5.2om 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 4A5-20m 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 4135-21irn 0.540 ne 1285 23.69 0 0 0 0 15 0 193 355 r=134-400811 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0 4A5-20m 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 485-2em 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 12B-0sw 0.097 se 231 289 54 48 111 139 0 0 0 0 4A5.20m 0.550 se 13.09 21.91 0 0 0 0 0 0 0 0 4115-21n 0.540 se 12.85 21.97 0 0 0 0 0 0 0 0 4B5-26n 0.540 se 1285 2272 6 1 77 136 0 0 0 0 13A4= 0.143 9e 340 3.00 0 0 0 0 0 0 0 0 11 DO 0.390 9e 928 1254 0 0 0 0 0 0 0 0 1213-09v 0.097 9w 231 289 18 18 42 52 0 0 0 0 4A5-2om 0.540 9w 1285 21.97 0 0 0 0 0 0 0 0 4AS2om 0.550 9w 13.09 21.91 0 0 0 0 0 0 0 0 13AAocs 0.143 9N 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 9w 13.09 2270 0 0 0 0 0 0 0 0 4135-2em 0.540 9w 1285 2422 0 0 0 0 0 0 0 0 Vj/ 12B-09N 0.097 nw 231 289 0 0 0 0 0 0 0 0 T-C 4A5-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 1q/ 13A-40Cs 0.143 nw 3.40 3.00 0 0 0 0 0 0 0 0 4A5-20rn 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 4AS-2omd 0.580 rtw 13.80 27.82 0 0 0 0 0 0 0 0 R 12C-09N 0.091 217 1.57 0 0 0 0 0 0 0 0 D 11130 0.390 n 928 1254 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.78 45 45 34 80 95 95 72 168 F 19A-0bsca 0295 264 206 0 0 0 0 0 0 0 0 F 19C-19axD 0.049 040 0.32 45 45 18 14 0 0 0 0 F 22A-Ipm 1.180 28.08 0.00 0 0 0 0 0 0 0 0 8 c)AEDexnrrsion 28 23 Envelope losslgam 438 644 376 639 12 a) Inhlbabon 210 84 95 38 b) Room venblabon 0 0 0 0 13 Intemalgains 0Oa4wt @ 230 0 0 0 0 Applianimsbilh r 0 0 SuWlal oinesM 13) 648 728 471 677 LesseAernalload 0 0 0 0 Lesstransfer 0 0 0 0 Redistribubon 0 0 471 077 14 Subtotal 648 728 0 0 15 Duct loads 16% 49% 105 359 16% 49% 0 0 Total room load 753 1087 0 0 Air required (dm) 0 50 0 0 Calculations approved byACCA to meet all requirements of Manual J 81h Ed. 454- wrightsoft' Right-SuRe®Universal201717.028 RSU16793 2017-Or}13 Page 11 ot 14 Bsroelona C DBL Drs@ OIBce LHG - Exup Calc= MJS Front Door faces E 9 S SJob: Lot 14 BanmlC ML Dr.. wrightsoft• Duct System tme We: 07105/ 2017 Entire House Bar: LF/LM One Stop Cooling and Heating Plan. LHG 7225 Sandsoove Court, Writer Park Fl. 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Wab: wwwOneSlopCoohng.00m Lroense: CA0032444 For. Park Square Homes 3788 Saltrnarsh Loop, Sanford, FL 32771 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0. 50 in H2O 0.16 in H2O 0.34 in H2O 0.273 / 0.067 in H2O 0.121 in/100ft 0 dm 280 ft Coding 0. 50 in H2O 0.16 in H2O 0.34 in H2O 0.273 / 0.067 in H2O 0.121 in/100ft 1567 dm Name Design Btuh) Htg dm) Clg dim) Design FIR Diam in) H x W in) Duct Mal Actual Ln ( ft) Ftg.Egv Ln (ft) Trunk BEDIOFFI c 1716 0 79 0.150 6.0 Ox 0 VIFx 41.9 140.0 st3 BEDS c 2498 0 115 0.155 6.0 Ox 0 VIFx 31.1 145.0 st5 BEDRM 3 c 2908 0 134 0.163 7.0 Ox 0 VIFx 27.7 140.0 sty BTH7 c 690 0 32 0.147 4.0 Ox 0 VIFx 45.9 140.0 st3 BTH3 c 574 0 26 0.165 4.0 Ox 0 VIFx 25.7 140.0 st5 DIN c 3257 0 150 0.121 7.0 Ox 0 VIFx 64.9 160.0 st4 GArH c 3029 0 139 0.122 7.0 Ox 0 VIFx 64.4 160.0 st4 GAM*A c 3029 0 139 0.128 7.0 Ox 0 VIFx 58.9 155.0 st4 Krr c 2539 0 117 0.122 7.0 Ox 0 VIFx 63.9 160.0 st4 LauN c 2429 0 112 0.155 6.0 Ox 0 VIFx 41.4 135.0 st3 LOFT c 1811 0 83 0.223 6.0 Ox 0 VIFx 17.5 105.0 st2 MBEDA c 5570 0 256 0.174 9.0 Ox 0 VIFx 32.1 125.0 st6 MBTH c 1884 0 87 0.177 6.0 Ox 0 VIFx 29.6 125.0 st6 Wrol c 205 0 9 0.191 4.0 Ox 0 VIFx 28.0 115.0 st6 n`nnC c570 0 26 0.175 4.0 Ox 0 VIFx 31.4 125.0 st6 TOD c 1087 0 50 0.164 4.0 Ox 0 VIFx 26.5 140.0 st5 WIC c 238 0 11 0.145 4.0 Ox0 VIFx 48.1 140.0 st3 wrightSoft• Right- Sude4DUniversal20l7 l7.0.28RSU16793 ACCA ...0114 Barcelona C DBL Drs® Office LHG - E nip Calc = M JB Front Door Faces• E 2017-Ott- 1316.35:46Page 1 Name Trunk Type Htg dm) CA Cfm) Design FR Veloc fpm) Diam in) H x W in) Dud Material Trunk st4 PeakAVF 0 546 0.121 510 14.0 0 x 0 VinlFlx st3 st3 PeakAVF 0 779 0.121 729 14.0 0 x 0 VinlFlx st1 st1 PeakAVF 0 779 0.121 729 14.0 0 x 0 VinlFlx sty PeakAVF 0 325 0.155 596 10.0 0 x 0 VinlFlx st2 st6 PeakAVF 0 379 0.174 695 10.0 0 x 0 VinlFlx st2 st2 PeakAVF 0 787 0.155 737 14.0 0 x 0 VinlFlx Grille Htg CA TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) Cfm) dm) ft) FR fpm) in) in) Opening (in) Mal Trunk rb7 Ox 0 0 134 55.2 0.121 383 8.0 Ox 0 VIFx rt3 rb2 Ox 0 0 115 38.6 0.174 430 7.0 Ox 0 VIFx rb1 I Ox 0 1 0 1318 50.6 0.132 6041 20.0 Ox 0 VIFx I rt3 Name Trunk Type Htg dm) Clg dm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk rt3 PeakAVF 0 1452 0.121 665 20.0 0 x 0 VinlFlx wrightsoft• Right•Suite®Universal201717.028RSU16793 ACCA ...ot 14 Barcelona C DBL Drs ® Office LHG - Exup Cale = NUB Front Door faces E 2017-0tt_ 1316 35:46 Page 2 Static Pressure and Friction Rate Job: Ld 14 Bamelona C DBL Dr... wrightsoft• Date: 07/0512017 Entire House W. LF/LM One Stop Cooling and Heating Plan: LHG 7225 Sandscove Court, VMnter Park Fl. 32792 Phone. (407) 629 - 6920 Fax (407) 629 - 9307 `iAkb: OneStopCooling.com License: CACD32444 For. Park Square Homes 3788 Saltmarsh Loop, Sanford, FL 32771 Heating Coding in H2O) in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heatexchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total• Supply Return ft) ft) Measured length of run -out 12 10 Measured length of trunk 53 6 Equivalent length offittings 160 40 Total length 225 55 Total effective length 280 Friction Rate Heating Coding in/100R) in/100ft) Supply Duds 0.121 OK 0.121 OK Return Duds 0.121 OK 0,121 OK Fitting -Equivalent. Details Supply 4X=35, 11A=20, 11G=5, 11G=5, 11A=20, 111=10, 111=10, 11G=5, 1A=35, 11G=5, 11G=5, 11G=5: TotalEL=160 Retum 6M=20,11G=5, 5E 1 =1 0, 11 G=5: Total EL=4O 2017-Oo-131 wrightSOW Right-Su Unrversal 201717.0.28 RSU16793 Page CCU ...of 14 Barcelona C DBL Drs 0 Office LHG - E rup Cale = MJ8 Front Door faces: E FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 14 Barcelona C DBL Drs @ Office LHG - E Builder Name: One Stop Cooling and Heating Street: 3788 Saltmarsh Loop Permit Office: CITY OF SANFORD City, State, Zip: Sanford , FL , 32771 Permit Number: Owner. Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside of and cantilevered floors) subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall -be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 10/13/2017 4.49 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 Level 1 NC-1: 4.0 TON 16.0 SEER H.P. I I s I I AF I I V DIN AAg AF - - - - --- . \ 1OX8 I , 50 cfm I „ FBB7O 3 ` 10X10.2 7 I 139 cfm — - LOW- - - FBI" F GATH 7„ \ I 7„ f ( O 10X10- 2 - 1i X KIT I O 139 cfm GF` AFdt . 14" j I I I I I TdsCA 9ckm iF 79cf] I II I I Is jSTR1 F OFFICE ` ' ` w'JkF8X4 ` 6 t—_____ _ 11 cfm v FBB2 -' (/` Aftao. sa J 9_ _ AF FOY I „ Lr - I X6 i KWIC' 10 x 10 J J 4 11 cfm HALL- I( Geri / I I•il ; DV VTR 1 LAUN qq A. 32cfm Tr J. ; ' 14" 8X4G \ EF1VTRLL- - I nGFIILl EF1 - 50 CFM Fan r / Sop Riser ` EF2 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 50 CFM Fan EFIJ2 = 80 CFM Fan 1-__J L._____ - -FL-3 = 110 CFM Fan VTR = Vent to Roof GARAGE' VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase Condensate Thermostat 18/8 I I i I I SRB = Small Reduction Box I I LRB = Large Reduction Box IIFBB = Feld Built Box Level 2 I I 4 RECESS LIGHTS \ 1 ' MBED I 12X12-1 \ , i F1 VTR 255 cfm I AF - I^ F AF SR 62 4 , MTO 8X4 26:cfm— MWIC ---- IV AF 16x 16 10X6 83 cfm LOFT 14" Q S.D. m A 10 C 4" CI 1 - 10X10— — i F4 115 cfm 1318 ckn 30X18* BTH3 26 cfn BED3 ( 8X4 A to U _J 8X4 r-- 9cfm / E1011 VTR 1OX6'- - MBTH 1w U S.a `NAF p c.M.s.o. 10X8 BEDRM 3 134 cfm--., I I I 7" 10X1ORA 134 cfrn Sup R iiser Ft i' / 14 AFAi TOO, vEs Are Damper 1-14' Zane Damper 2 -14' Bypass Damper -12' I I ER = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 501 CFM Fan EFL2 = 801 CFM Fan EFL3 =110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase Condensate O= Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box RECORD COPY kdvan age plumbing, ON-: # - 2 4 5 5 G c oL-7(? 7 r S.d I-X - Ise 1tIt / N h SANFORD / 'J 101 ev N 3 J / 2 i 1.1 v Vj-.Ao, 3 Sly ZF 3 i v t-,-743 7 b SAL-TANftp-$4 LOOP DESCRIPTION AS FURNISHED: Lot 14, WYNDI-IAM. PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. PLOT PLAN POR/CERTIFIED TO: Pork Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America 8P 11—Zy53 BRISSON AVE (R/W VARIES) S 00°19'09" E ZONIN RECORD COPY ' 40.00' 00WALK PER PLAN Ok to construct single family home with setbacks and impervious area 2.5o' 10' euFFER, shown on plan. qq . 7 0/9 irne LOT 15 SET84CKS AS FURNISHED FRONT - 25'(P) REAR - 20' SIDE 5' (40' LbT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET - 25' (60' do 75' LOT) 15' (40' LOV 25' FRONT SETBACK CAN 8E REDUCED TO 20' ON CERTAIN LOTS NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED - RNSHED SPOT GRADE ELEVATIONS PER DRAINAGE PUNS 6 WALL, LANDSCAPC. e SIDEWALK EASEMENT ZlZrce1O1'1q —C CrL 29.80' 29.80' C 17 LOT 14 3.0z4.0' g.Op' AC 5.00' 16.0 14,0? 5.00, LANAI 1-2 5.00' 16.0' c O in PROPOSED RESIDENCE s h O 2392-BARCELONA-C p V 2 CAR GARAGE LEFT LOT13 CQ in COVD. rn EN7RY 8.0, 5.00' b y 1 N 5.00' 5.00' 22.0' 16 WALK [ DRNE. ] t1 25.20 5.20' 10' VnL ESMT. 69------- 87.21-------- P.C. 5' CONC WALK I DI PER PLAN S 00*19'09" E 40.00' SAL THARASH LOOP PRIVATE ROAD)(WIDTH VARIES) PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY TOTAL LOT AREA 4`600 t SQUARE FEET G V"— - PROPOSED DRAINAGE FLOW LOT OR40ING TYPE A PROPOSED F.F. PER PLANS — 31.6' Q FLATWORK ON/OFF LOT.- TOTAL t SQUARE FEET DRIVE 403/ 110- 513 f SQUARE FEET WALKS 117/ 200- 377 t SQUARE FEET SOD $412/ 113 - 2,525 t SQUARE FEET MOM FRONT SIDEWALK AND SMEET LOGIRON TAKEN FROM FOUNDA770N/PAD 1,819 t SQUARE FEET REAR PA770 If 7 t SQUARE FEET FRONT PORCH DECK 120 f SQUARE FEET POOL DECK N/A t SQUARE FEET WS PROVIDED Or CUENr • NOT n D VVIFTED I CRUASEMWETYETR-SCOTT Lac ASSOC., INC. - LAND SUR TIE'YORS LtDE PLAT Lr r riTCA10N UKMaimQ5400E. COLONIAL DR. ORLANDO, FL J28 7 (407)-277-3232 FAX (407)-658-1436r 1ALR. cuWON DC am RDO PACARC Favor OrCWVA7{ALRCVIX= UP = IavAT FavorRVYRLrI. DIE UNODWOU 0001 HMW CWW DAY RBS SVRVCI' U= THE SUNAAW Or FRAM= SET FOR7M BY THE FLORIM BOARD OF txMETEMETEMMUNDITRApRANALFROFESSIONAI. SURVEYORS AND AfAP ERS 81 ITN M W-17 FMgM ADAIORTTRAME CODE PVRSIWIr 10 =MO .72427, FL MM STATUCS Qtoo. VILT AEfi MA NOIFRAOML Jr UK= E1I00SIM M W SWIVEY0" 5414 MM AND ONOWAL RAL W SEAL, TWS SURW U4P OR COP= ARE NOT VALOR RCfAV002VAVITHMPair1T14rDOSWV= PRWARED MU 1R E OOUWMN FUXNWM TO DIE SURVEYOR THERE INr BE OTMOP AES•RUCW= PALPAC. Favoror BELOW 140 Favor tV 00041=1 DR CALL FJW CAW"TN FCRMUCHT RE/ OIDRC HOINXI R OR DLSDAM RW AFFECT IM PROP00r. 4. Np UNVOWOWD OWAOY6 Val NAME REE11 {OPATED' LWUW QPOM*. S11 ft N.1 K 17. 1sL FCDRW OITSMR O.EVATIDJSVR.DIM6 ST> tADt WJC 0. 1M6 BVRM W PREPARED TOR 1NE SOW RMOW OF MW CDT701C0 M AND 9WW NOT BE RWO) UPCW OrANY 07W EIAIM V/A• 6OWENAMSSWWMRTHELOMNONOFAASROYEM&ITS NOUM SNOt1ID NOT W USED 70 RECOJIMAr UQU14 Rr LNEL gm,Rlpf Lei. VAX 1 DJ0 7. BFARWL.M ARE RAID) AWNED WW AND ON DIC LOW SM W AS BW BFAI MOWL UM: y LM L GEVATMAOF SNORE{ ARE 84M ON NQIO W GEODETIC VERRCAI. MRW Or TBIIR UV= ORIEAMtSE No", CLM CJWN UNKF04CACDR6IC4TE °F AUFMORGAMN No 409 VOM c/31PZ VOOO MWE v aver CORCREOF TC TORESCALEI— t' 20 ---4 OJZAMTJ BY ••• FIT. iC. POOR OFTNMZW m 110N 71FIED Or DATE ORDER Na R PAPPA ARC LWoTM PTPLAN07-24-2017 J017-17 0 D R EVISEWPLOTPLAN (ACONLV 06-24-2017 CA n DRAINAGE VLLCr NORMMIS 6LL7.0INO\PRO W" . DOES NOT LIE WNW - • • ME OrMMJSIIED 100 MV FLOOD PUKE AS PER ilRl' TOM RUSENM • R.L / 4714 ZONE X. MAP 11211= 090 F (09-20-07) .VWES SCO1T, RAJ 14601 or '16 Filename: P SQ HOMES-BARCELLONA- RECORD COPY Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2413 2 1 Lighting Summary Standard 6,059 6,059 Optional 11,739 6,059 Ranges & Ovens Range'No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 kange/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 Dryers SUILO/,, Dryer No. No? Nameplate Line Neutral c cANFORO115000C . 2 0 Tnnti 1 7- 2 4 5 3DryerSummary0Standard5,000 3,500 Optional 5,000 3,500 Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 27.0 240 6,480 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 1 1 1 1 240 6500 1 6;500 0 Heat/Cool Summary Standard 14,660 0 Optional 14,660 7------------------ 0 Fixed Appliances: Actual Number = 4 Name M? Ph No Amps Volts VA HP Line Neutra MICRO 1 1 120 1200 1,200 1,20 DW M 1 1 120 1200 1,200 1,20 JjISP M 1 1 120 960 960 96 W/H 1 1 18.5 240 4,440. Fixed Appliance Summary Standard 5,850 2,52 Optional 7,800 2,52 Other Appliances: Actual Number = 0 Name M? Ph No Amps Volts VA HP Line Neutra Other Appliance Summary Standard 0 Optional 0 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 27 240 H,,at/Cool Phase - Amps Volts 1 27 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,620 0 SUMMARY Standard Line Neutral Total Total = 39,589 16,559 Maximum Amperage = 165 69 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 33,676 16,559 Maximum Amperage = 140 69 Service Voltage = 240 Service Phase = 1 0 co RECORD COPY CEILING AT 9'- 4" NOTE: 2nd FLOOR OVER ENTRY T- 4" ,I 15% 11 1/2" WALL >i9E 21% 0 1/2" ,I 61- 0" (E 3 pI < s•- 6" >I < T- 9' I 24" NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED. FIRST FLOOR APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 2x4 Cont. Band —. I I TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 TOP= 2x4 12 6.0 0 12 12" TRUSS END DETAIL p-Diar„ u; : " A L 23 - HHUS46 FLR. HGRS O 1 - HGUS26-3 3-PLY HGR 17-2453 MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA l(:Ii.l!IIiX:III LsI>• l[t I.:.t Tii7;II I)• STRESS INCRERSE• 125 ISTFESS INCRERSE: 10 THIS TRUSS SYSTEM HIS BEEN OESIONED WITH LOADS OEN WTEO BY 140 W" WINDS USING 42 PSF TOP CHMO OEHO LORD THO 30 PSF BOTTOM 04ORO OERD LOAD 0 MILES FROM HAIME OCETMLItE. CRT 11. Eli B fWE 7.10) 2392 - A or C JPark Square Homes rim Imfss P2392ACT Barcelona - A or C WA 17-21-171 e— 12% 8" 301- 2" 9'- 6" 9 1/4" ° 7'-0" 19'- 11 1/4" (r 9'-91, ,I, 9'-3" 19 1/2" 24" 24" NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE. NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-0" UNLESS OTHERWISE NOTED. APPROVED TRUSS ANCHOR BY BUILDER BOTTOM -4x2 TOP = 4x2 2x4 Cont. Band TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 12TOP= 2x4 6.0 PPP' / 12 1 a L412" I I TRUSS END DETAIL J L 22 - HUS26 1-PLY HGR O 1 - HGUS26-2 2-PLY HGR 0 MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA ROOF TRUSSES I FLOOR TRUSSES TOP CHORO LIVE 200 1 TOP CHORD LIVE 400 TOP CHORD DERD 100 ITOP CHORD OEM: 100 IROTTOM CFORO OFRD 100 MUM CIMn nFRO 50 IRIS IlbJSS SYSTEM MS BEEN DESIGNED WITH L0110S GENERRTED BY 140 MPH WINDS USING 42 TV TOP DD?D OFRD LORD FWD 30 F'SF BOTTOM DIORD DERD LORD 0 MILES FROM HLWJUNE OCERILINE. CRT II OF. 0 OISCE 7-101 Park Square Homes2392 - A or C MR ffffR TRAY CLG. OPT. Mu' SECOND FLOOR Barcelona - A or C 4 P2392ACT N/A l-21-17 s m b RECORD COPY Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RE: P2392ACT - Park Sq/Barcelona-A or C_TRAY MiTek USA, Inc. Site Information: 6904 ParrkLe3East QBlvd. Customer Info: PARK SQUARE HMS Project Name: P2392ACT Model: BARCELt3 ia239Z 36AG WAY Lot/Block: 14 Subdivision: WYNDHAM PRESERVE . Address: 3788 SALTMARSH LOOP City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 72 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# ITruss Name Date No. Seal# ITruss Name Date 1 T11374796 1A1 6/15/17 12 T11374807 1 C3 6/15/17 2 T11374797 IA2 6/15/17 13 T11374808 1 C4 6/15/17 3 IT11374798 IA4 1 14 T11374809 1 CS6/15/17 4 IT11374799 IA5 6/15/17 15 T11374810 1 C6 6/15/17 5 IT11374800 JA6 6/15/17 116 IT11374811 JC7 6/15/17 6 IT11374801 IBI 6/15/17 117 1 T11374812 1 C8 6/15/17 7 T11374802 62 6/15/17 18 T11374813 CJ 6/15/17 1 8 T11374803 1133 6/15/17 19 1 T11374814 1 CJ1 6/15/17 9 IT11374804 JB4 6/15/17 20 1 T11374815 1 CJ3 6/15/17 10 IT11374805 IC1 6/15/17 21 1 T11374816 I CJ3A 6/15/17 I11 IT11374806 I C2 6/15/17 22 1 T11374817 1 CJ3T 6/15/17 1 7 - 2 4 5 3 a This item has been electronically signed and sealed by Lee, Julius, 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: Lee, Julius My license renewal date for the state of Florida is February 28, 2019, IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. June 15,2017 Lee, Julius 1 of 2 RE: P2392ACT - Park Sq/Barcelona-A or C_TRAY Site Information: Customer Info: PARK SQUARE HMS Project Name: P2392ACT Model: BARCELONA 2392 - AC / TRAY Lot/Block: 14 Subdivision: WYNDHAM PRESERVE Address: 3788 SALTMARSH LOOP City: SANFORD State: FLORIDA No. Seal# Truss Name Date No. Seal# Truss Name I Date 23 T11374818 CJ5 6/15/17 66 T11374861 KJ2 6/15/17 24 T11374819 CJST 6/15/17 67 T11374862 KJ3 6/15/17 25 T11374820 131 6/15/17 68 T11374863 KJ5 6/15/17 26 T11374821 D1T 6/15/17 70 69 T11374864 KJ7 6115/17 27 IT11374822 I D2 6/15/17 IT11374865 I KJ7T 6/15117 28 IT11374823 D2T 6/15/17 71 T11374866 IM1 6/15/17 29 IT11374824 D3 6/15/17 172 IT11374867 IM2 6/15/17 130 IT11374825 I 133T 16/15/17 1 I 1 1 1 1 1 I 1 1 1 1 1 31 IT11374826 D4 6/15/17 32 IT11374827 D5 6/15/17 33 IT11374828 1E1 6/15/17 34 T11374829 JF1 6/1517 35 T11374830 IF2 6/15/17 136 1T11374831 I F3 16/15/17 137 1T11374832 1174 16/15/17 138 IT11374833 1175 16/15/17 39 T11374834 I F5A 16/15/17 40 T11374835 I F6G 16/15/17 141 1T11374836 I F7G 16/15/17 142 IT11374837 I F8 16/15/17 43 IT11374838 1 F8A 16/15/17 144 1T11374839 1 F9 16/15/17 45 IT11374840 F9A 6/15/17 46 T11374841 F10 6/15/17 47 T11374842 F116/15/17 148 1T11374843 1 F11G 16/15/17 49 T11374844 F12 6/15/17 50 T11374845 FT1 6/15117 51 T11374846 FT2 6115117 52 IT11374847 FT3 6/15/17 53 IT11374848 FT4 6/15/17 54 IT11374849 I FT5 16/15/17 155 IT11374850 1 G1 16/15/17 1 156 IT11374851 1 G2 16/15/17 57 IT11374852 1 G3 16/15/17 58 IT11374853 G4 6/15/17 59 IT11374854 H1 6/15/1 60 IT11374855 H2 16/15/17 J 161 IT11374856 I J2 16/15/17 1 62 IT11374857 J3 6/15/17 63 IT11374858 J5 6/15/17 64 IT11374859 1,17 6/15/17 65 IT11374860 IRT 6/15/17 2 of 2 Job Truss Truss Type Oty y Park SOfBarbetbne-A or C_TRAY F T113747p0 P2392ACT Al HIP 1 Mud-Ferlds Lumber, Bartow, FL. 7 540 s Apr 19 2015 MiTek Industries. Inc. Thu Jun 15 15:01:45 2017 Pepe 1 ID IUEL2vgrkv4uEJUYC2jFzkFng-KZV8OkC2X2W26LpNogtv73nCjMOtWVkBseKRTz60PX 1 4-411 I QO.13 I 13+0 I I8. O O { 21.1.3 { 2 3 5 I 30.2-0 1-9.11 4.3.3 4.3-3 3-0-0 4.3.3 4- .3 4-p•11 Sole r, 1:55 a 19 300MT1SHs = 4xS = 4x5 = 14 "" "" 13 12 ". 11 -_ -_ __ 70 _. __ 0 2x4 II Tire — 4x5 = 3xS = 7x6 — 20 II 300MT1SMS = LOADING (pst) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 00, Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x6 SP DSS -Except- 10-13: 2x6 SP No.1 WEBS 20 SP No.3 REACTIONS. (lb/size) 1-6305/0-3-8, 8-6011/Mechanical Max Horz 1-137(LC 6) Max Uplift 1-1760(LC 8), 8=-1695(LC 8) CSI. DEFL. in (loc) Udell Ud PLATES GRIP TC 0.82 Verl(LL) 0.24 12-13 >999 240 MT20 2441190 BC 075 Vert(TL) 0.57 12-13 >631 180 MT18HS 244/190 WB 0.63 Morz(TL) 0.16 8 Na nla Matrix•M) Weight: 397 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 241-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=11817/3385, 2-3=994812943, 3-4=7868/2388, 4-5=7148/2205, 5-6=7980/2414, 6-7=10243/2992, 7-8=12065/3437 BOT CHORD 1-19=2968/10518, 1-20=2979/10549, 20.21=2979/10549, 14-21-2979/10549, 14-22-2979/10549, 22-23-2979/10549, 13-23=2979/10549, 13-24=2489/8769, 24-25=2489/8769, 12-25=-2489/8769, 12-26=1956/7039, 26-27=1956/7039, 11-27=1956/7039, 11-28=253119024, 28.29=2531/9024, 29-30=2531/9024, 10-30=2531/9024, 10-31-3026/10772, 31-32=3026110772, 9-32=3026110772. 9-33=3026110772, 33- 34-3026110772, 8-34=3026/10772 WEBS 2-14=355/ 1543, 2-13 =1961/539, 3-13=691/2473, 3-12=2565/790, 4-12=930/3079, 4-11-1411373, 5- 11-98813327, 6.11-2783/815, 6-10=72112719, 7-10 =19141543, 7-9=357/1496 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 D-9-0 oc. Webs connected as follows: 20 - 1 rowat D-9-0 oc. 2) All loads are considered equally applied to all plies, except i1 noted as front (F) or back (8) face in the LOAD CASE(S) section Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design 4) Wind: ASCE 7- 10: Vuh=140mph (3-second gust) Vesd=108mph; TCDL-4.2psf; BCDL-3 Opsf; h-25ft, B=4511, L-30ft; eave=oft, Cat. II; Exp B; Encl., GCpi= 0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent waterponding. 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. This Printed COpleS Of this document are 8) truss has beendesignedforaliveloadof20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rill between the bottom chord and any other members not considered signed and sealed and 9) Refer to girder( s) for truss to truss connections. the signature must be verified on 10) Provide mechanical Connection ( by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except U=1b) any electronic copies 1=1760, 8=1695. djat, %B"&%"breaka including heels" Member end fixity model was used in the analysis and design of this truss 0 WARMNG • Verily design parameters and READ NOTES ON TIES AND INCLUDED WTEK REFERENCE PAGE MII.7473 raV. 109-WVIS BEFORE USE. Designvalid for use only wish Wake, connectors This design is based only upon paremelem shown, and is for an Individual bubo" component. not s truss system. Before use, the building designer must verify the applicability of design parameters and propertyincorporate this design into the overall budding design Bracing Indicated isto prove" buckling of indwrdualCoss web andror OWO members onlyAdditional temporary and permanent bracing is allaysrequired for stability and to prevent collapse with possiblepersonal Injury and properly damage. For general guidance regarding the kv fabrication, storage, delivery, erection and bracing of trusses and Cosssystems, seeANSVTPIIQuality Criteria, DSB49 and SCSI Building Component 6904 ParkeEast Blvd. Safety Information evollabe from Truss Plate Instkule, 218 N LesStreet. Suite 312. AlOxandna, VA 22314Tempe. FL 36510 Job Truss Truss Type Oty Ply Park SWamalona-A or CTRAY T71771795 P2392ACT Al HIP 1 w M*Flenda Lumber, Stir w, FL 7 0401 Apr 19 2015 "IT"' Industries. Inc Thu Jun 15 15:01:48 2017 Pape 2 ID:ItiEL2vgntv4uEJUYC2jFzkFng-KZV8OkCZX2V t6LpNogtv73nC)MOtWVkBsaKR7ai60PX NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 640 lb down and 165 lb up at D4-0, 624 lb down and 174 lb up at 24-0. 624 lb down and 174 lb up at 44-0, 624 lb down and 174 lb up at 6-4-0, 619 lb down and 228 lb up at 8-4-0, 619 lb down and 210 lb up al 104-0. 616 lb down and 209 lb up at 12-4-0, 611 lb down and 221 lb up at 144-0, 611 lb down and 221 lb up at 15.10-0, 616 lb down and 2091b up at 17-10.0, 619 lb down and 21D lb up at 19.10-0, 616 lb down and 180 lb up at 20.7-4, 616 lb down and 180 lb up at 22-74, 616 lb down and 180 lb up at 24-7-4, and 616 lb down and 180 lb up at 26-74, and 616 lb down and 182 lb up at 28-74 on bottom Chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pip Vert: 14=60, 4-5=60. "s-60, 1-8=20 Concentrated Loads (lb) Vert: 19=640(F) 20=624(F) 21=424(F) 22=624(F) 23=619(F) 24=619(F) 25=-616(F) 26=-611(F) 27-611(F) 28=616(F) 29=619(F) 30=616(F) 31=616(F) 32=616(F) 33-616(F) 34-616(F) O WARNING - Versify design peramerara and READ NOTES ON TNIS AND INCLUDED ABTEK REFERENCE PAGE M11.7473 rev. 1MMIS BEFORE USE. Design valid foruse only with MTek* connectors Thisdesign Is based onlyupon parameters shown, and is for an individual building cdnporwil, not a truss system Before use, the building designer must verifythe applicability of design parameters and prop" urcorporale this design Into the overall buildingtlearpn. Braanp Indicated isto prevent bucalblp of Individual trues wsD ardchordor ortlmembersonly. Additional temporary and parmansm braurp is allaysrequired for stability and to prevent collapse with possible personal Injury and property damage. For generalgurdence regarding the fabrication, storage, delivery, erosion and bracing of trusses and trusssystems. we ANSVTPIII Quality Criteria. 03049 and SCSI BuildingComponent 6904 Parke East Blvd SafetyIntomlaOonavailablefromTrussPlateInslkule, 218 N Les Street. Suite 312, Aleylndne, VA 22314 Temps. FL 36810 Job Truss Truss Type Ply Park SWIMrcelone-A or c_TRAY 10ty T1177/797 P2397ACT A2 HIP 1 1 11016Fbnda Lumber, Bartow, FL. 7 040sApr 19 2010 Mrrek industries. Inc. Thu Jun 1515.01:49 2017 Page 1 ID.IliEL2vgrkv4uEJUYC21FzkFrlg-oWAt4CgHLevkVOZLNOBDIKR_mpKeON14E3 5Az60PW 12-0.0 I 1&2-0 I 23-ID-12 30-2-0 1-0r 3-4 54-12 121 S-&12 6-34 1-0Or Sub = 1.53.5 3 5x5 = 5x5 = 3 21 22 23 4 12 11 9 0 30 — 1x4 II 3x4 = sire — 3x0 — Ise II 30 = LOADING (psf) SPACING- 2 0 0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 TCDL 10.0 Lumber DOL 1.25 BC 0.35 BCLL 0.0 ' Rep Stress Inv YES WB 0 42 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 1=604/Mechanicel, 9=1533/0.3-8, 6=336/0.3-6 Max Hors 1=-132(LC 10) Max UpIM I-148(LC 12), 9=353(LC 12), 6=115(LC 12) Max Grav 1=632(LC 21), 9=1533(LC 1), 6-391(LC 22) DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.03 9-11 >999 240 MT20 2441190 Vert(TL) -0.09 9-11 >999 180 Horz(TL) 0.02 9 n/a n/a Weight: 152 Ill FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-0 oc purfins. BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. WEBS 1 Row at midpt 3-9 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-19-9131283, 2-19= 841/295, 2-20=-417/177, 3-20=334/196, 3-21w0 392, 21-22=0/392, 22-23=0/392, 4-23-D/392, 4-24=-W/524, 5-24=71/385, 6-25=254/108 BOT CHORD 1-12-177/767, 11-12=177/767, 10-11=0/314, 9.10=0/314 WEBS 2-11=524/242, 3-11=82/436, 3-9=487/306, 4-9=54W241, 5.9-5311244 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vu8=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL-3.0pSf, h=25ft, 8=45ft; L=301t; eave=oft; Cat. II; Exp B, Encl., GCpi=0.16; MWFRS (directional) and C-C Exierior(2) 0-" to 3-0-3, Interior(1) 3-0-3 to 12-", Exterior(2) 12-0.0 to 22-5-3, Interior(1) 22-5-3 to 31-2-0 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 3-6-0tall by 2-0-0wide will M between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (ft=1b) 1=148, 9=353, 6=115 8) "SemFrigid 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 - Vartydesign parameters end READ NOTES ON INS AND INCLUDED AITTEK REFERENCE PACE M&7473 raw. 10107R015 BEFORE USE. Design valid for use only with M9TekfP cone- ars This design Is based only upon parameters shown, and Is for an indwiduel building component, not truss system. Beforeuse. the buildup designermust verity UN applicability of designparameters and properlyincorporate this design intothe overall buildup design Bracingindicated istoprevent buc" ofmdmdual buss web andlor Nord members only Addsional temporary and permanent bracing le always required for slabbay and to prevent collapse with possible personal injury and property damage For general guidance regarding the MR fabrication, storage. delWry. erection and bracing of truss*%and trusssystems. we ANSVTPII Quality Criteria, DSB49and SCSIBuilding Component 6901 Parke Fast BNd SafetyIntomrauon available fromTruss Plate InstitWs, 210 N. Lee Street. Suse 312. MexAndro, VA22314 Tampa, FL 36610 JOD IHTruss Type Iaty IPIy 1 I Park 501 arcelon Aor CTRAV T113Ta9e P2392ACT I ID, IUEL2vgrkv4uEJUYC2jFzkFng-GxcvpODl2fmmMhNSvNCUSeZA7kNN5RJupYdcz80PV 1 51:4 F 17-02 ( 751-0 1 142-0 1 24.4.12 1 30.2,0 59.1-2-0159.4 52.12 4-1-0 4.1-0 5.2.12 4 I 40 = 3314 = 4x4 = Scale - 1:52.5 13 -- It -' 10 9 3x4 = tx4 11 3x4 = 3xe = Ise II 3x4 = 3xe = sfl-4 s2•tz LOADING (psf) SPACING- 2-" CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.41 TCDL 10.0 Lumber DOL 1.25 BC 0.46 BCLL 00 ' Rep Stress Ina YES WB 0.77 BCDL 10.0 Code FBC2014RPI2007 (Matrix-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/size) 1-632/Mechanical, 10=1556/0-3-8, 7=26510-3-8 Max Horz 1=122(LC 10) Max Uplift 1=156(LC 12). 10=356(LC 12), 7=105(LC 12) Max Grey 1-656(LC 21), 10=1556(LC 1), 7-338(LC 22) DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -009 10-11 >999 240 MT20 244/190 Vert( TL) -0.21 10-11 >9W 180 Horz( rL) 002 10 We n/a Weight: 156 Ib FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-14 oc putting. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=997/324, 2-20=9301335, 2-21=537/214, 3-21=458/232, 3-22=-408/256, 4- 22-4081256, 4-23=25/452, 5.23=251452, 5-24=40/554, 624=91/427 BOT CHORD 1-13=218/833, 12-13-218/833, 11-12-218M33 WEBS 2-11=-484/237, 4-11=156/554, 4-10=863/330, 5-10"72/193, 6.10=498/241 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd-108mph; TCOL=4.2psf, BCDL=3.Opsf; h=25ft; 8=45ft, L-30R; eave-411; Cat 11; Exp B, Encl. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0.0-0 to 3-0-3. Interior(1) 3-0-3 to 11-", Exterior(2) 11-0-0 to 23- 5-3, Interior(1) 23-5-3 to 31-2-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerlt with any other live loads. 5) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will r4 between the bottom chord and any other members, with BCDL = 10.0psf. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (ft=lb) 1=156, 10= 356,7=105 8) " Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. q Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNINO • VwNy deslpn paamelera and READ NOTES ON INS AND INCLUDED WTEK REFERENCE PAGE 1111I4472 rev. IOSW 07S BEFORE USE. Design valid for use only witn Waldo connectors This design is bend only upon parameters shown, and Is for an Individual building component, net a Was system. Before use, the budding designer mull verily the applicabilityof designparameters and Iaopedy, incorporatethis designInto the overesbudding design Bracing ndrutd is to prevent buckling of individual buss web andlor Cord members only Additional temporary and permanent bracunp is always requi ed for siabasy, and to prevent collapse with possible personal injury and property damage For general guidance regarding the IabnwUon, storage. delivery, essaion and bracing of lasses and truss systems, see ANSVTPn Quality Crlterla, DSB49 and BC51 Building Component $904 Parke Fast Blvd SolelyIMomutlonavailablefromTrussPIa1elnstdnte. 218 N. Lee Wool, Suite 31Z Akinundns, VA 22314. Tamps, FL 30610 Job Truss Truss Type Part SyBarcalone-A or CTRAY10tyJPly T11774789 P2392ACT AS HIP 1 1 Mid-Flonds Lumber, Bartow, FL 7.640 s Apr 19 2016 Wait In Sides. Inc Thu Jun 15 15'01:51 2017 Page 1 ID.RiEL2vgna4uEJUYC21FzkFng•kBAHOmEwpzud_oYyToOckiPDXZOhSuwbYYY592z6OPU I 4.9.4 ( 9.0.0 I 15.1-0 I 21.2.0 I 25-4-12 { 30-z•0 4.9.4 4.2.12 61-0 8.1.0 4-2-12 4-g•4 1-0-0 Scale - 1:52 5 40 = 3xe = 4x4 = 13 11 10 9 3x5 = Ilse = 3s5 = 3xe = 34 = LOADING (psf) SPACING- 2.0.0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 046 Vert(LL) -0.13 9-19 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 125 BC 0.60 Vert(TL) -0.38 9.19 >361 150 BCLL 0.0 ' Rep Stress Inv YES WB 054 HOrz(TL) 0.08 7 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 Matnx-M) Weight: 149 lb FT = 20% LUMBER. BRACING. TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-11 oc purling BOT CHORD 20 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied or 7-11-7 oc bracing. 7-12: 20 SP No.1 WEBS 20 SP No.3 REACTIONS. (lb/size) 1=1067/Mechanical, 7=1046/0.3.8, 10=360/D-3-8 Max Horz 1-101(LC 10) Max Uplift 1=254(LC 12). 7=276(LC 12). 1D--87(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-20=1872/680, 2-20=1806/694, 2-3=1599/583, 3-21 =1 389/569,'21-22=1 389/569, 4-22=1389/569, 4-23=1168/492, 23-24=11681492, 5-24=11681492, 5.6=1357/498, 6-25=15651612, 7-25-16361599 BOT CHORD 1-13=547/1624, 12-13=400/1504, 11-12-400/1504, 10-11-400/1504, 9-10=400/1504, 7-9=-03/1418 WEBS 2-13=282/218, 3-13=-94/425, 4-13=262/80, 4-9=513/178, 5-9=56/348, 5-9=-2941222 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=140mph (3-second gust) Vasd=tOBmph; TCDL=4.2psf; BCDL=3.Opsf; h=2511; B=4511; L=301t; eave=4ft; Cat 11; Exp B, Encl., GCpt=O 18; MWFRS (directional) and C-C Exterior(2) 044 to 3.0.3, Interior(l) 3.0-3 to 9.0A, Exterior(2) 9-0-0 to 25-6-11. Interior(1) 25.6.11 to 31-2-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to preventwater ponding. 4) This truss has been designed for a 10.0 pill bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joints) 10 except (i1=lb) 1=254, 7=276. 8) "Semi -rigid pillchbreaks 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 • Verily design parameters end READ NOTES ON TNS AND INCLUDED h19TEK REFERENCE PAGE a91.7473 rev. 1093?et5 BEFORE USE. Designvalid for use only with MrTelt® connectors. This design is basedonlyuponparameters shown, and is for an Individual building component. no lass system Before use, the building designer must verify the applicability, or design parameters and properly Incorporete this design Into the overall building design Bracing indicatedistoprevent buckling ofindividual lasswebandlorchord members only. Additionaltemporary and permanent bracing is always requiredfor slability, andtoprevent collapse with possible personalInjury and property damage For generalguidance regarding the kv labricstwn, Storage. delivery, erection and bracing of busses and truss systems, we ANSVTPn Quality Criteria, DSB49 and BCSI Building Component 6901 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee SlrM• Suite 312. Almundrta, VA 22314. Tamps, FL 36610 Job Truss Truss Type Ply Park ScIsercelons-A or C_TRAY10ty T7177ee00 P2392ACT As HIP 1 1 MxFFbnda Lumber, Bartow, FL. 7,040 s Apr 19 2010 MITak Industries, Inc. Thu Jun 15 15 01 52 2017 Page t ID.ItiEL2vgrkv4uEJUYC2/FzkFng-CKk/E6FZoGOUby681 w"vyvEuorFGkmClrrVzWPT t-O.0 3&e 7.0-0 11$0 157-0 18-e-0 232-0 28-e-12 30.2-0 at 2-0( 1-0-0I 39.4 I 32-12 4$-0 I 17-0 I 37-0 I 4-6-0I 32-12 I 3W T7-0-0 Scale = 1.53.7 axe = 1x4 11 axe = 1x4 II e.00 r 4 23 245 25 a 28 7 27 28 4xe = 10 17 1e 13 19 30 = 3,,4 = axe = SxS = 6xe = 3x4 = 30 = 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 NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD Zx4 SP No.1 D WEBS 2x4 SP No.3 CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.72 Verl(LL) 0.0515.16 >999 240 MT20 244/190 BC 036 Vert(TL) 0.12 15-16 >999 180 WS 0 92 Horz(rL) 0.03 10 We n/a Matrix-M) Weight: 161 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2.14 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 2=1089/0-3-8, 13=2966I0-3-8, 10-381/0-3.8 Max Horz 2=82(LC 24) Max Uplift2=328(LC 8). 13=-879(LC 8). 1D—I18(LC 8) Max Grav 2=1099(LC 17), 13-2966(LC 1), 10=398(LC 18) FORCES. (lb) - Max Comp./Max. Ten. - All tortes 250 (lb) or less except when shown. TOP CHORD 2-3=1862/555, 3-4=1666/508, 4-23=1184/396, 23.24=1184/396, 5-24=11841396, 525=1184/396, 6-25=1184/396, 6.26=271/1096, 7-26=271/1096, 7-27=-271/1096, 27-28=271/1096, 8-28=271/1096, 9-10=369/108 BOT CHORD 2-16=428/1620, 16-29=357/1483, 29-30=35711483, 15-3D=357/1483, 15.31=65/287, 14-31=-65/267, 14-32-65/287, 13-32--65/287, 10-12=32/298 WEBS 4-16=-69/595, 4-15=396/1D9, 575= 489/251, 6-15-38311277, 6-13=1894/556. 7-13=5111258, 8-13=15061438, 8-12=74/608 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=251111, B=4511: L-30ft; eave=411; Cat. 11; Exp B; Encl., GCpi=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcufrent 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 r4 between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=1b) 2=326, 13=879, 10= 118. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 206 lb up at 7-0-0, 111 lb down and 106 lb up at 9.0.12, 100 lb down and 106 lb up at 11.0.12. 105 lb down and 106 Ili up at 13-D-12. 105 lb down and 106 Ib up at 15-1-0, 1051b down and 106 Ib up at 17-1-4, 108 lb down and 106 Ili up et 19-1-4, and 111 lb down and 106 Ib up at 21-1.4, and 189 Ili down and 206 Ili up at 23-2-0 on topchord, and 327 lbdown and 97 lb up at 7-0-0, 661b down at 9-0.12, 661b down at 11-0- 12, 66 lb down at 13-0-12, 66 lb down at 15-1-0, 66 lb down at 17-1-4, 66 lb down at 19.1-4, and 66 Ib down et 21-1-4, and 327 Ib down and 971b up at 23-1-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Continued on Dane 2 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 TOGS AND INCLUDED WTEK REFERENCE PACE 111141-7477 rev. 1019307015 BEFORE USE. Design valid for use only with MRek® con nectore This design is based only upon parameters shown, and Is for an individual bulding component, not a truss system Before use, Ilia budding designer must venly the applicability of design parameters and properly incorporate this design Imo the overall bulding design Bracing eldicated Is to prevent buckling of individual tops web and/or chore members only Additional temporary and permanent Wawa is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the MR fabrication, storage, delivery. erection and bracing of trusses and truss systems, ses ANSVTPn Quality Criteria, DSBJ9 and SCSI Building Component 5904 Paine E034 Blvd. Safety Information available fromTrussPlateInstdae. 215N. Lee SIFW. Suite 317. Alexandna, VA 22314. Tamps, FL 36810 Job Truss Truss Type Ply Pork SOrearcelono-AorC TRAY 10ty I T117T1add P23MACT AS NIP 1 1Job Reference Md.Fleba Lumber, Ballow, FL. r 04V S APr le tole Mf1QeFzkFnp-CKMeleusales. Inc. 111Y .tun is ls'el:Z iel I Vogt z ID.IUEL2vgAw4uEJUYC2 E6by681 WyrMvyvEzrwFGk F7a000mCUiVz60PTLOAD CASE(S) Standard 1) Dead i Root Live (balanced): Lumber Increase-1.25, Plate Increase=1.25 Uniform Loads (pR) Vert. 1.4-60, 4-8=6Q 8-11-60, 17-20-20 Concentrated Loads (lb) Vert: 4=142(F) 8=142(F) 16-327(F) 14=-41(F) 6=97(F) 12=327(F) 23=97(F) 24-97(F) 25=wW(F) 26=97(F) 27=97(F) 28=97(F) 29=41(F) 3D=41(F) 31-41(F) 32- 41(F) 33=41(F) 34=41(F) O WARNING - Verily design pararmrsrs and READ NOTES ON TIES AND INCLUDED MTEK REFERENCE PAGE ATIF7477 rev. 1GGVMS BEFORE USE. Design valid for useonly with Mrrok* connectors. This design isbased only upon parameters shown, and is for an individual building component, not lruu system Before use, the building designer must vedy theappbubllty, of designparameters and Property incorporate this design Into the overall busdmg design Bracing Indicated is to prevent buoNup of Individual trust web andfor Grord members only. Additional temporary and permanentbracing fs araays required for liability and to prwem collapse with possible personal injury and property damage For general guidance regarding the is vrlcallon, storage, delivery, erection and bracing of trussesand truss systems. no ANSVTPN Quality CMeria. DSBJ9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate lnsltute. 210 N Lee St". Side 312. Alexandria, VA 22314. Tampa. FL 35610 Job Truss Truss Type 0ry Ply Park 6yBan elona-A or C_TRAY 711374801 P239MT B1 SPECIAL 1 mid -manors wmoer, esnow, rL 7.640 a Apr 19 2015 Mnek Industries, Inc. Thu Jun 15 15,01,53 2017 Page 1 ID:ItiEj_2vgtkv4uEJUYC21FzkFng-gW11 RSGBLa8LD6hKaDT4g7U1 gN3Mandu?sl CExz60PS 2-a+ ty0 4J-tt }143 }t0.3 2.34 b34 2.3-0 2.34 2.5a D•1.12 150 = Stale - 1.46.6 1x4 II 5 1x4 II 3,4 = [1 dw lY 10 1r 10 10 14 13 20 II 4x12 = 20 II 7x8 MT20NS = 30 = 300 = 2x4 II 4x4 = axe 1244 4-17 3-10-3 3.10.3 Doe' 2.34 61.12 b34 ' 2J4 2.34 ' 2.5.4 ' Plate Offsets (X.Y)- 12:0.1-8.Edael. f6-0.2-8.Edoel.115:0.3.8.0.1-81.117.D4-0.D-5-41 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (Ioc) Well Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.00 TC 0.93 Vert(LL) -0.44 18 >664 360 MT20 2441190 TCDL 100 Lumber DOL 1.00 BC 0.85 Vert(TL) -1 05 18 >277 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.98 HOrz(TL) 0 D8 13 n/a Ma M718HS 2441190 BCDL 40.0 Code FBC20141TP12007 Matrix-M) Weight: 316 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-11.10 oc putting, BOT CHORD 2x6 SP DSS except end verticals. WEBS 20 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 8 18,8 16,11-15,11-13: 20 SP No.2 WEBS 1 Row at midpi 6-20 REACTIONS. (lb/size) 13-1607/04-0, 2=1448/D-B-0 Max Horz 2=187(LC 12) Max Uplift 13-79(LC 12), 2=176(LC 12) Max Grev 13=1972(LC 2), 2=1518(LC 17) FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-25=2897/676, 3.25=-28681685, 34=2781/684, 6-7=1167513103, 7-27=-11675/3103, 8-27-1167513103, 8-28=8250/1728, 9-28-8250/1728, 9-10=-8250/1728, 10-29=8250/1728,11-29=-8250/1728 BOT CHORD 2-21=79312599, 20-21-79312599, 19-20=2939/10756, 18-19=3046111148, 17-18-2846111842, 16-17=2846/11842, 15-16=1728/8250, 14-15=731/3980, 13-14-731/3980 WEBS 4-20=75112914, 6-19-1112/305, 6-20=4533/2277, 4-6=3128/921, 7-18=-82/208, 6.18-13111029, 8-17=267/1040, 10-15=547/94, 11-14=450/145. 8-16-418M07, 6-16=3896/1213, 11-15=-108114668, 11-13=4066/748 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"4') nails as follows. Top chords connected as follows: 2x4 - 1 row at 04-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except 9 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 root live loads have been considered for this design 4) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf: BCDL=3.0psf; h=15ft: B=45ft; L-2411; 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-" to 11-11.4, Exterior(2) 12-1-0 to 15-0-10 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. This Printed Its of this document arecopies8) truss has been designed for alive bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0e0widewill I'd between the bottom chord and any other members not considered signed and sealed and 9) Provide mechanical connection (by others) of truss to beenng plate capable of withstanding 1001b uplift at joint(s) 13 except (ft=lb) the signature must be verified on 2=176• any electronic copies10) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. dddtrMU0 f44 rprepresentation does not depict the size or the orientation of the purlin along the top and/or bottom chord AWARNING • Verify design parameters end READ NOTESON THIS ANDINCLUDEDWTEKREFERENCE PACE M/A2473 rev. 1093?015BEFORE USE. Design valid for use only with MnelaB connectors This design is based only upon parameters shown, and isfor an individual building component, not a truss system. Before use. the bulldog designer mull vent' the applicability of design parameters and property Incorporate this design intothe overall building design. Bracing indicated is to prevent buckling of individual buss 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 11 fabrication, storage, delivery, erection andbrsongoflasses andtruss systems, We ANSVrPH Quality Cntorts, OSBa9and SCSI Building Component 5904 Pats Fast BlvdSalaryInformationavailablefromTrussplateInstitute. 218N Lee Street. Suite 312, Alexandre, VA 22314 Tempe, FL 35510 Job Truss Truss Type Oty Ply Park SWIlarcelena•Aor CTRAY T1137480t P2392ACT Bt SPECIAL 1 Mid -Florae Lumber, Barlow, FL. 7.6ab a Apr la 2Yle MRIk IndYAnR, mC 7nY Jun lb lYpl'w Zt117 Pape Z ID ltiEL2vgAa4uEJUYC2jFzkFnggW11RSGBLaBLD6hKaDT4g7U1gN3Mandu?s10Et¢60PS NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) The desigNselection of such connection device(s) is the responsibility IN others. LOAD CASE(S) Standard 1) Dead . Roof Live (balanced): Lumber Increase-1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5-60, 6-7=90, 7-12=90, 2-13=20 Concentrated Loads (lb) Vert 7-706 O WARNING - Vw'Ny design parameters end READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE 111110-7477 rev. 10,93/2015 BEFORE USE. Design valid for use only with Waite connectors This design is based "upon parameters shown, and is for an Individual budding cornponem, nit a truss system. Before use. the building designer must verily, the applivibWy ofdesign parameters and property incorporate this design into the ovma0 Wtlduip design. Bracingindicated is to prevent buckling of individual buss webaridror chord members only Addeiorlel temporary and permanent bracing rs always requirad forstabilay and to prevent collapse withpossible personal injury andproperty, damage. For generalguidance regarding the Is fabrication, storega, delivery. mactivi andbracingoftrussesandtruss systems, we ANSVTPII QualityCAI". D3549 and SCSI Building Component 69N Parke East Blvd. Safety Information available from Truss Plate Insteule, 210 N. Lee Street, Sued 312. Alerundna, VA 22314. Temps, FL 36610 Job Truss Truss Type Ory Ply Pant SWUMOIDrW A or CTRAY T71374d0i P2392ACT BZ SPECIAL 1 Me -Florida Lumber, eanow. FL 7 640 s Apr 19 2016 MrFek Industries. Inc. Thu Jun 15 15,01:54 2017 Pape 1 ID' IGEL2vgAa4uEJUYC21FzkFng-SisPloGp6uGCrGGXBx_JMK1BonRsJ8s1EWnImNz60PR 1-0-0 5.94 11-0-0 124-8 { 111:10.14 17.4-0 1i7-0 1 21.10.13 24-0.017-0-0 1 59.4 ( S2.12 1 7.7-0 2.3-0 2•S2 1 2.3-0 2.3.7 2•b3 n Sins - 1v5.3 SXB MT18HS = 3.4 11 3x4 = •• 1. ,r ro ro r. as 12 2x4 11 aria 11 700MT20HS = 2x4 11 bi4 11 4x14 = 30 11 5x8 MTISHS = LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.97 Vert(LL) 0.45 16-17 >642 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Verl(TL) 1.09 16-17 >265 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Inv NO WS 0.98 HOrz(TL) 0,07 12 n/a n/a MT18HS 244/190 BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 300 Ili FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-8-10 oc purling, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3 'Except' BOT CHORD Rigid ceiling directly applied or 9-10.1 oc bracing. 517.4-18.6-18: 20 SP No.2 REACTIONS. (lb/sae) 12=1597/0-4-0, 2-1456fO.8-0 Max Horz 2=324(LC 12) Max Uplift12-100(LC 12), 2=166(LC 12) Max Grav 12=1993(LC 17). 2=1549(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-3046/688, 3.22-2996/702. 3-23=2344/529, 4-23-2279/540, 6.17=-436/190, 6-24-1155212967, 7-24=11552/2967, 7-25=11552/2967, 8-25=11552/2967, 8-9=8797/1963, 9-26=3757/739, 10.26=3757/739, 10.11-3757/739, 11-12=1673/325 BOT CHORD 2-19=982/2812, 18-19=982/2812, 17-18=3332/11828, 16-17=3588/12560, IS- 16=196318797, 14-15=196318797, 1314=1963/8797, 12-13=53/274 WEBS 3-19-38/386, 3-18=751/284, 4-18-2037/7504, 8-15=1157/357, 9.14=-401/1522, 7-16=357/50, 6-16=1197/667, 8.16-1080/2962, 9-13=5464/1327, 11-13=745/3777, 4-6=6938/2046, 6-18=11675/d137 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows. 2x4 - 1 row at 0.7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows, 20 - 1 row at 0-9-0 oc, Except member 18-6 20 - 1 row at 0-7-0 oc. 2) All loads are considered equally applied to all plies, except i1 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=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-" to 11-0-0. Extenor(2) 11-" to 12-512, Interior(1) 12-512 to 24-2-4 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0.0 wide will rd between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ili uplift at joints) 12 except (/t=1b) 2=166. 10) "SemFrigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on Dane 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Vrlly design ps-fors arW READ NOTES ON Inds AND INCLUDED WTEK REFERENCE PAGE MIF7473 rev. 17LMOTS BEFORE USE. Design cold for use only with Mrela® connectors This design is based only upon parameters shown, and is for an Individual budding component, not a buss system Before use, the building designer must verify the appt"bility of design parameters and prop" Incorporate this design irdo the overall building design Bracing Indicated is to prevent buckling of indiwdual truss web andlor chord members orgy. Additional temporary and permanent bracing is always required for stab9ey and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the is fabrication, storage. delwory. region and bracing of busses and truss systems, we ANSVTPII Quality Criteria, OSS49 end SCSI Building Component 6904 PVM East BNd. Safety Information available from Truss Pie Imbluts, 218N. Lee Street, $use 312, Alexandra, VA 22314. Temps. FL 36610 Job Truss Truss Type Qty Ply Park SglauoelenwA or C_TRAY T11374802 P2392ACT 82 SPECIAL 1 Mhd-Flbrtda Lumber, Batbw, FL r two a Apr le evio mi I as mhauYnes, mc. Inu dun li hiul is",, h-ege z ID:ItiEL2vgrkv4uEJUYC21FzkFng-BisPfoGp6uGCrGGXIix_JMKI BonRsJBs1 EWntmNz6OPR NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.00, Plate Increase=l.D0 Uniform Loads (pit) Vert. 1.4=60, 4-5=60. 6-11=90, 2-12-20 Concentrated Loads (lb) Vert, 6=706 O WARNING • Vwlry design parameters end READ NOTES ON TOGS AND INCLUDED AI TEK REFERENCE PAGE II904173 rwv. 1119MIS BEFORE USE. Design valid for use only, with MlTeW connector* This design is based only upon parameters shown, Will rs for an Individual building component, not aTruss system. Before use, the building designer must verity the applicability ofdesign parameters and properly mCOrporafe this design intothe overall bubdmg design Brabng indicated istoprevent bigklwq of individual truss weband/or chord members only Additional temporary and permanent bracing Isalways required for stability andtoprevent collision with possiblepersonalinjury andproperty damage For generalgubenca regarding the 11 fabrication, storage, delivery, election and bracing of trusses and Was systems. we ANSVTPII Quality Crawls, DS849 and BCSI Building Component 6904 Parse Fast BlvdSafetyInformationavailablefromTrussPlateImildule. 218 N Lee Sliest, Sub* 312. Alsr0lrbns, VA 22314. Tamps, FL 36810 Job Truss Truss Type Oty Ply Patti SgrBamebna•A or C_TRAY T11374eWP7362ACTB3SPECIAL1 riwa-Ficrios unnoer, eanow, FL 7 540 s Apr 19 2016 Mrrek Industries. Inc Thu Jun 15 15.01.55 2017 Page 1 ID.OiEj_2vgAw4uEJUYC2jFzkFngdvOos7H RIB03SOriieW vYeMOBnS2diATAWJlpz60PO 9.0-0 12.7.8 1M70-14 17•41&7-6 21•ta 13 2-0 11-0•04.9.4 ) 4.2•12 37-8 I 22."I -0 2- 52 ( 2-3-7 I 2• S3 i Scale a 1:44 5 Us = t 5x4 II 4 24 25 5 17 30 = 20 11 5x10 = 4x4 11 WOMT20HS = 2x4 11 20 11 404 = 3x4 II I 4.( 9•a0 F 12( t4-4I I 2a.7-0I z1.2o-3 I z4-41034.93-.-0 7- 0 2 -0 I LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20. 0 Plate Grip DOL 1.00 TC 0.98 TCDL 100 Lumber DOL 1.00 BC 0.75 BCLL 0, 01 Rep Stress Inv NO WB 0.67 BCDL 10. 0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 Except' 6-18 20 SP No.2 DEFL. in ( loc) Vdeg Ud PLATES GRIP Vert(LL) - 0.42 16-17 >695 360 MT20 244/190 Vert(TL) - 1.00 16-17 >289 240 MT20HS 1871143 Horz(TL) 007 12 We We Weight: 294 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-6-15 oc purling, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/ size) 12=1597/0-".2=145610-8-0 Max Horz 2=263(LC 12) Max Uplift 12=90(LC 9), 2=178(LC 12) Max Grav 12=1981(LC 17), 2=1547(LC 17) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 2-22-29771744, 3-22 =294W54, 3-23-2710/690, 4-23=2660/701, 6-17=-553/216, 6.26= 11461/2851, 7-26-11461/2851, 7-27=11461/2851, 8-27=-11461/2851. 8-9= 8730/1887, 9-28=3734/713, 10.28 =3734/713, 1D-11=3734/713, 11-12=1663/314 BOT CHORD 2-19=960/2740, 18-19=960/2740, 17-18 =3211/11645, 16-17=-3414/12307, 15-16= 1887/8730, 14-15-1887/8730, 13-14=1887/8730, 12-13-51/272 WEBS 3- 18=347/155, 4-18= 898/3431, 4-6-3414/1032, 6-18=9438/2454, 8-15=1156/346, 9-14= 385/1509, 7-16=344/43, 6-16=1101/605, 8-16=1036/2936, 11-13=717/3753, 9-13= 5417/1273 NOTES- 1) 2- ply buss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4. 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind ASCE 7-10; Vuft=140mph (3-second gust) Vesd-108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15f1; B=45ft; L-24ft; eave=4tt; Cat. 11; Exp B; Encl., GCpt=O 18; MWFRS (directional) and C-C Exterior(2) -1.0-0 to 24)-0, Interior(1) 24)-0 to 9-0-0, Exterior(2) 9-0-0 to 12-0-0, Intenor(1) 12-5-12 to 24-2-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated 7) This truss has been designed for a 10.0 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-" tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12 except (jt=lb) 2=178. 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 loads). The design/selection of such onSgrgWg &0Wice( s) is the responsibility of others. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING • Verify design parsmaers arW READ NOTES ON TICS AND INCLUDED WTEK REFERENCE PACE NO.7473 rev. /e9=015 BEFORE USE. Design valid for use onlywith Wake, connectorsThis design Isbawd only upon parametersshown, and is for anmdrAdual building componerd, not a livessystemBeforeuse, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall ding design Bracingindicated is to prevent bucldurg ofmdrvidual truss weband/or chord members only. Additionaltemporary and permanent bracing is allays required for stability and to prevent collapse with possible persenel injury and property damage For general guidance regard" the Is fabrication, storage, delivery, election and bracing of busses and truss systems, we ANSVrP11 Quality Criteria. DSBa9 and SCSI Building Component 6904 Parks East Bled. Beaty InformationavailablefromTrussPlateInsMute, 215N. LesStreet. Suds 312. Alexandria. VA 22314. Temps, FL 36610 Job Truss Truss Type Oty Ply Park SyBercalon A or C TRAv I n13Tite93IP2392ACT83SPECIAL1t htro.rronbe Lumber, rtanow, rt. ID:IGEL2vgrkv4uEJUYC2tFzkFngdvOos7HRtB03S0greVYvYaM0BnS2diATA WJIpz60P0 LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.00, Plate Increase=l.D0 Uniform Loads (pit) Vert. 1-4-60, 4-5=60, 6.11-90, 2-12-20 Concentrated Loads (lb) Vert: 6-706 AWARNING • Vardy design parameters endREAD NOTES ONTWSAND INCLUDED MTEK REFERENCE PAGE MD-7473rev. 10)[Or 16BEFORE USE. Design valid for use only with MTeh9) bonrogont This design is based only upon Parameters shown, and is for an btdrrrdual building component, not a was system. Before use. the buldrng designer must verdy the applicability of design parameters and property nrarporale this design into the overall building design Bracing Indicated Is toprevent buckling of individual Lust web anWor Chord members only. Addmoneriemporary and permanent bracing is always required for stability and toprevent collapse with possible personal injury and property damage. For general guidance regarding the Is fabrk:ahon, storage. dowery, electron and bracing of trusses and truss systems. we ANSVTPII Quality Criteria. DSBa9 and BCSI Building Component 6904 Parke East Blvd Solely information available from Truss Plate Institute. 215 N Lee Steel, Suite 312. Alesndne. VA22314. Tamps. FL 36610 Job Truss Truss Type Dty Ply Park SWNmelonaA orCTRAYI T1,374604 23P92ACT e4 SPECIAL Md-Flondo Lumber, Barlow, FL. 7 640 a Apr 19 2016 MTek Industries. Inc Thu ,kin 15 15 01:56 2017 Papa 1 ID: RiEL2vgntv4uEJ UYC21FzkFng-SSzA4T139V Ww4aOvGLOnR$XAa5Tn2_KhclGsrGz6OPP 1-0-0 39-0 7-0-0 9.11-0 12-7-0 14.10.14 17i•0 19.7$ 21-7073 24.4-0IIIiII 11.0.0 3.9.4 32.72 2.71-0 2$$ 2-3$ 2-s2 2.36 7 2•S3 Stale - 1.44 5 4xe = 4x6 = 2x4 II 24 5 25 30 = 2x4 II 3x4 = ex10 = 4x4 II 802 MT20HS = 2x4 II 3x6 II 4x74 = 3x4 II Zti-4 32.12 2.11-0 71•a 2-0-0 14. 2.3$ A! ( 17.4-0 I 19.7-0 I 21.1a13 I2•Z7 244-0 2•S3 Plate Offsets (X.Y)- 14 0-5-4.0-2-01.17:0-3-0.0.3-41. 19:0.3.6.0.1-81. 114:0.4-4.0-2-01.117.0-5-12.0-4.81 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) VdeB Ud PLATES GRIP TCLL 20 0 Plate Grip DOL 1.00 TC 0.98 Vert(LL) 043 17-18 >673 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 BC 0.83 Vert(TL) 1.04 17-18 >260 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Ina NO WS 1.00 Horz(TL) 0.08 13 We We BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 446 Ile FT w 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-4-4 oc puffins, except 7- 12: 2x4 SP No.1 end verticals BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3'Except' 6- 18,7-19: 2x4 SP No.2 REACTIONS. ( lb/size) 13=2528/D-4-0, 2=2354/0-8-0 Max Horz 2=202(LC 8) Max Uplift 13-341(LC 5), 2=446(LC 6) Max Grav 13-3511(LC 2), 2-2377(LC 2) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=4887/867, 3-4-4709/874, 4.24-5381/945, 5.24=5381/945, 5-25=337/33, 6. 25-337133, 7-18-205/294, 7-26=1890712802, 8-26=18907/2802, 8-27=18906/2802, 9- 27-1890612802, 9-10-14347/1823, 1D-11=6255/683, 11-12=6255/683, 12- 13=26751295 BOT CHORD 2-21-91714349, 20-21-917/4349, 20.28=862/4198, 19-28-86214198, 19- 29=3135/18868,18-29=3135/18868,18-30=-3310/19949,17-30=3310/19949, 17- 31=1823/14347, 16.31-1823/14347, 16.32-18231.14347, 15-32=1823/14347, 15- 33-1823114347, 14-33=1823/14347, 14-34=47/442, 13-34=47/442 WEBS 3-20=263166, 4-20=70/497, 4-19-234/1852, 5.19=771/4826, 5.7=7126/1292, 7- 19-1442812273, 9-16=-16921344, 10.15=36312648, 8-17=263/40, 7-17=2105/546, 9. 17-1053/5188,12-14=-689/6303,10.14=8774/1236 NOTES- 1) 3-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: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except i1 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 Opsf; h=15ft; B-45ft; L=24ft: eave=4ft: Cat. If: Exit B; End. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 5) Provide adequate drainage to prevent water ponding. Printed copies of this document are p6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psi bottom chord live load nomroncurrent with any other live loads. not considered Signed and Sealed and 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 2-0-0 wide will the signature must be verified on fit between the bottom chord and any other members. any electronic Copies 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except (jt=lb) 13=341, Corte on Dealt, 2 AWARNING - V.dy design perimeters and READ NOTES ON Toes AND INCLUDED A9TEK REFERENCE PAGE M PT473 rev. ?"MIS BEFORE USE. Design void for use only with MTek* connectors. This design is based only upon parameters shown, and B for on bdrvrdusl building component, real atrusssystem. Before use, the building designer must vMy the appbcabldty ofdesignparameters andproperly incorporate this design into the overaeWiling design Bracing indicated Is to prevent buckling of indrdual buss web andlor chord members only. Addaronal temporary and permanent bracing MR isallaysrequiredforslabbdyandtopreventcollapsewithpossiblepersonalinjuryandproperlydamps. For general guidon regarding the fabrication, storage• delwery, erection and bracing of trusses and truss systems, an ANSVTPn Ow11ty Crltarfs, DSB49 and BCS1 Building Component 590a ParkeEast Blvd. Safety Information available from Truss little InaltNe. 215 N Lae Street, Suite 312, Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park SryBartebnrAor C_TRAY T11374804 P2392ACT e4 SPECIAL 3 MI6Flonds Lumber, Barlow, FL r.IMu a /1pr le Lulu MIIeR mousrnes, ". i nY ,run li li"Vl"A [ul w rage [ ID' IGEL2vgrkv4uEJUYC21FzkFng-55rA4T13eV Ww4aOvGLDnR16XAo5Tn2_KhgGsrGz60PP NOTES- 10) 'Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design ofthis truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 7-0-0. and 97 Ib down and 106 lb up at 9-0-12, and 97 lb down and 106 lb up at 11. )-12 on top chord, and 327 Ib down and 97 lb up at 7-0-0, 66111 down at 9.0-12, 66 lb down at 114).12, 344 lb down at 14-9-12, 344 lb down at 16.9-12, 344 lb down at 18-9-12, 344 Ib down at 20-9-12, 344 lb down at 22-9-12, and 354 lb down at 24-24, and 1136 Ib down and 201 lb up at 12-9.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced) Lumber Increase=1.00, Plate Increase=l 00 Uniform Loads (plf) Vert: 1-4=60, 4-6=60, 7-12=75, 2-13=20 Concentrated Loads (lb) Vert: 4-142(8) 7-460 13=-89(B) 20=327(8) 17=79(8) 24-97(B) 25=97(B) 28=41(8) 29=41(8) 30=1021(F) 31=79(B) 32-79(B) 33=79(B) 34=79(13) 0 WARNING • Vsrtry design peramisrare end READ NOTES ON TROS AND INCLUDED I10TEX REFERENCE PACE M0.7473 rev. fO WMS BEFORE USE. Design valid for use only wan MITekO connectors. This design le based only upon parameters shown, and Is for an individual budding component, not a truss $"am Before use, the building designer must verify the applicability of design parameters and propene Incorporate this damp intothe overall building design. Bracing indicated isto prevent buckling of Individual buss web and/or chord members orgy. 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 MR fabrication, storage, delivery, erect on and bracing of trusses and truss systems. we ANSVTPN Quality Criteria, DS829 and BCSI Building Component 69D4 Parke Fast Blvd Safety Information available from Truss Plate Institute. 215 N. Lee Street, Suite 312. Alexandria, VA 22314 Tamps. FL 35610 Job Truss Truss Type Oy Ply Park SglBarglen A or C_TRAY T11374805 P2382ACT C1 COMMON 1 1 srWrronon Lumpily. Uanow, rl 7.040 aApr 18 2015 MRek Industries. Inc. Thu Jun 15 15.01.56 2017 Papa t ID IbEj_2vgrkv4uEJUYC2/FzkFng.55zA4T139VVVw4aOvGLOnRI&caA7-nFnKhgGsrGzWPP 5.9.4 I 11-0-0 1 16-2.12 ( 22." F23-0-0 t1005.9.4 5.2.12 5.2.12 5.9.4 1 0 Scale a 1:408 4x4 = 314 = 3x4 = 30 = 30 = 30 = LOADING (Psf) TCLL 20.0 TCDL 100 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No 3 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC20141TPI2007 REACTIONS. (lb/sae) 2=940/0-8-0, 6=940/0-8-0 Max Horz 2=115(LC 10) Max Uplift 2-181(LC 12).6=161(LC 12) CS1. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 0.31 Vert(LL) -0.05 8-10 >999 240 MT20 244/190 BC 0.50 Vert(TL) -0.17 B-10 >999 180 WB 0.18 Horz(TL) 0.05 6 n/a nla Metrix-M) Weight: 101 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=14531431, 3-17=1387/448, 3.18=1285/439, 4-18=1208/450, 4-19=1208/451, 5-19=1285/439, 5.20=-1387/448, 6-20=1453/431 BOT CHORD 2-10=306/1240, 9.10=141/833, 8-9=141/833, 6-6=324/1240 WEBS 4-8=145/476, 5-8=309/196, 4-10=145/476, 3-10=309/196 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf, BCDL-3.Opsf; h=15ft; B-45ft: L-2411; eave=oft, Cat. 11; Exp B; Encl., GCpi=O.18: 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 14-0-0 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 PSI 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 tell 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 100 lb uplift at joint(s) except (It=1b) 2=161, 6=181. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. It 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 MREX REFERENCE PAGE M I-74TS raw. fW11=015 BEFORE USE. Design valid for use only with MRek® connector&. This design Is weed only upon parameters shown, and is for an individual building component, not a truss "am Before use, the building designer mull wanlythe applicability of design parameters and property mcorporale this design intothe *well budding design. Bracing indicated Is to prevent buckling of Individual truss well andfor chord members only. Additional temporary and permanent bracing ahwys required for liability and to prevent collapse with possible personal Injury and properly damage For general guidance regarding the tabrluson, storage, delivery. electron andbracing oftrussesandtruss systems. see ANSVTPII Quality Cnterta, DS849 and SCSI Building Component 69% Parks East Bold. Safely Information availablefrom TransPlate InstlUe. 210 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sgftrcelona•A or CTRAY 711374111011 P2392ACT C2 HIP 1 1 Mid•FIm10a Lumber, Barlow, FL 7 6406 Apr 19 2015 Mnek Industries, Inc. ThuJun 15 15*01.57 2017 Page 1 ID'IbEL2vgrkv4uEJUYC2dFzkFnp-ZHXYHpJhPpenij?5p3X0 zfu_SeVIATTwU?QNa60PO I.1-0-0 4-9.4 I 9ko I 79-0-0 1 17-2.12 ( 22-0-0 { 1 0 A. 4-2-12 4.0.0 4-2.12 4-9.4 Scale e 140 2 4x4 = 4X8 = 3x5 = axe =314 = 314 = 3X5 = 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 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inn YES Code FBC2014/TPI2007 REACTIONS. (lb/size) 2=940/0-8-0, 7=9WW0-" Max Horz 2--%(LC 11) Max Uplift 2-181 (LC 12), 7-181(LC 12) CS1. DEFL. in (loc) Udell Lid PLATES GRIP TC 0.21 Vert(LL) -0.12 9-17 >999 240 MT20 2441190 BC 0.71 Vert(TL) -0.33 9-17 >804 180 WB 0.15 Horz(TL) 0.05 7 n/a n/a Matrix-M) Weight 105 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-10 oc purlins. BOT CHORD Rigid ceiling directly applied or 8-9-10 cc bracing. FORCES. (Ib) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-18=1458/558, 3-18=-1406/572, 3-4=1172/458, 4-5=-9W/455, 5-6=-1171/458, 6.19=1406/572, 7-19=1458/558 BOT CHORD 2-11=439/1258, 10-11=2511998, 9.10=251/998, 7-9=-446/1257 WEBS 3-11=304/222, 4-11-71/291, 5-9=-65/291, 6-9=304/222 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL-3.0psf; h=15ft; B-45ft; L-24ft; eave=oft, Cat. 11; Exp B; Encl., GCpi=0.16; MWFRS (directional) and C-C Exterior(2) -14)-0 to 2-0A, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 13-0-0. Interior(1) 17-4-11 to 23-0.0 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 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 3-6-0tall by 2-0-0 wide will TA between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1001b uplift at joint(s) except 01=1b) 2-181, 7=181. 7) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design ofthis truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Vally design paramalm and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE a19.7473 nw. 10003WIS BEFORE USE. Designvalidfor useonlywith MIT09 connectors This design isbased onlyupon parameters shown, and is for an mdmdual buldingcomponem, not struss system Betasuse, thebudding designer must verly the applicability ofdesign parameters and Property incorporatethis design Intothe overall building design. Bracing indicated is to prevent buckling of milmdual truss web anNor chord members only. Adddlonsl temporary and Permanent bracing ' isalwaysays reeulred for stability and to preverd collapse with possible personal injury and Property domage. Forgeneral guidance regarding the MR fabrication, Storage. delivery. erection and bracing oftrusses and trusssystems, we ANSVTPII Quality Crkmfs, D5049 and BCSI Building Component 690s Parka East BledSafetyInformationavailablemomTrussPlateInsldae, 218 N. Lee Slreet, Suite 312. Alexandrla, VA22314. Tamps, FL 36010 Job Truss Truss Type oty Ply Park 9gRar96WWA or C TRAr T11374807lJobP2392ACTC3HIP11 Reference foolional) mro-ri—ii. W.W', =snw, rL 7 E40sApr 19 2015 MITOk Industries. Inc. Thu Jun 15 15,01.5E 2017 Page 1 ID giEL2vgrkv4uEJUYC2iFzkFng-1USwU9JJA6mdJtalNm2FWACODOn8F7Ed98trvBzSOPN 1 0-0I 39 4 I 7.0.0 ( 11-0-0 15.0.0 { 18-2.12 I 22.0-0 123-0-0 i7-0-0 3 9 4 3 2.72 4-0-0 4-0-0 3.2.12 39 Scala= 1.401 40 = 3X5 = 40 = 3x5 = axe = 4x4 = Ise II 3xS _ 3x5 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 043 Ved(LL) -0.12 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 081 Vert(TL) -0.29 11-13 >909 180 BCLL 0.0 ' Rep Stress Inv NO WB 0 31 HOrz(TL) 0.11 8 n/a We BCDL 10.0 Code FBC2014rrP12007 Matrix-M) Weight. 112 Ib FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 cc puriins. BOT CHORD 20 SIP No.2 BOT CHORD Rigid ceiling directly applied or 7-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=161610-", 8=1616/0.8-0 Max Horz 2=77(LC 6) Max Uplift 2= 416(LC 8). 6=416(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=29361776, 3.4=-2767r751, 4-20=24821697, 20-21=2482/697, 5-21=24821697, 5.22-2482/697, 22-23-2482/697, 6-23=2482/697, 6-7-2767r751, 7-8-29361776 BOT CHORD 2-13=631/2566, 13-24=679/2626, 12-24=679/2826, 11-12=-679/2826, 11-25=679/2826, 10-25=679/2826. 8-10=631 /2566 WEBS 4-13=145/819, 5.13=5141152, 5-11=0/261, 5.10=5141152, Ca10=-145/819 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL-3.Opsf; h=15ft; 8=45ft, L-241t; eave=4ft; Cat. II; Exp B; Encl., GCpt=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 PSI bottom chord live load nonconwrtent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joints) except (jt=1b) 2=416, 8=41S. 7) "Semi -rigid p4chbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 Ib down and 204 Ill, up at 7-0.0, 97 Ib doom and 106 lb up at 9.0-12. 97 Ib down and 106 lb up at 11.", and 971b down and 106 lb up at 12-114, and 189 lb down and 204 Ib up at 15-0-0 on top chord, and 327 lb down and 97 lb up at 7-0.0. 66 Ib down at 9 12. 66 lb down at 11-0-0, and 66 Ib down et 12-114, and 327 Ib down end 97 Ib up at 14-114 on bottom chord. The design/selection of such connection device(s) is the responsibility ofothers 9) Inthe LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead . Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Printed copies of this document areUniformLoads (pit)P Vert: 1.4-60, 4-6=60, 6-9=-60, 14-17=-20 not considered signed and sealed and Concentrated Loads (lb) the signature must be verified on Vert: 4=142(F) 6=142(F) 13=327(F) 11=41(F) 5=97(F) 10=327(F) 21=97(F) 22=97(F) 24-11(F) 25-41(F) any electronic copies O WARNING - Verily dulgn Paremetere and READ NOTES ON TNIS AND INCLUDED MTEK REFERENCE PAGE I11111.7473 raw. 100111 201S BEFORE USE. Design valid for use only with MTske connoctors 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 veft the applicability of design parameters and property incorporate this design into the overall bolding design Bnong indicated is to prevent buckling of individual buss web andlor chord members only. Adddional temporary and permanent bracing Is sNrays required roc 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 ANSVTPII Quality Crbw%, DSB-69 and BCSI Building Component 6904 Parks East BlvdSafetyIafomraUonavailablefromTrussPlatsInstaute, 218N. Lee Sir". Suite 312, Abrindro, VA 22314. Tamps, Fl. 36610 Job Twits Truss Type oly Ply Park SglBamelonwA or C TRAY T11374&N P2792ACT G HIP 1 M16Fiorlde Lumber, Barlow, FL 7.540 s Apr 19 2015 MITeR Industries, Inc. Thu Jim 15 15 01-55 2017 Page 1 ID.IOEL2vgrkv4uEJUYC2jFzkFrtg-t U5wU9JJA6mdJtalNm2F WACteOpl F7Md98lzv8z6OPN 1-t-0-0 1 3t072 1 7.3.0 F 11-00 I t49-0 I IB$B 1 Iti40 { 22-00 1.40 3t012 344 3.9.0 3-:" I•&8 2-SB 3-00 Scale - 1.40 2 axe = Ix4 II 5x8 MTISHS = 3x5 = 214 II 30 = Tire = 5,7 = axe = 3x8 11 6x8 MTIBHSJ LOADING (psf) SPACING- 2-" cSl. TCLL 20.0 Plate Grip DOL 1.25 TC 0.98 TCDL 10.0 Lumber DOL 1.25 BC 0 69 BCLL 0.0 ' Rep Stress Incr NO WB 0 82 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3'Except' 4-14,513,6-12,7-11: 20 SP No.2 REACTIONS. (lb/sae) 9=7852/0-4-0, 2=2829/0-4-0 Max Hoyt 2-78(LC 7) Max Uplift9=2102(LC 0), 2=775(LC 8) DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.17 11 >999 240 MT20 244/190 Vert(TL) -0.42 11 >624 180 MT18HS 244/190 Horz(TL) 0.10 9 n/a n/a Weight: 275 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1.44 oc purlins BOT CHORD Rigid ceiling directly applied or 9-8-1 oc bracing. FORCES. (Ili) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=5822/1545, 3-4=-5655/1541, 4-20=-7080/1962, 5-20=7080/1962, 5-21=7080/1962, 6.21=7080/1962, 6-7-9793/2701, 7-8-14154=75, 8-9=15433/4176 BOT CHORD 2-151133915181, 14-15=133915181, 13-14=1279/5035, 12-13=2374/8988, 11-12=3394/12644, 11-22-3701/13784, 1D-22=3701/13784, 9-10=-3701/13784 WEBS 3-14=325771, 4-14=641343, 4-13=-803/2907, 6.13=2707/949, 6.12-1647/6014, 7-12=6664/1856, 7-11=1976/7224, 8-11-13291357. 8-10=261/1127 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 - 3 rows staggered at 0-2-0 oc Webs connected as follows, 20 - 1 row at 0-9-0oc. 2) All loads are considered equally applied to all plies, except K noted as from (F) or back (B) face in the LOAD CASE(S) section. Ply to py connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered forthis design. 4) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25R; B=4511; L=24R; eave=411, Cat. II, Exp B, Encl., GCpl=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. 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 9) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except (It=1b) 9=2102, 2=775. 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 devices) shall be provided sufficient to support concentrated load(s) 5991 Ili down and 1715 lb up at 16.6-8, 1187 lb down and 307 lb up at 16.114, and 636 Ib down and 176 Ib up at 18.11.4, and 1047 Ib down and 2741b up at 20-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility ofothers. LOAD CASE(S) Standard Continued on Dacia 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verily daslpn Parameters end READ NorE5 ON VMS AND INCLUDED WTEK REFERENCE PAGE M0.7473 ray. facYWCI3 BEFORE USE. Des" validfor useonlywill Madill, connectors Thisdesign isbased onlyupon perameters shown, end is for an ndw10ual buddingcomponent, not a truss system. Behruse, thebuildingdesigner must verify the applicability ofdesign parameters and property Irxnrporatethis design Intothe overall budding design Bracing Indicated Istoprevent bucgnap of individual trustwebandfor chord membersonly. Additional temporary and permanent bracing b always required for stabiay, and to prevent collapse with possible personal Oki" and property damage. For general guidance regarding the MR bblrcation, storage, delivery, erection and bracing of trusses and truss eytvems, we ANSVTPn Guafhy, Cinerla, 03a-99and SCSI Building Component 6904 Parks Fast BW Safety Information avaWble from Truss Plate Institute. 218 N Lee Sreal, Suie 312, Abxandne, VA 2Z31e Tamps, FL 36610 Job Truss Truss Type Qty Ply Park Sgftmelon A or C_TRAY T11374NDP2392ACTC4NIP1 mwronoa Wmaer, uanow, IL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced), Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.4"0, 4-6=W, 15a9-60, 2-9=20 Concentrated Loads (Ib) Vert- 11-5991(8) 10--M(B) 17=1047(8) 22=1187(8) r.sa0 s Apr 19 2016 MITek industries. mc. Thu Jun 15 15'01'56 2017 Palle 2 ID:IliEL2vgrkv4uEJUYC21FzkFng•1U5wU9JJASmdJtalNm2F WACteOp1 F7Md98I2v&SOPN O WARNING • V.71 design pone rer. and READ NOTES ON Ties AND INCLUDED WTEK REFERENCE PACE WFT473 rev. fOOM15 BEFORE USE. Design valid W use only with Wake connectors. This design is based only upon parameters shown. end is for an mdrAdual buftng component, not a truss system. Before use. the bulldog designer must verily the applicability of design parameters and properly incorporate this design into the overall building design. Broang indicated is 10 prevent bucldarp of individual buss web andlor chord members only Additional temporary and permanera or" is always required for stability and to prevent collapse with possible personal rrduury and property damage. For general guidance regarding the MR to - oin, storage, delivery, erection andbracingoftrussesandw» systems. we ANSUTPII Quality Cdtorle, DSB49 and SCSI Building Component 690it Pasts East BledSafetyInformationavailablefromTrussPiroInsttute, 218 N Lee Soviet. Suite 312. Alekandne. VA 22314 Tamps, Ft. 36610 Job Truss Truss Type Oly Ply ParkSyBarcebns-A or C_TRAY T1t374809 P2392ACT C5 HIP 1 1Job Ref M*Florida Lumber, Barb., FL. 7 640a Apr 192016 Mnak Industries, Inc. Thu Jun 15 1501.592017 Page 1 ID:ItiEL2vgrkv4uEJUYC2IFzkFng•VgfliVKyxOuUx 79UxUaU3okC2oEE_cZmNot)WRbz6OPM i•1-0-0 1 6-0-0 ( 11-0.0 1 160.0 ( 22-0-0 123-0-0 1-0-0 540 5-0-0 5.0-0 5-0-0 Scale = 1:40.1 axe = 19 20 4xe = 30 = 1x4 II 30 = 3xe = 1x4 II 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014ITPI2007 REACTIONS. (lb/size) 2-940/0-3-0, 6=940/0-3-8 Max Horz 2=-67(LC 10) Max Uplift2=252(LC 12), 6=252(LC 12) CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 033 Vert(LL) -0.06 9 >999 240 MT20 244/190 BC 0.38 Ven(TL) -0.16 9-11 >999 180 WB 018 Horz(TL) 0.05 6 We We MaInx-M) Weight: 99 Ili FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-6-0 oc putting. 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 2-18=1420/456, 3-18-1339/475, 3-19=15411580. 4-19=15411580, 4-20-15411580, 5.20=15411580, 5.21-7339/476, 6-21=1420/458 BOT CHORD 2-11=317/1196, 10-11-316/1201, 9-10=316/1201, 8-9=325/1201, 6-8-326/1196 WEBS 3-9=150/468, 4-9=336/175, 5-9=150/468 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind. ASCE 7-10; Vuk=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B-45ft, L-24ft; eave=oft, Cat. II; Exp 8: Encl., GCpi=O 18; MWFRS (directional) and C-C Exterior(2) -14)-0 to 24)-0, Interior(1) 2-0.0 to 6-0-0, Exterior(2) 6-0-0 to 20.2-15 Interior(1) 20-2-15 to 23-0-0 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 buss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live loads. 5) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (A=lb) 2=252, 6=252 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this buss. la Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vainly daayn parvnaters and READ NOTES ON TraS AND INCLUDED ABTEK REFERENCE PAGE 1101,7477 raw. IWDW 0/SBEFORE USE. Design valid forum onlywith MIT09 con * rs This designis basedonly upon parametersshown, and is for an Individual building component, not a busssystem Wore use. the buddingdesignermust verilythe applicability of designparameters and property incorporate this designinto theoverall building design Bracing indicated is toprevailbudding of individual buss web and/or chord members only Addmonsi 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 lasses and truss systems. see ANSVTPII Quality Crkerls, D502e and BCSI Building Component 6904 Parks East ONO Safety Information availablefrom Truss Plate Institute, 21e N Lee West. Suite 312. Alexandria, VA 22314. Tempe. FL 36610 Job 5s Truss Type Oly Pant StyaerceleC Tne•A or RAY JPly 711374810 P2392ACT ce C6HIP 1 1Job R Mi6Ftonde Lumber. Barlow, FL. 7.640 a Apr 19 2015 Mnek Industries, Inc. Thu Jun 15 15,02,00 2017 Pape 1 ID. kiEL2vgrkv4uEJUYC21FzkFng•zsDhvrLalkOLZBkgVBSjcbHK1 CSGjzevcSE4 1z60PL 1- 1-ao 1 5-0.0 1 9 0 9 ( 12, 11 17.0.0 ( 22 0 0 1230-01 1-0-05.0.0 a-0.9 310.13 4.0.9 50.0 1-0-0Scale a 1.40 1 axe = amp tx4 II 3x4 = 4xa = 4 17 1e 5 19 6 4x4 = 2x4 II 7xe = 3x5 = 2x4 II US = 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 FBC2014/TPI2007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x6 SP No.2 Except' 7- 11: 2x6 SP No.1 WEBS 20 SP No.3 CSI. DEFL. In (loc) Udell Ud PLATES GRIP TC 0.54 Vert(LL) 0.16 10-11 >999 240 MT20 244/190 BC 0.84 Vert(TL) 0.39 10-11 >685 180 WB 0.57 Horz(rL) 0.08 7 n/a rife Matrix- M) Weight: 121 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-8-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-6-1 oc bracing. REACTIONS. ( Ib/size) 2=1371/0.3-8, 7=1569/0.3-8 Max Horz 2=58(1-C 23) Max Uplift2=398(LC 8), 7=476(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2591l712, 3.4=3498/1048, 4-17-3498/1048, 17-18-3498/1048, 5-18-349811048, 5- 19=3785/1136, 6.19=3785/1136, 6-7=3051/891 BOT CHORD 2-12-575/2266, 11-12=573/2275, 11-20=1051/3785, 10.20=1051/3785, 10. 21=720/2702, 21-22=720/2702, 9-22=720/2702, 7-9=714/2677 WEBS 3-1l= 477/1505, 5.11=373/223, 6.10=398/1340, 6-9=101/427 NOTES- 1) Unbalanced roof live loads have been considered for thisdesign. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL-3.Opsf; h=25ft; 8=45ft, L=24ft, eave=oft; Cat. 11; Exit B. Encl., GCpi=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (j1=1b) 2=398, 7= 476. 7) " Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 77 Ile up at 13-0.12, and 93 lb down and 77 lb up at 14-34 on top chord, and 577 lb down and 1971b up at 11.0-12, 36 lb down at 13 12, and 36 lb down at 14-3-4, and 329 lb down and 145 lb up at 16-3-4 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase-1.25 Uniform Loads (pm Vert: 1-3-60, 3.6—W, 6-8=-60. 2-7=20 Concentrated Loads (lb) Vert: 5-51(F) 10=26(F) 19=51(F) 20=577(F) 21=26(F) 22-329(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verily daslgn paramerers andREAD NOTES ON TM AND INCLUDED WTEK REFERENCE PAGE sOF7477 rev. 1493FMS BEFORE USE. Design valid for use only wO Mrrek* ronneclors. This design Is based only upon parameters shown, and is for an indrwdual building component. not i a truss system Before use. the building designer must ver y the applicabilityof design parameters and properly incorporatethis designinto the *wellbuilding design Bracing indicated Is to prevent buckling of rndrwdual truss web anWor chord members only Additional temporary and permanent braGng is always rsgurred for stability and to prevent collapse with possible personal mfury and property damage For general guldence regarding the fabrication, storage, delwery, arechon and bracing oftrusteeendtrusssystems, we ANSVTPIt Quality Coterie, 05849 end SCSI Building Component 6904 Parke Fast BNd Safely InformationavailablefromTrussPlateInstitute. 21e N. LeeStreet. Suite 712. Alexandria. VA 22714. Temps. FL 38610 Job Truss Truss Type Oty Ply Park syBarcebn A or C_TRAY T11374811 P279iACT C7 HIP 1 1 Mid-Flonda Lumbar, Banda, Ft r.oau sApr to zulo Mllex mom trlae. am. inu don ite 1D.Vz.uu zul r rape 1 ID IUEL2vgrkv4uEJUYC21FzkFng-zsDhvrLaikOLZBkgVB5lcbHPLCWm13NcSE4 lz6OPL i •10-0 ( 4.94 i 90.0 i 134-0 i 1B•S0 1-PO 4-9-4 4.2-12 4-0.0 310 4x4 = axe = US = 3x9 = 3x4 = 1.5x4 II i nil i 13-0-0 i M ( Ilia 'LSn LOADING(psf) SPACING- 217 CSI. 7CL! 20.0 Plate Grip DOL 1.25 TC 0.20 TCDL 10. 0 Lumber DOL 1.25 BC 0.61 BCLL 0.0 ' Rep Stress Ina YES WB 0.19 BCDL 10.0 Code FBC2014ITPI2007 Matnx-M) Scala. 3I8'=1' DEFL. In (loc) Well Ud PLATES GRIP Veri(LL) -0.11 9-12 >999 240 MT20 244/190 Vert(TL) -0.28 9-12 >697 180 HOrz(TL) 0.02 7 nla 1118 Weight: 91 Ile FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD BOT CHORD 20 SP No 2 WEEIS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2-725/0.3-8, 7-636/Mechanicai Max Horz 2=121(LC 12) Max Uplift2=190(LC 12), 7-162(LC 12) FORCES. (lb) -Max. ComplMax. Ten. -All forces 250 Qb) or less except when shown. TOP CHORD 2-13=1003/408, 3-13=955/422, 3-4=710/304, 4-14=578/316, 5 14-5781316, 5-6= 470/227, 6-7=5991292 BOT CHORD2-9=4351854, 8-9=1521374 WEEIS 3-9=313/230, 5-9=124/337, 5-8=271/142, 6-8=197/486 Structural wood sheathing directly applied or S-9.1 oc purlins, except end verticals. Rigid ceiling directly applied or 8-1D-14 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vun=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=O 18; MWFRS (directional) and C-C Exterior(2) -1.0-0 to 2-0-0. Interior(l) 240-0 to 9-0.0, Exterior(2) 9-" to 13-0.0 zcrne.C-C formembers 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 trusshas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) "rhis 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 2-0-0wide will rd between thebottom chord and any other members. 6) Re -ter to girder( s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except 01=lb) 2=190, 7=162. 8) "Semf-rigid pnchbreaks including heels" Member end fixity model was used in the analysis and design of this ass. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AL WARNING • Vanity design pwenretwe and READ NOTES ON THIS AND INCLUDED MTEK REFERENCE PACE aa1.7473 rev. INMOIS BEFORE USE. Design valid for use only wide MTekm connectors This design Is based only upon parameters shown, and is for an mdrAdusl building component, not is buss system Before use. the building designer must vent the appliubOM of design parameters and property incorporate Nu design Into the overall is Iwadrng design. Bracing Indicated istopreventbucklingofIndividualbusswebanworchordmemberonly. Additional temporary and permansm brad% Is always regwred Iw slabilay, and to prevwd Collapse who possible persorW rnlury and property damage. For general ce guidanregarding t110 fabnCMion, storage. dalwery. erection and brabse ng of trusses and truss systems. eANSV7PI1Oualhy, M Crlta. 05849and SCSI Building Component 6904Parke East Blvd. wererty I.;emsUon available from Truss PlotInstifuis, 218 N Lee Street, Sude 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Ply Park sglBarcaioria A orC T1tAr 10ty T71374612 P2392ACT Ca COMMON 4 1 MbFlonds Lumber. Barlow• FL 7.040 a Apr 19 2o% Mrrsk Indus 03. Inc. Thu Jun 15 15'02 012017 Page 1 ID:IGEj_2vgnxv4uEJUYC2jFzkFng-R3n37BMCT 79CAL112vcy8pgYtbs2SPj3r6zdWrz60PK 1 5.94 I 11-0-0 I 15-5.0 1-00 5.9.4 5.2-12 5.5.0 3 5's = 30 = 0 30 = 3,4 = Scale a 1:37.5 I 6.4.0 e-4-O I 765-0 18.1-0 Plate Offsets (X.Y)- 12:0.2-O.Edbel LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Veri(LL) -0,11 6-7 >999 240 MT20 2441190 TCDL 100 Lumber DOL 1.25 BC 0.61 Vert(TL) -0.25 6-7 >767 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.58 Horz( L) 0.02 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 83 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-9-10 oc purling, except BOT CHORD 2x4 SP No 2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/sae) 2=726/0.3-8.6=636/Mechaniral Max Horz 2-121(LC 12) Max Uplift 2=192(LC 12), 6-160(LC 12) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=983/297, 9-11=920/311, 3-12-756/263, 4-12=679/274 BOT CHORD 2-7-320/834, 7-15-135/412, 15.16=135/412, 6-16=135/412 WEBS 3-7-327/203, 4.7--107/501, 4-6=540/175 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL-3.0psf; h=25tt; B=45tt, L-2411; eave=411t; Cat 11; 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 11-0-0, Exterior(2) 11-0-0 to 14-0-0 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 2-060 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0=1b) 2=192, 6=160. 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 - Vanity design parameters and READ NOTES ON TWS AND INCLUDED MTEx REFERENCE PAGE N47473 raw. 10e3R015 BEFORE USE. Design valid for use only with MRe® connectors This design is based only upon parameters shown, and Is for an Individual building component, not a truss system Before use. the budding designer must verity the applicability of design parameters and property Incorporate thisdesign into the overall budding deign Bracingindicated isto prevad buddingofindividual bussweb ands chord members" Additional temporary and permanent bra-V is spraysrequired for staWdyand to prevent collapsewith possiblepersonalinjuryand property damage For general guidance regsNIngthe tabrirauon• storage, delivery. inaction and bracing of trusses and truss systems, we ANSVTPn Quality Criteria. DSB419 and BCSI Building Component 6904 Parke East BlvdSafetyInformationevanlabkfromTrustPlatsInstiluls. 210 N Las Street. Suds 312. Alexandria, VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty PIyPin StyBarcabn A or C_TRAY n uT4e13P239bkCT CJ JACK 4 1 Mr6FI0rrdo Lumber, Banes, FL 7 540 s Apr 19 2016 MRsk Industries, Inc. Thu Jun 15 15'02'01 2017 Page 1 ID. ItiEL2vgncv4uEJUYCTFzkFng-R3n37 BMCTI9CAL112vcy8pgbtb_E SYr3r6zdWTzWPKt- 0.0 t-0-0Scale - 1.14.4 314 Oae•+ O { p iLOADING( psf) SPACING- 2-0.0 CS1. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Veri(LL) -0.00 5 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.09 Vert(TL) -0.00 5 >999 18D BCLI- 0.0 ' Rep Stress Ina YES WB 0.00 Hoa(TL) -0.01 3 Na nla BCDL 10.0 Code FBC20141TPI2007 Matnx-M) Weight: 71b FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1.0-0 oc puriins, except BOT CHORD 2x4 SP No.2 end verticals. WEES 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. ( lb/size) 5=14910-4-0, 3=14/Mechanical, 4-1/Mechanical Max Horz 5=70(LC 12) Max Uplift5=22(LC 8). 3=23(LC 9), 4=-43(LC 12) Max Grav 5-149(LC 1), 3=14(LC 10), 4=32(LC 10) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASIDE 7-10: Vuh=140mph (3-second gust) Vesd-108mph; TCDL A.2psf; BCDL=3.Opsf; h=15ft; 8=45111; L-2411; eave=oft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces d MINERS 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 3-6-0tall 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 1DO Ib uplift at joint(s) 5, 3, 4. 6) " Semi- igid 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 • Verffy designpentmetersandREAD NOTESON TNS ANDINCLUDEDAOTEKREFERENCE PAGE M67473rev. 1093,7015 BEFORE USE. Design valid for useonly withMn'alOcinnt; to. The design Isbased only upon parameters strown, end a for en indWuol bug*ng c*mWeM. riot u trusssystem. Before use, the budding designer must wrdy the applicaWNy of design parameters end properly Incorporate this design Into the overall wilding design Bracing urOrrated is to prevent flicking of IndrAduo buss web anGlbr chord members only Addmonal lemporery and permanentbracing It alwaysrequired for stability and to prevent collapsewith possible personal Injury ind propertydamage. For general guidanceregarding thehb¢ alron. storage, debvery, erecton and bracingoftrussesandtruss "am%. see ANSUTP11 Quality Cohorts, DSB49 and BCSI Building Component 6904 Parke Fast Blvd dory IrrfomWlon available from Tries Plate 1nsldYte. 210 N. Lee Street, Subs 31Z Aleyandna. VA 22314 Tampa, FL 7e610 Job Truss Truss Type Oty Ply Psn SyBarcelo wAorC TRAY T11374814 P2392ACT 1.JACK 22 1 Mid-Fichda Lumber, Banow, FL 7 540 a Apr 19 2016 Mrrek Industries. Inc Thu Jun 15 15:02.02 2017 Page 1 ID:ItiEL2vgrkv4uE JUYC2jFzkFngawFLRKXNgELH3oVt3cc7BhOMnv?KhB_5C4mIA2wzWPJ 1-0.0 ( 1-0-0 1-0.0 1.0-0 LOADING (psi) SPACING- 2 O CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10 0 Lumber DOL 1.25 BC 0 01 BCLL 0.0 - Rep Stress Ina YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matnx-M) LUMBER - TOP CHORD 20 SIP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=12/Mechanical, 2-124/0-". 4=3/Mechanical Max Horz 2=42(LC 12) Max Uplift3-5(LC 9), 2=-64(LC 12) Max Grev 3=13(LC 17), 2=124(LC 1). 4-12(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. Sole a 1:7.1 2x4 = DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 2441190 Vett( L) -0.00 7 >999 180 Horz(TL) -0.00 2 We We Weight: 5 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1. )-0 PC putting. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vub=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL-3.Opsf; h-2511; B=45f1; L=2411; eave=4fl, 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 gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fitbetween the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joints) 3, 2. 6) "Semi -rigid 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 WARTUNG - VwMy design parameters and READ NOTES ON Dos AND INCLUDED IIOTEK REFERENCE PAGE MD-7073 rev. I OMIS BEFORE USE. Design valid for use only with Mrrel* connspors. This design is based only upon parameters shown, and is for an mdrwdual building component, ncl trolls system Before use, the budding designer must vaiythe appiublbyof design parameters andpropertyincorporate this design into the overall bulging design BraWrg indicated is to prevent buokling of indwidual truss web andfor chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal usury and properly damage. For general guidance regarduip the Is fabriwton, storage, delmery, erection and bracing of trussasandlass systems, we ANSVrPI1 Quality Crttarls, D3049and BCSI Building Component 6901 Parks Fast Blvd. Solely Information available from Truss Plate Institute. 218N. LeeShow. Suite 312. Alexandria. VA 22314 Tamps. FL 36810 7 Job Truss Truss Type oty ply Pant StiftroelonwA or CTRAY1 nuT4elsIP23N?ACT Cdl ACK 17 Job Reference lontionall Mid•FlOrga Lumber, unnow, FL. r twu a /1pr le [silo Mlles inouanes, irK. rnu .fun sit lo.uz vz [ell r reps i ID:ItiEj_2vgrkv4uEJUYC21F2kFng-wFLRKXNgELH3oVt3cc7BhOMnn7KvB_SC4mjAZwz6OPJ 1 .1.0.0 1 3-0.0 1-0.0 3-0-0 Scale - 1 12 3 20 = i 3-Oa•O i LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -0.00 4-7 :--M 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.06 Vert(TL) -0.01 4-7 >999 160 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 11111 FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puffins SOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 0 oc bracing. REACTIONS. (lb/size) 3=65/Mechanicaf, 2=201/D-3.8, 4=29/Mechanical Max Horz 2=74(LC 12) Max UPIi03=34(LC 12), 2=67(LC 12) Max Grav 3=65(LC 1). 2=201(LC 1), 4=46(LC 3) FORCES. (lb) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vu11=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf; h-25ft; B-45ft; L=241t; eave=aft, Cat. 11; Exp B. End., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-", Interior(1) 2-" to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 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 - Vmlly design Parameters and READ NOTES ON THIS AND INCLUDED MIYEK REFERENCE PACE 1110167477 raw. fMWO15 BEFORE USE. Designvalidfor use onlywith MiTeltm connectors Thisdesign asbased only upon parameters shown, and is for an Individual buildup component• not a truss "am. Before use, thebuilding designer mustverily the applicability, ofdesign parameters and property incorporalethis design intothe overall buildingdesign Bracing indicated is toprevent buckling of individual truss web and/orctrord members only Additrorial temporery and permenem bracing is sways required for stability and toprevent collapse with possible personal injury and property damage For gerremliguidenca regarding the MR bibrution, storage, delivery, erosion and bracing of trusses and truss systems. as ANSVTPII Quality Crkerla, DSBae andSCSI Building Component $so$ Parke East Blvd. SatisfyInformationavailablehumTrussPlaneInstitute, 215 N. Lee Street, Suite 312, Alexandria. VA 22314Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SglBonrobna•A or C TRAY T11374010 P2392ACT CJ3A JACK 1 1 mo-rrwroe Lumpor, uanow, rt. 7.540 sApr 19 2015 Mnek Industries, Inc. Thu Jun 15 15,02.032017 Page 1 ID:IUEL2vgrkv4uEJUYC2jFzkFng-ORvpYsNS fPwOeSFAK90DEvxRPg5wRLM1OSkbMzWPl i 3-0-0 3.00 i Sub - 1.12.3 2x4 = i 3-0-0 3 0 1 LOADING (psQ SPACING- 2-" CS1. DEFL. in (loc) Vde11 Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) 0.00 6 999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.06 Vert(TL) 0.01 3-6 999 160 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 1 nla n1a BCDL 10.0 Code FBC20141TPI2007 Matrix-M) Weight: 10 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 1=136/Mechanical, 2=67/Mechanical, 3-32/Mechanical Max Horz 1=49(LC 12) Max Uplift 1-21 (LC 12), 2=35(LC 12) Max Grav 1=136(LC 1), 2=67(LC 1), 3=47(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL= 4.2psf; BCDL=3.Opsf, h=25ft; B-45111; L=2411; eave=oft; Cat. II; Exp S; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrertt 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 f4 between the bottom chord and any other members. 4) Referto girder(s) for truss to truss connections. 5) Refer to girder(s) for truss to truss connections 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift atjoint(s) 1, 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verilydaslgn peramstars andREAD NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE'aeF7a7Srev. 1000=1015 BEFORE USE. Design valid for use only with MR914, connectors This design is based only upon parameters shown, and is for an Individual building component, nd a Irusa system. Before use, the buildup daspner must vCily the applicability ofdesign parameters and property incorpoo is thisdesign into the overall buIldrng design. Bracing indicated is to p ever q buckling of individual truss web anWor lord members only. Addmonel temporary and permanent bracing is always required for Stability and to prevent collapse with possible personal mlury and property damage. For general guidance regarding the • . IN fabrication, Storape, delivery, erection andbracing oftrusses and truss systems. in ANSVTPn Quality Cr11Ma, DS049 and SCSI Building Component 6904Parks East BNdSafetyInformationavailablefromTrussPlateInsldde. 210N L.oe Sinlet, Suite 312. Alexandria, VA 22314. Tamps. FL 35610 Job Truss Truss Type Oy Ply S%Sorcelena•A or CTRAY T11374817lJ'ob'Referencefool'onall P2392ACT CAT SPECIAL 4 1 Mi6F , Lumber. Banow. FL. 7.840 ! Apr 19 2015 Mnek MOUWIea, PIC Thu Jun 15 15'02 03 2017 Page 1 ID ItiEj_2vgrkv4uEJUYC21FzkFng-0RvpYsNSfPwOeSFAK90DEvuOPbewRvMIOSkbMzWPl 1-00 2.1-12 -3- 3 N1•p0 2-1-12 41.1 lTBB bt4 = Scale - 1 12.3 Plate Offsets (X.Y)- 13:D-D-6.Edoel LOADING(psf) SPACING- 2-0-0' CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.27 Verl(LL) 0.09 6 >414 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.35 Ven(TL) -0.12 6 >292 180 BOLL 0.0 ' Rep Stress Ina YES WB 0.03 Horz(TL) 0.06 5 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 13 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 2=295/D•3-8.5=9/Mechanical Max Horz 2-84(LC 12) Max Uplift 2=-1 18(LC 12) Max Gram, 2-295(LC 1), 5=19(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) Vesd=108mph; TCDL=4.2psl; BCDL-3.0psf; h=25ft; B=45ft; L-241t; eave=oft; Cat. 11; Exp B; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1.0-0 to 2.0.0. Intenor(1) 2-0-0to 3-0-0 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for trussto truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at /oint(s) except (/t=1b) 2=116. 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 AWARIONO - Velry drily. parameter arw READ NOTES ON THIS AND INCLUDED AI TEK REFERENCE PAGE i111167473 rev. 10"1015 BEFORE USE. Desipn valid for use only well MnekV connepors The design Is based only upon parameters shown, and Is for an ildrvidusi building component, nol a truss system Before use, the building designer must verMT the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated isto prevent buildng of individual truss web andror chord members only. Additional temporary and permanent bracing isalways requiredfor stability andtoprevail Collapse with possible personalmlury and property damage. Forgeneral guidance regarding the go hbrkelion, storage, delivery. erection and braeng of Uussesand trusssystems. no ANSUTPII Quality Criteria. DSB•e9 and BCSI Building Component 6904 Parks Fast Bled. Safety Informaaon available from Truss Plale Institute. 218 N Lee Street, Suite 312, Alexandria, VA 22314 Tamps. FL 36810 Job Truss Truss Type Oty Ply Park Sgnmrc*WWA or C_TRAY 1 n 1374e1e P2392/1CT 0.15 JACK 14 1 Rai lil*+ prda Lumber, Bartow, FL Plate Offsets (X.Y)- I2:0-4-0.0.0.4 7 640 a Apr 19 2016 MTek Industries. Inc. Thu Jun 15 15.02.04 2017 Paps 1 ID:I6EL2vgrkv4uEJUYC21FzkFng-seSBIC04lyXn1 ofSki 91mRR4dp_VIuaVX4CH7oz60PH l •1-0-0 ( 540 1 0 580 Scale = 1:17 3 20 = LOADING (psf) SPACING- 2-0-0 cSl. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) -0.04 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0,00 2 Na Na BCDL 10.0 Code F8C2014/TPI2007 Matrix-M) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 3=111/Mechanical, 2=298/0-3-8, 4-46/Mechanical Max Horz 2-108(LC 12) Max Uplift3=-60(LC 12), 2-82(LC 12) Max Grav 3=111(LC 1), 2=298(LC 1), 4=76(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wild. ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf: h=25ft; 8=45ft, L-24ft, eave=oft; Cat 11; Exp B; Encl., GCpt=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2-0-0 to 4-114 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 2-0-0wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at Joint(s) 3, 2. 6) "Semi -rigid pitchbreaks including heels" Member end racily model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verily dealpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIF7473 rev. 18e3Rdfa BEFORE USE. Design valid for use only with MTeM connectors. This design is based only upon parameters shown• and Is for an individual building component, not a truss system. Before use, the buildup designer must veritythe applicability of deeps parameters and properly Incorporate this design intothe overallbuildingdesignBracingIndicatedistopreventbuckingofindividualthuswebandrorchordmembersorgy. Add4lerisltemporaryandpermanentbracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. Forgeneral guidance regarding the is fabrication. storage, delivery, erection andbracing oftruss$ andtruss systems. we ANSUTPI1 Quality Crftw%, D3549 and BCSI Building Component 6904 Parke East Bled. SetatyInformstion available from TrussPlate Institute. 210 N. Lee Street. Suite 312. Alexandra, VA 22314• Temps. FL 36510 Job Truss Truss Type Oty Ply Park SpIBan elon A or C TRAY 1 T11374pIpIP2392ACTCJSTSPECIAL4 Job Re MOP WOOD Willow. Uanow, L. f.Wua/lpr laNle Mrr eernOYAnaa, me rnu,runmia'ww"it "gel ID:IUEL2vgrkv4uEJUYC2tFzkFng-seSBIC04lyXnlo7Sk19tmRR3RpzeluRVX4CH7ozWPH I •7-0A 2-1-12 2 3-- 5.00 1-04 2.1.12 o-1.12 2-8-e ' Scala a 1:17 3 20 = I a3-e i2.3-0 LOADING (par) SPACING- 2-0 0 CS1. DEFL. in (loc) Vdefl Ud TCLL 20 0 Plate Grip DOL 1 25 TC 0.26 Vert(LL) 005 6 999 240 TCDL 10.0 Lumber DOL 1.25 BC 024 Vert(TL) 0 08 6 773 180 BCLL 0.0 ' Rep Stress Inv YES WB 001 Horz(TL) 0.04 5 n/a n/a BCDL 10 0 Code FBC2014ITPI2007 Matrix-M) LUMBER- BRACING - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=118/Mechanical, 2=313/0-3-8, 5=29/Mechanical Max Horz 2=108(LC 12) Max Uplift 4=-57(LC 12), 2=86(LC 12) Max Grav4=118(LC 1), 2=313(LC 1), 5=59(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown PLATES GRIP MT20 2441190 Weight: 19 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purtins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VuN=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; SCDL-3.0psf; h=25ft; B=4511; L-2411; eave=411; Cat 11; Exp S; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Intenor(1) 2-0.0to 4-114 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 bad 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 joint(s) 4, 2. 6) "Seml-rigid pftchbreaks including heels" Memberend 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 • VWNY design Parameters and READ NOTES ON TAPS AND INCLUDED IIeTEK REFERENCE PAGE atiF7473 rev. 1110"015 BEFORE USE. Design valid for use only wkh MReltp connectors This design is based only upon parameters shown, end la for an Individual building component, not a truss system BNore use, the building designer must verey the spplicablitty of design parameters and property incorporate this design into the overall bustling design. Bracing indicatedistoprevent burJdurp ofindividual bussweband/orNordmembersonly. Additionaltemporary and permanent bracing is always required for stability, and to prevent collapse with possible personal injury and properly damage. For general guidance regarding tine ablCNgn, storage, delivery. arection and bracingof trusses end truss "ems, we ANSUTPI7 Duality Cdtw%. DSO-49 and BCSI Building Component 6904 Parks East Bled. Safely Information available from Truss Plate Institute. 210 N. LeeStreet, Suse 31Z Alexandria. VA 22314. Tamps, FL 36610 1-V-V r-4-14 11.1" 2.1.12 4xa = 1.5x4 11 Scale - 1:439 e 30 = 1x4 II 3x4 = 3x4 = LOADING (psf) SPACING- 2-0 0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.54 TCDL 10.0 Lumber DOL 125 SC 0.47 BCLL 00 ' Rep Stress Ina YES WS 0.80 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.05 7-8 >999 240 MT20 2441190 Vert(TL) -0A4 7-8 >999 180 Horc(TL) 0.02 6 Ma n/a LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2-730/0.3.8, 6=631/Mechanical Max Horz 2=264(LC 12) Max Uplift 2-151(LC 12). 6=201(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-12=929/117, 3-12-763/140, 3-13=291/2 BOT CHORD 2.8=3341755, 7-8=334/755 WEBS 3-8=0/295, 3.7-,666/287, 4-7=93/465, 4-6-650/309 Weight: 101 lb FT = 20% Structural wood sheathing directly applied or 5-8-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind, ASCE 7-10; Vuk=140mph (3-second gust) Vasd=108mph; TCDL=4.2psl, BCDL-3.0ps1; h-25ft; B=45ft, L=24ft, eave=oft; Cat 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-" to 14-3-4. Exterior(2) 14-3-4 to 16-3-4 zone,C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live loads. 5) ' This truss has been designed for a live bad of 20 Ops1 on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss 10 truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qtalb) 2=151, 6=201 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 - VWVY dealgn parameters and READ NOTES ON TNS AND INCLUDED VOTER REFERENCE PAGE MII.7473 nin,. 10d 015 BEFORE USE. Design void for use any with MTeW ronnectore This design Is lased only upon paremeters shown, and is for an individual buaddng component, not a truss system Before use. the binding designer must verily the applicability of design parameters and properly incorporate this design into the overallbuddingdesign. Bracing indicated Is to preventbucNingof individualWsswebone/or chord members only. Additionaltemporaryandpermanentbracing Is @Iwo" required for nobody and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MR lobriwlion, storage, delivery, erection and bracingoftrusses and truss systems, am ANSIITPM duality Grit". DSB-69 and BCSI Building Component 6904 Portia FJn BNdSafetyInforrralionevelloblefromTrussPlateInsldule. 210 N Lee Sliest. Sute 31Z Alexandria. VA 22314. Tempo, FL 36610 Job Truss Truss Type Oty Ply Park SyBarcelons-A or C_TRAr Tt1774621 P2792ACT IT SPECIAL 1 1 M6Flebs Lumber. UAVe .FL /Wps/.W to 2111e MnrCx IIaYSY1e5. IrR. I1r11 ,luri li li:p[:W NI/ Yago, ID:I9EL2vqM,,4uEJUYC21FzkFng-KgoayYPiWGfefMHkguJf 3XDCaOJEfmkxdEz6OPG i z•3-B { 8-e-0 i 14-e I 1— 6 2.3.8 8-0-0 8.06 2-0.6 Scale a 1:30 9 Sx6 = 2114 2.3.6 e-0•e t4.4-a 0.6 2.O•e Plate Offsets (X.Y)- 12,0.2-1.0.2-61.14:0.2-1.0-2-61 LOADING (psf) SPACING- 2.0411 cSl. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.15 6-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 070 Veri(TL) -0.36 6-13 >510 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.17 Horz(TL) 0.29 5 n/a n1a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 83 lb Fr = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.1 'Except' TOP CHORD Structural wood sheathing directly applied. 3-5: 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. BOT CHORD 2x4 SP No.2 'Except' 7-8,9.10: 2x4 SP No.3, 24: 2x6 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 1=667/0.3-0, 5=653/Mechanical Max Harz 1-78(LC 11) Max Uplift 1=147(1_C 12), 5=151(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2-291/113, 2-17=-10441339, 3-17=1001/352, 3-18=10081352, 4-18=1051/339, 4-5=285/117 BOT CHORD 2-6-2011927, 4-6=201/927 WEBS 3-6=82/436 NOTES- 1) Unbalanced roof live loads have been Considered forthis design. 2) Wind, ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h-2511; 13=4511, L=24ft; eave=4ft; Cat. 11; Exp B: End., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) D-1-12 to 3-3-0, Interior(1) 3-3-0 to 8.4-0. Exterior(2) 8.4-0to 11.4-0 zone:C-C for members and forces i3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Refer to girder(s) for truss to truss connections. 6) Bearing at joint(s) 1 Considers parallel to grain value using ANSIITPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except ()t=1b) 1=147, 5=151. 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 AWARWNG • Verity design pwametws and READ NOTES ON INS AND INCLUDED AIFTEK REFERENCE PAGE 11147473 rev. 101MOfs BEFORE USE. Design valid for use only with Mrrek® connectors. This design is based only upon parameters shown, and is for an Individual buldnng component, not atruss system Before use. thebuildingdesigner must verity the applicabilityof design parameters andproperty mcoryoretethis design intothe overall buildingdesign. Bradng indicatedIstoprevent building of individual trussweband/orchordmembersonly. Additional temporary and permanent bracing isalways requiredfor stability andtoprevent collapse with possible personalnniury and property damage Forgeneral guidance regarding IM is fabrication, storage. delivery, erectors and bracing of trusses and truss systems, we ANSVTPn Quality Criteria. D5049and SCSI Building Component 6904 Parke East Blvd. TrotSafetyInformationavailablefrom Plate Institute. 215 N Lee Street, Suite 312. Aiexandns, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SWMrc*WwA or C_TRAY T111374822 P2392ACT 02 MONO HIP 2 1 M41•Fiaea LumWr, Denver. FL. 7 640 it Apr 19 2015 Me ek Industries. Inc. Thu Jun 15 15.02*08 2017 Page 1 ID:I9EL2vgrkv4uEJU`IC21FzkFngoMyAuOLHZnVH6BgrSC7rsXOzcdy7110 OhOBhz6OPF 6-4-14 1 12.3-4 I to." 11-0-0 6-4-14 5-10-6 4-1-12 axe = 14 15.4 11 Scala - 1:302 6 30 = 1x4 II 30 = 3x4 = LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10 0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Ina YES BCDL 10.0 Code FBC2014ITPI2007 CSI. DEFL. in (loc) Well Ud TC 038 Vert(LL) 0.03 7-8 >999 240 BC 0.37 Vert(TL) 009 7-8 >999 180 WB 0.60 Horz(TL) 002 6 n/a n/a Matrix- M) LUMBER- BRACING - TOP CHORD 20 SIP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SIP No.3 BOT CHORD REACTIONS. ( lb/size) 2=726/0-3.8, 6-636/Mechanical Max Horz 2=231(LC 12) Max Uplrl12=163(LC 12), 6=189(LC 12) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=982/198, 3-12=909/214, 313= 446187, 4-13=358/107 BOT CHORD 2-8=375/813, 7-8-375/813, 6.7=155/329 WEBS 3-7=560/253, 4-7-86/412, 4-6=597/281 PLATES GRIP MT20 244/190 Weight: 95 lb FT - 20% Structural wood sheathing directly applied or 5-9-14 oc putting, except end verticals. Rigid ceiling directly applied or 9-7-10 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; 8=45ft; L=2411; 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 12-34, Exterior(2) 12-3-4 to 16- 3-4 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1DO lb uplift at joint(s) except (n=1b) 2=163. 6= 189, 8) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this'document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - VerNy design pansmarars and READ NOTES ON TIES AND INCLUDED II9TEK REFERENCE PAGE M/I.7473 raw. 109=915 BEFORE USE. Design valid for use only with Mrrek® Connectors. This design Is bond only upon parameters shown, and is for an indmdual building component, not a truss system. Before use. theJlugtlrng designer must verily the applicability of design parameters and properly incorporate this design mio the overall buildup design. Bracing indicated Is toprevent bucking of individual thus web andfor Chord members only. Adddkuul temporary and permanent bracing is always required for stab ify and to prevent Collapse with possible persorW miury and property damage For general guidance regarding the to' , - ion, storage, delivery. Callow and bracing of busses and truss systems, we ANSUTPIt Quality Criteria. 03049 and SCSI Building Component 6904 Parks East Blvd SafetyIntonniallonavailablefromTrussPlateInsttule. 218 N Lee Street, Sufis 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Park SOIBanxlons-A or c TRAr IPly T7 uT4ez3 P23MCT D27 SPECVIL 2 1 M6FIor10s Lumber, Barlow, FL. 7.a40 S Apr la 2016 MROR indu4ble4. rnC Tnu Jun ib it OZAe 2e17 vage i ID:tiEL2vgriw4uEJUYC2iFzkFrpoOayAUQLHZnVHSBgrSC7rsXGUvk7mSoOhOBhzSOPF 14-4-0 i 15-5-0 2.11 645 6•0•11 2-3-8 Sine a 1:30.5 Say LOADING (psf) SPACING- 2-" CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 TCDL 10.0 Lumber DOL 1.25 BC 0.71 BCLL 0.0 ' Rep Stress Ina YES WB 0.17 BCDL 10.0 Code FBC2014.rrP12007 Matrix-M) LUMBER - TOP CHORD 2x6 SP No.1 BOT CHORD 2x4 SP No.2 'Except' 7-0,9-10: 20 SP No 3, 24, 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 1-676/0.3.8, 5=663/0-3-8 Max Horz 1-78(LC 10) Max Uplift 1=150(LC 12), 5=154(LC 12) DEFL. in (loc) Vdefl Ud Vert(LL) -0 15 6-16 >999 240 Vert(TL) -0.39 6-13 >499 180 HOrz(TL) 031 5 n/a Na 20 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight 84 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puritns. BOT CHORD Rigid ceiling directly applied or ID-0-0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2=296/118, 2-17=10731346, 3-17=10301359. 3-18=1032/358, 4-18-10741345. 4-5=-288/120 BOT CHORD 2-6=204/954, 4-6=204/954 WEBS 3-6-83/442 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.0psf; h=25ft; 8=45ft; L=24ft: eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterpor(2) 0-1-12 to 3.3-0, Interior(l) 3-3-0 to 8-4-0, Exlerior(2) 84-0 to 11-44) zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1 60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psl on the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide will ad between the bottom chord and any other members. 6) Bearing at joint(s) 1, 5 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verily capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (i-lb) 1-150, 5=154 8) "Semi -rigid pitchbreeks 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 design parameters and READ NOTES ON TP#S AND INCLUDED MTEK REFERENCE PAGE 114I14473 rev. 10007IMS BEFORE USE. Design valid for useonlywith WOWconnegois Thsdesign isbased "upon parameters shown, and is bran Indwidual budding component. not a truss "am. Before use, the building designer must verily the applicability of design parameters and property Incorporate Vus design into the overall buddmg design Bra" indicated isto pravent buckling of Indrwdual truss web and/or chord members only Addalenal lemporary and pemunem bracing is always requiredtow stability andtoprevent collapse with possible personalinjury and property damage. Forgeneral guidanceregarding 11111 11 fabrication. storage, delivery, areWon and bracing oftrusses and trusssystems, we ANSVrPn Quality Criteria, D5029and BCSI Building Componem 6904 Parke Fast BlvdSafetyInformationavailablehumTrussPlateInstitute, 218 N LeeSheet, Sute 312, Alexandria. VA222314 Tamps, FL 36610 Job Truss Truss Type Park SglBarcelons•Aor C_TRAY 10ty jP1Y T71374a24 P2382ACT DS MONO Mills 2 1 MaYFiirida Lumcar, earow, FL 7.610 s Apr 19 2016 Mnek Industries, Inc. Thu Jun 15 15'02 07 2017 Page 1 ID:IUEL2vgrkv4uEJUYC2jFzkFng-GDBKNEOz2tvMuGmOP9/MO43XHOz8s44xD20xk7z60PE 1-0-0 I 5h14 1 10.3-4 I 10-5.0 1-00 5 4 14 4 1P$ 0.1.12 3 4x8 = 14 15 to 20 11 Scale - 1.34 2 3x4 = 1x4 II B 3%4 = 3x4 = LOADING (psf) SPACING- 2-" CS1. TCLL 20.0 Plate Grip DOL 1.25 TC 0.47 TCDL 10.0 Lumber DOL 1.25 BC 0.37 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 BCDL 10.0 Code FBC2014fTP12007 Matrix-M) DEFL. in (loc) Vdefl Ud PLATES GRIP Veri(LL) -0.04 6-7 >999 240 MT20 244/190 Vert(TL) -0.10 6-7 >999 180 Horz(TL) 0.02 6 n/a nla LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/sae) 2-723/0.3-8, 6=639/Mechanical Max Hort 2=198(LC 12) Max Uplift2=173(LC 12). 6=190(LC 9) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=1026/267, 3-12=-963/280, 313=-609/172, 4.13-542/188 BOT CHORD 2-8=4071861, 7-8=-407/861, 6-7=221/493 WEBS 3-7=430/215, 4.7=-65/393, 4.6=627/282 Weight: 90111 FT in 20% Structural wood sheathing directly applied or 5 9 oc purlins, except end verl Gals. Rigid ceiling directly applied or 9.32 oc bracing NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd=108mph; TCDL=4.2pst; BCDL-3.OpsF h=25ft; 8=45ft, L=24ft; eave=4ft; Cat. it: Exp B. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0.0. Interior(l) 2-0.0 to 10.3-4, Exterior(2) 10-3-4 to 14-6-3 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100111 uplift at joint(s) except 01=1b) 2.173, 6=190. 8) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verily, dastgn parameters and READ NOTES ON TIOS AND INCLUDED AOTEK REFERENCE PAGE MLL7473 rev. 180S/201S BEFORE USE. Design void for use only with Mrro M con is to This design is based only upon parameters shown, and isfor an Individual bull" component, nil awas system. Before use, the building designer must verily the applicability ofdesign paramserly tersandpropmcarpaalethis design into the overall buailing design Bracing indicated is to prevent buckling of individual buss web andfor lard members only. Adtldronal temporary and pamienent bracing rs always required for stabady and to prevent collapse with possible pertetDl Injury and property damage. For general guidance regarding the IN fabncalson, etorsgs, delivery, erection and bracing of trusses andWas systems. sae ANSVTPIt Quality Cntarla, DSB-49 and BCS1 Building Component 6904 Perks East Bevil Safety InformationevaitebNfromTrustPlateInstitute. 218 N. Lee Street. Suite 31Z Alexandra, VA 22314 Temps, FL 31114110 Job Truss Truss Type Ory Ply Park SWBncelon`A or C_TRAr T71374825 P2392ACT D3T SPECIAL 1 1 MIo•fenae Lumber. tMnU-. PL. r.wv r W ra tiro —rae rrwu xna, me rnu dun ra ra — — cv r r papa r ID IbEj_2vgrkv4uEJUYC2FzkFng-kPitbaRbpB1DWOLDztEbwHcbWOA bf45S1AVGZ260PD 238 441-8 2$0 4•8-6 2.3•B 5x7 = BA = 2x4 11 Scale - 1.29 3 2.3B 7.00 aso 1 448 1 11 12.3.9 1 4$B 2$0 4$B 3•B2M - Plate onsets X.Y1- 12 04 4.0-0-01.13:0-5.4.0-2-121.15:0-8-4.0.0-0). 110,0-2-0.0-0-81.111:0.2-0.0.0-81 LOADING ( psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.96 Ven(LL) 0.19 8-15 999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 085 Vert(TL) 0.48 8-15 407 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.22 Horz(TL) 0.40 6 We We BCDL 10 0 Code FBC20141TPI2007 Matrix-M) Weight: 89111 FT - 20% LUMBER. TOP CHORD 2x6 SP DSS -Except' 3. 4: 2x6 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 9- 10,11-12: 2x4 SP No.3, 2-5: 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. ( lb/Size) 1-1134/0-", 6=1118/0.3-8 Max Horz 1-66(LC 24) Max Uplift 1=319(LC 8), 6=323(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc puffins BOT CHORD Rigid ceiling directly applied or 10 0 oc bracing. FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2= 4991157, 2-3=23787733, 3-19=2186/708, 4-19=21867708, 4.5=23841735, 5. 6=-492/159 BOT CHORD 2-0=583/2148, 8-20=590/2182, 7-20=59012162, 5-7=58612151 WEBS 3-8=1131589, 4-7=115/572 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h-25111; 8=45f1; L-24111; eave=4ft; Cal. 11; Exp B; Encl. GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads. 5) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tallby 2 0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 1, 6 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (j1=lb) 1=319, 6- 323. 8) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 149 lb down and 171 lb up at 7-0-0, and 117 lb down and 102 lb up at 84-0, and 149111 down and 171 lb up at 9-8-0 on top chord, and 291 lb down and 108 lb up at 7-0-0, and 59 Ib down at 8.4-0, and 291 lb down and 108 lb up at 9-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In theLOAD 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 i Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform, Loads (pit) Vert: 1-14=82, 3-14=60, 34=-60, 4-5=-60, 5.6-82, 13-16=20 Continued on oaoe 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING • Verify design gramet. end READ NOTES ON T OS AND INCLUDED AUTEK REFERENCE PAGE MIPT473 rar. 1tipWM5 BEFORE USE. Design vabd for useonly withMlTekaP connectors This design Isbond onlyupon parameters shown, and a for an Indwldual budding component, not a Inrss system. Before use. the building designer must varlly theapplicability of design parameters and property Incorporate this design into the overall buddng design. Bracing indicated is to prevent bucking of nndrAdual truss web andror Nord members only Additional temporary and permanent bracing is akvaysrequired for stability and to prevent collapsewith possible personal injury and propertydamage For general guidanceregarding the No fabrication, storage, delnsry. erection end bracing of trusses and truss systems, a" ANSVTPIt Quality Criteria. DS049 andSCSI Building Component 6904 Parse Eau Blvd. SafetyInformationavailablefromTrussPlatsInstitute. 218 N. Lee Street, Suite 31Z Alexandre, VA 22314. Tampa. FL 36810 Job Truss Truss Type Park SIBarCebnrs or C_iRAv 10ty JPly T11374825 P2392ACT 03T SPECIAL 1 1Job Reference foritionall MOP Iowa Lumber. eanow, FL LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=102(F) 4=102(F) 8=-291(F) 7-291(F) 19=96(F) 2D=29(F) 7. 640 a Apr 19 2015MTek Industnes, Inc. Thu Jun15 15-02 05 2017 Pape 2 ID RiEL2vgrkv4uEJUYC2jFzkFnp-kPhbeRbpOIDWOLDriEbwHebWOA bl45Su4VGZz60PD 0 WARNING • V.71 OWyn pims.W. end READ NOTES ON TIES AND INCLUDED MTEK REFERENCE PAGE 011I1,7473 rev. 1093FMS BEFORE USE. Design valid for use only with MTeM wnragors This design is based only upon pasemeters shown, and is for an am iddualbuilding component. nol etrusssystemBeforeuse, the buadNg designer must verify theapplicability of design parameters and propertyincorporatethisdesign into theOverall building design Bracing nndicat la to prevent bucklingof NOwdual truss web anWor Groh members onlyAdditional temporary and permanent brnp Is always requesd for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the kv bbrrabon, storage, delnery, aredron and bracing oftrussesand truss systems, we ANSMM Oualhy Criteria, DSBJ9 and SCSI Building Component 6904 Parke East Bind. SafetyInformationavailablefromTrussPlateInslallte, 210 NLee Street. Suae 312, Alexandria, VA 22314. Temps, FL 36610 Job Truss Truss Type Dry Ply Park SglBaicelenwA or CTRAY T71774e26 P2791ACT 0,MONO MIP 1 1 11Am6Flende Lumber, Bartow, FL 7.640 sApr 1e 2016 Mrrak Industries, Inc. Thu Jun 15 15.02.082017 Page 1 ID.IUEL2vgrkv4uEJUYC2jFzkFng-kPilbaRbpB1DWOLDZtEbwHCNMr-7 c55Su4VGZz60PD 44.14 I 8-3-4 I 1242 + 16-SO 4. 1-0-0 414 3.10.8 4-0.14 4-0-14 I 4x4 = 3x4 = Sub = 1.2e.5 1.5x4 II 30 = 3xe = 3x4 = LOADING (pat) 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 FBC20141TP12007 CSI. DEFL. in (loc) 1/den Ud PLATES GRIP TC 032 Vert(LL) 0.09 7-0 999 240 MT20 244/190 BC 0.62 Vert(TL) 0.24 7-8 818 180 WB 0 41 Horz(TL) 0.02 7 nla n1a Matt-M) Weight: 86 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP N0.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2-723/0-3-8, 7=639/Mechanical Max Horz 2=164(LC 12) Max Uplift 2— 181 (LC 12). 7=208(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=10391350, 3-12=994/362, 3-4-776/254, 4-13=644/267, 5-13-6441267 BOT CHORD 2.8=455 889, 7-8=203/457 WEBS 3-8-2801211. 5-8=94/298, 5-7=646/296 Structural wood sheathing directly applied or 5-8-7 oc purtins, except end verticals. Rigid ceiling directly applied or 8-8-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind, ASCE 7-10; Vuft=140mph (3-second gust) Vesd-108mph; TCDL=4.2psf; BCDL=3 Opsf, h=25ft; B=4511, L=2411; eave=4ft; Cat. 11; Exp B; End., GCpi=0.18; MWFRS (directional) and C•C Exterior(2) -1.0-0to 2-0-0. Interior(1) 2-0-0 to 8-3-4, Exterior(2) B-34 to 12.42 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1 fill 3) Provide adequate drainage to prevent water ponding. 4) This lass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 0I=1b) 2=181. 7=208. 8) "Semi -rigid pilchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Varlly design paramaters and READ NOTES ON TNIS AND INCLUDED 40TEK REFERENCE PAGE HIF7473 rev. IGOM15 BEFORE USE. Design valid for use only with MlTeke connectors This design is based only upon parameters shown, and is lei an andmvmdual budding component, not trusssystem. Before use. the building designermust verilythe applicability of designparameters and properly incorporate this design intothe overall buddng design. Bracing indicated is to prevent bucldsp ofIndividual buss web andlor chord members only. Itldamonal temporary and permanent braWrg isalways required for debility and to prevent collapse with possible personal inprry two properly damage. For general guidance regarding the is fabrication. storage, delivery, erection and bra" ofIluades and truss systems, see ANSPTPII Quality Criteria. OSBae and BCSI Building Component 6BW Parke Fad BlvdSafetyInformationavailablefromTrussPlaleInstitute, 218 N. Lee Street, Scare 31Z Alexanero, VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply ParkSclOorcelone-A or C_TRAY T7Jot1374627 P2392ACT D5 COMMON 3 1 MoFiblim Lumber, earow, FL 7.0406 Apr 19 2015 Mfrek Industries. Inc. ThuJun 15 15.0209 2017 Pape 1 ID: NiEL2vgrkv4uE JUYC21FzkFng-CbG4owSDaU94BZwP WalqTV9x9gaPK7 BEhMv2oOz6OPC 1-0-0 4.5.4 6+0 12.2.12 16.5.0 1-0-0 4." 3.10.12 3.10.12 4-2-4 Scale - 1:31.3 40 = 3x4 = US = 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Inv YES Code FBC20141TPI2007 CSI. TC 0.19 BC 0.58 WB 0.17 Matrix-M) DEFL. in (loc) Vdefl Ud Vert(LL) -0.07 7-10 >999 240 Vert(rL) -0 19 7-10 >999 180 Horz(TL) 0.02 6 We n/a PLATES GRIP MT20 244/190 Weight: 72 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc purling BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 6=644/Mechamwl, 2-729/D-3-8 Max Horz 2-88(LC 11) Max Uplift6=154(LC 12), 2-200(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exceptwhen shown. TOP CHORD 2-14-10461363, 3-14=999/376, 315=78W272, 4-15=731/286, 4-16=731/299, 5-16=7891285, 5-17-962/W5, 6-17-1052/378 BOT CHORD 2-7-2941894, 6-7=284/903 WEBS 4-7-124/445, 5-7=2981181. 3-7=285/187 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=4.2ps1; BCDL-3 Opsl; h=25R; B=4511; L=2411; eave=4f1; Cat. It. Exp B, Encl. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2.041to 8-4-0, Exterior(2) 8-4-0 to 114-0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1 60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconwn'ent with any other live loads. 4) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding IDO lb upldt at joint(s) except (jt=lb) 6=154, 2=2DO. 7) "Semirigid 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 WARl9NG - Vwlly design peramerer i and READ NOTES ON THIS AND INCLUDED WTEx REFERENCE PAGE MIF7473 rev. lavgtrms BEFORE USE. Design valid for use only with MlTekm connectors. This design Is based only upon parameters shown, and Is ler an individual building component, not a truss system Selore use, the buildup designer must verily the applicability of design parameters and properly mcorporale this design intothe overall building dsign Bracing indicated Is to prevent trucking of individualbuss web rdfor chord members orgy. Adddronsl temporary and permanent bracing Is always required for stsbady and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the labricahon, storage. delivery, erechon andOrating of trusses andtruss systems, we ANSVTPII Quality Crltarte, DS"9 and SCSI Building Component 6904 Parke East Bled. SalaryInformationavailablefromTrussPlateIrWdute. 210 NLee Street, Suite 312, Alsxancids. VA 22314. Temps, FL 36810 Job Truss Truss Type Oty Polk .,gf rcelon&Aor CTRAv1ply n1374eze P2392ACT Et HIP 1 1 rao-r1o110a camper, iranbw, rIL. r wv a rp .e cv.o mt.en ..wuo..as, mc. .nrr "" A nr. r reps . ID ltiEL2vgrkv4uEJUYC21FzkFng-CbG4owSDaU948ZwPWaigTV9xMgtcKBhEhMv2o0260PC 1 t-0o i 5-0-0 ( 8 00 i 11.0.0 10 0 5-0.0 1 04 5-0.0 Scala = 1.20.0 4x4 = 4x4 = 30 = 3x4 = 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 Inv NO BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5-626/Mechanical, 2=688/0-3-8 Max Hors 2=57(LC 7) Max Uplift 5=161(LC 8), 2=-205(LC B) 1.0.0 5-0-0 CSI. DEFL. in (Ioc) Well Ud PLATES GRIP TC 0.25 Vert(LL) -0.02 6-10 >999 240 MT20 2441190 BC 0.29 Vert(TL) -0.05 6-10 >999 180 WB 0.07 Horz(TL) 0.02 5 We n/a Matrix-M) Weight: 43 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-15 oc purtins. 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 2-3-948/249, 3-4=7951248, 4-5=9481249 BOT CHORD 2.7=172f788, 6-7=170/795. 5-6=172/788 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.Ops1; h=25ft, B=45ft, L=24ft; eave=oft; Cal. II; Exp B, Encl., GCpi=0 18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will I'd between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 Ile uplift at joints) except 01-1b) 5-161, 2=205. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lb down and 179 lb up at 5-0-0. and 170 lb down and 179 lb up at 6-" on top chord, and 86 lb down at 5-0-0. and 86 lb down at 5-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3-60, 3-4 -W, 4-5=-W, 8.11-20 Concentrated Loads (lb) Vert: 3=123(F) 4=123(F) 7=64(F) 6=64(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vwffy dealgn peramsrsra and READ NOTES ON TIOS AND INCLUDED M EK REFERENCE PAGE 1111114041 rev. 1003FMS BEFORE USE. Design valid for use only with MffoWconnectors Thisdesign isbased only uponparameters shown, and Is for an individual building component, not a truss system Before use, the building designer must veM71he applicability ofdesign parameters and property Incorporate this design untothe overall building design Bracing indicated is to prevent bucklmg of individual buss web andfer chord members only. Addasonah temporary and pemranem bracing is always requited for staMlily andtoprevent collapse with possible personal merry and property damage For general guidance regarding the is fabrlcalson, storage, delivery, ererxion and bracing of missile end truss "am, we ANSprPlt Quality Criteria, 03849 and SCSI Building Component 6904 Pinks East Blvd Safety Information available from Truss Plate Institute. 2111 N Lee Street. Suite 312. Alexandra. VA 22314 Tamps, FL 36510 Job Truss Truss Type Oty Ply Pars SplBartchma-A or C_TRAY T71771e29 P2392ACT F1 ROOF TRUSS 3 1 a+-e H1 1-3- 1.11.12 ti 1x3 II 1x3 = 1x3 = 3x3 = tx3 II 1 2 3 to 11.3 II 3.3 = 4x6 = 4 5 306 r o+vswp itzvio raneunousmas, rnc. rnu.Nniaisuz:rrzuir Pepsi ID: RiEL2vgrkv4uEJUYC2/F2kFng-9_NrD WT56PnNt3oe7n1YwESidArrow 2X81091u260PA i 1.1od i stole - 1,40 9 3x3 = 30 = 3.4 = tx3 II 3x3 = 3xB FP = 34 = 4xe = 7 a 9 10 11 +2 13 14 27 26 25 24 23 22 21 20 19 to 17 +s 15 3x3 = 3x3 = 313 = 311e = 3xa FP = 30 = 30 = 1x3 II 3x3 = 3x3 = 4x4 = 34 II 4xe = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.77 Ven(LL) 0.20 18-19 987 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 SC 0.97 Verl(TL) 030 18-19 638 240 BCLL 0.0 Rep Stress Incr YES WB 0.59 Horz(TL) 004 15 Na n1a BCDL 5.0 Code FBC20147rP12007 (Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(8at) TOP CHORD BOT CHORD 20 SP No.2(8at) *Except, 15- 22, 2x4 SP No.l(9at) BOT CHORD WEBS 20 SP No.3(0at) REACTIONS. ( lb/sae) 15=833/0-3-8, 24-1467/D.", 27=290/0-8-0Max Grev 15=844(LC 7). 24-1467(LC 1), 27-365(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 14-15=-83810, 2-3=-472/159, 3-4=472/159, 4-5=-472/159, 5.30=01794, 6.30=O1794, 6- 7=376/0, 7.8-167810, 8-9=2604/0, 9.10-2604/0, 10-11-2564/0, 11-12=256410, 12- 13=2005/0, 13-14-83210 BOT CHORD 26-27=23/322, 25-26=159/472, 24-25=-442/168, 23-24-79410, 22-23-011171, 21- 22=0/1171,20-21-012199,19-20=0126D4,18-19=0/2604,17-18=012428,16-17=0/1564 WEBS 6-24=106510, 2-27-438/32, 5-24=631/0, 5.25=0/622, 4-25=333/0, 14-16=0/1107, 6. 23=0/1247, 13-16-1019/0, 7-23=1130/0, 13-17-0/613, 7-21-07731, 12-17-58810, 6- 21-758/0, 12-18-01281, 8-20=D/726, 10-18=-283/171, 9-20-302/0 17 Weight: 123 lb FT = 20%F, 1196E Structural wood sheathing directly applied or 6-0.0oc purling, except end verticals Rigid ceiling directly applied or 2-2-0 oc bracing NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid phchbreeks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to eachtruss with 3-10d (0 131" X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VWNy design pararneres and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE Af&7473 rev. 10103f"15 BEFORE USE. Design valid for use only with MiTakW connectors. This designis based "upon parameters shown, and is for an individualbuilding component. not a truss system. Before use. the building desgne must verity, the applicability ofdesign parameters andproperty incorporate this design intothe overallbu9Wngdesign. Broong indicated is to prevent buckfi g of mdmdual firm web andlor Nord members only. Addeorol temporary and permanent brecing rs always required for stabidy and to prevent collapse wdh possible personal rnpny and property damage. For general guidance regarding the No fabrication. storage, delivery, erechon and bracing of trusses and truss systems, we ANBVTPH Quality Criteria, DSB49 and SCSI Building Componem 6104 Parke Eno Blvd. Safety ImormatIon availablefromTramsPlateInsidute• 21e N. Lee Street. Suite 312. Alexandria. VA ZZ314 Tamps. FL 36610 Job Truss Truss Type y PlyPam Sr1lBarcelona•A or CTRArT11374e3o1. 0 P2392ACT F2 ROOFTRUSS t mio-nonce wmwr, wnwr, r 41-a HI 1.30 I 1-11-12 1411 14 = tx3 = 34 = 1411 1 2 3 19B 1rG II 3x3 = 4x8 4 5 306 r V. , ID.kiEL2vgncv4uEJUYC2jFzkFng SMVbeHVkedNcBDAIQpmdLJWrRsOGrvgatGxnz60P8 i 1 Scala =1.39.8 3x3 = 30 = 34 = 1x3 11 34 FP= 3d0 = 3X3 = are = 7 a 9 10 11 12 13 14 3,3 = 3,3 = 3,3 = 3,9 = 44 = US FP= 30 = 3,3 = fall 34 = 3x3 = 4x4 = 3.3 II 1 7-7.1 1 232.72 i7-7.4 15.7.E Plate Offsets (X.Y)- 124.0-3-O.Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.65 Vert(LL) -0.15 18-19 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1,00 BC 0.98 Vert(TL) -0.23 16-19 >801 240 BCLL 0.0 Rep Stress Ina YES WB 0.57 Horz(TL) 0.04 15 n1a Na BCDL 5.0 Code FBC2014rrP12007 (Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(0a1) TOP CHORD BOT CHORD 2x4 SP No.2(Ilat) *Except* 15-22, 2x4 SP No.2D(flat) BOT CHORD WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 15=795/D-3-6, 24=143WO.8-0, 27=288/0.6-0 Max Grav 15=807(LC 7), 24=1438(LC 1), 27=364(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 14-15-402/0, 2-3s469/163, 3.4=-469/163, 4-5-469/163, 5-30=0812. 6-30=0/812, 6-7-336/1, 7-8=1577/0, 8-9=2392/0, 9.10=2392/0, 10.11=-2373/0, 11-12-2373/0, 12-13=1889/0, 13-14=790/0 BOT CHORD 26.27-25/321, 25-26=163/469, 24-25=-448/163, 23-24-812/0, 22-23=0/1099, 21-22-0/1099, 20.21=0/2059, 19.20=D/2392, 18-19=0R392, 17-18=0/2272, 16.17=0/1486 WEBS 6-24-103410, 2-27= 436/34, 5-24=634/0, 5-25=0/627, 4-25=335/0, 14-16=011052, 6-23=0/1199, 13-16=96710, 7-23=108910, 13-17-01560, 7-21=01695, 12-17=533/0, 8-21-70510, 8-20=01620 Weight: 121 lb FT = 20%F, 1196E Structural wood sheathing directly applied or 6-0-0 oc purling, except end verticals. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced floor live bads have been considered for this design. 2) " Semi -rigid pilrhbreaks Including heels" Member end fofity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 1 D-0-0 oc and fastened to each truss with 3.10d (0 131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means 4) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARWNG - Verify design paremetars end READ NOTES ON TIaS AND INCLUDED INITEK REFERENCE PAGE 11110-7473 rev. fa9312e15 BEFORE USE. Design valid for use only with h0eldib Connectors This designis baited onlyuponparameters shown, and is for an individual building component, not Wu system. Before use, the building designer mustvanity theapplxablsty, of design parametersand prWady incorporate thisdesign into theoverall budding design Bracing indicated is toprevent buckling of individual Wes web andfor cinord members only Additional temporary and permanent bracing is always rsqutrad for arability and to prevent bCtlepse with possible personal rnlury and properly damage For general guidance regarding the MR labridalibn, storage, delivery. erection and bracing of trussesand trusssystems, wit ANSMI7 quality Criteria. DS849 andBCSI BuildingComponem 690e Parke East Blvd Solelylmomu6onava6ablefromTmssPlateInstdure. 215 N. Lee Street, Suite 31Z Alexandria, VA 22314. Temps, FL 36610 Job Truss Truss Type Oty Ply Palk SyaarcelorwA or C_TRAY Ttt374831IP2392ACTF3GABLE11 job R a 8 t 4.11.4 r 3.3 II 1 2 3 4 5 6 ial yw ,v.v . w niuua.nw i Inca n .a .ava.v cr. r age n ID:IIiEL2vgrkv4uEJUYC21FzkFrtg•ZZ3zrdWMP1 nMELoNJ7L9AYsgSrRP7Ot2gddpTDz80P7 Scale a 1.35.0 3x9 FP = 3.3 11 7 9 9 10 11 12 13 14 15 19 17 19 19 20 21 42 41 40 39 3537 38 35 34 33 32 31 30 29 28 27 26 25 24 23 22 34 11 3xa FP = 3x3 11 to." 12-0-0 tI 4-0.0 4-11I a-a-0 -0 ,0.4-0 11.5.4 12.2-0 1 11• 162-0 17-0-0 1610-0 Z4 -0 1-0-0 •1 1-0-0 ,-0-0 1+0 a11 1JL t-0-0 1-0-0 1-0-0 4 49J t-0-0 0.4.12 0.94 0-M LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.09 Vert(LL) We n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(fL) n/a n/a 999 BCLL 0.0 Rep Stress Inv NO WB 0.14 Horz(TL) 0.00 22 n/a We BCDL 5.0 Code FBC2014/TPI2007 (Matrix) Weight: 104 Ib FT = 20%F, 1196E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oC purling, 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. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 22-10.8. Ib) - Max Grav All reactions 250 lb or less at)oint(s) 42. 22, 31. 23, 24, 25, 26. 27, 28, 29, 30, 41, 40, 39, 37, 36, 34. 33, 32 except 38=1255(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. WEBS 5-38=125110 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 lace or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1.4-0 oc 5) "Semirigid pilchbreaks including heels" Member end fairy model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10." oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced). Lumber Increase-1.00, Plate Increase=1 00 Uniform Loads (plf) Vert: 2242=10, 1-21=100 Concentrated Loads (lb) Vert, 5=1265 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vwfy design paramNers and READ NOTES ON TNIS AND INCLUDED WTEK REFERENCE PAGE WO.7473 nrr. 1=41015 BEFORE USE. Design valid foruse only withMrroMronrleclors Thisdesign is basedonlyuponparameters shown, and is to, an Individual buWrng component, not a truss system Before use, the building assigner must veritythe applicability or design parameters and property incorporate this design silo the overall building design Unions Indicated isto prevent bucslop of individual Vas web andror Cord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury pia property damage For general guidance regarding thelebrcalion, storsps, delivery, erec on andbracing oftrusses and truss systems, lea ANSVTPI11 Quality Criteria, OBB49 and BCSI Building Component 6904 Parks East ONO. Setety Information available from Trios Plea Inpkule, 216 N Lee Strsp. Suds 31Z Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty Ply Pen SyBsrcelons-AorC_TRAY T11374832lJob IP2392ACTFlaROOFTRUSS21 R MD-PDnee Lumber, IMnow, PL o1-a H 1--1-3-0- 4x4 = 2 repel ID 8hEL2vgrkv4uEJUYC2iFzkFng-IZ3udWMP1nMELoNJ7L7AYseArfb7EzzgddpTDzWP7 i 2•t-8 I Scale - 1.37.4 3x8 = 3xa = 40 = tx3 • II 3x3 = 3x3 = 3x8 FP = 4x4 = 5x8 = 3 4 5 0 7 8 9 10 1t 2x4 11 5x6 = 3x8 FP = 4x4 = tx3 11 3x4 = 3x4 = 1x3 11 3x3 = 30 = Us II 40 = 5x5 = 3x3 11 21.104 r 21.104 h Plate Offsets (X.Y)- ll:Edoe.0.1-81.119:0.1-S.Edoel LOADING (PSI) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 045 18 579 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 077 Vert(TL) 0.70 18 372 240 BCLL 0.0 Rep Stress Ina YES WS 0.77 Horz(TL) 0.10 12 n/a n/a BCDL 5.0 Code FBC2014lrP12007 (Matrix) LUMBER- BRACING - TOP CHORD 20 SP No 2(flat)'Except* TOP CHORD 1. 8 20 SP NoAD(0at) BOT CHORD 20 SP No.2(0at) *Except* BOT CHORD 12- 23 20 SP DSS(8at) WEBS 2x4 SP No.3(0at) REACTIONS. ( Ib/size) 25=1186/D-6-0, 12=1166143-8 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 25D (Ib) or less except when shown. TOP CHORD 25.26-1180/0, 26.27=1180/0, 1-27=1180/0, 11-12-7179/0, 1-2=1169/0, 2- 3=305610, 3-4"37510, 4-5=5229/0, 5-6=5229/0, 6-7=5104/0, 7-8=4419/0, 8- 9=4419/0, 9-10=309210, 1 D-11=-1221/0 BOT CHORD 23-24=012260, 22-23=012260, 21-22=0/3870, 2D-21=0/3870, 19-20=0/4871, 18-19=0/5229, 17- 18=0/5229,1Fr17=O/4909,15.16=013891,14-15=013891,13-14=012310 WEBS 11-13=0/1626, 1-24=011588, 10.13-151410, 2-24-1517/0, 1D-14=011087, 2-22-0/1107, 9. 14-1086/0, 3.22-110710, 9-16-01718, 3.20=0/687, 7-16 =68110, 4-2D--690/0, 7- 17=01475, 4-19=461847, 6-17=-5761232, 5-19-36310 17 Weight: 114 lb FT = 20%F, 11 %E Structural wood sheathing directly applied or 2-2-0 oc puffins, except end verticals. Rigid ceiling directly applied or 1D•0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been Considered for this design 2) " Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10." cc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. AWARNING • Verrly design persmefere and READ NOTES ON TWS AND INCLUDED ri9TEK REFERENCE PAGE M0.7073 rev. fbd3?015 BEFORE USE. Design valid for use only with MRebe connectors This design is based Dory upon parameters shown, and Is for an Individual building component, not truss system Before use. the building designer must verity the applicability of designparameters and property Incorporate this design hmo 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 Inrury and propertydamage For general guhdarrA regarding the fabrication, storage, delivery, erection and bra" of trusses and was systems, we ANSVTPII Quality Cdlw%, D5049 and BCSI Building Component SafetyInformationavailablefromTrussPlateInsinule, 218 NLee Street, Sate 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 kv 6904 Pans East Blvd Temps, FL 36010 Job Truss Truss Type Oy Ply Park Sq%amelone-A or C_TRAY T11374e33 P239211CT FS ROOF TRUSS S 1 Job Reference (optionall 1— wnw lr Nlo MlreR lrqusalM.M. rnY ,nun la la:Y[:la [ul/ ragel ID ItiEL2vgrkv4uEJUYC21FzkFng.11dL32X_AKvDsVNZIrsEjmPprFdj473HMNOFi60P6 3n'J = 4x4 = 310 = 30 = 1x3 II 1X3 11 314t = 3x9 FP = 2 3 4 5 6 7 S. 9 Scale = 130 5 tr4i II 4x4 = 4xe = 1t3 = 10 11 12 25 q 34 II 4x5 = 3x8 FP= 34 = 30 = 3x3 = 34 = 4x4 = 4X9 = 30 = 4x4 = LOADING (psf) SPACING- 24).0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.89 Vert(LL) -0 42 16-17 596 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.63 Vert(TL) -0.66 16-17 >381 240 BCLL 0.0 Rep Stress Ina YES WB 0.73 Horz(TL) 0.10 13 n/a n/a BCDL 5.0 Code FBC2014ITP12007 (Matrix) Weight' 109 lb FT - 20%F, 1196E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(nat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 1-8: 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No.2(nat)'Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 13-21: 2x4 SP DSS(flat) WEBS 2x4 SP No.3(nat) REACTIONS. (lb/size) 23=1153/0-3-8, 13=1153/0-4-0 FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23-24=1148/0, 1-24-1147/0, 1-2=-1191/0, 2-3=301410, 3-4"220/0, 4-5=4999/0, 5.6=4999/0, 6-7=4999/0, 7-6"640/0, 8-9=4640/0, 9-10-369010, 10-11-217710 BOT CHORD 21- 22=012249. 2D-21-0/2249, 19-20=013748, 18-19=0/4685, 17-18=0/4999, 16-17=0/4938, 15-16=014295, 14.15=0/3066,13.14=0/1257 WEBS 11-13- 1671/0, 1-22=0/1539, 11-14=O/1279, 2-22-1471/0, 1D-14=1237/0, 2.20=0/1064, 1D-15=0/ 867, 3-20=1021/0, 9.15=842/0, 3.19=0/656, 9.16=D/479, 4.19=-647/0, 7-16=456/ 0, 4-18=661766, 7-17-295/536, 5-18=35110, 6.17=256f75 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid prichbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 1D-" 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 - VWry Walpn parameters and READNOTES ON INS AND INCLUDEDMTEXREFERENCE PACE NO.7473 rev. 10r034015 BEFOREUSE. Design valid for use only with MReke C011110CI0rs This design is based only upon paromelere shown, and is Nor an Individual building component, mill a truss system. Before use, the building designer must verily the applicability of design parameters andproperty incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing is always requiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingtheIsbbication, storage, delivery, erection and bracing of tastes andtruss systems, we ANSVTPI11 Quality Criteria. OSS49 and SCSI Building Component 6904Parks East Blvd. Safety Information availablefromTrussPlateInstitute, 218 N. Lee Street, Suds 312. Alesandne, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oy Ply Pare syBocelons-A or c_TRAY T11374e34 IP2397ACTFSAGABLE11JobReference (clationall MWIDIW LamGOr, aaRow. FL. 3 4 5 5 7 6 9 r.O"u—prra Nlame—priuvaures.Ini, Inuounip-w.li—rsaer ID:IGEL2vgrkv4uEJUYC21FzkFnp-1idL32X_AKvDsVNZtrsEtmP7VFmhpr73HMNOh60P6 Srale a 1:36 5 axe FP = 3)a I I 10 11 12 13 14 15 16 17 1e q7 36 35 34 33 32 31 30 29 29 27 25 25 24 23 22 21 20 19 34 11 axe FP = 34 II too" Lana ao .-0o a soo 9,a oao 1 -0o t3"a t4aa t 40 ,eao 20-00 t1I- 0 t. a two ,+0 1aa ta-o t•ta a 7a ta" t•4.0 /.a ,"a 1J-01 a t.4a t.a ttaa 0.3" LOADING ( psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01Ver1(TL) Na n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 HOrz(fL) 0.00 19 n1a n/a BCDL 5 0 Code FBC20141'rP12007 (Matrix) Weight: 94 lb FT = 20%F, 1196E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD Zx4 SP No.2(flal) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. OTHERS 20 SP No.3(llal) REACTIONS. All bearings 21.4-0. lb) - Max Grav All reactions 250 lb or less at joints) 36, 19, 27, 20, 21, 22, 23, 24, 25. 26, 35, 34, 33, 32, 31, 29, 28 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend Zx6 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 O WARNING - Verily design Parameters and READ NOTES ON 7N/S AND INCLUDED IIDTEx REFERENCE PAGE 111116747.1 rev. IOSW Of6 BEFORE USE. Design valid for use only who MRelt9) connectors This design is baled only upon parameters shown, anil 1s for an IndlvAual building component. not a truss systam. Before use. the building designer must verify the applicability of design Parameters and properly Incorporate this design into the overall budding design. Bracing indicated its toprevent buckling of indrAdual buss web andlor chord members only. Additional temporary and permanent brWxV is always required Illgelidity and to prevent collapsewith possible Personal citify and Property damage. For generalguidance regarding the MR fabrication. storage, delwery. erection and bracing Of trussesand trusssystems. NO ANSYTPM Quality Criteria. DSB49 and BCSI Banding eomponem 6904 Parke Eag Blvd SafetyinformationavabblehornTrussPlateInstitute. 218 N Lee SVeel. Suite 312. Alerundris. VA 22314 Tempe. FL 36610 Job Truss Truss Type Oty Py Pars Sg4urcelona-A or CTRAY Tt177ae35IP2392ACTFOGROOFTRUSS11 Job R 0.1-8 H 1 1.3-0 1 2xa II Ins = 64 = 1 2 IWV V leNle Mllex mu-smos. nG 1nY .nun lD l,.V(leNl/ Yagal ID:kiEj_2vgrkv4uEJUYC21FzkFng-VxBkGJXcxet 4TeylRYNTFzx2ceuUS6JGlx6wY6z6OP5 1 1.11-12 I Satea 1.33.4 4xe II 5xe II axe II 2x6 II axe II axe II 4xe II Txa II axe II 3 4 5 6 7 23 e 9 10 11 4.9 II sire = 3xe II 54 II 2x8 II axe II 3xe II axe II axe = exe = 14 = 19.2-12 19.2.12 1 Plate Offsets (X.YI- 13:D-3-0.Edael. f5,D-3-0.Edoel. f6:D-3-O.Edael.19:0.3-0.Edoe1.110.D-3-0.Edoel.117:D-3-0.Edoel LOADING (psi) SPACING- 2-0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.63 Vert(LL) 0.31 15-16 745 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(TL) 0.48 15-16 476 240 BCLL 0.0 Rep Stress Inv NO WB 0.91 Horz(TL) 0.07 12 We nla BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 152 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(IW) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 SP No 1(flat) end verticals. WEBS 20 SP No.3(f l) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=1908/D-3.8, 21-1244/0-8-0 FORCES. (lb) - Max Comp./Max Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2620/0, 3-4=3761/0, 4-5=5278/0. 5-6-6147/0, 6.7=6147/0, 7-23=6398/0, 8-23-6398/0, 8-9=5251/0, 9.10-3782/0 BOT CHORD 20.21=0/1520, 19.20=0/3761, 18-19=0/4588, 17-18=0/6147, 16-l7=W6147, 15.16=0/6521, 14-15=0/6150, 1314=0/5251, 12-13=0/2334 WEBS 10-12-297210, 2-21=191OM, 10.13=011915, 2-20=0/1456, 9.13-190610, 9-14-01`711, 3-20=148010, 3-19=O/706, 8.14-1165/0, 4-19=1072/0, 6-15=0/396, 4-18=0/993, 7-15=382/77, 5-18=1344/0, 7-16=-837/363, 5-17=-62/432 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Bearing atjoints) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 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 10-M oc and fastened to each truss with 3-1Od (0 131" X W) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 lb down at 13-5-8, and 357 Ile down at 15.5.8, and 357 lb down at 17-5-8 on top chord The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (0). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 12-21=10, 1-11-100 Concentrated Loads (lb) Vert: 10=357(F) 9=357(F) 23=357(F) Printed copies of this document'are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verilydesignparameters andREAD NOTES ON THIS AND INCLUDED d9TEK REFERENCE PAGE XXT473 rev. 109MISBEFORE USE. Design valid for use only with MITekB cone- , , IS This design Is based only upon parameters shown, and is for an individual Wilding component, not atruss system Before use. the budding designer must valy the applicability of design parameters and property Incorporste this design into the overall Wilding design Bracing indicated Is toprevent buckling of individualtrusswebarrdror chord members only. Additionaltemporaryandpermanent bracing isalways required for stability and to prevent collapse wdh possible personal injury avid property damage For general guidance regarding the labrcallon, storage, delivery, erasion and bracing of trusses endtrusssystems. see ANSVTPII Quality criteria. D3849 and BCSI Building component 6904 Parke Fast Blvd. SafetyInformation availablefromTruss Plate Insbtule. 218 N Lae Street. Suite 31Z Alexandria. VA22314. Tamps. FL 36010 Job Truss Truss Type Ory Pon; SgrBanrolona-A or cTRAr 1ply T11374e38 P2392ACT FTG ROOFTRUSS 1 1Job R 0.1-0 H 1 1.3'0 24 II 1x3 = Tire II 1 2 ID 1hEL2vgrkv4uEJUYC2jFzkFng-z816UfYEhyAxSoXx__GuroBUEr12EAZ" 'brT4Yz60P4 1 t-tt•t2 4 Scale - 1:33.4 4xe II US II axe II 2xe II 54 II US II US II Sirs = 3xe 11 3 4 23 5 0 7 e 9 t0 1t 4 II exe = 3xe II 3.8 II Tire II 4xs II 4xe II axe II ex8 = exe = 110 = 1 tat-12 I19.2.12 Plate Offsets (X.Y)- 12:0.3-O.Edael. f3 0-3-0.Edael. f6'0.3-O.Edael. 19:0 3-O.Edael.116'0-3-0.Edael.117:0-3-O.Edael LOADING (psf) SPACING- 2.04) CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.30 17 >769 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Vert(TL) -0 46 17 >492 240 BCLL 0.0 Rep Stress Ina NO WB 0.88 Horz(TL) 0.07 12 We We BCDL 5.0 Code FBC2014ITPI2007 Matrix) Weight: 152 Ito FT - 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flot) TOP CHORD BOT CHORD 2x4 SP NO.1(nat) WEBS 2x4 SP No.3(flat) BOT CHORD REACTIONS. (lb/Size) 12-1281/0-", 21-175810-8-0 FORCES. (lb) - Max. CompJMax. Ten. - All tortes 250 (Ib) or less except when shown. TOP CHORD 2-3-3572/0, 3-4=5014/0, 4.23=6426/0, 5-23=6426/0, 5-6=6667/0, 6.7=6667/0, 7.8=5422/0, 8-9=3866/0, 9-10=2693/0 BOT CHORD 20-21-012174, 19.20=0/5014, 18.19=0/6029, 17-IW/6667, 16-17=0/6667, 15-16=0/61D3, 14-15=0/4775, 13-14=0/3866, 12-13=0/1549 WEBS 1D-12-197110, 2-21-274410. 10-13=011514, 2-20=011850, 9.13=1520/D, 9-14=0/773, 3-20=187010, 3-19=0/820, 8-14=1179/0, 4-19=1316/0, 8-15-Of856. 4-18=0/618, 7-15=90110, 5-18=7121162, 7-16=80/1157, 5.17=-385/145, 6-16= -43010 Structural wood sheathing directly applied or S-" oc purlins, except end verticals. Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Bearing at joints) 21 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10." oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 239 lb down at 1-9-8, 239 lb down at 3-9-0. and 239 lb down at 5.9-8, and 239 lb down at 7-941 on top chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 12-21=10. 1-11=100 Concentrated Loads (lb) Vert: 2 =239(B) 3=239(B) 5=239(B) 23=239(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARWNG • Inertly design penmerers and READ NOTES ON TIES AND INCLUDED WTEK REFERENCE PAGE 11100-7473 rev. 1a97/2E/3 BEFORE USE. Design valid for use only with WebB conneclon This designisWeed only upon parameters shown, andis for an individual Wilding component, not atruss system. Before use, the building designer must vanty the applicability of design parameters and property incorporate this demon into the overall Wilding deacon Bracing indicated is to provers buckling of indrodvel lives web andlor chard members only. AEEdional temporary and permanent bacon Isarrays rOquired for stabaay and 10prevent caaapse with possible personal injuryand property damage. For generalguidance regarding the fabrication, storage. delivery. erection and bracing of trusses and truss systems. see ANSVTP11 Quality criteria. D3941119 and BCSI Building component SW Parke Fast Blvd. Safety Infomiatlon available from Truss Ptale Institute. 216 N Lee Street. Suite 312. Alexandra. VA 22314. Tampa, FL 38610 Job Truss Truss Type Oty Ply Park SqrBarceloniA or C_TRAY T11374937 P2392ACT FS ROOF TRUSS 4 1 0.1.8 H I 1-3-0 I r—v enprl 4-9 miiee muu—. im, inu.rrrn ra la w.lr 4ulr Yagal ID:I9Ei2vprkv4uEJUYC21FzkFng-z8l6UtYEhyAx5o ;c_GuioSUG02M5BI6QVVbrT4YzK I scdle'=1.17 2 1X3 = 3x3 = 1ia II 1.3 II 34 = 34 = 1 3x3 — 2 3 4 5 6 lip = 3x3 = 1az-oI1az.o LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 0.39 Vert(LL) -0.05 8-9 >999 360 MT20 2441190 TCDL 100 Lumber DOL 100 BC 0.40 Vert(rL) .0.07 10611 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0 30 HOrz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014RPI2007 Matrix) Weight 54 lb FT - 20%F, 1196E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-" oc purling, except BOT CHORD 2x4 SP NO.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (Ib/size) 12=539/0-3-8, 7=539/0-3-6 FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 12-13-535/0, 1-13=53410, 7-14=535/0, 6-14=534/0, 1-2=492/0, 2-3=1089/0, 3.4=1089/0, 4-5=1D89/0, 5-6=492/0 BOT CHORD 10-11-0/912, 9-10=0/1089, 8-9=0/912 WEBS "=01632, 1-11=0/632, 5-8=583/0, 2-11-583/0, 5.9=0/380, 2-10=0/380 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING- Verity daslgn parematere and READ NOTES ON THIS AND INCLUDED A4TEK REFERENCE PAGE Mi7473 rev. ICMZ d15 BEFORE USE. Design valid for use only with MlTekg connectors This design is based only upon parameters shown, and Islei an indiindud building component, net truss system. Before use, the building designer must vsrlly, the applicability ofdesign parameters and property incorporatethis designintothe overall building design Bracingindicated isto preventbuWingofindmduel trusswebandror chordmembers only. Adddwwltemporary and permanent bracing is alwsys rpuired for stability and to prevent Collapse with possible personal injury and property demage. For general guidance regarding the Is fabrication, storage, delivery, erection and bracing oftrusses andtruss systems, age ANSVTPII Oualiry Criteria. DS549 and SCSI Building Component 6904 Puke East Blvd. Safety Information available from Truss Plate Instdule, 215N Lee SUM. Suite 312. Alexandna. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oy Ply Park S%%nrcebnwA orc _TRAY T1137463E P2392ACT F&A ROOF TRUSS 1 1 M9-rwriaa Wmeey wnuw, rl •ryw r.ev ID:IIiEL2vgrkv4uEJUYC21FzkFng-SKJUh7ZsSFloly6BYzPxK010mSi4wBFLFbIcz60P3 1.3.12 { 1-3-0( 1.7-4 Scale - 1:17.2 14 1x3 = 3x3 11 34 = 1x3 II 1.3 II 3,3 = 34 = 1 3)a — 18 2 3 4 5 e 7 till = axe = 134 1.4-0 1 1 3.41 4 -0 1a-0 abl la.a s•7-0 Ia0 6t.a ZME LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.46 Veff(LL) 0.05 9-10 999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.41 Vert(TL) 0.07 9-10 999 240 BCLL 0.0 Rep Stress Ina YES WB 0.24 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code FBC20/4/TPI2007 Matrix) Weight 57 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 puffins, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 1D-0.0 oc bracing. Except 6-" oc bracing: 12-13. REACTIONS. (lb/sae) 8=439/0-4-0, 12=640/0-8-7 Max Grav 8=449(LC 4), 12=640(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8.15=-450/0, 7-15=-450/0, 3-4=739/0, 4-5=739/0, 5-6=739/0, 6-7-39910 BOT CHORD 11-12=01415, 10-11=0/739, 9.10=0/716 WEBS 7-9=01511, 3-12=57910, 6.9=-440/0, 3-11=01490, 4-11=254/0 NOTES- 1) Unbalanced floor live loads have been considered forthis design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0.131" X r) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vsrlly dssrgn perainer.rs and READ NOTES ON TIES AND INCLUDED MTEK REFERENCE PAGE 1101II.7477 rev. 1813R015 BEFORE USE. Design valid for use only, with MTeW oonnxtors This design is based only upon parameters shown, and is for an individual building component, not atruss system. Before use, the building designer mustverilythe applicability ofdesign parameters and property incorporate this design intothe overall buildingdesign Bracing indicated is toprevent buckling of withAtral buss webandfor chord members only Additional temporary andpermanent bracing is asters required for stability and toprevent collapse with possible personal injury and property damage For general guidance regarding the MR fabrx-abon, storage, delivery. erection and bracingoftrussesandtruss systems. we ANSVTPn Quality Crnorla, DSO-09 and SCSI Building Component 69N PaAa East Blvd. Safety Information available from Truss Plats Insbtule, 218 N. Lee Street, Suds 312, Alexandre. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SgSorcelona.Aor c TRAr 1 T1137 839IP2392ACTFaROOFTRUSS1 job Rol ID.ItiEL2vgrkv4uEJUYC21FzkFng•SKJUh?ZsSF Ioiy68YzPxKOI W?SrwwCgLFbl c - z60P3 1.5.8r i 1x3 II 1x3 II axe = 14 II 1n3 II axe = 1 3,9 2 3 4 5 6 7 3r6 II 3x3 II 34 II Scale - 1:17 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 0.12 Vert(LL) -0.01 9 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.10 Vert(TL) -0.01 9 >999 240 BCLL 0.0 Rep Stress Inc YES WB 014 Horz(TL) 0.00 8 We We BCDL 5.0 Code FBC2014rrPI2007 Matrix) Weight- 53lb FT = 20%F, 1196E LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns, except BOT CHORD 2x4 SP No.2(nat) end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 64)-0 oc bracing. REACTIONS. (lb/size) 14-239/Mechanical, 8=243/Mechantcal, 11=49010-B-0 Max Grav 14=249(LC 10), 8=253(LC 7), 11=494(LC 9) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown WEBS 4-11-476/0, 1-13=0/293, 4-12=01279, 7-9=0/300, 4-10=0/285 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails. Strongbacks to be attached towalls attheir outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verily destgn parameters and READ NOTES ON TN/S AND INCLUDED eTEK REFERENCE PAGE a0F7073 raw. I&W,7015 BEFORE USE. Design valid for use only with MrTelt® connectors. The design is based only upon parameters shown, and is for an Individual building component, not atruss system. Before use, the building designer must verily the applicability ofdesign parameters and properly incorporate this design udo the overall building design Bracing Indicated is to prevent buckling ofmdmdual buss web and/or chor0 members only Additional temporary and permanent bracing Is always regunred for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the IN fabncabon, storage, delivery, erection and breong oftrusses and truss systems, we ANSV1Tn Quality Criteria, DS529 and BCSI Building Componom 6904 Perko East BM. Safety Information avoltable from Truss Plate Inablu le, 215N Las Sbeet, Suite 31ZAlexandna, VA 22314. Tamps, FL 36810 Job Truss Truss Type Oty Ply Park SWU celonwA or C TRAY 711374840 P23WLACT FGA GABLE 1 1 merrrarw wmwr, wnwr, r 1 3.3 II 2 1.3 11 ID:IliEL2vgrkv4uEJUYC2IFzkFng-wWssuLaUDZO1K6hK6hxAlcZgPsOMpi_vKa90260P2 4 3X3 II Scale a 19.5 e 7 B 5 3,21 II 1.3 II I)a II 13 II l 0 H 4 aS2 43B 1 4-0 LOADING (psf) SPACING- 2-" CSI. DEFL. In (loc) Vdefl Vd PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 008 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Suess Ina YES WB 0.03 Horz(TL) 0.00 5 n/a nla BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 22 lb FT - 20%F, 11%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-4 oc purling, except BOT CHORD 20 SP No.2(Bat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directy, applied or 140-0 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS. All bearings 4-1-4. lb) - Max Grev All reactions 250 lbor less at joints) 8, 5, 6, 7 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (t a diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verily designparametersand READ NOTESON THIS AND INCLUDEDaeTEKREFERENCE PAGE MI11-7473rev. 1410g"916 BEFORE USE. Design valid for use only with Mneka connectors This design Isbased onlyupon parameters shown, and isfor an Individual building cemponerd, not a cusssystem Before use, the building designer mull verilytheapplicability of design parametersand property incorporeal, this designinto the overallbuilding dssrgrf Bracing Indicated is to prevent bucking of individualtruss web andlor chord members only. Addmonal temporary and permanent bracing - Is alwaysrequired for stability and to pravem collapse with possible personal Injury and property damage For general guidance regarding the fabrrralion, storage, delivery, erection and bracing of Irusses and trusssystems, we ANlW IP11Quality Criterte, D5849 and BCSI Building Componem 6904 Parke East Bled. Safety Information available hom Truss Plate Insl4ae, 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Pere SyBarce on&A on C TRAY 10ty jPly T11374a41 P2392ACT F10 GABLE 1 1Job Reference (cationall, I ID IbEL2vgrkv4uEJUYC2jFzkFng-9_NrDeUT66PnNt3oe7nIYwEJBdPlo3gX8f0 uz6OPA Scale - t 13 7 3 1x3 II 4'X3 II 5 1X3 II 61.3 II 7 3k3 II 14 13 12 11 10 9 8 tx3 II 1X3 II 1X3 II 1X3 II 14 II 1X3 11 34 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.10 Vert(LL) rde n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 Bc 0 01 Vert(IL) We We 999 BCLL 00 Rep Stress Ina NO WB 0.03 HOrz(TL) 0.00 8 n/a nefe BCDL 5.0 Code FBC2014RPI2007 Matrix) Weight: 35 lb FT = 20%F, 1196E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(11at) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-40 oc bracing. OTHERS 20 SP No.3(flat) REACTIONS. All bearings 7-2-8. lb) - Max Grav All reactions 250 Ile or less at /oint(s) 14, 11, 9, 10, 13, 12 except 8=1323(LC 1) FORCES. (lb) - Max Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 7-8=1317/0 NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) "Semirigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 1D-0-0 oc and fastened to each truss with 3-1Dd (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. LOADCASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pIf) Vert. 8-14=10, 1-7=-100 Concentrated Loads (lb) Vert, 7-1265 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING . V.71 d slgn parameters and READ NOTES ON THIS AND INCLUDED a9TEK REFERENCE PAGE WF7473 rev. 100M fb BEFORE USE. Design valid for use only win Mrrek® Connectors This design is base* only upon perversion shown, and is for an individual buildup component, rip a tress "am Better* use, the building designer must verity the applicability of design parameters and property incorporate this design ergo the overall binding design. Bracing Indicated Is to prevent bucgcq of individual truss web andrer chord members only. Adddtonal temporary and permanent bracing is allays requered for stability and to prevent Collapse with possible personal injury and properly damage. For general guidance regarding the Is lsbrm. ton. storage, delivery, erection and braang of trusties and truss systems, see ANSVTPII Quality criteria, DSB-49 and SCSI Building Component 6904 Pedu East BlvdSafetyInformationavailablefromTransPlateInsbtule, 215 N. Les Street. Subs 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Pars SyBarcelorwA orCTRAY T11374842 P23e2ACT F11 ROOF TRUSS 8 1 mro-rrvrrva wmwr, oanw, 1L. a1-e H I 1'b0 I v arp iw-ro innee.... r-.iiF. r —rr .eew i ID:IliEL2vgrkv4uEJUYC2iFzkFng-9 NrOcUT66PnNt3oe7nIYwEI6dMlo20X61091u260PA Scale a 1.13.2 1 14 11 2 34 = 3 1s3 11 4 14 11 5 34 = 6 3x3 II 3X3 = LOADING (psf) SPACING- 2 0 0 CS1. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.17 Ven(LL) 0.02 7-8 999 360 TCDL 100 Lumber DOL 1.00 BC 0 19 Ven(TL) 0.03 7-8 999 240 BCLL 0.0 Rep Stress Inv YES WB 0.12 HOrt(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - 3x11 = PLATES GRIP MT20 244/190 Weight: 39 lb FT = 20%F, 11 %E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc putting, except BOT CHORD 20 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 7-364/Mechanical, 10=364/0-8-0 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2.3-493/0, 3-4=493/0, 4-5=493/0 BOT CHORD 9-10=01326. 8-9=0/493, 7-8-01336 WEBS 5-7=45010, 2-10=-44310, 2-9=0/256 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girders) for truss to truss connections. 3) "Semi -rigid pnchbreaks including heels" Member end fixity model was used in the analysis and design of this truss 4) Recommend 2x6 strongbacks, on edge, spaced at 1D-" oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION; Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify design paramalws and READ NOTES ON THIS AND INCLUDED IIDTEX REFERENCE PACE 1111II.7473 rev. /0193IMS BEFORE USE. Design valid for use only with MlTalle connectors. The design Is Weed only upon parameters shown, and is for an individual buildup component, not Vuss system Before use. the building designer must verify the applicability of design parameters and property incorporate Intl design into the overall Dutlding design Bracing inddicated ns topreverd buckling ofindividual bussweb and/or chord members only Additional temporary and permanent bracing isalways required for stability and toprevent collapsewith possible personalinjury andproperty damage For generalguidance regarding the MR fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSUIPII Quality Criteria, DSBa9 and BCSI Building Component 6904 Parke East Blvd Safety Information avallable from Truss Plate Institute. 218N. Lee Street, Suite 312. Aloundre, VA 22314 Temps. FL 36510 Job Truss Truss Type Oty Ply Park SplBarcalon&A or CTRAY T71374e43 P2392ACT F11G ROOF TRUSS 1 1 a1.8 12 i5: 2 314 = ID:11iEL2vgrkv4uE JUYCYFxkFngdAxDOxUSIPXe?7e_CiJX57nOo1 dKXRmgNJ8nPKz6WP9 Scale - 1:13.2 31x3 11 4 UX3 11 5 30 = 03.3 II 314 = 34 = 77 LOADING (PSI) SPACING- 2-0 O CSI. DEFL. in (loc) gdefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.49 Vert(LL) 0.04 7-8 s,999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.56 Vert(rL) 0.06 7-8 999 240 BCLL 0.0 Rep Stress Inv NO WB 0.37 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) LUMBER - TOP CHORD 20 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 7=1203/0-3-8, 10=1203/0-" FORCES. (lb) - Max. Comp./Marc. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-161910. 3-4=1619/0, 4-5=161910BOT CHORD 9-10=011091, 8-9=0/1619, 7.8=0/1130 WEBS 5-7-150510, 2-10=1483/0, 5d=01737, 2-9=O7780, 3.9=462/0, 4-8=-437/0 PLATES GRIP MT20 244/ 190 Weight: 39 lb FT = 20%F, 1196E BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Girder carries tie- in span(s): 7-0-0 from 0-0-0 to 6.11-4 3) "Semi -rigid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131" X 3") nails Strongbacks to be attached to wells at their outerends 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=l 00 Uniform Loads (pIQ Vert: 7-10=10, 1-6=353 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • VwNy design parameters and READ NOTES ON TWS AND INCLUDED AUTEK REFERENCE PAGE M I-7473 raw. IM34015 BEFORE USE. Design valid for use only web MlTOW connectors. Thisdesign is based only upon parameters shown, and a for an mdnndual buildup component, not truss system Before use. the buildup designer must verily the applrabbty of design parameters and propedyincorporate this design into the averse buildup design. Bracing indicated is to prevent bucidng of individual truss web andlw chord members pity. Additional temporary and psmisrom bracing is alvrays required for slabssy, and to prevent collapse with possible personal mprry and property damage. For general guidance regarding the kv in, ion. storage, dobvsry, a icton and bracing oftrusses and trusssystems, we ANSV Pl1 Quality Cohorts. D3849 and BCS1 Building Component 6904 Parke East Blvd. Safety information available fromTugsPlateInstitute. 210 N Lee Street. Suse 312. Alexandra, VA 22314. Tamps, FL 35610 Job Truss Type Oty PlyPark SyBarcebnaA or C_TRAv ITIUSS Tt1774e44 P2392ACT F12 ROOFTRUSS 3 1 1 30 II 2 34 = ID:IliEL2vgnxv4uEJUYC2jFzkFngdAxDOxUStPXe7te CIJX57nTz1j9XVjgNJ8iPKzWP9 i 1.2-0 i Scale - 1:13.2 3 1x3 11 4 14 11 5 3x3 = 6 30 II 3143 10 9 e 7 34 = axe = axe = I 1A-0 5-5-0 1d01$-0 I 3.11-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Wall Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.16 Vert(LL) 0.02 9-10 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 Sc 0.19 Vert(TL) 0.02 9-10 999 240 BCLL 0.0 Rep Stress Ina YES WB 0.12 Horz(TL) 0.00 7 nla nla BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 40 lb FT - 20%F, 1196E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc purling, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (lb/size) 10-367/Mechanical, 7=367/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3- 49910, 3-4-499/0, 4-5=499/0 BOT CHORD 9-1D=0/340, 8-9=01499, 7-8-01340 WEBS 5.7-453/0, 2-10=453/0 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pltchbreeks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10*-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 0 WARNING • Verily dsslgn Paremerera and READ NOTES ON TIES AND INCLUDED WTEK REFERENCE PAGE Ne•7477 rev. 109VMS BEFORE USE. Design valid for use only with Mnekg connectors This design is basedonlyupon parameters shown, and it lei an individual budding component, not s truss system Before use. the building designer must verllythe applicability of design parameters and properly mcorporste this design into the overall Duftng design. Bracing indicated is to prevent buckling of Individual truss web andlor Nord members only Addatorml temporary and permanent bracing Isalways re4uired for slabaay, and to preventcollapse with possible personal injury and property damage Forgeneral guidance regarding the M1o"oon. storage, delivery, erection and braong of trusses and truss systems. we ANSVTPII QualityCdtw%, DSB49and BCSI Building Component Sdary IMome9on available hom Traps Plate Institute. 210 N. Lee Surest, Suae 31Z Alatundne, VA 22314. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies MR 6904 Parke East Bled Tamps, FL 36610 Job Truss Truss Type Oty Ply Park sglBarcetine•A or c TRAY T11374845 P2392ACT FT1 SPECIAL MwFionda Lumber. Balidw, FL 7 540 s Apr 19 2016 Wilk Industries, Inc Thu Jun 15 15-02-20 2017 Paps 1 ID:ItiEL2vgntv4uEJUYC2jFzkFng•OjOEShb7 IYWyGF WgOSPOp6d1 GHPOyosDZ47htt60P1 2.310 4-5-e 6.7.6 &9 ta11.2 13.1.0 15.2.14 17+12 19$70 21-10-0III { I F { I { I { 2.3.10 2-1-14 2.1.74 2-1-t4 2.1.14 2-1.14 2.1.14 2.1.14 2•t•t4 2714 Sub = 1.3e.0 300 = 1x4 II 4x10 = 1x4 II 3xe = 1x4 II 5xe = 1x4 II axe = 1x4 II Sae = 4x4 II 502 = 2.4 11 4x1O = exIOMT20HS = 3xe = 2x4 11 3x10 = 20 11 4xI4 = 30 II THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. z•s10 4.5-e B•7 e•9.4 1a11-2 73•t•D 15.2-u 17+12 19.8.10 21.10•e z-3.10 { 2.1.74 { z•1.14 I z-1.14 I z•1.14 I 2•t•14 { 2-1.14 I z-1.14 I z•1.14 { 2-3.14 ' LOADING (psf) SPACING- 2-" CSI. TCLL 40.0 Plate Grip DOL 1,00 TC 0.98 TCDL 100 Lumber DOL 1.00 BC 0.87 BCLL 0.0 ' Rep Stress Ina NO WS 0 82 BCDL 5.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.1 D 'Except' 7-11. 2x4 SP No.2 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3'Except' 1-21,3-21,3-19,5.19,5-17,11-13,9-13.9-15.7-15.7-17. 2x4 SP No.2 REACTIONS. (lb/size) 22=3101/0-7-4, 12=2558/0-3.8 Max Uplift22-e04(LC 4), 12=653(LC 5) DEFL. in (loc) Vdetl Ud PLATES GRIP Vert(LL) -0.64 17 >402 360 MT20 244/190 Ven(TL) -1.01 17 >257 240 MT20HS 1871143 Horz( L) 0.09 12 Ne n/a Weight 244 lb FT - 20% BRACING - TOPCHORD Structural wood sheathing directly applied or 1-5-5 oc putting, except end verticals. BOT CHORD • Rigid ceiling directly applied or 944 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-22=2747/719, 1-2=5674/1463, 2-3=5674/1463, 3-4=13072/3317, 4-5=13072/3317, 5-23=14814/3643, 6-23-14814/3643, 6-24=14814/3643, 7-24=1481413643, 7-8=10983/2749, 8-25=10983/2749, 9-25=10983/2749, 9-10=-4702/1195, 10-26=-4702/1195, 11-26=4702/1195, 11-12=2212/572 BOT CHORD 21-22=iOlr 86, 20-21=2709/10574, 19.20-2709/10574, 18-19=3854/15370, 17-18=-3854/15370, 16-17=3469/13975, 15.16-3469/13975, 14-15-2280/9028, 13-14-2280/9028, 12-13=83/318 WEBS 2-21-552/171, 3.20=-69/337, 4-19-509/158, 5-18=98/464, 6-17=-W5/207, 7-16=1381622, 9-14-101/469, 10-13=436/139, 1-21-1490/5786, 3.21-5362/1364, 3-19=-683/2734, 5-19=25151671, 5-17=609/231, 11-13-1215/4789, 9-13=4734/1187, 9-15=538/2140, 7-15=32741868, 7-17-345/918 NOTES- 1) 2-ply truss to be connected together with 10d (0 131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 24 - 2 rows staggered at0-M 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) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opsf; h=251t; 8=45ft; L=2411, eave=oft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 pill bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0wide will printed copies of this document arepfdbetweenthebottomchordandanyothermembers. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 804 Ile uplift at joint 22 and 653 lb uplift at not considered signed and sealed and Dint 12. the signature must be verified on 9) Girder carries tie-in span(s): 5-0-0 from 0-" to 10.11-4. 2-10-0 from 16-3-4 to 21-6-12; 5-" from 0-0-0to 10-11.4 any electronic copies10) "Semi -rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Continued on Daae 2 0 WARNING • VwMy design penmxars and READ NOTES ON TIES AND INCLUDED AUTEK REFERENCE PAGE WAl-7473 r IGOM15 BEFORE USE. Design valid for use only with MR9kV connectors This design is based only upon parameters shown, and is for an individual building component, not a truss sys"I n Before use. the building designer must verity the applicability ofdesign parameters and property incorporate this design into the ovmaa is : ding design. Bracing indicated isto prevent buckling of individual truss web andfor Nord members only. Additional temporary and permanent bracing nil always required for slab04y andtoprevent Collapse with possible personal injury and properly damage. For general guidance regarding the MR fill, r on, storage, delivery, mechon and bracing of trusses and truss systems. No ANSVTPI1 Gustily Cillorls, DSB-89 and SCSI Building Componam 6904 Parke East Blvd. Safety Irdomnot on available hom Tens PlateInstitute. 215 N. Lee Street, Suite 312, Alesandna, VA 22314 Tamps, FL 36810 Job Truss Truss Type Oty Ply Park SgMarcebn&AorC_TRAY T1137454 5 M92ACT FT1SPECIAL 1 MOFronoa Lumber. Uanow, FL. fMV e,1(!/la [Vie Mrr OF r/gYA//R.r/IG re JY///Y rY.V<.N N/ e e[ ID IIiEL2vgrkv4uEJUYC2lFzkFng-OIOE6hb7 tYWyGFW90SPOp6d1GHPOyosDZ47htz60P1 NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 429 Ib down and 114 lb up at 10-94 on top Chord. The designiselection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increasea1.00, Plate Increase-1.00 Uniform Loads (plf) Vert: 1-6-298, 6-25-100, 25.26-239, 11-26=115, 12-22=10 Concentrated Loads (lb) Vert: 6-429 O WARNING - Vwffy design parameters and READ NOTES ON THIS AND INCLUDED IIOTEK REFERENCE PAGE UP-7073 rev. 1093,7015 BEFORE USE. Design valid for use only withWake connector* This design isbond only upon parameters shown, and isfor an individual building Component, not a trusssystemBefore use. the building designer must veritythe applicability of design parameters and property incorporate this design Into the overallbudding Osstpn. Bracing indicated is to prevent bucNrrrp of individual Vass web ardchordor ord membersonly. Additional Ismporary apermabracing Is always reguked for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the is fabrication, storage. delivery, erawon and broong of trusses and truss systems. see ANSVTPIIOuatlly Crheria, D5549 and SCSI Building Component 6904 Parke Fist BNtl Salary Information ovelloble from TrussPlate Institute. 215 N. Lee Street, Suite 31Z Alexandria, VA 22314 Tampa. FL 36810 Job Truss Truss Type Oty Ply Para SQ64rcabns•A or C_TRAY T11374646 P2392ACT FT2 SPECIAL t MxFFbriW Lumber, Barlow, FL 7 640sApr 19 2016 Mnek industries. Inc. Thu Jun 15 15 0220 2017 Page t ID.ItiE)_2vgrkv4uEJUYC2jFzkFng-OIOE6hb7 IYWyGFWgOSPOp6dzGHIOzBSDZ47htz60P 1 I 10 24--1S-tBa I 26 t7•-14 I I 2 I 1S2-a I 1742 I 19$10 I 2.16813-02.32310 22..1.1.4 i1.14 2.1114 LI14 21314 i 3x10 = 110 II 4xe = tx4 II 3,9 = 2 3 4 5 23 Scale - 135 0 10 11 54 = tx4 II axe = Ise II 34 = e 24 7 e 25 9 10 11 12 30 II Sx12 = 20 II axe = 700 MT20HS = 34 = 20 II 4xe = 20 II 5x10 = 30 I I LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40. 0 Plate Grip DOL 1.00 TC 0.99 TCDL 10. 0 Lumber DOL 1.00 BC 0.85 BCLL 0. 0 ' Rep Stress Inv NO WB 0.73 BCDL 5. 0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 20 SP No.1 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3'Except* 1-21, 3 21,319,5 19,5 17,11-13,9 13,9 15,7-15,7-17 2x4 SP No.2 REACTIONS. (Ile/ size) 22=2776/D-7-4, 12=2261/0-3-0 MaxUplift 22=-727(LC 4), 12-578(LC 5) DEFL. in ( loc) Well L/d PLATES GRIP Vert(LL) 0.63 17 >411 360 MT20 2441190 Vert(TL) 0.98 17 >263 240 MT20HS 187/143 HOrz(TL) 0.09 12 Na n/a Weight: 244 Ile FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-" oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9-9.6 oc bracing. FORCES. (lb) - Max. CompJMax Ten. - All forces 250 (Ile) or less except when shown. TOP CHORD 1-22-2437/546, 1-2=5070/1319, 2-3-5070/1319, 3-4=1193013051, 4-5=11930/3051, 5-23- 1405813478, 6-23-14058/3478, 15a24=14058/3478, 7-24-14058/3478, 7-8- 1103512781, 8-25=1103512781, 9-25-11035/2781, 9-10=4345/1106, 10-11 = 4345/1106,11-12-1993/517 BOT CHORD 21-22-91/341, 20.21=2496M6W, 19-20=2496/9658, 18.19-3647/14447, 17-18- 3647/14447, 16-17=3398/13600, 15-16=3398/13600, 14-15=2217/8735, 13-14- 2217/8735, 12-13=711275 WEBS 2- 21-4501146, 3-20= 86/400, 4-19-4001132, 5-18-131/593, 6-17-7261219, 7-16- 146/646, 8-15=384/123, 9.14--68/340, 1-21=1345/5174, 3-21=5021/1287, 3.19- 627/2486, 519-27557734, 5-17=506/211, 11-13=1130/4447, 9-13=4804/1216, 9-15=- 63812516, 7-15-2807/758, 7-17=2421548 NOTES- 1) 2- ply truss to be connected togetherwith 1Od (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 0-9.0 cc. Webs connected as follows: 2x4 - 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 (8), unless otherwise indicated. 3) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B-45ft; L-2411; eave=aft: Cat. 11; Exp B: Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live 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. l Pfnted copiesof this document are p 8) Providemechanicalconnection (by others) of truss to bearing plate capable of withstanding 727 lb uplift at joint 22 and 578 lb uplift at joint 12. not considered signed and sealed and 9) Girder carries tie-in span(s): 5-0-0 from 0-0-0 to ID-1 1-4, 2-10-0 from 16-3.4 to 21.6-12; 5.O-0 from0-" to ID-1 1-4 the signature must be verified on 10) "SemFrigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. any electronic Copies Continued on Dace 2 AWARNING - Verify design parameters and READ NOTES ON TIES AND INCLUDED IIOTEK REFERENCE PAGE M PT473 rev. 10103R015 BEFORE USE. Design vals1for use only with MiTex®ronneciors. This design is based only upon parameters shown, and is for an individual buildup component, not a true system Before use, the buildup designer must vMy, the applicability ofdesign parametersandproperty incorporate this design into the overall building design Bracing indicated is to prevent brlcldurg of individual miss web and/or chord members only, Additional temporary and permanent breup is always required for stabit4y, and to prevent collapse withpossible personal uyury and property damage Forgeneral guidance regarding the is bbrcaliai, storage, delivery, arection and bracing of trusses and truss systems, we ANSVrPl1 Quality Criteria, DSBa9 and SCSI Building Component 6904 Parke East Blvd Safety Information availablefromTrussPlatemsidae. 215 N Lee Street, Suite 31Z Alexandra, VA 22314 Tampa, FL 35510 Job Truss Truss Type Oty Ply Pare SQnmrcwns-Aor c_TRAT T11374a46 P239ZACT FT2 SPECIAL 1 MWFlonda Lumber. Ballow. FL. raeu4nprla[Vle MiiaRmoueoreS,mC Mega[ ID IUEL2vgrkv4uEJUYC2)FzkFnp-OIOE6hb7 IY"GFWgOSPQp6dzGHjOz6sDZ47htz50P1 NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 513 lb down and 137 lb up at 11.0-0. and 463 lb down and 123 lb up at 16-2-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead i Roof Live (balanced): Lumber Increase=1 00, Plate Increase=1.00 Uniform Loads (pill Vert 1-6 =249, 6-25-100, 11-25=115, 12-22-10 Concentrated Loads (lb) Vert: 6=513 25=463 O WARNING • Verily design parameters and READ NOTES ON TIES AND INCLUDED MYTEK REFERENCE PAGE W7473 rev. 109=015 BEFORE USE. Design vaW for use only wall MRekB connectors. This design iscased only upon parameters shown, and is for an IndrAdual building component, not a lives "am. Before use, the building designer must vertfy the applrAbday, of design parameters and property incorporate this design unto the overall building design Bracing indicated a toprevent budding ofindmdusl buss web and/or Gerd members only. Additional temporary and permanent bracing isalways equi ed for slabsity, and toprevent cotapss with possible persorel injury and property damage. For general guidance regarding the In fabrication, storage. delivery, enaction and braGng oftrussesandhuss systems, we ANSVTPII QualityCriteria. D3049 and SCSIBuilding Componam 6904 Penes East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lae Skeet, Suite 312, Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Part Syeercelon AorC_TRAY T71374M7IP2392ACTFT3SPECIAL3JobReference (optionall ma-Ftohoa Lumber. 13e1110W. FL. 7 640 a Apr 19 2016 MRek Industries. Inc Thu Jun 15 15:02.21 2017 Paps 1 ID:6iEj_2vgrkv4uEJUYC2jFzkFng-sv_dJOblWpNaOgiD5zeyl fppa/7Os7RDphDJz60P0 i 2-b10 i s3 6 i 7-3-0 i 9 3-0 i „-3 6 i 1310$ { ,e 7-0 j2-610 2.8.74 2.0-0 2.0-0 2-0-0 2b14 2$10 Scale - 1.30.0 3x4 II 404 = 2x4 II ass = 2 17 3 1s 4 2x4 II 404 = 3.4 11 54x5 = s 19 1s 20 II 4x14 = 3xe II 3xe II 4x14 = 214 II 6x6MT20MS = aft-RON! 6x6 MT20HS = zalo ( s3-e i 7-3-a ( o-3a i 11.3-e i ,3-tos i 1s•7.o i2a10z14zoo2aazooze,4 2b1 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.92 Vert(LL) 0.39 13-14 >505 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 099 Vert(TL) 0.60 13-14 >323 240 MT20HS 1671143 BCLL 00 ' Rep Stress Ina NO WS 0 70 Horz(TL) 0.07 9 nla n/a BCDL 5.0 Code FBC2014rrP12007 Matnx-M) Weight: 269 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP DSS TOP CHORD Structural wood sheathing directly applied or 2-10-4 oc puriins, except BOT CHORD 2x6 SP DSS end verticals. WEBS 2x4 SP No.3 Except' BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. 2-16,2-14,7-9,7-11: 20 SP No.1 REACTIONS. (lb/size) 16-5777/0-e0, 9=3003/Mechanical Max Uplift16=1533(LC 4), 9=793(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=376/109, 1-2=-680/181, 2.17=24590/6520, 3-17-24590/6520, 318-24590/6520, 4-18=24590/6520, 4.5-20656/5447, 5-6=13241/3493, 6-19=13241/3493, 7-19=13241/3493, 7-8-356/95 BOT CHORD 15.16=3782/14254, 14-15=3782/14254, 13-14-5447/20656, 12-13=5447/20656, 11-12-5447/20656, 10-11-1954/7399, 9-10=1954r7399 WEBS 2-16=14485/3842, 3-14=-6501H754, 2-15=110/476, 2-14=2949/11030, 7-9=7515/1984, 7-11=167016234. 4-13-16361462, 5.12-697/2645. 5-I l=-822212219. 4-14=1190/4363 NOTES- 1) 3-ply, truss to be connected together with 10d (0 131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows 2x6 - 2 rows staggered at 069-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc, Except member 3-14 2x4 - 1 row at 0-7-0 oc. 2) All loads are considered equally applied to all plies, except 4 noted as front (F) or back (B) lace in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated. 3) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL-3.Opsf; h=25ft; 8=45ft: L=24ft; eave=4ft; Cat. 11; Exp B; Encl.. GCpi=0 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1.60 4) Provide adequate drainage to prevent water ponding 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 pill bottom chord live load nonconcorrent 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 f4 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 1533 lb uplift at joint 16 and 793 lb uplift at joint 9. 10) "Semi -rigid pdchbreaks 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) 6305111 down and 1681 lb up at 5-3-8 on top chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard Continued on oaae 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - VwVy design parameters and READ NOTES ON TWS AND INCLUDED IIDTEK REFERENCE PAGE MP-7473 rev. fo9M15 BEFORE USE. Design valid for use only with Wake, connectors This design is based only upon parameters shown, andis for an Individual building component, not truss system. Before use, the building designer must verily the appbrabibly of design parameters and property Incorporate this design into the overall building design. Bracing indicated is to prevent buckling ofmdmdual truss web andror chord members only. Additional temporary and permanent bracing Is always required for stability and to prsvem collapse with possible personal injury and properly damage. For general guidance regarding the MR M1bncation. storage. delmery. erection and bracing of trusses and truss systems, we ANSVTP" Quality criteria, DSB-1119 and BCSI Building Component 6904 Parke East Blvd. Safety Intonation avaWDle from Truss Plate Institute, 218N. LeeStreet, Suite 312. Alexandria, VA 22314 Temps, FL 36610 Job Truss Truss Type Oty Ply Pant Sciftmelen A or CTRAY T11374e47IP2392ACTF173SPECIAL3JobReferencefoptional) M1 rrarga Wlllaer, uanew, rL ID:IOEj_2vgrkv4uEJUYC2jFzkFng-sv_dJObliAgNaQgjD5zey1fpjfaj7Os7RDphDJz60PD LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.00, Plate Increase=1.OD Uniform Loads (plf) Vert: 1-18=224, 8-18=100, 9-16=10 Concentrated Loads (Ib) Vert:3=-6305 0 WARNING • Verily diralgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PACE N 7472 rsr. 1000310/6BEFORE USE. Design valid for useonlywith MReW conneMs 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 appbuWNy of design parameters and property Incorporate this design Into the overall building design Bracing mdrcaled r3Tb fnevenl butNerg of Individual Vass web andlor chord members only. Additional lemporary and permanent bracung is alwaysrequiredfor lability andtoprevent collapse with possible personal injury and property damage Forgeneralguidance regarding the M! fabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSVTPII Quality Criteria, DSB49and SCSI Building Component 6904 Parks East Bald Safety Information available from Truss Plate Institute. 218 N Lee Street, Suite 31Z Alexandria. VA 22314. Tempe. FL 36610 Job Truss Truss Type oly Ply Park SyBarcelorwA or C_TRAY T1137484e P239ZACT FT4 SPECIAL 1 mice-riWiva camper, wnWr, r4 r.eauaAce IV Z1116 mile" Indualnea. In". Tnu Jun 15 15.9zzz 2t/17 Pape 1 ID.IUEL2vgrkv4uEJUYC2iFzkFng-K5Y7XMcN WUoDCZPvnpU1VE B2WJ2hss 19gtZEIIz60P 2.9.5 I 5.4.14 I 8.2.4 2.9.5 2-7-9 2.9-0 scale - 1 15.8 1.Sx4 II30 = 3,41 = 3,4 = 1 2 3 e 4 02.4 II 5 THIS TRUSS IS NOT SYMMETRIC. 4x4 PROPER ORIENTATION IS ESSENTIAL. 24.5 2.7.9 2." LOADING (psf) SPACING- 24)-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.67 Veri(LL) 004 6-7 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.50 Vert(TL) 0.07 6-7 999 240 BCLL 0 0 ' Rep Stress Inv NO WB 0.71 Horz(TL) 0.01 5 n/e We BCDL 5.0 Code FBC2014/TPI2007 Matrix-M) Weight: 91 Ib FT = 20% LUMBER- BRACING - TOP CHORD Zx4 SP No.2 TOP CHORD SOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. ( Ib/sae) 8=1 521 /Mechanical, 5=1832/0-" Max Uplift8=-385(LC 4). 5=463(LC 4) Max Grav 8=1523(LC 2). 5=1832(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=13901367, 1-2=2786/693, 2-3=29451744, 4-5=590/168 BOT CHORD 7-11=-693/2786, 6-11=-693/2786, 6-12=74412945, 5.12=744/2945 WEBS 2-7=-965/288, 3-6=154/296, 1-7=738/2965, 3-5=3133/791 Structural wood sheathing directly applied or 64)-0 cc purtins, except end verticals. Rigid ceiling directly applied or 10.0-0 cc bracing. NOTES- 1) 2-ply truss to be connected together with 1 Od (0.13I W") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 cc. Bottom chords connected as follows, 2x6 - 2 rows staggered at 0.9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except 0 noted as front (F) or back (0) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft; L-24ft; eave=oft; Cat. II; Exp S; Encl., GCpi=0.16: MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) NA MWFRS Wind (Pos. Internal) Left, #5 Dead + 0.6 MWFRS Wind (Pos. Internal) Right; #6 Dead + 0.6 MWFRS Wind (Neg. Internal) Left, 07 Dead + 0.6 MWFRS Wind (Neg. Internal) Right; 08 Dead +0.6 MWFRS Wind (Pos. Internal) 1st Parallel; 49 Dead + 0.6 MWFRS Wind ( Pos. Internal) 2nd Parallel; 010 Dead + 0.6 MWFRS Wind (Neg. Internal) lot Parallel; 011 Dead + 0.6 MWFRS Wind (Neg. Internal) 2nd Parallel; 016 Dead + 0 75 Roof Live (bal.) + 0.75(0.6 MWFRS Wind (Neg. Int) Left); #17 Dead + 0.75 Roof Live (bal) + 0. 75(0.6 MWFRS Wind (Neg. Int) Right); #18 Dead + 0.75 Roof Live (bal) + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel); #19 Dead + 0 75 Roof Live (bal.) + 0.75(0 6 MWFRS Wind (Neg. Int) 2nd Parallel). 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 7) • This truss has been designed for a live load of 20.0psf on the bottom chord in all areaswhere a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members 6) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 385 lb uplift at joint 8 and 463 lb uplift at joint 5. 10) Girder carries tie-in span(s): 641-0 from 0-" to B-7-4 11) " Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 398 lb down and 106 lb up at 7- M on top chord, and 243 lb down at 1 4-8, 243 lb down at 3-". and 243 lb down at 544, and 245 lb down at 7-4-8 on bottom chord The design/selection of such connection device(s) is the responsibility of others. Continued on Daoe 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - VWNy dasrgn parameters and READ NOTES ON TWS AND INCLUDED a9TEA REFERENCE PAGE WI.7473 rev. 1093r707S BEFORE USE. Design valid for use only with MRek® conneams. This design is based "upon parameters shown, and Is foran Individual building component, not a truss system Before use, the budding designer must vent' the applicabWy of design parameters and properly Incorporate this design rrdo the overall busding design Bracing Indicated is to prevent buckling of individual truss web anWor Gard members only Adddlqul temporary and permanent braunp q always required for stabday and to prevent collapsewdh possible personal injury and property damage. For general guidance regarding Use is fabrication, storage, delwery, erection and bracingofwalesandtrusssystems, ase ANSUrPf1 Quality Criteria, DSBa9 and BCSI Building Component 6904 Parks East Blvd. SMatyInformationavailablefromTrussPan* Instauls. 210 N Lee SlreM, Suds 3lZ ANxnndne. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply Park SglBarcelowA or C_TRAY 1 T71374e4e P2392ACT 1`74 SPECIAL 1 2 Job Re Md.Ftonda Lumber. Banow, FL LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.00, Plate Increase=l DO Uniform Loads (pip Vert. 14-335, 5-6-10 Concentrated Loads (lb) Vert. 6=56(F) 9-398 10=56(F) 11=56(F) 12-58(F) 1 eev s APr tozvle Mrreit rlqusmos, uc. r nu ,run ra ia im." eul f rope z ID IUEL2vgAw4uEJUYC2jFzkFng-KSY9XMCNWUoDCZPvnpUtVEB2WJ2hss19ptZE11z6OP9 O WARNING • Varby design Peramsfers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE WO.7473 rev. 10193R015 BEFORE USE. Design valid for use only with MRekB connectors This design is based only upon parameters shown, and is for an odrvldcal building componem, not a Wes system. Solaro use, the buildup designer must verily the applicability ofdesign parameters and property, incorporate this design into the overall bud mgdesign. Bra" indicated isto preventbuckling of individualtruss webonafor chord membersonly Additional temporary andpermanent or" is always required fornoWity and to prevent collapse with possible personal Injury andproperty damage. For general guidence regarding the fabrication, storage, delivery. erectionandbattingoftrussesandImes systems. we ANSVrPrl Quality Criteria, DSM9 and BCSI Building Component 6904 Parke East Blvd Sotety inforrrallon available hart Teas Plete iraMae. 218 N. Lee Street, Suite 31Z Afsandra. VA 2231 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park SyBarcelon A or C TRAY Tt1S74e49 PM92ACT FTS ROOF TRVSS 1 mxr-reenea Wmeer, =anew, rL. 7 040 sApr 19 2ulo maek Industries, InC Thu Jun 15 15 02.222017 Page 1 IDIbEL2vgrkv4uEJUYC2IFzkFng-K5Y?XMcNVWoDC7-PvnpUtVEBA83yostG9gt2EIIz60P? 249 I 4.7.7 I 7.0-0 I 2492-2.13 249 Scale - 1.13 B Ord = 30 = 3x4 = 1.5x4 II B5 20 IITHISTRUSSISNOTSYMMETRIC. 4x4 PROPER ORIENTATION IS ESSENTIAL. 249 2. 2.13 1249 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.18 Vert(LL) 0.03 6-7 999 360 MT20 2441190 TCDL 10. 0 Lumber DOL 1.00 BC 0.88 Vert(7L) 005 6-7 999 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.69 Horz(TL) 001 5 n/a n/a BCDL 5.0 Code FBC20141rP12007 Matrix-M) Weight: 118 Ib FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=1290/0.3-8, 5=296810-4-8 Max UpliftB=210( LC 4), 5-680(LC 4) Max Grav 8= 2225(LC2). 5=3412(LC 2) FORCES. (ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1- 8=1733/198, 1-2=-3792/385. 2-3=47161704 BOT CHORD 7- 11-385/3792, 11-12=385/3792, 6.12-385/3792, 6-13=704/4716, 5-13=704/4716 WEBS 1-7- 419/4126. 2-7=777/234. 2.6=349/1281, 3.6-245/192D, 3-5=5131/766 Structural wood sheathing directly applied or 6-0-0 oc purfins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 3- ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at D-9-0 oc. Bottom chords connected as follows: 2x6 - 3 rows staggered at 0-4-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Wind; ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf, BCDL=3.0psf, h=25ft; B-45ft; L=24ft; eave=4ft; Cat. II; Exp B: End., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) 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 fd between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 210 Ib uplift at joint 8 and 680 Ib uplift at joint 5. 8) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 357 lb down at 1-9-4, 357 lb down at 3-9- 4, and 357 lit down at 5-9.4, and 25991b down and 698 lb up at 5-94 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 00, Plate Increase=1.00 Uniform Loads (pIQ Vert 14=100, 5.8-10 Concentrated Loads (lb) Vert: 6-217 9-217 10=90(F) 11-217 12=90(F) 13=2689(F=90, B-2599) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verify design Foraminifers and READNOTES ON THIS AND INCLUDED MITEx REFERENCEPAGE MII.7473 rev. MMIS BEFORE USE. Design void for use" with MITeli®cirn isrxors. This design is based only upon parameters shown, and if for an individual budding component, not a truss system Before use, the buildup designer must molly the applicability of design parameters and prop" incorporate thisdesign into the ovorall building design. Bracing indicated Is to prevent buckling of nndMduel trios web andior chord members only. Adadionnal temporary and pemunent bracing Is always :squiredforstabilityand10prswmcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the MR bbncation, storage, deiwsry, erection and bracing ofwales and truss SYMMS. cos ANSVTPM Quality Cnterls, DSBa9 and SCSI Building Component 6904 Parke Fist BNO Safety Infom110on "tablefromTrussPlatsInsbtuls. 218 N. Lee short. Sufis 312. Alexandria. VA 22314. Tamps, FL 36510 Job Truss Truss Type Oty Ply Park SgftMelona•Aol CTRAY' I T71374850IP2392ACTG1MONOHIP1 Job Re M*Flonds Lumber, Barlow, FL. 7.6405 Apr 19 2016 Mrsk Industries. Inc ThuJun 15 15'02'23 2017 Page 1 ID:IUEL2vgrkv4uEJUYC21FzkFngol6Nkid7How4pj_5LW761 SkDYT0ObUPIvxIoICz60P_ 1-0-0 frOO 11-0-0 1-0-0 6-0.0 2-00 4x4 = 6x8 II3u • e 3x5 = 1.5x4 II 150 II Scale a 1:29 5 6.0.0 z•o•o LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.65 Vett(LL) 0.10 7.8 >943 240 MT20 244/19D TCDL 10.0 Lumber DOL 125 BC 0.47 Vert(TL) 0.27 7-0 >350 180 BCLL 0.0 ' Rep Stress Ina YES WB 006 Horz(TL) 002 10 n/a n/a BCDL 10.0 Code FBC2014ITPI2007 Matrix-M) Weight: 55 lb Fr - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc putting, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 20 SP No.3 BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No 3 REACTIONS. (lb/sae) 8=385/0.8-0, 10=283/0.1.8 Max Horz 8=188(LC 12) Max Upliift8=85(LC 12), 10=132(LC 12) Max Grev 8=385(LC 1). 10=315(LC 17) FORCES. (Ib) - Max Comp./Max. Ten. - All fortes 250 (Ib) or less except when shown. TOP CHORD 2-8=3131206 BOT CHORD 7-8=2581152 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL-3.0psf; h=15ft; 0=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 2-0-0, Interior(1) 2-" to 6-0-0, Exterior(2) 6-0.0 to 7-6-12 zone; end vertical left exposed;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) " This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joints) 10 considers parallel to grain value using ANSIRPI 1 angle to grain formula Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ib uplift at joint 8 and 132 lb uplift at joint 10. 9) "Semi-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 ianyelectroniccopies 0 WARNING - VarBy design peremelers and READ NOTES ON T7dS AND INCLUDED e07EK REFERENCE PAGE MII.7473 rev. fewM15 BEFORE USE. Design valid foruse" with MrekO connectors. Thisdesign Is based only upon parameters shown, and b for an individual budding component. not a was system. Before use, the building designer must vary the applicability ofdesign parameters and properly Incorporate this design into the overall budding design Brame indicated is toprevent bloc me ofindividual truss webandfor Orord members only. Additional temporary and permanent bracup is skveys required for stability and toprevent collapse with possible personal injury and properly damage For general guidance regarding the MR fabrication. storage, dehvsry. tnotion and bracingoftrusses andtruss systems, we ANSVTPH QualityCAIerls, D3849 and SCSI Building Component 6904 Parlor Fast Bold Safety Information available from Truss Plate Institute. 218 N Los Street. Suite 312. Alexandra. VA 22314. Tampa. FL 35510 Job Truss Truss Type Oly Ply Pads Sgftmelona•A orC_TRAY T11374651 P2392ACT G2 MONO HIP 1 1 Lumbm, Barlow, Fl- 7640 s Apr 19 2016 Mrek Industries. Inc Thu Jun 15 15 02 23 2017 Page 1 ID:IIIEL2vgdcv4uEJUYC2jFzkFng-016Nkid7How4pj_5L W167 SkDBTPUbUalvXlolCZ60P_ 4-5-0I 0-0-01 1.0-0 4-00 34-0 40 = 6xe MT20MS I I 6 1.5x4 11 4x4 = 1.5x4 11 LOADING (psf) SPACING- 2 0-0 CSI. TCLL 20.0 Plate Grip DOL 1 25 TC 0.67 TCDL 1D.0 lumber DOL 1.25 BC 0.40 BCLL NO ' Rep Stress Ina YES WB 0.05 BCDL 10.0 Code FBC2014rrPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 8=385/0.8-0, 10=283/D-1.8 Max Horz 8=112(LC 12) Max Uplift 8=103(LC 12). 1D=114(LC 12) Max Grav 8=385(LC 1), 10=300(LC 17) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-8-3061213 i 3x4 10 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.15 7-8 >613 240 MT20 2441190 Vert( L) -0.26 7-8 >361 180 MT20HS 1871143 HOrz(TL) 0.03 10 n1a n1a Scale a 1.25.7 Weight: 50 Ib FT - 2D% 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. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuIt=140mph (3-second gust) Vasd=108mph; TCDL-4.2psf; BCDL=3.Opsf; h-15ft; 8=45ft; Lw24ft; eave=4ft, Cat. II, Exp B; Part. Encl. GCpi=D.55; MWFRS (directional) and C-C Exterior(2) -1-" to 2-0-0, Interior(1) 2-0-0 to 4-8-0. Exterior(2) 4-" to 7-6-12 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL-1 60 3) Provide adequate drainage to prevent water ponding 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 10 considers parallel to grain value using ANSI/rPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 103 lb uplift at joint 8 and 114 Ib uplift at joint 10. 10) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verity csstpn parameters and READ NOTES ON TO&S AND INCLUDED WYEK REFERENCE PAGE MIF747S rev. /oongis BEFORE USE. Design valid for use only with Mrek® connectors. Thisdesign is based only upon parameters shown, and is for an individualbuilding component, not atrusssystem Before use, the budding designer must vent' the applicability of design parameters andpropertyincoryorale this design into the overall building design Brsdng indicated le to prevent buckling ofindividual buss web andfor chord members only. Additional temporary and permanent bracing is always required for slabaity, and to prevent collapse with possible personal in fury and praparly damage. For general guidance regarding the Is bbration, storage, delivery, erectionand bracing of trusses and cuss systems. see ANSVTPM Quality Criteria, D5849 and BCS1 Building component 69M Parke East Blvd. SalaryInformation available fromTruss Plate Institute, 218N. LeeStreet, Suite 312. Alexandria. VA22314. Tamps, FL 36610 Job Truss Truss Type Oy Pent SyBarcelonrC TAorRAY1ply T11374852 P239ZACT 03 COMMON 1 1Job Reference (ovit'onal) 4xe 10 6 ID IUEL2vgrkv4uEJUYC2jFzkFng-GUgy2m 252xRtZlvEWLafHRPtnrKlc_S7B2Lpez60Oz 3$ 0 8-0.0 940 3EI- 0 44-0 4x4 = 5DD t2 2 Site II 1x4 II 53x4 II 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 Inv YES BCDL 10.0 Code FBC2014ITPI2007 CSI. DEFL. in (loc) Vdefl Lid TC 045 Ven(LL) 0.02 6 999 240 BC 0.26 Veri(TL) 0.07 5-6 999 180 WB 0.04 Horz(TL) 0.00 5 n/a rda Matrix- M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. ( lb/sae) 5=385/0-8-0, 10=283/0-1-8 Max Hort 10=96(LC 11) Max Uplifts-128(LC 12), 10=90(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3.5=308/290 Scale= 1:28.3• PLATES GRIP MT20 2441190 Weight: 38 lb FT w 20% Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. Rigid ceiling directly applied or 1040 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.0psf; h=15ft; 8=45ft; L-24111; eave=oft, Cal. 11; Exp B; Part. Encl., GCpi=0 55. MWFRS (directional) and C-C Exterior(2) 0-5.4 to 6-". Interior(1) 6-8-0 to 9-0.0 zone; end vertical right exposed; C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL-1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of 20.Opsf on the bottom chord In all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Bearing at joint(s) 10 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 128111 uplift at joint 5 and 90 lb uplift at joint 10, 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 QWARNING • VwNy design perameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE M0,7473 m. fae3RdtS BEFORE USE. Design valid for use only with MIT&W cone is This design is basedonly upon parameters shown, and a for an indmdual buatDng component, not a truss system Set" use, the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated isto prevailbuckling of individual buss web andror tlerd members" Additional temporary and permanent bracing is always required for stabildyand to preventcollapsewith possible personal injury and property damage For general guidanceregarding theMR fabncston, storage, delivery, traction and bracing of buYes andtruss systems. arse ANSVTsin Quality Criteria, D5849 and SCSI Building Component 6901 Puke East Bind Salary Information available from Truss Plate Institute, 216 N. Lee Street. Suite312. Ahexandna, VA 22314 Tampa. FL 36810 Job Truss Truss Type Oty Pty Perk SWUmeW&A or C_TRAY 711374553 P2392ACT c HIP 1 1 mrPlrpga Wmaer, whew, r•L. rAeV a npr ltl zule Mllex IlgYalllea. Inc. Irlu,nun lO lYu:ze ztrlr Pape 1 ID klEj_2vgrkv4uEJNC2jFzkFng-GUgy2w252xRIZIvEWLefHOOtmBKx4S7B2Lpez60Oz 1 2 t2 1 5d0 1 8.0.0 ( S40 12s.0 2-04 3.0.0 7.0.0 44x4 = x4 = 000 r _ LOADING (psf) SPACING- 2-0.0 CSI. TCLL 20.0 Plate Grip DOL 125 TC 0.58 TCDL 10.0 Lumber DOL 1.25 BC 0.37 BCLL 0.0 ' Rep Stress Ina NO WB 0,03 BCDL 10.0 Code FBC2014rrP120D7 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No 3 REACTIONS. (lb/sae) 6-422/0.8-0, 12=327/0.1-8 Max Horz 12=92(LC 8) Max Uplfft6-207(LC 8), 12=182(LC 8) Max Grav 6=423(LC 18), 12=327(LC 1) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2621187, 3-4=281/174, 4-6=-3261185 30 11 DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) 0.07 7-8 >999 240 MT20 2441190 Vert(TL) -0,09 7-8 >999 180 Horz(TL) 0.00 6 Ma nla Scale-1:21.2 Weight: 41 Ill FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc brecing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vas4=108mph: TCDL-4 2psf; BCDL-3.0psl, h=15111; B-4511; L-24ft; eave=oft; Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); end vertical right exposed; Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing atjoints) 12 considers parallel to grain value using ANS11TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. 8) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 207111 uplift at joint 6 and 182 lb uplift at joint 12. 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) 65 lb down and 169 Ill up at 2-4-0, and 9111 down and 76 lb up at 3.8.0. and 65 Ill down and 169 lbup at 5-0-0 on top chord, and 26 lb down and 27 lb up at 24-0, and 12 lb down and 13 lb up at 3-8-0, and 26111 down and 27 lb up at 4-11-4 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (0). LOAD CASE(S) Standard 1) Dead i Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-2-60, 2.3=60, 3-4=60, 4-5=-60, 6-10=20 Concentrated Loads (lb) Vert: 2=18(F) 3=18(F) 8=14(F) 7=14(F) 13=9(F) 14=-0(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING • Verify drily. paramelers end READ NOTES ON 7110S AND INCLUDED WTEK REFERENCE PAGE MX7473 rev. 10110313015 BEFORE USE. Design velyd for use only with Weddle connecfora This design is based only upon parameters shown, and is for an individual budding component, notatrusssystem. Before use, the bulldogdesigner must veritythe applicability ofdesign parameters and property incorporate Oft designintothe ovi as building design. Bracing ind"ed is toprevent buckling of individual buss web andror chord members only Additional temporary andpermanent bracing is always required for stability and toprevent collapse with possible personal injury aedpropene damage. For general guidance regarding the I! lebrcebon, storage, delivery, erection and brae" of trusses and truss systems, ass ANSVrPr Oualhy Criteria, DSB49 and SCSI Building Componam 6904 Parke East Blvd. Safety Information available from Truss Plate Insidule, 215 N Lee Street, Suite 31Z Alexamirle, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sgmarcelons Aor C TRAY T11374854 P2392ACT H1 MONO HIP 1 1 job R mPPrr,wue wmw, wnw, . . rw .y. ID:IUEL2vgrkv4uEJUYC21FzkFng-kgE790eFpPAo318USxl a7tpiJHAv3NWbMmuL4z600y 2.10-0 5-&0 10 0 2.100 2.10-0 30 = Scale - 1:13.7 4x4 3 4 20 = 5 i.Sx4 II LOADING (psf) SPACING- 2-" CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 012 TCDL 10.0 Lumber DOL 1.25 BC 0 08 BCLL 0.0 ' Rep Stress Inv YES we 0.05 BCDL 10.0 Code FBC20141TP12007 Matrix-M) DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.00 6 >999 240 MT20 244/190 Vert(R) -0.01 6-9 >999 180 HOrz(TL) 0.00 5 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/sae) 5=208IMechanical, 2=293/0-" Max Holz 2-73(LC 12) Max Uplift 5=-W(LC 9), 2=93(1-C 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Weight: 27 lb FT = 20% Structural wood sheathing directly applied or 5.8-0 cc purlins, except end verticals. Rigid ceiling directly applied or 10.40 cc bracing. NOTES- 1) Unbalanced root 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; "511; L-24ft; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1. )-0 to 2-", Interior(1) 2-0.0 to 2-10-0, Exterior(2) 2-10-0 to 5-6-4 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psi bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 Ib uplift at joint 5 and 93 lb uplift at joint 2. 8) "Semi -rigid prichbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily design parameters and READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE MI.7473 m. 10111=01e BEFORE USE. DesignvalidIon use onlywith MRekB connspors. Thisdesign isbased only upon parameters shown, and Is for an indnidual buildup component, not a truss system. Beforeuse, thebuilding designer mustvasty the appkcablbty ofdesign parameters and property mwrporetethis design irdothe overall building design Bracing Indicated isto prevent buckln0 of indmdwl truss web andfor chord members only Additional temporary end permanent bracing Is always required for stability andto prevent collapse with possible personal Prouty and property damage Forgeneral guidance regarding the abncatPon. storage. CeUvery, erection and bracing of busses and truss systems. we ANSVTPI7 Quality Criteria, DSBa9and SCSI Building Cc am 6904 Parka Fist Blvd Safety Information avallable from Truss Plot Instdae. 210 N Lee Street. Su ti 31Z Alexandria. VA22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Perk SWIlancetonwA or C TRAY T11374ess P2392ACT H2 COMMON 1 1 mro-rrenes wmvar, oarow, rL. /.Wu a Apr la Zt/le MI hex mdYAnw. me 7nu Jun 15 15.u2.25 2e17 Pagel ID.IliEL2vgrkv4uEJUYC2iFzkFrrp-kgE79OeFpPAo318USx1 a7tprwHAg3O5bMmuL4z6DOy 2.10.0 I 541.0 I 1180 I2.10.0 2.10.0 1.OA Scale - 1:15 1 40 = 2x4 = 214 = 1 2-10-0 2.10-0 541.0 2-10-0 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 008 Vert(LL) -000 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(TL) -0.01 5-8 >999 180 BCLL 0.0 ' Rep Stress Inv NO WB 0 04 Horz(TL) 0.00 3 We We BCDL 100 Code FBC2014/TPI2007 Matrix-M) Weight: 22 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-&0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10460 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( Ib/size) 1-241/Mechanical, 3=W6/0.3-8 Max Horc 1=36(LC 23) Max Uplift 1=73(LC 8), 3=119(LC 8) Max Grav 1-254(LC 17), 3=318(LC 18) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=310/105, 2-3=3121103 BOT CHORD 1-5= 611267. 3-5=61/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7- 10; Vuft=140mph (3-second gust) Vosd-108mph; TCDL=4 2psi; BCDL=3.Opsf; h=25ft, B=45111, L-24111; eave=Oft; Cat. II; Exp B; Encl., GCpi= 0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL-1 60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcureni with any other five loads. 4) ' This truss has been designedfor 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 r4 between the bottom chord and any other members. 5) Refer to girder( s) for truss to truss connections. 6) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 73 Ill uplift at joint 1 and 119 lb uplift at joint 3. 7) "Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down and 170 Ill up at 2-10-0 on top chord, and 85 Ill down at 2-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead • Roof Live ( balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert 1-2=60, 2.4=-W, 6-9=20 Concentrated Loads (lb) Vert: 5=26(F) 2=8(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Vanity design parameters and READ NOTES ON THIS AND INCLUDED i19TEK REFERENCE PAGE MIF7477 rev. 1003R015 BEFORE USE. Design valid for use only with MIT09 connectors. This design is based only upon parameters shown, and Is for an ndnldual building component, net a truss system Before use. the buildup designer must vilify the applObibly of design parameters and propertyincorporate this design into the overall budding design. Bracingindicated is to preventbucid" ofindividual buss web andforchordmembersonly. Additional temporary and permanent or" rsshrays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the is bbruton, storage, delwary, erection and bracing of trusses and truss systems. we ANSUrPm Quality Criteria, D5049 and BCSI Building Component 6904 Parka Fjsi Bald Sidely Information available fromTrussPlateImbliae, 218 N. Lee Street, Suite312. Alexandre, VA 22314. Tampa, FL 311610 Job Truss Truss Type Ply Park Sgftrmbns•AorC_TRAv 10ty Ttt37e858 P2392ACT J2 JACK 1 1WL Ma-l-lows LYMDer, eanow, FL. ,a cv.. r as , ID IIIEL2vgrkv4uEJUYC2jFzkFng-DsnVYMkfta lfgBjgORpf4MIkgXZorlkbVXSuWz600x I •a0-0 I 2.10.0 _ 1.0.0 2.10.0 Scale = 1:11 9 20 = 10-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0 00 7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 005 Vert(TL) -0 00 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 000 2 nla n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 17 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10.0 oc purling. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 3-61/Mechanical, 2=193/0.3-8, 4=28/Mechanical Max Horz 2=75(LC 12) Max Uplift3=38(LC 12), 2=-64(LC 12) Max Grov 3=71(LC 17), 2=193(LC 1). 4=43(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All fortes 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vesd-108mph: TCDL=4.2psf; BCDL-3.Opsf, h-15ft, B=4511; L=24ft; eave=oft; Cad. II; Exp B; Part Encl. GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1.0-0 to 24)-0, Interior(1) 2-" to 2-9-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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) Rotor to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 38 lb uplift at joint 3 and 64 lb uplift at joint 2. 6) "Semi -rigid pilchbreeks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A MRNING • V.*ydesign parameters aro READ MOM ON MS AND INCLUDED a07EK REFERENCE PAGE MD•7e73 rev. 100311015 BEFORE USE. Design valid for use only with MITOW Connectors This design is cased only upon parameters shown, and Is for an brdWWual bulding component, not a Coss "am. Before use, the buildup designer must verily the appllrabWty of design peramstars and property incorporals fhb design imp the overall building design. Bracing Indicated is to prevent bucking of Individual buss web and/or chord members only. Additional temporary and pemroneht bracingIsalwaysrequiredforstabilityandtoprevailcollapsewithpossibNpersonalInjuryandpropertydamage. Forgeneral guidanceregarding Its MR lal , -ion, storage. dalwery, eFefJgn and braOhg of Wssaa and trues systems. we ANSVrPM Quality Criteria, D5049 and SCSI Building Component 8904 parts EastBlvd. Beefy Information avelleble from Trust Puts Institute. 218 N Lee Street, Suite 31Z Alexandria, VA 22314 Tamps, FL 36810 Job Truss Truss Type Oty Ply Park SWBarcelons•A orC_TnAY T11374es7 P2392ACT J3 JACK 3 1 all mo• ionoa Lumber, tsenaw, PL. 7.a40s Apr192010 MfTekIndustries. Inc Thu Jun 15 15.02.25 2017 Page 1 ID IUEL2vgrkv4uEJUYC2jFzkFng-0snWMkttalllgBlgORpl4MnXgTlorlkbVXSuNh600x 1 60 3-0-0 1-0-0 3-0.0 Scale a 1:19.4 LOADING (psf) SPACING- 2-0.0 TCLL 20.0 Plate Grip DOL 125 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FSC2014/rP12007 5 14 CSI. DEFL. in (loc) Well Lid TC 0.47 Vert(LL) 0.01 4-5 >999 240 BC 0.29 Vert(TL) 0.01 4-5 >999 180 WB 0.00 HOrz(TL) 0 05 3 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/sae) 5=195/D-8-0, 3-70/Mechanical, 4=28/Mechanical Max Horz 5=128(LC 12) Max Uplrft5s16(LC 12), 3=69(LC 12), 4=22(LC 12) Max Grev Sic195(LC 1). 3=92(LC 17), 4=53(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 2441190 Weight: 13 lb FT - 20% Structural wood sheathing directly applied or 3-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10 0 oc bracing. NOTES- 1) Wind. ASCE 7-10, Vuft=140mph (3-second gust) Vesd=106mph; TCDL-4.2ps1; BCDL=3 Opsf; h=15ft; B-451F L=24ft; eave=4ft; Cat. 11; Exp B: Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1.0-0 to 24)-0, Interior(l) 2-0.0 to 2-11-4 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 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-D-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 16 lb uplift at joint 5.69 lb uplift at joint 3 and 22 lb uplift at joint 4. 6) "Semi -rigid pitchbreeks including heels" Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Verlly design parameters end READ NOTES ON TICS AND INCLUDED MITER REFERENCE PAGE MIF7473 nsv. 1010=015 BEFORE USE. Design valid for use only with MeroM connectors. This design is based only upon parameters shown, and is for an individual building component, net a truss system Beforeuse. the buildup designer mustverity theapplicabilityofdesign parameters and propery, mrorporale this designintotheoverall buildup design. Bracing indicated Is to prevent bucldep of Individual truss web andhx chord members only. Additional temporary and permanent bracbp is always required for stabsdy and to prsverd collapse with possible personal injury and property damage For general guidance regarding the Is febricahon, storage, delivery, erection and bracingof busses and truss systems. see ANSVTPH Quality Crew%, DSB49 and BCSI BuildingComponent 69M Parke East Blvd. Safety Intorma0on available fromTruss Plate Instdule, 21a N Lee Street, Suite 312, Alexandria, VA 22314. Tamps. FL 36610 Job Truss Truss Type Dry Ply Park SyBarcelons-A orC_TRAY T113748581P239ZACT45JACK41 Job Re MbFlands Lumber, Sande. FL. 7.640 a Apr 19 2016 MRek Industries, tin' Thu Jun 15 15,02,27 2017 Page 1 ID:IGEL2vgrkv4uE JUYC21FzkFng-h3Lu64gWL00WILIsaM42CluOp4gtXlHup9G?Ozz600w t-O.0 1 5.0.0 r t-0A 5.0-0 2,4 = Scale = 1:17.3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) uden Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.02 4-7 >999 240 MT20 2441190 TCDL 100 Lumber DOL 1.25 BC 0.18 Vert(rL) -0 04 4-7 >999 180 BCLL 0.0 ' Rep Stress Inv YES WB 0.00 HOR(TL) 0.00 2 rue nla BCDL 10.0 Code FBC2014RPI2007 Matrix-M) Weight: 18 Ile 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 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (lb/sae) 3=111 /Mechanical, 2=298/0-3-8, 4-46/Mechanical Max Horz 2-108(LC 12) Max Uplift 3=W(LC 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; Vuh=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCDL=3.0psk h=25ft; B=45ft: L=2411; eave=4ft; Cat. II; Exit B; Encl., GCpi-O.18; MWFRS (directional) and C-C Exterior(2) -1.0.0 to 2-0-0. Interior(1) 24).0to 4-114 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 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fd between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 Ile uplift at joint 3 and 82 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verity design parameters and READ NOTES ON TN/SAND INCLUDED aeTEK REFERENCE PAGE MIF7473 rev. 10003W15 BEFORE USE. Design valid fir use only with Wake connectors This design is based only upon parameters shown, and Is for an Individual building component, nil truss system. Before use, the building designer must verily the applicability of design parameters and properly incorporste this design into the overall buildup design. Bracing indicated istoprevent buckling of individual buss web andfor chard members orgy Additional temporary and permanent bra" le always requiredfor stability andtoprevent collapse with possible personalInjury and property damage Forgeneral guidance regarding the bMWon, storage, delivery. erecion and bracingof Waves and trusssystems. we AN5VTPn Quality Criterls, DSB-99 and SCSI Building Component 6904 Puke East Blvd. Safety Information available from Truss Plate Institute. 218 N. LeeStreet, Suite 312. Alexandra, VA 22314 Tampa, FL 36810 Job Truss Truss Type oty Ply Park SglBsrcelona•A or C_TRAY T11371659 P2392ACT J7 JACK 17 1 MbFlonde Lumber. Bartow. FL 7 640 s Apr 19 2016 Minsk Industries, Inc Thu Jun 15 15.02.27 2017 Page 1 - --- ID• IOEj_2vgncv4uEJUYC21FzkFng•h3Lua4gW LOOWILlsaM42C Iuxb4nvXlHug9G?Oz%WDw t•0.0 I 780 11407.0.0 30 = z Scale - 122 2 Plate Offsets (X.Y)— 12:Edoe.0.441 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 4-7 M 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 0.37 Veri(TL) -0.16 4-7 >510 180 BCLL 0.0 ' Rep Stress Incr YES WB 0 00 Horz(TL) 0.01 2 n/a n/a BCDL 100 Code FBC2014/TPI2007 Matrix-M) Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0oc bracing. REACTIONS. (lb/size) 3=157/Mechanical, 2=397/0.38, 4=61/Mechanical Max Horz 2=141(LC 12) Max Uplift3=85(LC 12), 2=99(LC 12) Max Grav 3=157(LC 1), 2-397(LC 1), 4-106(LC 3) FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45R. L=24ft; eave=4R; Cal. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-0-0, Interior(1) 2-0-0 to 6-11.4 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f4 between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 Ile uplift at joint 3 and 99 lb uplift at joint 2. 6) "Semi-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 AWARNING - Varlry dsalpn parameters and READ NOTES ON THIS ANDINCLUDED MTEK REFERENCE PAGEMIF7471 rev. 169MV15 BEFORE USE. Design valid for use only with Wake, connectors. This designis based only upon parameters shown, and isfor an individual budding component, not a truss system Before use, the building designer must verily the applicability of design parameters and property mcorporele this design into the overall budding design. Bracing Indicated Is to prevent buWlng of individual truss web aedlor 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, arecten andbracingoftrussesandtrust systems, ses ANSVrP11 Quality CArsrla, DSB49 and SCSI Building Component 6904 Parke East BlvdSalaryInformationavailablefromTrussPlatsImIllule, 218N. Lee Street Suite 312. Alexandria, VA 22314. Tampa, FL 30610 Job Truss Truss Type Ply Park SyBaresbn A or C_TRAY 10ty I T71374660 P2397ACT JTT SPECIAL 3 1 tit Mid-Flends Lumber. Bartow, FL. late Offsets (X.Y)- 13:0.0.6.Edoe 7.540 aApr 192016 Wilk Industries. Inc Thu Jun 15 15 022e 2017 Page 1 ID. kiEj_2vgAw4uEJUYC2jFzkFng-9FvGnOhBSKYNwU1384bHkVR7hU41G1312pOZyPz600v 1-0-0 2.1.72 2 74)-0 1b0 2•+•1z a1. 2 4-8-6 Side - 122.2 LOADING (psf) SPACING- 24)-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL - 20.0 Plate Grip DOL 1.25 TC 049 Ver1(LL) 010 6 >855 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 052 Vert(TL) -0.18 6 >471 180 BCLL 0 0 ' Rep Stress Ina YES WB 003 Horc(TL) 008 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 25 lb FT w 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-10.6 oc purtlns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 4-156IMechanical, 2-415/0-M. 5=49/Mechanical Max Horz 2=141(LC 12) Max Upli114=-81(LC 12), 2-106(LC 12) Max Gray 4-156(LC 1). 2=415(LC 1), 5=99(LC 3) FORCES. (lb) - Max. ComplMax. 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-3.0psf; h=25ft, 8=45ft, L=2411; eave-411; Cat 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlenor(2) -1." to 2-0-0, Interior(1) 24)-0 to 6-11-4 zone;C-C for members and forces d MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf 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. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 4 and 106 lb uplift at joint 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 0 WARNING - Verifydesignpwamuers and READ NOTES ON TWS ANDINCLUDED II9TEK REFERENCE PACE WO.7473 rev. 1693IMS BEFORE USE. Design valid for use only with Wake, connectors. This design is basedonly upon parametersshown, and is for an uWmdual building component, not aIn: system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall buadmg design Bracing indicated is to prevent buckling of indmdwl truss web and/or chord members only. Additional temporary and permanent bracing isalways required for stability and to preventcollapse with possible personal injury and properly damage For generalguldance regarding the MR bbnulion, storage, dairvery, erection and bracing of trusses and truss systanis. we ANSVTPM Quality Criteria. DS849 and SCSI Building Component $904 Puke East Blvd. Safety Information available from Truss Plate Institute. 216 N. Les Street. Sues 312. Alexandra, VA 22314. Tamps, FL 36810 Job Truss Truss Type Ply Part ft4MrcelOM-A or C_TRAY10ty T1177t9p1 P2392ACT KJ2 JACK 2 1 mW ronoa Lemosr, Ifanow, FL. 7.e40sApr 192919 MfrekIn Usbles, Inc. Thu Jun 1515-02.28 2017 Pape 1 ID.IUE)_2vgrkv4uEJUYC21FzkFng-9FvGnOhlt6KYNwUl384bHWRCyUB4GIX12pDZyPz60Ov 1. 10 4.0.1 Scale n 1:11.7 2x4 = i f11 61 i LOADING ( psf) SPACING- 24)-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) -0.01 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 012 Vert( L) -0.02 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 100 Code FBC2014/rP12007 Matrix-M) Weight: 15lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 440-1 oc purllns. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. ( lb/size) 3=86/Mechanical, 2-27410-5.11, 4-37/Mechanical Max Horz 2=75(LC 21) Max Uplift3=47(LC 8). 2-100(LC 8) Max Grav 3=91(LC 25), 2=274(LC 1). 4=60(LC 3) FORCES. ( Ib) - Max Comp./Max. Ten. - All forces 250 (lb) 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=15R; 8=45f1, L=24tt, eave=4ft: Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional); Lumber DOL-1.60 plate grip DOL-1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent 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 when; a rectangle 3-6-0 tall by 2-0-0 wide will TA between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 47 lb uplift at joint 3 and 100 lb uplift at joint 2. 6) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(&) shall be provided sufficient to support concentrated load(s) 59 lb down and 27 lb up at 1-6-12, and 59 Ib down and 27 lb up at 141-12 on top chord, and 7 lb down and 2 lb up at 1-6-12. and 7 Ib down and 2 lb up at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=60, 4-5=20 Concentrated Loads (lb) Vert: 9=4(F=2, B=2) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verity dnu/gn parameters and READ NOTES ON TIOS AND INCLUDED WTEK REFERENCE PAGE M/F7477 raw. ICOM013 BEFORE USE. Design valid for use only with MITOW Tanneclera. This design is based only upon Paramsters shown, and is ?Or an IgWNual building component, net truss system Before use, the building Oesipner must vent' the applicability of designperemelers and property Incorporate this design into the overall building design. Bracing indicatedIs toprevent buckingofIndividualbuss weban0lochord members only. Additional temporaryand permanent bracing Isalwaysrequiredforstabilityand10preventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingtheIs fabncalion, storage, delivery, erection and braWp of trusses and truss systems, we ANSVTPII Quality Crheds. DS049 and BCSI Building Component 6904 Parks East Bled SolelyIrdomiationavailablefromTrussPlatsInstitute. 218 N Lee Sbeet. Suite 312. Alexandria, VA 22314. Tampa, FL 30610 Job Truss Truss Type Oty Ply Park Sq/Barcelens-AorC_TRAY T11374062 P2392ACT KJ3 JACK 2 1 Job Reference (ocitionall— Ma>Frorda Wmber, eanow, hL. r.a+vexp le [V ro mrreR ngYPnw, me ia.vL.LC ever —W., ID:91Ej_2vgrkv4uEJUYC2jFzkFng.dRTe71hm1egEXeRFhnBW HLMLuVn7CmBHT16UrzWOu 1.5-0 { 4.2-15 r 1.5-0 4-2-15 Sallee 1:191 1.5z4 = 4.2.15 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 003 4-5 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.03 4-5 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(TL) -0 05 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 17 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/sae) 3-83/Mechanical, 4-35/Mechamcal, 5=226/0.11-5 Max Horz 5=96(LC 8) Max Uplift3=-62(LC 8), 4=32(LC 8), 5=-136(LC 8) Max Grav 3-83(LC 1), 4=72(LC 3). 5=226(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-2-15 oc purling, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vud=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=0.16; MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrerd 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 1d between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Bearing at joint(s) 5 considers parallel to grain value using ANSI(TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 62 lb uplift at joint 3, 32 lb uplift at joint 4 and 136 lb uplift at joint S. 7) "Semi -rigid 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) 44 Ile down and 101 lb up at 1-6-12. and 44 Ile down and 101 Ile up at 1-6-12 on top chord, and 26 Ile down and 45111 up at 1-6-12, and 26 Ile down and 45 lb up at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2.3=60, 4-5-20 Concentrated Loads (lb) Vert. 6=66(F=33, B=33) 7=7(F=3, 5=3) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VoUy deslpn panmarers and READ NOTES ON TIVS AND INCLUDED M/TEK REFERENCE PAGE MPT473 rev. IG OWMS BEFORE USE. "7DesignvotedforuseonlywithINT09connectorsThisdesignisbasedonlyuponparametersshown, and is for an Individual building componml, not a truss system Before use. thebuilding designer must verity the applicability of design parameters and property incorporate this design into the overall RVbuildingdesignBraGngindicatedistopreventbuckingofindividualtrussweband/or clord members only Additional temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthe fabrication, storage, delivery, melon and bracing oftrusses and truss systems, we ANSVrPl1 Quality Criteria, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety InfomraUon available ham Truss Plate Inslituls. 215 N Lee Street. Suite 312. Alexandria. VA 22314 Tamps. FL 36810 Job Truss TrussType oly Ply Park SyBarcelena A or C:.TRAv T71374e83 P2392ACT KJS JACK 2 1 r ow" rip ie "to Miiae iriOUMOi, mG i "u Aura lD 1D.u[:" "l / ripe l ID: R.EL2vpile,4uEJUYC21FzkFnp-dRTe7lhmtegEXeRFhn6WHj_G7uSg7CmBH116UrZSDOu I 74D•14 1-5-0 3-9-6 3.3-8 Scale - 1.15 9 314 i 7.0.14 1.14 1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -006 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.40 Veri(TL) -017 4-7 >506 180 BCLL 0. 0 ' Rep Stress Ina NO WB 0.00 Horz(TL) 0.01 2 n/a rile BCDL 10. 0 Code FSC2014/TPI2007 Matrix-M) Weight: 24 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc tracing. REACTIONS. (lb/ size) 3=156/Mechanical, 2=429/0.5.11, 4=67/Mechanical Max Horz 2=108(LC 8) Max Uplift3= 73(LC 8), 2=13D(LC 8) Max Gray 3=156(LC 1). 2-429(LC 1). 4-106(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All tortes 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=25ff; B=45R; L=24R; eave=4R; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) fortruss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 3 and 130 lb uplift at joint 2 6) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(&) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, and 70 lb down and 44 lb up at 4-4-12, and 70 lb down and 44 lb up at 4.4-12 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1-6-12. and 17 lb down at 4-4-12, and 17 lb down at 4-4-12 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( plf) Vert: 1- 3=60, 4-5=20 Concentrated Loads ( lb) Vert: 10= 4(F=2, 8=2) 11=10(F=5, B=5) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify det/pn yanmerera and READ NOTES ON THIS AND INCLUDED MrTEK REFERENCE PAGE M PT473 rev. 1093A2a1S BEFORE USE. Design valid for use only with MITsre Connectors This design Is based only upon parameters shown, and is for an individual building component. not a I! vas system. Before use, the building desgner must verily the applicability of design parametersand property incorporate this design into the overall buildingdesign Bracing indicated Is to prevent bumping of individual buss 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 N! fabrication. storage. delivery, erection and bracing of lassesandtruss systems, we ANSVTPM Quality Criteria, DS549 and SCSI Building Component 6904 Parke Fast Bind. Safely InformationavailablefromTrussPlefeInstitute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Temps. FL 36510 Job Truss Truss Type Oy Ply Pa* Si 4M=bn A or c TRAY T11374N4lJobP239ZACTKJ7JACK51 Rat ionall, MWFlunds Lumber, Banow, FL r.rfeu sApr le Lulu MI1eR Iriuumnes. mG inu uun a ra'v[..w Ni r reps i ID:IUEj_2vgrkv4uE JUYC21FzkFng•5e1 005iOexo59oORFUdipwW tluloYkahKW7V11IrWOt 52.5 9.10-13 1710 5.2.5 4-&B Scale - 1:22.3 20 = ixe car 5 314 = 5.2.5 9.7f>•13 i t9_x I IAA t LOADING (PSI) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip COL 1.25 TC 0.36 TCDL 100 Lumber DOL 1.25 BC 044 BCLL 0.0 ' Rep Stress Inv NO WB 0.34 BCDL 10.0 Code FBC2014rrP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (Ib/sae) 4=13WMechanical, 2-522/0.5.11, 5=314/Mechanical Max Hors 2=142(LC 21) Max UplA14=70(LC 8), 2=149(LC 8), 5=69(LC 8) DEFL. in (loc) Vdefl Ud PLATES GRIP Vert(LL) -0.03 6-7 >999 240 MT20 2441190 Vert(TL) -0.09 6-7 >999 180 Horz(TL) 0.01 5 We We Weight: 42 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or S." oc purtins BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max. Comp./Max Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2-11=7431124, 11-12=707/132, 3.12=664/134 BOT CHORD 2-14-2061666, 14-15=2061666, 7-15=2061666, 7-16=206/666, 6-16=206/666 WEBS 3-7=0/258, 3.6=723/224 NOTES- 1) Wind: ASCE 7-10; Vu8=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25R; B 45ft; L-2411; eave=4f1, 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 fora 10.0 psf bottom chord live load noncomcurreni 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 I'd between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 Ib uplift at joint 4,149 lb uplift at joint 2 and 69 lb uplift at joint 5. 6)'Seml-rigid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12. 70 Ib down and 44 lb up at 4-4-12, 70 lb down and 44 lb up at 4.4-12, and 93 lb down and 77 Ib up at 7-2-11, and 93 lb down and 77 lb up at 7-2-11 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1-6-12, 17 lb down at 4-4-12, 17 Ib down at 4-4-12, and 33 lb doom at 7-2-11. and 33 lb down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility ofothers. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1 25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-4=60, 5.8=20 Concentrated Loads (lb) Vert: 13=53(F-27, B=27) 14=4(F-2, B-2) 15=10(1`=5, 13=5) 16=35(F=17, B=17) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify design parameters end READ NOTES ON TNIS AND INCLUDED aOTEK REFERENCE PAGE 011I1•7477 rev. 11IM31015 BEFORE USE. Design valid for use only with MlTeltm connectors. This design Is based only upon parameters shown, and isfor an individual building component, nbl a truss system Before use, the building designer must verily, the applicability of design parameters and properly incorporate this design Into the overeb is: dmg design. Bracing Indicated isto prevent buckling of individual buss web andlor chord members only. Additional temporary andpermanent bracing a Ways requiredfor etabWry and to prevemCollapse withpossible personal iniury andproperly damage. For general guidance regarding the No fabrrstron, storage, delivery, erection andbracing oftrussesand trusssystems, we ANSIRPIt Owltty, erheria, DSB-49 end BCSI Building Component 69W PsOA East Blvd Safety Information available from Tugs Plate Institute. 218 N. Lee Street. Sure 312. Atexandne. VA 22314 Tamps, FL 35610 Job Truss Truss Type Ory Ply Perx SWBsrcelona-Aor C_TRAY T11374665 P2197ACT KJ7T SPECIAL 2 1 all MIO-FIOr10a Lumber, Bohr, FL 7.640 s Apr 192015 Mnek Industries, Inc ThuJun 15 15.02 30 2017 Page 1 ID IUEL2vgrkv4uEJUYC21FzkFng-5e1005rOexo59oORFUdIpwMSIMCkcSKW7V111z6001 3.2.2 i 6411 i 9.10.13 1-5-0 3.2.2 3.2.9 3.61 150 30 = Scale 123 0 a dN LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.90 Vert(LL) -0.09 3 >999 240 MT20 2441190 TCDL 100 Lumber DOL 1.25 BC 052 Vert(iL) -0.23 3 >504 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.23 Horz(TL) 0.10 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight. 46 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.1 BOT CHORD 2x4 SP No.2'Except' 3-9, 2x4 SP No.3, 3.6: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 5=91/Mechanical, 2=557&5-11, 6=289/Mechaniwl Max Horz 2=142(LC 8) Max Uplift5-46(LC 8). 2=164(LC 8), 6=79(LC 6) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3.4=822/205 BOT CHORD 3-16=255/765, 8-16=255/765, 8-17-2567765, 7-17=256/765 WEBS 4-8=191270, 4-7—a171273 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purtrns. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing, Except: 6-" oc bracing: 2-9. NOTES- 1) Wind: ASCE 7-10: VuH=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft; L-24111; 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 psi bottom chord liveload 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 2J0-0 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 46 lb uplift atjoint 5,164 lb uplift at joint 2 and 79 lb uplift at joint 6. 6)'Semi-rigid pilchbreaks including heels" Member end fairy model was used in the analysis and design of this cuss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lbdown and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1.6.12, and 100 lb down and 76 lb up at 7-2-11, and 100 lb down and 76 lb up at 7-2-11 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 Ill up at 1$12, 1 lb down at 4-4-12, 1 lb down at 4-4-12, and 21 lb down at 7-2-11, and 21 lb down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (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=% 9-1O=20, 3.6=-20 Concentrated Loads (lb) Vert: 14=66(Fe33, B=33) 15=4(F=2, 8=2) 17=2(F=1, B=1) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verity design peremerers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE NO-7473 rev. 101003R015 BEFORE USE. Design valid for use only with Mneke conrrogon This design le bond only upon parameters shown, and is for an indiwdusl building component, notatrusssystem. Beforeuse, the building designer must veritythe appbcabddy41design parameters andproperty incorporate this design into theoverall budding design Bracing indicated is to prevent buckling of inWvWual truss web andfor chord members only Additional temporary andpomwnnd bracing INISalwaysre4mrsdforModifyandtoPreventcollapsewithpossiblepersonalnNryandpropertydamageForgeneralguidanceregardingthe fabrication• storage, delivery• erection and braang of lasses and truss systems, we ANSVTPII Quality Criteria, D58-89 and SCSI Building Component 6904 Perlis East Blvd. Safety bdomudon available fromTruss Plate Initdwe. 218 N LeeStreet, Suite 312, Aleiundts. VA22314. Tamps, FL 36610 Job Truss Truss Type Oty Py Perk SglBarselenwA or C TRAY T11374M P2192ACT Mt JACK 1 1 Md+'IwMo Lumber. Banbw, FL. 7.e40 s Apr 19 2016 MrFak Industries. Inc Thu Jun 15 1502131 2017 Pepe 1 ID:I9EL2vgrkv4uEJUYC2jFzkFrlg-ZgbPORI00FwynybepCB M83f3h15T6GTknEDZkr=s Scale - 1 17 3 30 = a i SS.oao 2x4 II i Plate Offsets (X.Y)— 11:0-1-4.Edoel LOADING (psQ SPACING- 24)-0 CSI. DEFL. in (loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -005 3-5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 0.86 Verl(TL) -0.12 3-5 >476 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 000 3 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 23 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purtins, except BOT CHORD 2x6 SP No.2 end verticals WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 84)-9 oc bracing. REACTIONS. ( lb/s¢e) 1=513/0-3-0, 3=597/Mechanical Max Horz 1=61(LC 8) Max Uplift 1-110(LC 8), 3=177(LC 8) FORCES. ( lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown NOTES. 1) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3 Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II, Exp B; Encl., GCpi-0.18; MWFRS (directional); Lumber DOL-1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf 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 110 Ile uplift at joint 1 and 177 lb uplift at joint 3. 6) " Semi -rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 116 lb down and 41 lb up at 1-1-13, and 606 lb down and 161 Ile up at 3-0.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASES) Standard 1) Dead + Roo/ Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-2=60, 1-3=20 Concentrated Loads (lb) Vert- 5=116(5) 6=-606(8) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARMNG - VwNy design parameters and READ NOTES ON TIES AND INCLUDED MTEK REFERENCE PAGE A10-7473 rev. fitMUMS BEFORE USE. Design valid for use onlywithMReke connectors This design is Dosed only uponparameters shown, and is for on i dnWuoi bustling component, not a truss aypem Before use, the building designer must verity the applicability of design parameters and property rncorporele this design into the overall building design Bracing i dicaled is topreventbudding of individual buss webandlorchord members only. Additional temporaryand permanent brwxq is always requiredforslablly and topreventcoNpse with possible personal inpwyand prdperiy damage. For generalguidance regardingthe IN fabrication, storage, delivery, erection and brocing of trusses and truss systems, we ANSViP11 Gustily Criteria, DS549 andBCSI Building Component 6904 Parke East Bald. Safety Information evellabN from Truss PIN* Inahule. 218 N Lee Wool. Suite 312. Alexandra, VA 22314Tamps, FL 36510 Job Truss Truss Type Park SglBarc I0n&A or C TRAY 10ty IPIY T11774867 P2392ACT M2 JACK I 1 Lumber. Barlow, FL. 7640 sApr 19 2016 MTek Industries, Inc. Thu Jun 15 15,02,31 2017 Page t ID:kiEj_2vgrkv4uEJUYC2/FzkFng•ZgbPORjOOFwynybepCB M63gHhBkT6GTknED7Az60Os 5.40 5-40 3x4 = 2x4 II Scale-1:17.3 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0,34 Vert(LL) -0 03 3-5 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0." Vert(TL) -0 07 3-5 >784 180 BCLL 0.0 ' Rep Stress Inv NO WB 0.00 HOrz(TL) 000 3 rVa rVa BCDL 10.0 Code FBC2014rrPI2007 Matnx-M) Weight: 23lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 20 SP No 2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing REACTIONS. (lb/sae) 1-463/0-3-8, 3-349/Mechanical Max Hoz 1=81(LC 8) Max Uplift 1=121(LC 8), 3=125(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, 8=45ft; L=2411; 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 nonconcurreni 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) fortruss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 1 and 125 lb uplift at joint 3. 6) "Semi -rigid pdchbreaks 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) 235 lb down and 92 lb up at 0-10-12, and 168 lb down and 88 lb up at 2-10.12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face ofthe truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead 4 Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 1-3=-20 Concentrated Loads (lb) Vert: 5=235(F) 6=188(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verifydesignperamehim andREAD NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M47473 rev. /6OYJOf6 BEFORE USE. Design void for use onlywith MTeWcamector& Thisdesign is basedonly upon parameters shown, and Is for anobMdualbudding component. not a trusssystem. Before use. the budding designermust verify, the applicabilityof design parametersand properlyincorporate thisdesign intotheoverall budding design Bracing indicated is to prevent buckling of indNidwl buss web and/or chord members only. Additional temporary and permanent bragmg Is slweys required for stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding the Iff fabricstron, storage, debary, erection and braang of trusses and buss systems, we ANSVTPn Dually Cdtw%, DS049 and BCSI Building Component 6901 Parke Fist BNd Safety Information available from Truss Plane Instxule. 218 N. Lae Street. Side 312, Alexandrsk VA 22344. Tamps, FL 36610 Symbols I Numbering System I A General Safey Notes PLATE LOCATION AND ORIENTATION N* Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-11Br T For 4 x 2 orientation, locate plates 0- %d' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request PLATE SIZE The first dimension is the plate width measured perpendicular4x4toslots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates locationwhere bearings Ono (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 0 ir O U Q. O I- 64-8 dimensions shown in ft-in-sixteenths Drawingsnot to scale) 1 2 3 BOTTOM CHORDS 8 7 6 5 0 O U a O JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, Is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building designer, erection supervisor, property owner and all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSVTPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant. preservative treated, or green lumber. 10. Camberisa non-structural consideration and Is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that Trusses are designed for wind loads in the plane of the specified. truss unless otherwise shown. 13. Topchords must be sheathed or purlins provided at spacing indicated on design. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values 14. Bottom chords require lateral bracing at spacing, or less, if no ceiling Is installed, unless otherwise noted. established by others. 15. Connections not shown are the responsibility of others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: MII-7473 rev. 10/032015 16. Do not cut or alter truss member or plate without prior' approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone Is not sufficient. 20. Design assumes manufacture in accordance with ANSVTPI 1 Quality Criteria. RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form SANVOIRDPermit# 1-1. @g53 # 1 7- 2 4 5 3 Project Location Address, As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuildin-g.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door FL8871.5 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL.15332.4 Sectional Clopay Building Products 94rr40-W4 FL15279.20 Roll U Automatic Other 2. Windows Single Hung MI Windows 8 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 8 Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including -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 Roofina Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signatu Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 4 c :a, onal Requl6bon SCIS Home Wg In I User Registration i Hot Topic submR Surcharge Slats 6 Facts i Publications FaC Stag ; SC1S Sae Map Unks search 1Dri a rI .C: Product Approval Ir USER. Pubhc User Product Approval Menu > Product or Application search > Apphcation LRt > Application Detall FL # FL8871-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived 17 Product Manufacturer Therma-Tru Corporation Address/Phone/Email 218 Industrial Drive Edgerton, OH 43517 419)298-1740 rickw@rwbidgconsultants.com Authorized Signature Vivian Wright rickw@rwbldgconsultants.c:om 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 C 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 22/31/2018 Validated By Ryan ). King, P.E. 25 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.pdf Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Florida Licensed Professional Engineer or Architect FL8871 R7 Eouiv of STANDARDS (a).odf http://vA-A,w.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ",tDgt),3Ij Wak2nHrp... 9/13/2017 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 10/13/2016 Date Validated 12/13/2016 Date Pending FBC Approval 10/21/2016 Date Approved 12/15/2016 Summary of Products FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 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.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. 'ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 Il (a) INST 8871.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.2.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.3.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "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 Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.4.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 18871.5 I e. "FiberClassic" or "SmoothStar" 13'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.5,odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other. See INST 8871.5 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.5.odf Created by Independent Third Party: Yes http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,A,tDgty3Ij Wak2nlirp... 9/13/2017 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations and installation instructions. 8871.6 f. "FiberClassic" or "SmoothStar" 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 Il (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 8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (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 Rustic" Series Sidelites (OXXO) - Inswing or Outswing 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 8872.9 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.9.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of ")" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ Back .— Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone. 85D-487.1824 The State of Florida is an WEED employer. Coovnaht 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 PubIK-records request. do not send electronic rail to this entity. Instead, contact the office by phone or by traditional mail. It you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1). Flonda 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 smalls provided may be used for ofricuil communication with the licensee However email addresses are public record If you do at 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 clock DM. Product Approval Accepts: 1211=1® ® http://v"w"r.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,,ArtDgty3Ij Wak2nHrp... 9/13/2017 Florida Building Code Online Page 4 of 4 Csed'r, Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017 THERMAITRU 0 THERMA TRU DOORS 1 16 INDUSTRIAL OR., EOOERTON• OH 4351 7. SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTSWING GENERAL NOTES "IMPACT, 1. this product has been evaluated and is In compliance with the Sth Edition (2014) Florida Building Code (FBC) structural requirements inchrdng the high Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shag be beyond wag dressing or stucco. 3. When used in the "HVHZ" this product complies with Section 1626 of the Florida Building Code and does not require an Impact resistant covering. 4. •When used in areas outside of the whir requiring wind bome debris protection this product complies wwllh Section 1609.1.2 of the FBC and does not require an Impact resistant covering. This product meek missile level V and Includes Wind Zone 4 as defined to ASTM E1996 andSection 1609.1.2.2 of the FBC. 5. For 2x stud framing construcl'lon, anchoring of these units shag be the some as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the delails of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. Oulswwing conrrguratiom using coastal sill item N4 under active doors meet water Infiltration requirements for "HVHT. 8. Inswing conliguralions and oulswing confrguraliom using sill Item B5 under the door do not meet the water Infiltration requirements for the'HVHT and shag be installed only in non -habitable areas oral habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill hless than 45 degrees. TABLE OFCONTENTS SHEET# DESCRIPTION 1 Typical erevolions. design pressures 6general notes 2 Door panel delolls 15mooth star) 3 Door panel details (fiber classic) 4 Hortzonlal cross seclions 5 Vertical Goss Seclions 6 Buckand frome - 2X buck masonry corotruclion 7 Frameanchoring-Ixbuckmasmrrycoralruclion B 1 BB of Materials b Components 37.7S MAR. F FRAME WIDTH 36.01T MAX. PANELWIDTH m OxCo lr a DESIGN PR1SSURE' PSF D00 Ec w cSINING Ri1ME-t' c`w NIEGATIVE= P_OSffIVErq INSWING 37.75" x 98.00" 80,0 80.0SMOOTH STAR OUTSWING 37.75" x 96.51Y' 80.0 80.0 INSWING 37.75" x 98.00" 80.0 80.0FIBER CLASSIC OUTSWING 37.75" x 96.50" 80.0 80.0 See Shoal 81or design pressure 6nilatkms. Iw-- N.T.S. ono en OWS as er. LFS FL-8871.5 rr —L or 8 QArAA O''. o 46 47 41 EXTERIOR. 11111 1` 7.17 0 2 INTERIOR q6 46 42 E ? ° g goad2 1 HORIZONTAL CROSS SECTION 2 47 ' c314 41 e ' m 2 TYP.1 r M g 13 CORNERS OP PANEL a EXTERIOR INTERIOR alLLLLl1J L DETAIL A -A J u n IJ LOCK STIIE ^ >m 10 DOO Nc Smoolh staEL 41 0 Nz 2 00000000 • 1• r p 0000000 42 p W th th 000000006tc0000000 47 c rrir jal 0000000 LIT 43r LIr 000000000000o000 000000t- f•rT °k'k' 00000000 46 I 46 0000000 ^ aa 00000000 0000000 000000000000000 + en 00000 ® ^nN00000 0 0 0 0 o Af u NINGE STIIE IS !O O fl N N o a 0000000 'iZ000000000 2AREA OPEN 2 VERDCAICROSSSKTION a,c z 0 00000000 AREA MAX. 05 22 08 00lz 000000452rMLN.T.S. 90000000 ' 00000000 o°°. en D YS m cm or LFS ; DETAQ A - A oRWm 00- ° m Panel reinforcement FL-8871.5 a NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.421 sw are « 0 lWill v m . INTERIOR 1 HORIZONTAL CROSS SECTION 3 L DETAIL A -A J 60 DOOR / NEl Fibs classic 0000000 u 000000000000000000000000000000 63 LITr'— 00000000 1 100000000000000066 0000000000000000000000 O000000000000000 000000000 0 1. 0 0 0 0 0 {_ I E 3TRi 4i CO M RAII0000000 'll00000000000000028.86ROPEN 00000000 AREA MAX. 000000000000000 65 000000000000000 DETAILA•A Panelrelniorcemenl NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) EXTERIOR In O Eo I New lll III111 uOZ O oZu ax omaal°. Zf 4 C = pp n b7 INTERIOR 2 VERTICAL CROSS SECTION 3 L N.T.S. or. OWS or LFS No ao- FL-8871.5 ni7OF8 11, 1 4 S 5 I C J...... ..... U N Gbsz0 19 10 Qs 9mcwINTERIORdfm261 v aZ p 4 3a 3 4 o o z EXTERIOR 40 o 18 60 A g m N 1•I/1'MIN. c' E T) EMS. (fYP.) L1 u o B 6 3 4 5 B ofa S 5 5 5 3 HORIZONTAL CROSS SEC17ON a` na. 4 stwMmw/Ixsut•buckL L 0.1s, OAS" rrIMP-1 MI B 9 9 B EN o a• d C` Q,,tto Gin L 10 10 c INTERIOR INTERIOR o 2 2 a• , L e e k' ea O 7 N a •. a. N O je s • u° N—Z 12 12 40 EXTERIOR EXTERIOR 40 14 an 22 08 z05ibe L C 60 6O C sutE N.T.S. ows1-114"MM. EMS. (fYP.) ax LFS 3 1 HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION EMSPYP I a 4 ONswing dawn - Inswin0 4 9ppmv ed^9 FL-8871.5 cahoapprovedaholso 9w A, of 8 o E.saen T) E ° .. n INTERIOR EXTERIi' 9 o 'n irrr O B v 2 $ U 4 a u goon L m 40 mood A C g 10 60 a. ES o= ISCgg5 p( 314 a\ 40 40 60 10 tii" g c 60 10 8 E' o o 9 9 EXTERIOR INTERIOR EXTERIOR INTERIOR r W 2 3 VERTICAL CROSS SECTION 1 VERTICAL CROSS SECTION VERTICAL CROSS SECTION S Oulswing co gnotion 5 Oufswingpproveshodwn - I rnwingS Shown w/11(wb buck seeg enerolnotes sheet I GI o also a eequukem water otlBlrotion a ra EXTERIOR INTERIOR EXTERIOR INTERIOR 0 N40 40 INTERIOR EXTERIOR 8 o 6 60 60 N En 1 4 40 2 7 3 7 10 60 t 1^nN So N T.S. msc. er•. DWS m 4 VERTICAL CROSS SECTION 5 VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION oM. oil LFS i S Inswing confguration kV erg conligumilon 5 Outswtng codgmalion om%wo w see general roles. sheet 1 I0 see general roles sheet I Ior g HTwaterin ihatlon see generol notes. sheet 1 Iar tVltl'woterbJdlral'wn n FL-8971.5 °o srm 5 or 8 11VI1PwaleiInlaholion requkements requkements requkements ZO W% j 0 9; z TYP. HEAD & rq E z 00 JAMBS TYP. HEAD & 9 C; EwMASONRYMASONRY0 JAMBSOPENINGOPENING - Z. FRAME - Its: UVSd Lj CK 2X BUCK g2XBUCK - BUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB Masonry 2X buck constructioneNo; V) LO z CONCRETE ANCHOR NOTES: L 1. Concrete anchorlocations of the cornets maybe adjusted to maintain the min. .0 edge distance to mortorjdnfs. 2. Concrete anchor bcollons noted as MAX. ON CENTER' must be adjusted to _TIA maintain the min. edge distance to morlarjoints, additional concrete anchors L may be required to ensure the "MAX. ON CENTER' dimension are not exceeded. 12 16 12 3. Concrete anchor table., 12 R' CLEARANCE MIN CLEARANCEANCHORANCHORTOWASONRY."" .-TOADJA ENT. LTYPE..".... SIZE--:: EMBEDMENT 4 0z TYP. HEAD IIIAI'll 9 1 JAMBS Plitt MASONRY 6OPENING Z tJ FRAME ti 17 rrC, 1X BUCK LATCH A DEADBOLT DETAIL L 30 HINGE JAMB STRIKE JAMB 11 C CONCRETE ANCHOR NOTES: FRAMEANCHORING rsI. Concrete anchor locations of the comer; may be ocMIed to nwintain the n*L Masonry IX Wd constructIon 12 edge 01stonce to mortar Joints. 2. Concrete -n,h-r'o,-Ibm noted osMAX ON CENTER -must be acgusted to L 12 On9--5122108 Zi rnainfoln the min. edge distance to niodor joink odcliflonal concrete anchors may be required to arm" the MAX. ONCENTER dbmnsbn we not exceeded. G3. Concrete anchor table., 12 MIN. CLEARANCE. AikHblt ANCHOR MIN. CLEARANCE Typt SIZE'.'' EMBEDMENT- .!p . MASONRY...: ."TO ADJACENT. L 00 ITW EDGE ANCHOR. 02 sML N.T.S. TAPCON r r fTw r I-Ilr HINGE DETAIL Da. ffn Dws DOL op. LFSTAPCON WOOD SCREW INSTALLATION NOTES: DRAM HM: I. maintain amb*mm S/Iredge distance. I' end distance. l'o.c. spacingof FL-8871.5 0DwoodscramtopreventtheW1111ingofwood. gm Z or J1 BILL OF MATERIALS REM DESCRIP170M MATERIAL A 1 X BUCK SG - 0.55 WOOD B 2X BUCK SG >= 0.55 WOOD C MAX. 1/4-SHIM SPACE WOOD D 1 /4' X 2-3/4" PFH ELCO OR OWCONCRETE SCREW STEEL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90 CONCRETE G 3/16" X 3-1/4" PFH I1W CONCRETE SCREW STEEL J 1/4' X 3-3/4" PFH ITW CONCRETE SCREW STEEL L N 10 X 2-1 /2' PFH WOOD SCREW 1.IS' MIN. EMBEDMENT-) STEEL I INSWING ADJUSTABLE THRESHOLD IS300AJ ALUM./WOOD 2 INSWING THRESHOLD (MWHP5) ALUMJCOMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD ISP30M ALUM./COMP. 4 OUTSWING COASTAL THRESHOLD ALUMJWOOD 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 6 INSWING THRESHOLD ALUMJCOMP. 7 DOOR BOTTOM SWEEP VINYL 8 JAMB PINE SG >= 0.42 WOOD 9 JAMB OAK SG >= 0.42 WOOD 10 WEATHERSTRIP FOAM II HINGE STEEL 12 N 10 X 3/4' PFH SCREW STEEL 13 N9 X 3' PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 N8 X 2-1/7' PFH SCREW STEEL 17 N8 X 3/4" PFH SCREW STEEL 1B KWIKSET SERIES PASSAGE LOCK STEEL 19 KWIKSET SERIES DEADBOLT 660 STEEL 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41 DOOR SKIN 0.072' THK. SMOOTH STAR = 6,00D PSI MIN. FIBERGLASS 42 TOP RAIL ISMOOTH STAR COMP. 43 LOCK STILE SMOOTH STAR WOOD/LVL 44 HINGE STILE ISMOOTH STAR WOOD 45 BOTTOM RAIL SMOOTH STAR COMP. 46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL 47 FOAM CORE POLYURETHANE 60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0.137' THK. FIBER CLASSIC = 6,000 PSI MIN. FIBERGLASS 62 TOP RAIL FIBER CLASSIC COMP. 63 LOCK STILE FIBER CLASSIC WOOD/LVL 64 HINGE STILE FIBER CLASSIC WOOD 65 BOTTOM RAIL FIBER CLASSIC COMP. 66 PANEL REINFORCEMENT 0.02r THK. IFIBER CLASSIC STEEL 67 FOAM CORE POLYURETHANE f O R HEAD A SIDElamb 1 LD 6-tV od u$klbb S.BT rya ?:ra...-:a '.::.i}•r 't RESHOLD unwiw seR•ocrol 5.7S' 0 1 S 1HRES D Oubwiq standmd THRES OLD Uuw4g odlustobte 4 THRESHOLDOubwhgcoaad rrsJ,3" 6 THRES IDMwi+g MAX. DESIGN PRESSURE _ +/- 50 PSF Its X tn+a. er: DWS oac !r RS FL-8871.5 a -L or -A Florida Building Code Online Page 1 of 3 Business Profesi5ton a-1 Re9julation'I- ME scis Nome I Lop In I User Registration Not Topics ( Submit Surcharge I Stets 6 Facts ; Publications I FaC Stan I SC1S she Map I Links I Search I rlorida m Product Approval rr cceepp rr++ r USER: Public User ti uaa+c'a Product Approval Menu > Product or Applicabon Search > Application Ust > Application Detail FL # FL15332-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category 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.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd Wldk... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/2015 Date Validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Date Revised 08/11/2017 Summary of Products FL tl I Model, Number or Name Description 15332.1 I SERIES 420 ALUMINUM SGD I RSERIES 420 EINFORCED ALUMINUM SGD OXO 145-3/4"x80" NON - Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00500D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510807C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 25332.2 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 FL35332 R3 AE 510605C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 Il 08-02248B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512968B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes r5332.4 I SEIES 420 REINFORCED ALUMINUM SGD I g6IIES 420 ALUMINUM SGD REINFORCED OX, XO, XX 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 I REINFORCED ALUMINUMIES420 SGD I SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02250B.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 512970B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 I ASERIES 420ILUMINUMSGD REINFORCED 196TIES 420 REINFORCED ALUMINUM SGD OX, XO, XX Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 11 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 FL15332 R3 II 08-00501D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure. N/A Evaluation Reports http://www.f]oridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WIdk... 9/7/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-0050212.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 FLIS332 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 FLI5332 R3 AE 510810C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Badt Netrt Contact Us :; 2601 Blair Stone Road. Tallahassee FL 32399 Phone, 850-467-192 The State of Florida is an AA/EEO employer. Coavnaht 2007.2D13 State e} Florida. ;; Privacy Statement:: Aceesalhlll eratement :: Refund Statement Under Florida low, email addresses are public records. If you do not want your e-mail address released in response to a PublK-recordsrequest, do not send electronic man to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 650.487.2395. 'Pursuant to Section 455.275(1), Flonds 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 tothe public. To determine If you are a licensee under Chapter 455, F.S., please click h=. Product Approval Accepts: 1 -- xA Credh Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,,ArtDgtH8572gvdWldk... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5 FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6 UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 8 SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4-. 9 DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 010 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/6" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW' A WOOD — MINIMUM SPECIFIC GRAVITY OF G=0 42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). 0. METAL STRUCTURE: STEEL 18GA. 33KSI OR ALUMINUM 6063—T5 1/8' THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. XO. XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO DESCRIPTION I NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS REVMONS REV OEwrmm GATE APPRMO A ADDED FLMIGE AND FIN INSTALLATION 12/10/13 F.L. 8 REVISED INSTALLATION OETMLS 1 08/03/15 R.L. MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" x 96" NOTES AWN: I OWC No. IR V. L. 1 08-02249 SCALE NTS IOTE 10/30/13 SNEET 1 OF 10 SIGNED: 1012312015 EsF•` P k 6 P F ; e ss IONA 11E``• I FI HI 6" MAX - 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 17" MAX r--r O.C. - 6" MAX 17" MAX O.C. 16" LAX AME IGHT 6" MAX 6' MAX SERIES 420 SGD REINFORCED WITHOUTADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.0PSF NONE SEE CHARTS 81 AND 82 FOR OTHER UNITS RATINGS REWSIM OESCAIPIx1N DATE APPROVEa ADDED FLANGE AND nN INSTAUATION 12/10/13 R L. REVISED INSTALLATION DETAILS 08/03/15 1 R.L. CHART #$ WHERE WATER INFILTRATION RESISTANCE IS REQUIRED SEE NOTE 9 SHEET 1 Design pressure chart (pso Frame Single Panel and Total Frame VVideh (in) Helght in) 30.0 60.00 36.0 77.001 47.0 84.00 48.0 96.00 Poo I Neg Poo Neg Pos Neg Pos Nag 84.0 40.0 1 56.4 40.0 50.0 400 457 40.0 42.0 6e.0 40.0 55.2 40.0 48.0 40.0 43.0 39.4 39.4 92.0 40.0 52.4 40.0 45.4 40.0 40 6 J7.1 37.1 96.0 40.0 49.8 400 431 30.4 38.4 35.0 35.0 CHART a2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I Design pressure chart (pso Frame Single Panel and Total Frame VNdlh (s1) Wight in) 30.0 60.00 36.0 72. 1 42.0 1 64.00 1 48.0 96.00 Pos I Neg Pos Neg Pos Meg Pos Neg 81.0 58.4 58.4 50.9 50 9 45.7 45.7 420 42.0 ee.o 55.2 48.0 48.0 43.0 4J.0 39.4 39.4 92.0 49. 52.4 45.4 45.4 40.6 40.6 371 37.1 96.0 49.8 43.1 431 38.4 38.4 35.0 35.0 CHART s3 Number ofanchorlocoflons required Frame Single Panel and Total Frame VAdth (in) Wight in) 30. 0 60. 0 36. 0 72. 0 1 42.0 81. 0 1 480 96. 0 H65 IJvmb H&S Jamb H&S Jamb H&S Jamb 04. 0 4 6 5 6 8 6 6 6 88. 0 a 6 5 6 6 6 6 6 97. 04 6 5 6 6 6 6 6 96. 0 4 6 5 6 6 6 6 1 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION ORAMN. OWG NO R V. L. 08-02249 011 NTS - 10/30/13 -2 OF 10 SIGNED: 1012312015 v5 G I N O -, C EE N "d1 STATE OF O. s ONAI, c ti FR HE 96' MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REOUIREO 6" MAX — r—r 17" MAX rO.C. I 6" MAX 17" MAX O.C. 6" T— AX ME GHT 6" MAX 6" MAX 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DESIGNPRESSURE RATING IMPACT RATING REOUIREO t35.0PSF NONE SEE CHARTS /1 AND #2 SHEET 2 FOR OTHER UNITS RATINGS REViSpNS Rev OE9CRIPnON WE APPROKU A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 6 REVISED INSTALLATION DETAILS 1 08/03/15 R.L. CHART" Number oranchor locations required SkVI& Panel and Total Ilia Width (in) Frane hlelght fin) 30.0 60.0 36.0 72.0 42.0 4.0 46.0 96.0 HAS Jamb HAS Jamb HAS Jamb H65 Jamb 04.0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 8 6 92.0 4 6 5 6 6 6 8 8 96.0 4 6 5 6 6 6 8 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION Due". Mc NO. V.L. 08-02249 5c" NTS o'C 10/30/13 s"'03 OF 10 SIGNED: 1012312015 M EEN f'. 'P AAT 6EOF ; i/;7s'ONA11 a\\ 1 /2" MIN EDGE DISTANCE 1 3/8" MIN. W000 FRAMING EMBEQMENTOR2XBUCKI BY OTHERS 1/4" MAX. SHIM 10 WOOD SPACE 1 3/8" MIN. 1/4" MAX. SCREW EMBEDMENT I r SHIM SPACE T 1/2" MIN. EDGE DISTANCE R AF 110 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 11 11 11 11 INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. IENT AIN. cwc a,1aTANCE 10 1 Si WOOD FRAMING OR 2X BUCK BY OTHERS REVISIONS ' VESCMPIION are APPRO EO ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 0111111111, 1900 LAKESIDE PARKWAY N X a. to FLOWER MOUND. TX 75028 NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER*' 0 6]]ff' *= I. INTERIOR AND EXTERIOR FINISHES. SYOTHERS, NOT SHOWN FOR CLARITY 96" z 9IOFRAMEINSTALLATION DETAILS cq BTATE OF EEI` i PERIMETER AND JOINT SEALANT BY EOTHERS TO BE No REv GNTSDESIGNEDINACCORDANCEASTME22OBBLS101VIAi11a\\` O'E 10 30 13 S"E2 490F 10 o m METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 1/a' MAX. r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR 11 11 11 11 INTERIOR 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT T- 3/4" MIN. EDGE DISTANCE S10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1/4' MAX. SHIM SPACE RcvlsaNs OCSCRWIRIN MR APVROVEO AOOEO FLANGE ANO FIN INSTAUATION 12/10/13 R.L. REVISEO INSTALLATION OETAILS 1 08/03/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATION DETAILS ORaM . owc NO. R V.L. 1 08-02249 SCAU NTS o"E 10/30/13 `5 OF 10 SIGNED. 1012312015 2 1/2" MIN. EDGE DISTANCE n , e • 1 1/4" MIN. n. EMBEDMENT CONCRETE/ a MASONRY BY OTHERS 1/4" MAX SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16 TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR II II II II INTERIOR SILL TO SET IN I APPROVE ESEALANT e, 1 1/4" MIN. e• EMBEDMENT a . . d e 1 1/4" MIN. EMBEDMENT 2 1/2' MIN. EDGE DISTANCE 3/16" TAPCON CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 REMSIM4 aaCRRm m art 1 APPROVED ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 R.L. REVISED INSTALLATION DETAILS I 08/O3/15 1 R.L. 1/4" MAX. SHIM SPACE EXIL-111UH JAMB INSTALLATION DETAIL CONCRETEALTASONRY INSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCOROANCE W1TH ASTM E2112 2 1/2" MIN. EDGE DISTANCE SIGNED: 1012312015 VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLC IIta CONCRETSMASONRYINSTALLATION R FLOWER OUND, TXRKWAY75028 v`\GENS'0gif-1 SERIES 420 SGD REINFORCED WITHOUT ADAPTER Z *• IK0 5 96" x 96" O G,SFRAMEINSTALLATIONDETAILS TAT OFE DRAM Owc No. RIN i S:c((R14P08Bs/N1SCAMNTS0" 10/30/13 SREV69OF 10 10%\\\` 1/2" MIN. r EDGE DISTANCE WOOD FRAMING I 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 10 WOOD SCREW WOOD FRAMING OR 2X SUCH BY OTHERS 1/4" MAX. SHIM SPACE REMSIONS ' OE$ORRRgN MTE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION OETAILS 08/03/15 1 R.L. 1 3/8" MIN. 1 /4" MAX. EMBEDMENT SHIM SPACE p10 WOOD SCREWS 1/2" MIN. INTERIOR EXTERIOR INTERIOR EDGE DISTANCE SILL E SET IN ABED OF 10 WOOD I a APPROVED SEALANT SCREWS MIN. WENT 1 ` EXTERIOR W000 FRAMING J// JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR 2X SUCK INSTALLATION BY OTHERS tu% lt. VIWAIVVC VERTICAL CROSS SECTION WOOD FRAMING OR 2X SUCK INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC NN111111111///, ej 1900LAKESIDEFLOWER MOUND. TXRKWAY 75028vGENs, NOTES 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. SERIES 420 SGO REINFORCED WITHOUT ADAPTER 96" x 96" VATOPOF asfkpa'xNOT SHOWNFORCLARITY. FLANGE INSTALLATION DETAILS 0 uj: 2. PERIMETER AND JOINT SEALANT BY OTHERS TOBE um No. Ra i.t• • O R1pP . '\ OESIGNEDINACCOROANCEWITHASTME2112V.L.E 08- 022249 8 I:`\\\ a NTS10/30 13 7 OF 10 3/4" MIN. EDGEr DISTANCE r METAL 1/4' MAX. STRUCTURE SHIM SPACE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS REMSGNS oESCRRRRIN a¢ I AVPROvw AOOEO FLANGE ANO FIN INSTALLATION 12/10/13 R.L. REVISEO INSTALLATION OCrAILS 08/03/15 R.1- 1 /a' MAX. SHIM SPACE 110 SMS OR SELF DRILLING T- SCREW 3/4" MIN. INTERIOR EDGE DISTANCE EXTERIOR INTERIOR a L TO BE SET IN ®10 SMS OR 1 ( aBEDOFSELFDRILLINGPROVEEDDSEALANTSCREWS METAL STRUCTURE rG BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC N%J1111111111// R• LQ//// 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 4'sNv •'\GElVS 9J1 i NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER 6 # Z* AaAT1. INTERIORAND EXTERIOR FINISHES. BYOTHERS. NOT SHOWNFoatualry 9ST L 96" FLANGE INSTALLATION DETAILS p OFE ;rv NT THE2S TO BEPERIMETERANDJOINTSEAATH owc No Rev iO tr [ 0R10"' DESIGNED IN ACCORDANCE WI2. ASTM E21pwwN• 08 B 011NA11 1` wcsNTS ms"ccr u 10/30/13 89OF 10 RrAsms ' 2 1/2" MIN. { my o6CRmmm LATE APPROM EDGE DISTANCE I A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 1/4- MIN 4 a. . EMBEDMENT 1 1/4" MIN CONCRETE/ EMBEDMENTMASONRY1/4- MAXBYOTHERSSHIMSPACE OXTIONALBUCK 1/4' MAX. r SHIM SPACETOBE21/2" a I INTERIORPROPERLYMINSECUREDEDGESEENOTE3DISTANCESHEET1 f3/16" TAPCON n 7 3/ I6- TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR LL-U LL-U INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT a . r I • . • 4, 1 1/4" MIN. a' . • EMBEDMENT 4 3/ 16" TAPCON CONCRETE/MASONRY BY OTHERS OPTIONAL I TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES., I INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINTSEALANT BYOTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/2" MIN. SIGNED: 1012312015 EDGE DISTANCE VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLC 111111III//i, R. toCONCRETE/MASONRYINSTALLATION 1900 LAKESIDE PARKWAY J$ 4f,// fFLOWERMOUND, TX 75028 v,•GENs, SERIES 420 SGO REINFORCED WITHOUT ADAPTER 0,,8126 *= 96" aFLANGEINSTALLATIONLATIONDETAILS C D • TAT OF i` mwN. arc No. Rcv Fi0R14:• c 082E249 B irS pNA11E O` suuc NTS a1E 10/30/13 9 OF 10 WOOD FRAMING 1/4" MAX BY OTHERS SHIM SPACE 1N. r MIN. LEMBEDMENT T LV APPROVED SEALANT BEHIND FIN A8 WOOD $ CREW 7/ 16" MIN EDGE DISTANCE INTERIOR Fm EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REV MMS NEW oEscRivROR D-IE AVVRuvw A ADDED FIANCE AND FlN INSTALLATION 12/10/13 R.L. 108/03/158REVISEDINSTALLATIONDETAILS R L. 1 5/8" MIN. EDGE GIST. e TRIM ° 1 1/4" MIN INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS IX BUCK BY OTHERS. HOOK STRIP IX BUCK TO BE PROPERLY SECURED a 3/16" TAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY)rONCRETE APPROVED 1/2" MIN. SEALANT BEHIND FIN 1 1/4" MIN EMBEDMENT EDGE DISTANCE METAL STRUCTURE 3/4- MIN. i8 WOOD WOOD BY OTHERS r EDGE DISTANCESCREWFRAMING BY OTHERS INTERIOR TRIM TRIM 1/4" MAX. 1 3/8" MIN. SHIM SPACE EMBEDMENT INTERIOR 7/16" MIN J rEDGEDISTANCE HOOK STRIP HOOK STRIP 10 WOOD SCREW 0111 SELF DRILLING SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK INTERIOR EXTERIOR HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKAVOOD FRAMING METAL STRUCTURE SIGNED: 1012312015 MI WINDOWS AND DOORS LLC f: VERTICAL CROSS SECTION 1900 LAKESIDE PARKWAY o4f ice WOOD FRAMING OR2XBUCK INSTALLATION FLOWER MOUND, TX 75028 GENs-:9s,% FORSILLINSTALLATION SEE SHEETS 4.9. SERIES 420 SGO REINFORCED WITHOUT ADAPTER SNOTES: OTA INTERIORANOEXTERIORFINISHES. BYOTHERS.NAILFIN 96" x 96"1 HOOKINSTALLATIONDETAILSOF 14 NOT SHOWNFORCLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE iA . O ' Nlz DESIGNED INACCORDANCEWITHASTME2112DRAWN. REV Ian V.L. 08-02249 B G\ Sc" NTS I e'"E10/30/ 13 1 5'W 10 .OF 10 11111111\ 4116 Florida Building Code Online Page 1 of 6 li BusbiLiss flirof&ssional Regulation I 605 Home I log In I User Registration Hot Topic Submit Surcharge Stats B Facts Publications FBC Staff 5C15 site Map Links Search RIDflda Product Approvaldopr0 USER: Public User Product Approval Menu > Produ[t or Aoohubon Search > Application List > Application Detail FL # FL15279-114 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 Q Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513)770-6062 mwesterf'ield@clopay.com Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler 0 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Flonda Licensed Professional Engineer or Architect FL35279 R4 Eouiv 20150319 - FBC - DASMA 108 eauiv.odf FL15279 R4 Eouiv 20150319 - FBC - DASMA 115 eauiv.pdf Product Approval Method Method 1 Option A http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted 03/19/2015 Date Validated 06/12/2015 Date Pending FBC Approval Date Approved 06/21/2015 Date Revised 08/10/2017 Summary of Products Go to Page O fa FL a 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 2609.1.4 FBC). 10 d Page 1 / 810 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 FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101655-Revl2.pdf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE-IA471: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, EDiSP, ED1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door16232, 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 wmdbome debris regions (ref 1609.2.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103952-Rev0l.pdf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door18131,8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant. N/A Design Pressure: +20 PSF/-20 PSF Other. The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.4 004 W3-16 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for wmdbome debris regions (ref 2609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-Rev0l.pdf Verified By: lntertek 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 inspection.pdf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 101820-Rev13.odf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: http://www.tloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 3 of 6 Evaluation Reports Created by Independent Third Party: 15279.5 005 W3-16 DSIE-1A471: GD15P, I Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) ARILP, ED1SP, ED1LP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage 6132, SFC38, MFC38 Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FLIS279 R4 C CAC W3 Listino 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: 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 FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odFApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W3 Listing Intertek.odf Design Pressure. +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other. The OPTIONAL glazing available for this product 05/22/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 104168-Rev0l.pdf windborne debris regions. The product without glazing DOES Verified By: lntertek 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 148B,55S,4RST,6RST,4RSF,6RSF 007 W3-16 PAN-2F153: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 42B, 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-IF171:4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). Steel Pan (min. 25 ga.) Double -Car (92" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.Ddf FLIS279 R4 C CAC W3 Listing Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 101308-Revl2:odf Verified By:*Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of :nspection.Rdf FL15279 R4 C CAC W4 Listina lntertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 11 101652-B-Revll.Ddf Verified By: lntertek 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 FL15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.odf Impact Resistant: No FL15279 R4 C CAC W4 Listina Intertek.pdf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 4 of 6 Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 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: 15279.20 010 W4-09 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9202, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE® W4 Garage Door18202,8203 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.odf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104183-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 25279.11 011 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 building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FLIS279 R4 C CAC W4 Listing Intertek.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-21FIS1: 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, 48B, 55S, 411ST, 6RST, 4RSF, 6RSF, 211ST, GOSS, G05SV, GRSS, GR5SV, AR5S, 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. Certification Agency Certificate FL15279 114' C CAC Letter with proof of contract and proof of inspection.pdf FLIS279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 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: 15279.13 013 W4-09 PAN-2F441: G4S, GS4, Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single- G4L, GL4, GD45, GD4L, GR4S, Car (up to 9'0" wide) WINDCODE® W4 Garage Door GR4L, G4SV, G54V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E45, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AMS, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with oroof of contract and proof of inspection.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FLIS279 R4 C CAC W4 Listino Intertek.Ddf Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 11 103486-B-Rev08.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.14 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-ZF449: 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). 25279.15 015 W4-16 DSIE-IF171:4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201,6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.16 016 W4-16 DSIE-11`471: 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). 15279.18 018 W4-16 DSIU-11`171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof or contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 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 160" 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 Listing 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/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of mspection.Ddf 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 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FLI5279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 103046-Rev07.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third. Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of mspection.pdf FL15279 R4 C CAC W4 Listina Intertek.Ddf Quality Assurance Contract Expiration Date 05/22/2028 Installation Instructions FL15279 R4 I1 104169-RevOl.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 QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the impact resistant requirement for windborne Evaluation Reports debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: 15279.19 4-16 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; e/Brookstonerd interior skin 279a. min.) with Overlay Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF FL35279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 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 11 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 2609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE® W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GDSSV, GR55, GRSSV, ARSS, ARSSV, EDSS, ED55V Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL35279 R4 C CAC Letter with proof of contract and proof of insoection.odf Impact Resistant: No Design Pressure: +24 PSF/-24.5 PSF FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/22/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 Il 101711-B-Rev15.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 = a Back Neat 0 a Pagel/80 0 Contact Us :: 2601 Blau Stone Road. Tallahassee Ft. 32399 Phone: 850.467-1524 The State of Florida Is an AA/EEO employer. Copyright 2007.2013 State of Florida.:, Prwacv Statement % Accessibility Statement .: Refund Statement Under Florida law, email addresses are public records. Ifyou do not want your e-mail address released In response to a public-recordS requeSL 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 Incensed 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 amnall address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dock here. Product Approval Aoxepts: E9 0 Cfsdit Cana Safe http://v.-A,w.floridabuilding.org/pr/pr_app_dtl.aspx?param=N&fGEVXQwtDgv3yV VKJZ 1 QR... 9/7/2017 m lm ocaa-.a>sa>•a=ate s7a a:iat• pan.: va= :a•ET:a er n cA maa nx AAAno 19E4. I as G In GA M mATa14Lnlr ae. arnv N AAA Amv TANNI'M HNW t E.v IMASW OW MINIM-M l Ra.L VMW IAm RON a®-MIQ a an AIplemm Iwr owaau4 A• r avWKA u s m lame 3R,y aLY XKLX SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL A' AND STANDARD CONSTRUCT DETAIL -B"; TRACK AND JAMB OETAILS. 9I0.01 m mn am ARE MR am OPTCIIAL GLAZINO WAY BE STANOARD OR IMPACT RL56TAM GAZING. SEE SVCMN 9-9 FOR DETAILS. MAR STANDARD SIZE 6 42-1/2'10'. IMPACT RESISTANT GLAZING IS 21-5//'.14-1/6'. MARK VESYUMA P.1m I m Ao sA® SAP W JODRA If DENSRY POLYSTYRENE FOAM DIRRAION 1-5/16' IN= WITH VUMYL MADTCELL BACKER ONRIATED MOOELS ONLY) 25 CA MIN. CALV. STEEL SKIN WRH A BAKED -ON PRIMER, AND A BAKED -ON POLYESTER TOP COAT APPU D TO BOTM SIDES OF STEEL SKIN. Me mRm.a VT *a mO1 mGi m M Rm I OA AOWaI T. IR lam -I ME LL mmm mOIOR 1) Rant L0001 m r R ma a•eaMmHOC. lla alma w a9mla.s RI. la R pO.AIC.a R • Ym IOmRL m RIR 1m .R.10~ 0 m v 10 m d LC.LL LC LC m @awl 0 I er I or O 7 SECTION A -A [SIDE VIEIET 3' TALL U-SAR 20 CA GAL. STEEL MIN. MEAD SIREIRM. 50 KSI I r THICK 1J 3 1-7/I' (=• T 12 Gil GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED M/ 4) 11.5 SHEET YET 14 CA CALV. ROLLER H04OE. EACH MICE FASTENED TO ENO SIZES WITH (4) f14.5/I- SHEET MflAL SCREWS AND (4) 1/4-.3/4' SELF TAPPING SCREWS. SEE VIEW V. 3' TALL 20 OA OALV. STEM U-BARS IN A 2-1-2-1 PATTERN (LE TWO U-BARS ON BOTTOM SECTION, ONE U-BAR ON NEAR SECTCN, ETC.). EACH U-BAR ATTACHED PWINal() 1/ / . SELF TAPPING SCREWS ATTACHED WRNSTEEL ( 4 /15/4'' SHEET METAL SCREWS. Clopay WPC: PAN-2F153 IATID 1 /3/97 Iasa aces oAIKE eLw. Figor Products MAIN, 01, 4— IUYm an MAC GTI ( 513) 770--4000 . mww d7.lYn Al MOAN R . m" DESIGN LOADS: 424.0 PSF ! -24.5 PSFI TESTNDADS: 436.0 PSF ! -37.0 PSF uTw VEIL cml >6 4 iBbTR . 10'0'H CLASSIC AND CH RP STEEL PAN DOUSEE- CAR, I6w 424/-24.5 PSF alc M 101711 BC cMWIADE NMWa@= ON= FM 1 laml I as Go n W NO 7OT am Q7i MOLItlYa16 Mee MIRY MWXCMWAaMmw W! cmv 1000 Nam a Q wom uo tam 00 24 1-1 a6 Wm Imxm LA@ @mml . a @m@namm Our am aWam ruseW@anaa: Iaweo aW+DE. Mmamm tam so mf uru amR Mara @rin a aonoe teeW A — ammmwmlmwWmawMawAs a a pnOe A a& Orllmtl0 a rCommwamlOILaIYwaveOame"llam0. 1. Oa. woos aaaWm mm W@Om6 WART Na DEL Wlollwpm a 00 111 W IIOIR 4 "1" Woalw awML IOOaR YYO 00 Im igV4a IdR Ova W OA901 WYIII. A lao OalWl O@AOIm W AAlwt M]a0W@ A71aO0 Mq/bl iae 001@aW0a6 sw lam m a OOeI mmum Cm am be mm Wt mm lal M WL OLv om ae Was O M WW. am alw IVU— IMPACT RESISTANT ASSEMBLY OETAILSIORAWINO101711 •A SECTION B-B (IMPACT -RESISTANT GLAZING OFmON) oWL s Orlaa aaarae@ . @IN@OWOS la p0 CR wrl lama MIX OR ewp aQsaam MDR Meat 4IM, amaao AnArlWq a@Ma amWn lAMa IOwa fllwaM0.laWPW /MOD 10 1M[ aM 11e «• AN• rlw law waft oafs MIX a wimovw STANOARO ASSEMBLY DETAILS ONAWINO 10171 1-0 rKOW FRUR SIN @v. amew a OII>a SWAM mm ow F"m VIM a "Alwom TWw vvw_ f wM rpm aAmo mm Sao[ All[ a[a@m PW4' V M Mao wan. CONSTRUCnOlk 0 Ia1L >J< m a 1 AMIaC al0 AWAARL ana1L AaKKIa a ""MM OPM a NOR O AFFMAD = rMaa W Mam wat "m waft= tor. KQamaOOa @eO1Lm a cofugm mm Tlo sEnm Iml Tm vw mm --- -_ - @ OF TNr FLOW @lama CODE an IffemTOfI Ym CODE NT 1QT M or= RfleWRfOemmOOaIsm" O0. Owl@ W wept* SHEET 2 OF 2 11,, — 1- mil is 00. mm Owl AOO/ I1OmW vw N w QW. lima la4 as mm IlSgm• W as al0 WM L4) 1% 4'.Lr wwoamiM <4 r 10 DELL w10@r awl am aoua Wa am IN mm W I IONS.l i' Al" 1 m aIIW Wlraso maclw UOon@ art at Wt arwerlormomIFammo /vl Wa eases on 9MIMM Ala w M 00lDV= wW OWoe *AM moo W M Iwe@ am a H alma& LLB: TAMER Om ffwjpA7lON ABOVE THE DOOR OPOM 000 NOT AFFECT TW WINO UVO RATM OF THE DOM omlaL e oualto a r Wlt Dome 0 0 le a aY. am nM 0100. lLDE TOP BRACKET 1 I ooueLL Na1rLONTAt pJ1 .Id/tf a0m4 0! OS TNAmN LI IDATJi rill maaa ®ere• Yaw M. }1.4nilCA WV. VOL WON WAOaa. 06 < 4) ala! /Vao! IU sm 1 clopay IMpC: 6565 ONE ngProductsMawkONiowo a' W env ( 513) 770-4000 _` Dome wm r ou r aLv am TAAOL aaa Wameom eW DEN. 1 N Camm WIaAa OOWNURVofaa Mm cam NownMYAaq1.&W rawam camw rAcmRr ra w OWL I am CUM LOADS: + 24.0 PSF ! -24.5 PSF TEST LOADS: + 36.0 PSF ! -37.0 PSF vomaW w. MAL ®1 SM dl-2F153W4I1B•O'W a 16•0•H 1/97 mWTma CLASSIC AND CH RP STEEL PAN DOUBLE -CAR. WW +24/-24.5 PSF JAC MWWB 101711 IBC Florida Building Code Online Page 1 of 3 r r t • tlelcLEr. • t r BOS Moore I Lop In I User Registration Mot Topic; I Submit Surcharge I slats b Facts ; PubkoOons I FBC Stag I SCIS Site Map I Links I Search dDpRonda Product Approval Ir USER: Public User i r4m Product Approval Menu > Product or Aoolkatlon Search > Application Lost > Application Detall 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 0 MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE E Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/l.S.2/A440 Method 1 Option A 07/19/2016 08/05/2016 08/05/2016 Year 2008 2008 http://www.floridabuilding.org/pr/P _app_dtl.aspx?param=wGEVXQwtDgtCUGgvjQiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL * Model, Number or Name Description 17499.1 185 SH 52x72 Fin/Flange Frame 1G/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17499 Rl C CAC MI Windows - 185 SH (Fin) Impact 2).odf Impact Resistant: Yes FL17499 RI C CAC MI Windows - 185 SH (Fin) Impact 3),DdfDesignPressure: +55/-55 Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FLI7499 RI C CAC M) Windows - 185 SH (Flanae) Impact 2).odfbeddedinPecora896sealant. FL17499 Rl C CAC MI Windows - 185 SH (Flange) Impact 5).Ddf Quality Assurance Contract Expiration Date 10/30/2018 Installation Instructions FL27499 RI 11 08-02544A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 RI AE 513320A.Ddf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG warver)5-BIG 1-8A 52 1-SX84 R60(100918).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Design Pressure: +60/-60 Other: R-PG55 FL27499 RI C CAC MI Windows - 185 SH (Fin) (10).0f FL17499 RI C CAC MI Windows - 185 SH (Fin) f9) j& FL17499 RI C CAC MI Windows - 185 SH (Flanae) f9).Ddf Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 RI 11 08-02546A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.Ddf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RI C CAC MI Windows - 185 SH (Fin) Impact 4).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Design Pressure. +55/-55 FL17499 RI C CAC MI Windows - 185 SH (Fin) Impact (5) Done.Ddf Other: R-PG551, Missile Level D, Wind Zone 3. Glass to be bedded in Pecora 896 sealant. FL17499 RI C CAC MI Windows - 185 SH (Flange) Impact 3).Ddf FL17499 Rl C CAC MI Windows - 185 SH (Flange) Impact f4).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 11 08-02545A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL27499 RI AE 513321A.Ddf Created by Independent Third Party: Yes 27499.4 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RI C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Fin) fll).odf Approved for use outside HVHZ: Yes Impact Resistant. No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (12).DdfDesignPressure: +60/-60 Other: R-PG60 FL17499 RI C CAC MI Windows - 185 SH (Flange) lI0).odf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 II 08-02549A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 RI AE 513327A.Ddf Created by Independent Third Party: Yes 17499.5 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://www.tloridabuilding.oriz/r) r_app_dtl.aspx?param=wGEVXQwtDgtCUGgvjQiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RI C CAC APC(13363)E1729.01-109-47-110 185 SH (FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (13).odf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (14).DdfDesignPressure. +60/-60 FL17499 RI C CAC MI Windows - 185 SH (Flanoe) Other: R-PG60' 11).odf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 RI II 08-02550A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.Ddf Created by Independent Third Party: Yes 17499.6 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 111 C CAC MI Windows - 185 SH Triple (Fin) Approved for use outside HVHZ: Yes 3).ndf Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin) 4).DdfDesignPressure: +50/-50 Other: R-PG50' FL17499 RI C CAC MI Windows - 185 SH Triole (Flange) 3).Ddf FL17499 RI C CAC MI Windows - 185 SH TriDle (Flanoe) 4).odf Quality Assurance Contract Expiration.Date 10/20/2018 Installation Instructions FL17499 R1 11 08-02548A.DdF Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513324A.Ddf Created by Independent Third Party: Yes 17499.7 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 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 RI 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 (Flanoe) 3).Ddf FL17499 RI C CAC MI Windows - 185 SH Twin (Flange) 4).Ddf Quality Assurance Contract Expiration Date 20/20/2018 Installation Instructions FL17499 111 11 08-02547A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 Ri AE 513323A.odf Created by Independent Third Party: Yes Bath Nerrt Contact Us :: 2501 Blair Rnn Rmd. 7allah sw FL 3 •99 Phone: 850-497.1824 The State of Florida is on AA/EEO employer. Coovnaht 2DD7.2013 Stale of Flerioa.:; Privacy Statement .: Accessibility Statement •: Refund Statement Under Florida law, email addresses are public records. If you do not went 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. )f you have any questions, please contact 850.487.2395. -Pursuant to Section 455 275(1), Florida Statutes, effectiveOctober 1, 2012, licensees licensed under Chapter e55, F S. must provide the Department with an email address If they have one The entails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish 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 dock ULR• Product Approval Accepts: R ER Credit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?pararn=wGEVXQwtDgtCUGgvjQiz6BP... 9/7/2017 NOTES' 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF IHE FLORIOA BUILDING COLIE INCLUDING IHE HVF%Z. 2. 1,7000 FRAMING AND MASONRY OPCNIIJG TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOACS TO STRUCTURE FRAMING A14D MASONRY ODENINC IS THE RES'PCNS16ILII1 OF THE 4HCHIIECI OR ENGINEER OF RECORD. 3, iX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. ":HERE SHIM OR RUCK THICKNESS IS LESS THA14 1-1/2- WINDOW UNITS MUST PE AIXIAORCD TIIROUGII PIE FHAMC IN .ACCORDANCE WITH MANUFACTURCR'5 PUL41SIIEO INSTIALUJIQH INSTFZUCTIrr15, ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CON:REIE OR OTHER STRUCTURAL SUBSTRATE MATERIAL 5. WI ICRE WOOD U! ICK THICKNESS IS 1-1/2' OR GREATER. DUCK SHALL BE SECURELY FA'SIENCD 10 MASONRY. CCNCNEIC OR OTHER SIRUCIURAL SUOSWIE. WINDOW UNITS MAY RE ANCHORFO THROUGH FRAME TO 3FCURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSFALLATION INSIRLICIICNS 6 WIIERE 14 DUCK IS NOT USED DISSIMILAR MATERIALS MUST 9E SEPARATED WITH APPROVED COATING OF. ME1019RANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHRCCT OR ENGINEER OF RECORD. 7 RUCKS SHALL EXTEND BEYOND WINOO:? INTERIOR FACE_ SO THAT FULL FRAIAE SUPPORT IS PROVIDED. 8. FOR Fitt INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACII ANCHOR LOCATION :+1TH LOAD GEARING SHIM SHIM WHERE SPACE OF 1/16. OR GREATER OCCURS MAXIMUTA ALLOWABLE SHIM STACK TO BE 1/4". 9 SHIMS SHALL BE LOCATED, APOLIEO ANO MADE FROM MATERIALS AND THIC14NFSS CAPABLE L11 SUSTAINING APPLICABLE LOA05. 10. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR 11400D ANCHOR CALCULATIONS. 11. FRAME MATERIAL: E+TRVI)EO RIGID PVC. 12. UNRS MUST BE GLAZED PER AS1M E1300-04/09. SEE SHEET 14 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM 15 NGi P.EOUIREO FOR THIS PRODUCT IN WIND BORNE DESPIS REGIONS. 14 FOR ANCHORING THROUGH Fitt INTO WOOD FkAFAING OR 2X BUCK USE #8 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 IIA" MINIMUM EMBEDMENT RJTO SUBSTRATE. LOGATC ANCHORS AS SHOWN IN CLLVATIOMS ANO INSTALLATION DETAILS 1RVISIONS ' I RLv I OFSCRIMgN I OAT( I a0vr.Ovp1 1 A I REVISEO ANCHOR SPACING h CHARTS 1 07/11. 20161 R.L. IS. FOR A NCIIORING THROUGH FRAME INTO WOOD FP.AMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/ 4" MINIMUM EMBEDMENT INTO SUBSIRA.IC. LOCATE ANCIIORS AS SHOWN IN CLE'?A110NS AND INSTALLATION DETAIL'S 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETC USE 3/16" TAPI:ONS W11H SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM CMBCDMC14T INTO SUOSTRmc WITH 2 1;'2'* F/II•JIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS aNO INSTALLATION DETAILS. 17. FOR ANCHORING TIIROUGII FRAME INTiO METAL STPUCRIRC USE #10 SMS GP SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACIIIEz? 3 THREADS MINIIAUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHOP.S AS SHOWN IN ELCVA.IIONS AND INSTALLATION DCIAILS. 18 ALI. FASTENERS TO BE CORRO:ION RESISTANT. 19 INSTALLJ.RON ANCHORS SHALL BE INSTALLED IN AC47ORDA14CE WITH ANCHOR MANI)FACILIKEP'S INSIALIAFION INSTRUCTIONS AND ANCHORS SIIALL 1401 LIE USED IN SUBSTRATES WITH STRE14GTHS LESS THAN THE M1141MUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVY" OF G=0.42 D. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI. C. MASONRY; HOLLOW/FILLED BLOCK PER ASFM C90 WITH 17m=2,000PSI MINIMUM. rr. METAL STRUCTURE: STEEL 18GA (.048') n=33KSIjFU=52KSI 0R ALUMINUM 6063-T5 FU=30KS1 048" THICK MII•IIMUM TABLE OF CONTENTS ISHEETNoUESCRIF710N 1 I NOTES 2 - 4 I ELEVAT ONS 5 - 13 INSTALLATION DETAILS 14 I COMP0NFNTS SIGNED: 0711212016 DOORSM65WIw00WEST Ii11o,i,/ MARKETAND SIR vGRATZ, PA 17030-0370 GENs0'Od1'S tr•;" ATOPO4F" O' y52"X84" SERIES 185 ALUMINUM SINGLE HUNG WINDOW NON -IMPACT NOTES r F1QRIQP' '1 SsjOMAil0a6` CRAWN. cr, zM. Rtv 08-OC25160F A c NTS C"T 12/09/14 14 A' FR HF. 52' MAX FRAME W10TI1 52" MAX FRAME WIDTH 2" 11AX - —f- MAX60 C. I i' MA)( 2" MAX — [— 1 MAX50 C. 2" MAXII I 1 1 1 1 r Z f I I / L J yy 15" MqX O.0 aX _ 1MC HT I X IL 2 1 r IQ" MAX I 84" IAA< FRAME HEIGHT 4 X 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR NEW FLANGE d FINLESS INSTALLATION FLANGES FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART 81 FOR SMALLER UNITS REOU/RED ANCHORS SEE CHART 81 FORSMALLER UNITS REQUIREDANCHORS DESIGN PRESSURE RATING I IMPACTRATING 360.0PSF NONE IJUTES. 1. r.1..:1MUM SASH S17E. 51" X 35" 2 AIA..' MUM 5.1SI1 01.0. 47 5/8 X 32 I/2" 3. M4XIMUM FlXF_0 O.L.O.: 4q 1 /4" X 45'. METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING MIL BLOCK AND TACKLE BALANCE AT JAMBS RIVIVOIK OESCRIPTION WE I .e>MWM REVISED ANCHOR SPACING & CHARTS 07/111-20 1.91 R.L. CHART #1 UNITS INSTALLED WITHOUT FILLERS Plumber of anchor locations required Fame HeIght(InI Fame Width jInj NaOOMOO 24.00 Head Jamb 70A0 Heed Jamb MOO Head Jamb 42d0 Hold Jemb 4800 Hand Jemb 5x00 Need Jamb 2400 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 moo 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42.00 2 4 J 4 4 3 4 3 4 4 4 4 4 4 4 48.00 2 4 3 3 4 3 4 4 4 4 4 4 4 100 2 5 3 5 3 5 3 5 4 5 4 5 4 5 00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 MAO 2 5 3 5 3 5 3 5 4 5 4 5 4 5 72.00 2 8 3 6 3 8 3 8 4 8 4 8 4 8 111.00 2 8 3 6 3 8 3 8 8 4 0 5 6 MAO 2 8 3 8 3 8 3 8 4 6 4 7 5 7 MI WINDOWS AND DOORS 650 NEST MARKET SIREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE Et FINLESS ELEVATIONS I21aw;r. 1rx; Na N.G. 08-02546 SUIE NTS • MZ 12/09/14 L"'T2 OF 14 SIGNED: 071IM016 A FR HE 52- MAX FRAME I110TH — 2" MA). 16" MAX — 2" MAX 1I N i 1r" MAX FI.c l— — O / 4" AY 1MI: GHT X 52" MAX rRAME WIDT11 — 2' MAX 1— 16" MAX 2' MAX - O.C. 2 fI 1 F' MAX OO.C. I MAX FRAME HEIGHT U X 1 185 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 /2 FOR SMALLER UNITS REOUIREO ANCHORS SEE CHARTS2 FOR SMALLER UNITSREOUIREO ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NO] ES: 1. MAX.IMI!AI SASII SIZE. 51" X 37". 2 MAXIMUM SASH D.IU. d7 5/8 X 32 1/7.". 3. MAXIMUM RXEO O.L.O.: 49 1/4" X 45". SCHEDULE IA.1(2) METAL SWEEP LOCK AT W FROM EACH END INTERIOR MEETING RAIL I Rl slorls ' OF5CROTION CATS 4RnnOV Q REVISEO ANCHJR SPACING & CHARTS 117/11.00 1651 R L. CHARTX2 UNITS INSTALLED WITH FILLERS Number of ember localbna required Frame Haight (hi, Frame Wldlh (In) 1600 1 24A0 30.00 1 36.00 4z001 48.00 Szoa INad Jamb HMtl Jamb Nead Jamb Head Jamb Heatl Jamb Head Jamb Head Jamb 24400 2 3 3 3 3 3 3 3 4 3 4 3 4 3 J0.00 2 J 3 3 3 3 3 3 1 3 4 3 4 3 3000 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42.00 2 4 3 4 3 4 3 4 4 4 4 A 4 4 48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 3000 2 5 3 5 3 5 3 5 4 5 4 5 4 6 60.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66A0 2 5 3 5 3 5 3 5 4 5 4 S 4 5 T2A0 2 6 3 8 3 0 3 6 4 8 4 6 4 8 78A0 2 8 3 8 J 8 3 8 4 8 4 6 4 8 84A0 Z 6 3 8 7 8 3 6 4 8 4 6 4 8 MI WINDOWS AND DOORS 650 WEST MARKET SFREEI GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT FLANGE & FINLESS ELEVATIONS MUM: C.'h; N0. AEV N.G. I08-02546 A SCENTS I Q"IE 12/09/14 1S4911j OF 14 SIGNED: 0711212016 1 F1 HE 52- MAX FRAME WIDTH — 2" MAX — r 1Q" E.4AX O.C. 1 4 TELL I I i 1_ 10" MAX O.C. I O IAx AWE IGHI 4 2" MAX I 1 FF HE 52- MAX FRAME WIDTH — 2" MAX - 10• - I-- r MAX O C. 1 2 10" MAX o.0 O / jib" A'A AME lIGHT 4 X / 2 MAX 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART03FOR SMALLER UNITSREOUIREOANCHORS SEE CHART 13 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATINO IMPACT RATING t60.OPSF NONE NOTES: I. M4IIA1M SASH SIZE 51- 11 36" 2. MA IIALIM SASH 0 L.O.. 47 5/8" A 32 11 2" 3. MAX1IAUM TIxEO U.L 0. 4J 1/4" .t A.". AN WASRWS orSCnlrnOh fL1E REVISED ANCI.OR SPACING & CHARTS 107/11/2()161 P.L. CHART O Number of sn6hm lomtbns required Fans 1Ylghf (In) Frame ViRdth (In) HAHAS Jamb 24.00 NiS Jamb 30.00 H65 Jamb 36.00 HAS Jamb 42.00 NAS Jamb 4A00 NAS Jamb 52.o0 HAS Jemb 24.00 3 3 1 3 3 4 3 5 3 5 3 6 3 0 3 30.00 3 4 3 4 4 4 5 4 5 4 0 4 0 4 36.00 3 5 3 5 4 5 5 5 5 5 e 5 6 5 4200 3 5 3 5 4 5 5 5 5 5 6 5 6 5 4800 3 o 3 e 4 6 5 6 5 6 6 6 6 6 4.00 3 6 3 6 4 6 5 0 5 6 6 0 6 6 60.00 3 7 3 7 4 1 5 7 5 7 6 7 6 7 66.00 3 e 3 e 4 e 5 e 5 e 6 e 6 e no0 3 e 3 e 4 6 S 6 5 6 e A 6 6 71.00 7 8 3 8 4 B 5 B 5 8 e 9 e 9 64.00 3 9 7 9 4_ 9 5 9 5 8 0 9 6 9 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT FIN ELEVATION N.G 08-02546-02546 NTS n•'[ 12/09/14 51RfT4 OF 14 SIGNED: 0711212016 WOOD FPAnUNG OR 2i SULK UY fJfIIERS HACKER Roo APPP.OVFI? SEALANT EXTERIOR UACKER ROD Ar APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1 / 2" 1.40 EUGE DISTANCE 1 1/4" MIN fAEf4T 1 /4" MAX\. J SHIM SPACE 10 WOOD SCREW INTERIOR SILL TO BE SET IN A BED OF A1,VROVF0 STRUCTURAL SEALANT 1/4• MAX. SHIM SPACE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETERANDJOINTSEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REv15NXr, - RN DESCRwwk ..,mvcp 114" MIN r A 1 REVISED A14CI40R SPACING h CHARTS 0;'I1; 7016 AL. EDGE DISTANCE METAL 1 1/4" MIN. 1/4" MAX. STPUCTURE EMBEDMENT SY.IM SPACE BY OTHERS r 1/4' MAX. O _ l SHIM SPACE 1_ APPROVED SEALANT 10 SIAS OR SELF ORILUNG SCREW EXTERIOR BACKER ROD — do APPROVED \ SEALANT METAL-' BY OTHERS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION INTERIOR SILL TO BE SET IN A BEG 01 ArPROVEO GTRUr.fURAI_ SEALA.NT 1/4" MAX SIIIM SPACE 1 %Y MIN INTERIOR OGE OISTANCE .<f 10 WOOD SCREW WOOD FRAMING J/ OR 2X UUCK EXTERIOR BY OTHERS SACKER ROO h APPROVED SEAIA14T JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM SPACE JIG SIAS OR INTERIORSELFDRILLING SCREWS 3/4" MIN. C OI_.T { METAL / EXTERIOR STRUCTURE BY OTHERS BACKER ROD w APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED. 0711WO16 DOORSMssoWINDOWESTS 011` 7i/iKNDEISTREET GRATZ. PA 17030-0370 Wg ter •GENS, 95' SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0yy8 j25 *= 52AN NON IMPACT Q (Jr FLANGE INSTALLATION DETAILS WITHOUT FILLERS qp,• AT OF i.t•F• lpR1aP tri1•wR ur; ao. REv N.G. 08 A SS pWA02546NTS a [ 12/09/14 5 OF 14 1 2 I/2" MIN. OGE DISTANCE CONCRETC/MA:Ormy ---—^-'- BY OTHERS \'\ • n . a I?1' IIGNAL Ix Bl4;V. — • ° e 1 1/4" MIN. SEC NOTES 3 - 7 , EMBEDMENT SIIECT 1 rn 1 /4" MAX. _ E!ACPI:4 RooAPPROVED y \ SHIM SPACE 4 APPROVED ISill lSL'ALANI' 3•/16" TAPCON EXTERIOR INTERIOR J SILL TO BE SET1INABEOOF APPROVVEDED BACKER / APPROVED SEnLAMr STRUCTURAL SEALPr1T OPTIONAL IX RUCK \ _ 1/4- MAX. SEE NOTES IEEE I r l r SHIM SPACE I- CONCRETE/MASONRY - UY OFHCRS • ' ° ,• 'a VERTICAL CROSS SECTION CONCRETEA MSONRY INSTALLATION 1 1/4" MIN EMBEUMENT CONLRETE/f4ASONRY EY OTHERS — v 3/16" TAPCON i•' a' 7 1/2` MIN. EDGE I "a DISTANCE aEvl9wr, . IREVWXae•11p11 (ME a1+•o¢1 A I RDr<n ANCHOR SPACING h CHNITS 07/1 1j7016 A L.. I; 4- MAX. SHIM $PACE INTERIOR EXTERIOR BAC1cER R00 J 1.• APPROVED OPTIONAL IX BIICv SE.ALANF SEE NOTES 3 - 7 SHEET I JAMB INSTALLATION DETAIL CONCRETE/IIIASONRY 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 WITN AS TM E2112 SIGNED: 0711212016 M65wiWoow DOORS ft.. Loy,,,,, ESTAKNDGRATZ, PA 17030-0370 5 r • GENs; 9s 1t• 01 SERIES185ALUMINUMSINGLEHUNGWINDOW52" X84" NON -IMPACT INSTALLATION DETAILS WITHOUT FILLERS Dj OFFLANGE 0ATOFPyF•; ZORVOt N OR+wN va;Io. ary A 1 6 7SO'NAjNTSswr005a6aT 12/09/14 6 OF 14 JOOD FF.AM114G OR ^•r SUCK UI O H HERS BACKER ROD L• APPROVED SEALAN I RIGIf1 FILLER 1/2" 1.41(1 1 aim'-waf, EDGE DISTANCE JA I" --art a m %xo! 4' MIN REVISCO NICI40R SPACING h CPARTS 07/1 1 /T016 P L. EO,E. DISTANCE METAL 1 1/4" MIN 1/4' MAX 1 1/4 MIN METAL EN18COMENT SHIM SPACE EMEEQSfENT BY OTHERS \ 1/4" MAX SHIM SPt,CE1L t /2" INTERIOR1j4" IJAY.. MIN SHIM SPACE APPROVED EDGE / SEALANT IF DISTANCE / marts —ice_ 110 WOOD SCREW INTERIOR J I,I_ EXTERIOR I RIGID FILLER I EXTERIOR pj Ili Uxadl SILL TO PE SET IN A BED OF APPFOVED STRUCTURAL BACXrR ROD SEALANI aP^ROVED SEAJIIJT 1/4" MAX BACKER ROD f SHIM SPACE APPROVED SEALANT FOOD `RnMIhIG OR 2x BUCK By (1111C ,- y META STRVCTUR BY OTHER VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1, INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 110 SINS OR 1JO CREWSREW SELr DRILLING WOOD FRAMIPI(, SCREW OR 2X BUCK EXTERIOR1- BACKER RileBYOTHERSRIGID & APPROVED FILLER SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR METAL I /'I" Max. TP•UCIURE SHITd SPACE EY OTHERS 110 SMS OR INTERIOR SELF DRILLING SCHEWS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 3/4" w SILL TO 9E SET MIN, EDGE 114 A BCD OF APPROVED OISTANCE c7 STM ICTURAL EXTERIOR SEALANT SPACE RIGID J BACKER ROO rILLEN % APPROVEDSHIMSEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 DOORSIILf0, iMesoIwD01NESTMMARKET GRATZ, PA 17030-0370 r,•v GENy' S SERIES 185 ALUMINUM SINGLE HUNG WINDOW 1T0y5 # = 5A NON -IMPACT o LATIFLANGEINSTALLATIONDETAILSWITHFILLERSAT ATOF 0OFcww. 1: v.1 ac. aLv Ii O• rii'' lQRIO?' G 08-'02546 i/S sN.G. ai[ NTS12/09/14 7 OF 14 INA'I 2 1 /2" MIN. Kvr-MN1; EDGE 013TANCE as 6E5EM1 Io0N JarE V-V<D CONCRETE/MASONINY -` "—r`' A REVISFO ANCHOR SPACING R CHARTS 07/11/2016 P.L. BY nTHERS " a u Ix BUOY. -.., a' 1 1/4" MIN. SEE NOTES EMBEDMENTSEEMUTES3 - 7 , ' 1 1/4" MJN 311EET 1 EAJBEOMENI Ot1CRETE/MASONRY 1/4' MAX, DY OThJCRS CPIIONAL 1X BUCKrPACKERROD - SHIM SPACE SEE TES 3 - 7 SHEET 1APPROVED SEALANI RIGID J FILLER 3/16- TAPCON 3/16" TAPCON '• 1/-` VAk, SIIIM SPACE INTERIOR EXTERIOR INTERIOR r tI1/ 2 1 /?' a •. J EDGE DISTANCE EXTERIOR J L BACKER ROD ITIGID C• APPR(Prt) FILLER SLAT -ANT JAMB INSTALLATION DETAILSILLTOBESET III A BED OF CONCRETEWASONRYINSTALLATION BLACKER ROD - / APPROVEDbeADPROVEOSTRUCTURALSEALAHI \ SEALANT GPTIOIJAL IX RVCF \ J JJJ 1 /a" MAX. SEE tJOIE 3 - 7 r_ SHIM SPACE NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. SHEET 1 NOTSHOWNFORCNARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 HERY - A 4UY CONCRETE/M% OTHERS SIGNED: 0711212016 M650IWDOWMARKErS ANDDOORSIILIo// i 4' 4 TREEr 9 1 GRATZ, PA 17030-0370 J•.GENSE' SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT pSEFLANGEINSTALLATIONDETAILSWITHFILLER OFVERTICALCROSSSECTION j'`F•:ORIa? CONCRETE/MASONRYINSTALLATION DRAWN. up; 90• FEv S/l. 08 02546 A A11 a6` sour. a;cNT5 12/04/14 8 OF 14 HOOD FRAMING OR ..Y BUCK UY OTIIERS 1CKER ROD AIlPP0VFD SEALANT 1 / 2" MIN EDGE 015TANCE IRM SPACE METAL STRUCTURE BY OTHERS APPROVED SEALANT I- ---+++--- 3j 4' MIN I I EDGE DISTANCE 1/4• MAX. SHIM SPACE 11 k, 10 WOOD SCREW II \ q10 SMS OR EXTERIOR SEL= DRILLING I—: SCREW 1 INTERIOR r EXTERIOR I INTERIOR l\ I SILL TO BE SET A A BED OF SILBED BE SET l APPROVED IN —A Of STRUCTURAL I APPROVED UACKER ROO SEALANT STRUCTURAL APPROVED BACKER ROO —, SEALANT SEALANT \ Jam— _ 1/4' MAX & APPROVED r SHIM SPACE SEALANT \ ' 4 1 / 4" MAX WOOD FRAMING _ —r J SIIIM SPACE OR 2X BUCK j pY01HERS, 1/ r` METAL STRUCTUREW f I: BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT SY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION REv OTSCROWN —1 AvPPOVE11 A REWSCO ANCHOR SPACING k CHARTS 07/11/7015 PL. 1 I/4" MIN. _ 1/4" MAX. EMBEDMENT SHIM SPACE INTERIOR 1/ 2" MIN EDGE ` 0 10 WOOD SCREW EXTERIOA WOCIO FRAMING \ OR 2X BUCK` BY OTHERS ` SACKER ROD APPROVED SCAU`. N 1 JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCKINSTALLATIONI/ 4" MAX. SHIM SPACE 10 SMS OR INTERIOR SELF DRILLING SCREWS 3/ 4' MIN. EDGE DISTANCE EXTERIOR 1 % . METAL —' W.KCRROD STRUCTURE h APPROVED BY OTHERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED., 0711212016 M6SWINDOWANDDOORS R ALTO Zz ESTMARKETS TREETGRATZPA 17030-0370 VGENs••9 5 SERIES 185ALUMINUMSINGLEHUNGWINDOW52"X84" NON -IMPACT ram• 9AT F114LESS INSTALLATIONDETAILSWITHOUTFILLERSOpp 5;, iPS : OR14r OR NN. u:n; NO. Rev 08 A 14 j0NA!IE\\ 9b/1. NTS °A`E 12/09/14 y`TS?60F 14 L 2 1 /2" MITI T•EOCE DISTANCE CONCRCfC/MASONRY I-- OY OTHERS ` " • ° i 0 u I 1 /4" FAIN. OPIIGNAL IX EUCV EMBEDMENT SEE NOTES 3 - 7 - rSIICET1 `'. 1 /4" MAX BACKER ROO SHIIA SPACE h AP"ROVEO yySEALANI' 3,: 16" TAPCON r I EXTERIOR INTERIOR 1 SILL TO BE SET IN A BED OF BACKER R00 APPROVED do APPROVEO 17,1 STRUCTURAL SEA1yNr ` SEALANTOPTIOfIALIXSUCK -`` \ 1/4" MAX. SEE NOTE 3 - 7 ` SHIM SPACESHEETI CONCRETE/MASONRY DY OTHERS VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION 1 1/4" MIN. EMBEOMENT CONCRETE/MASONRY BY OTIfCRS \ 3/ 1 ," TAPCON MIN c EDGE DISTANCE •' pEN?UAr I11NOFSG7r•NON drE .t`V'OVED A REVISED ANCHOR SPACING h CHARTS 07/11/70161 PL. OP IZONAL IX BUCK SEE NOTES 3 - 7 SHEET 1 1 /4" VAX. SIIIM SPACE INTERIOR EXTERIOR BACKER R00 1.• APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEWASONRY INSTALLA VON NOTES: I INTERIOR AND EXTERIOR FINISHES, BYOTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETERANDJOINTSEALANT BYOTHERS TOBE OESIGNEO IN ACCORDANCE WITH ASTM E2112 SIGNED. 0711212016 MIWINDOWSDOORS WEST IMA R II`r0,',,i MARKETGRATZ. PA 17030-0370 S\ r•• v GENs 9S' SERIES 185 ALUMINUM SINGLE HUNG WINDOW AI• 0 5 52 X84' NON -IMPACT FINLESS INSTALLATION DETAILS WITHOUT FIVER A $7 EE OF OR. IYH. IFx, ho. FLV O.•;; coalv,?' 08 A i/Ss ONai aO` A'': av[ 502546 NTS12/09/14 10 OF 14 T T/2" MIN EDGE DISTANCE V000 FP,A Illl(; OR 2> BUCK UY UTIICRS BACKER ROD MAX. 11iHAPPROVED/)' — 1 4" r fIIM SPACE RIGID 11 L A 10 WOOD SCREWFILLER INTERIOR EXTERIOR / HACKER ROD Fc APvrOVEO SEALANT WOOD =RAIAIHG OR 2X BUCK BY OTHERS ML IA STRUCTUR BY OTtiER APPROVE SEiLAN 1- fi 14' MIN EDGE DISIMICE 1/4" MAX. g r SHIM SPACE RIGID J BILLER JIO SLI$ OR SELF ORILUNG EXTERIOR SCREW 1 r INTERIOR SILL TO BE SET IN A UEO OF APPROVED TRUCTURAL SEALANI 1/4" MAX BACKER P.00 SHIM SPACE t< APPROVED r SEALANT I STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I INTERIOR AND EXTERIOR FINISHES. BYOTHERS• NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINTSEALANTBYOTI4ERSTOSE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO RE SET IN A IXU OF APPROVED STRUCTURAL SEALANT 1 /4" Max SHIM SPACE aMSvi16 orSCmntbl: IJIE aanrt)y[p REVISCO ANCHOR SPACING A: CHARTS 07/ 11 /701oiP L. 1 1/4" MIN. 1'14" MAX EMBCDLIETJT SHIM SPACL I 11 ! 2INTERIOR A11N EDGE DISTANCE (— 70 w000 - I I SCREW / L WOOD PRAMINC J EXTERIO OR 2X BUCK R L VAC CER RO(t BY OTHERS / J APPROVED RIGID FILLEP. EALAI4T JAMB INSTALLATION DETAIL WOOD FRAMING OR 2K BUCK INSTALLATION METAL — SWICTURE 1/ 4" MAX. SY UT- IERS SHIM SPACE 10 SIAS OR INTERIOR SELF DRII_ LING SCREWS t/ 4- i MIN. I EDGE DISTANCE,) EXTERIOR I RIGID BACKCR ROD FILLER h APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 DOORS MIWINDOWSIWOONlEST MARKEANDTREET``````5ft GRATZ. PA 17030- 0370 LJ0 Nr •1GENS4; SERIES 185 ALUMINUM SINGLE HUNG WINDOW 1r• 1 Iy6 52" INON - IMPACT q pn r FINLESS INSTALLATION DETAILS WITH FILLERS 88g AT Of OO+,• i•SCR- W". trollhe. aEv 10R%'D 08-0 546 A ijy/ONA1T v uur EuvtNTS 12/09/14 194ELFIl OF 14 L 2 1 /2 MITI EDGE OISTANCE CONCRCTC/MA,.OIIIIY BY OTHER] 1\ ° • '.— T—. e• 1 1/4" MIN. QPTIGNAL Ix BUi:V. ` ° EMBEDMENT SEC NOTES 3 - 7 — SIICL"T 1 UACKCR N.00 —'/ ` SHIM SPACE APPROVED SEALANT RIGID TILLER r EXTERIOR INTERIOR 3/16' TAPCON SILL TO BE SET I IN A BED OF d AKPROEO + I ROD =PROVED STRUCTURALSEALANTSEALANT OPTIOIJAL IX BUCK \ Y i/4" MAX. SEE NOfE 3 - 7 r SHIM SPACESHEETI CONCRETE/MASONRY UY OTHERS ° •e e a . • e VERTICAL CROSS SECTION CONCRETE/MASONRYINSTALLATION aEwslrFr.. E .I'RPOVEPPIAREME0ANCI+OR SPACING h CHARTS 07/I I/7016 P L. I 1 1/4" MIN. EMBEE:MENI CONCRETE/MASONRY BY OTIIERS 3/16" TAPCON 2 1 /2" M114 EDGE OISTANCE 1- RIGID FILLER v v EXTERIOR BACKER Roo fr APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEALMSONRY INSTALLATION CV IION.AL IX BUCK SEE NOTES 3 - 7 SHEET 1 1 A" MAY.. SIIIM SPACE INTERIOR NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITH FILLER CRRIIN Wi N0. REV N.G. 08-02546 A r-qr NTS I 04'E 12/09/14 !OtiE12 OF 14 SIGNED: 0711212016 GENSF • P fAT 5EOF 4O d` SCREW 7/1G" MIN EDGE DISTANCE EXTERI 7/ 16 MIN EDGE DISTANCE y8 :vocle SCREW IIIIIr Alr:nm LMULVIAILM VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION W{lOD FRAMING 8i OTHERS 1 /4' MAX. HIM SPACE WOOD FRAMING BY OTHERS FAIIJ EMBEDMENT y8 WOOD SCREW 7/ 18" MIN _ EDGE DISTANCE I/4" MAX 1 r SHIM SPACE aEvlSlrnr, IaLvof5CamlgNale rn I A I REVISED ANCHOR SPACING It CHARTS 07/11 /20 161 P.L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX NOTES: SHIM SPACE 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS NOTSHOWNFOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTME2112 V1000 FRAMING BY OTHERS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON —IMPACT FIN INSTALLATION DETAILS OR"" v+w ho. N.G. 1 08-02546 NTS °"E 12/09/14 s"E" 13 OF 14 SIGNED: 0711WO16 2 3/16" 1 7/8" 13/1G" IILI 2 3/IG" I 2 3/IG` 1 1 FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD FINLESS FRAME JAMB CM-18501 CM-185W CM• 18553 CM• 18513ALUMINUM6063•T5.050' THICK ALUMINUM 606345.050' THICK ALUMINUM 6063•T5.050' THICK ALUMINUM 6063-T5.050' THICK 2 5/ 16" -1 2 5/ 16" --1 2 5, 1 G" 2 J/ 1G" 13/1 2 S/ 16" 1_ II 0 FLANGE FRAME SILL FINLESS FRAME SILL CM- 18502 CM• 1655r FIN FRAME SILL FIN FRAME HEAD ALUMINUM 6063-T5.055' THICK ALUMINUM 6063•T5 055' THICK CM 18509 CM. 185M ALUMINUM 6063-T5.055' THICK ALUMINUM 6063•T5.050' THICK 1 7/16" 2 S/8" 5/B" 1-- I - 1 1 /8" 1Fffj13/^" 1 I F25/IG` 2" 2 3/16 F LE'. LP, LOCK RAIUST1LE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB CM•15505 CM•18555 CM•1850a CM•18510 ALUMINUM 6063-TS 06T THICK ALUMINUM 6063•T5.050• THICK ALUMINUM 6063-TS 055• THICK ALUMINUM 6063•T5.050' THICK 3/16" 1 3/6" 1 • 5/ T I DASH STILE GLAZING BEAD GLAZING BEAD 1eT5. ALUMINUM THICK V•663 V•185 RIGID PVC .060' THICK RIGID PVC .050' THICK REVIMM , I REV I 01%CRPWN 1 N1E I yOaOVEO I A I REVISED NICIIOR SPICING k CHARTS 1 07/11j77161 P.L 1/8" ANII _ _ 1/8" ANN MET.AL REINFORCED BUI',L S°ACER EXTERIOR INTERIOR 5/8" 817E r SILICONE SEALANT I r SETTING BLOCK — GLAZING DETAIL A 3/16" ANN EXTERIOR INTERIOR 5/8" SITE ri_ SILICONE SLALANf I 111SETTING BLOCK GLAZING DETAIL B MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT COMPONENTS M.I ON9 N0. N.G. 1 08-02546-02546 W-RE NTS IEIVE 12/09/14 1 SHEET14 OF 14 SIGNED: 0711212016 S' I ! I LIo. i v GENs,. E OF O REV F 01ii00'. `A6 A i iSs ONAiI a('i` Florida Building Code Online Page 2 of 3 FL * Model, Number or Name Description 25352.2 HS 188 Fin and Flange Frame 73x62 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +55/-55 Other: LC-PG55. Glass must comply with ASTM E1300-04. Certification Agency Certificate FL15351 R4 C CAC APC 97429.01-109-47 Fin and 97435.01-109-47 Flanoe.odf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II 188 HS FIN 73x62 DP55 As Tested 97429.O1.odf FL15351 R4 11 188HS Flanae Non -Impact Fastener Schedule 08-01023B.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FLIS351 R4 AE 511588B.pdf Created by Independent Third Party: Yes 115351.2 1 HS 188 Fin and Flange Frame XOX 1120x62 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-SS Other: HS-LC40 Certification Agency Certificate FL15351 R4 C CAC APC 99775,01-109-47 Fin and 99780,01-109-47 Flanae.pdf Quality Assurance Contract Expiration Date 04/15/2019 Installation Instructions FL15351 R4 11 188HS XOX Flange Non -Impact Fastener Schedule 08-01156B.odf FLIS351 R4 11 Installation Instructions - 188 HS (XOX) As Tested 99775.O1.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511725B.odf Created by Independent Third Party: Yes 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-LC55. Missile Level D, Wind Zone 3. Glass consisted of 1/8" annealed outer lite, air space, 1/4" annealed laminated glass comprised of 2 sheets of 3/32" glass and 0.090" thick PVB by Solutia. Glass was bedded Dow 995 silicone with a 5/8" glass bite. Certification Agency Certificate FLIS351 R4 C CAC APC 97356.01-109-47-RO 97429.01- 109-47-RO .odf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FLIS351 R4 11 Installation Instructions - 188 HS Imoact FIN 73x62 Product 3.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 115351.4 1 HS 188 Fin Frame 173x62 Laminated Glass I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +50/-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.odf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FLIS351 R4 II Installation Instructions - 188 HS Impact FIN 73x62 Product 4.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 73x62 Laminated Glass Certification Agency Certificate FL15351 R4 C CAC APC 97354.01-109-47-RO 97433.01- 109-47-RO.odf Quality Assurance Contract Expiration Date 01/05/2019 Installation Instructions FLIS351 R4 11 Installation Instructions 08-01161B.pdf 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=wGEVXQ,A,tDgtH8572gvdWlau... 9/7/2017 Florida Building Code Online Page 1 of 3 i liil Business &Professional Regulafion mar' - ... '^ ' .r db SCIS Home I lop In I User Registration Mot TopicsSubmit Surcharge Stats 6 Facts i PublicationsFBC Stag ; BOS Site Map Unks Search W pr VProductApproval USER: Public User e1. ra Product ADDrOVlI Menu > ProEuR or Aoolirauon Search > Application USE > Application Detail M. FL # FL15349-118 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 Ml Windows and Doors Address/ Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd. com Authorized Signature Brent Sitlinger bsitlinger@miwd. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE 75 Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA 506 2008 AAMA/ WDMA/CSA 101/1.S. 2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 11/18/2016 Date Validated 11/18/2016 Date Pending FBC Approval Date Approved 12/01/2016 http:// www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIan... 9/7/2017 Florida Building Code Online Page 2 of 3 EA Summary of Products FL n Model, Number or Name Description 25349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 RB C CAC APC 12786.Ddf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 12787.Ddf 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 FL15349 R8 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 FL35349 R8 C CAC APC 15350.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other: R-PG55 FL15349 R8 II 08-02949.Ddf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513783.Ddf Created by Independent Third Party: Yes 25349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15454.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 FL15349 R8 II 08-02948.Ddf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Safiex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL35349 R8 AE 513782.Ddf 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 FL35349 R8 C CAC APC 8272.Ddf Approved for use outside HVHZ: Yes FLIS349 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" FL35349 R8 11 08-01614B.Ddf 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.Ddf 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 FL15349 R8 C CAC APC 7962.Ddf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 22/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 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 FL15349 R8 II 08-02947.Ddf http://www. flori dabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH 85 72gvdWlan... 9/7/2017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed exterior - spacer - 1/8" Verified By: Luis Roberto Lomas 62514 annealed / 0.090 PVB / 1/8" annealed. Glass was bedded in Created by Independent Third Party: Yes Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513781.odf Created by Independent Third Party: Yes Beck Neat Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-467.1824 The State of Florida is an AA/EEO employer, fAovriaht 2007-2013 State of FloMa.: • Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. Ifyou do not want your e-mail address released In response to a public -records request. do not send electronic 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 Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address B 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 h=. Product Approval Accepts: WR Gedu Card Safe http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd Wlan... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. J. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2' WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2- OR GREATER. BUCK SHALL BE SECURELY FASTENED TO MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. B. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WINO 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 WINO BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE 06 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS DESCRIPTION DATE APPROVED REVISED INSTALLATION DETAILS 00/01/15 R.L. REVISED NAME AND ADDRESS 1 10/27/16 R.L. 15. FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE 010 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16• TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2.000PSI MINIMUM. 0. METAL STRUCTURE: STEEL 18GA (.048' FY-33KSI/FU=52KSI OR ALUMINUM 6063-T5 FU-30KSI .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. SIGNED: 11/15/2016 MI WINO DOORS, LLC 11LoWw. MARK GRATZ. PA 17030 511ft 0 9 GENs SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT aNOTESL• TAT OFSt TABLE OF CONTENTS F•'o ORLO;• SSIo VA L0aG\`` Luis R. Lomas P.E. FL No.: 62514 DRAW. ONG No. 08 REV BSHEETNO. DESCRIPTION NOTES SCALE NTS o" 09/03/14 SRLET 17 OF 12 2 - 3 ELEVATIONS. CHARTS AND GLAZING DETAILS L.ROBERTOLOL,ASFE 04MWOODFORDRDLENISVXLE.NC2700 434-m-Ow -lom softw woo" 094 - 12 INSTAIIATION DETAILS 72 1/2' MAX FRAME WIDTH — 6" MAX ——r 18- MAX O.C. _I — 6" MAX 15- L / 18" MAX O.C. 1T 71 1/2' MAX FRAME HEIGHT REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 1 do 82 EXTERIOR VIEWFORNUMBEROF ANCHORS REQUIRED 72 1/2' MAX FRAME WIDTH 1 6' MAX _r 16" MAX Q.C. 6" MAX F 6' 00 71 1/2 18 MAX MAX O.C. FRAME T HEIGHT 0/ j REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 1 & /2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES: 1. MAXIMUMD.L.O.: 69314"X663/4" REWSWIS REV DESCRIPTION CATE APPRW40 A REVISED INSTALLATION DETAILS 00/01/15 R.L. B REVSED NAME AND ADDRESS 1 10/27/16 R.L. CHARTI1 Number o/ anchors required(Without rl Id filters) Frame Frame width Ifni Light 24.00 3000 3000 42.00 4I00 64.00 40.00 46.00 72.60 11n) HAS mD N65 Pamb HAS Pamb HAS amb HAS amb Has am6 HAS am6 HAS Jamb HAS am6 24.00 2 2 2 2 7 2 3 2 3 2 a 2 4 2 4 2 S 2 Jo.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 S 2 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 S 3 S 3 42A0 2 3 2 3 3 3 3 3 3 3 4 3 S 3 S 3 e 3 4e.00 2 3 2 3 3 3 3 3 3 3 4 3 S 3 6 3 a 3 64.00 2_! 2 4 3 4 3 4 3 4 4 4 S 4 a 4 7 4 40.00 2 4 2 4 3 4 3 S 3 S 4 S 5 5 a S 7 S 40.00 2 4 2 4 3 S 3 S 3 e e S 6 e e 7 e 71.60 2 1 S 2 S 1 3 S 1 3 6 3 e 4 7 S 7 1 6 17 7 7 CHART a2 Number of anchors required (W/th Apld Otters) Fame Frame width (in) Helght 2400 J0.00 34.00 42.00 48.00 54.00 60.00 ee.00 72.60 0n) HAS Jambr mb HAS Jamb HAS Jamb HAS Jamb HAS aMb HAS Jamb Has Jamb H65 am6 2too 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 S 2 J0.00 2 2 2 J 2 3 2 J 2 4 2 4 2 a 2 S 2 34 00 2 3 3 3 3 3 3 3 3 4 3 4 3 4 3 3 3 42.Ot1 2 3 3 3 3 J 3 3 3 4 3 4 3 4 346.00 2 3 3 J 3 3 3 3 3 4 3 4 3 4 3 S 3 60.00 2 4 4 3 4 J 4 3 4 4 4 4 4 4 4 S 4 e0.00 4 4 3 412 a 3 4 4 4 4 4 4 4 S 4 ef00 2 4 2 4 7 a J a J 4 4 4 4 4 a 4 S 4 71.60 2 S 2 s 3 S 3 S 3 s 4 S 4 S 4 S S 5 SEESHEETS 4.7 FOR INSTALLATIONDETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE & FINLESS ELEVATION do CHARTS J.L. 1 08-02357 WAE NTS — 09/03/14 — i OF 12 L. ROSERTO LOMAS RE 14M WOODFORD RO LEWISVILLE. NC27WJ 434-M-060 d mas@6bmur o Dom SIGNED: 1111512016 S{IRLIIICoo 9,/, 6 T OFEA O GOD"' GN N Luis R. Lomas P.E. FL No.: 62514 71 I FI HE 6' MAXI 72 1/2 MAX FRAME WIDTH — I18' MAX O.C. 18 MAX O.C. 1/2' LAX AME ICHT j 6' MAX REFER TO CHART j3 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REOUIREO 72 1/2' MAX FRAME WIDTH — 6' MAX — 18W MAX O.C. —I 6' MAX j L / 18' MAX O.C. 71 1/2' MAX jFRAMEHEIGHT REFER TO CHART #3 FOR NUMBER OF SERIES 185ALUMINUMFIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES. 1. MAXIMUM O.L O : 69Y4' X 66 Y4' aLvaaxs oEscmvnox wlE H+Pxwco REVISED INSTALLATION OETNLS 06/01/15 R.L REVISED NAME AND ADDRESS 1 10/27/18 1 R.L CHART I3 Numberofanchors required Illnlnatallodon Fame Fama wldtb (la) Nkllhl 24.0o Jose is o0 42.00 11.00 Moo1 so. 0o 46.00 72.es on) HAS IJamb Has Jamb HAS Jamb HAS Jamb His Jamb HAS Jamb HAS am0 His Jamb HAS Jamb 24.00 3 7 3 3 3 3 4 3 4 3 4 3 S 3 S 3 6 3 30.00 3 3 3 3 3 3 4 3 4 3 4 3 S 3 S 3 6 3 3e.00 3 3 3 3 3 3 4 3 4 3 4 3 S 3 S 3 a 3 42.00 3 4 3 4 J 4 4 4 4 4 4 4 S 4 S 4 6 4 48.00 3 4 3 4 3 4 4 4 4 4 4 4 S 4 S 4 0 4 54.00 3 4 3 4 J 4 4 4 4 4 4 4 s 4 e eeee..o00o 3 S 3 4 S S 4 S S S tk4 a S 3 S 3 3 4 S S S A S 71.50 3 6 3 0 3 1 6 4 6 S 6 6 6 SEE SHEETS FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN ELEVATION & CHART 11NAww owc NO. J.L 1 08-02357 srAtc NTS oArz 09/03/14 JVW3 OF 12 E. ROBERTOLOMAS P.E. 1432 NOOOFOR0 RO LEWISVXLE. NC 27o2J 434-M-0609 Abaus e>onvspa mm SIGNED: 11/15/2016 J\\J\S 1R I IL/0/,/' 0 6 P , ' TAT E OF O 11 aG\x Luis R. Lomas P.E. FL No.: 62514 REMSION5 ' 1/2 MIN. REV DESCRw"M 0.a AVRRUVEB EDGE DISTANCE 3/4' MIN A REVISED INSTALLATION DETAILS 06/01/15 RL WOOD FRAMING I 1 1/4" MIN. METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 RL OR 2X BUCK BY OTHERS EMBEDMENT STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE 1/4" MAX. BACKER ROD SHIM SPACE BACKER ROD do APPROVED do APPROVED SEALANT SEALANT 10SMS OR 10 WOOD SCREW SELF GRILLINGSELF SCREW EXTERIOR EXTERIOR INTERIOR INTERIOR 10 SMS OR S10 W000 SCREW SELF DRILLINGSCREW BACKER ROD RIGID FILLER BACKER R00 RIGID FILLER do APPROVED 1/4' MAX. APPROVED SEALANT SHIM SPACE SEALANT 1/4" MAX. SHIM SPACE WOOD FRAMING OR 2% BUCK 1 1/4" MIN. METAL TURESTRUC4 NOTES: BY OTHERS EMBEDMENT BY OTHERS 1. INTERIORAND EXTERIOR FINISHES, BYOTHERS. NOT SHOWN FOR CLARITY. 3/4" MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 1/2" MIN. EDGE DISTANCE DESIGNED INACCORDANCE MTHASTME2112 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 1/2" MIN. EDGE DISTANCE I INTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROO do APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR2X BUCK INSTALLATION 1 /4" MAX. SHIM SPACE 3MIN. INTERIOR EDGEDDISTANCE10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS h APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 RDOORS, LLC MI WIN650aII`1041,'% W. MAKDOWSST.```J`S T GRATZ. PA 17030 v,•GENs, 95 SERIES 185 ALUMINUM FIXED WINDOW*• 73" X 72" NON —IMPACT QeATOP047M, FINLESS INSTALLATIONDETAILSWITHOUTFILLERSnv` i s;: L,(OR% 9t G DRAWN On140RV08B 77S1111(IA111\ LUIS R. LOR1O9 P.E. FL NO.: 62514 WALE NTS °" 09/03/14 SNECT 47 OF 12 L. ROBERTO LOMAS P E. 14M WOODFORD RO LEIVISVRLE. NO 2M023 434-066- 0609dbmxomwww m CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK SEE NOTES 3 - 7 SHEET I BACKER ROO APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT OPTIONAL 1 X BUCK SEE NOTE 3 — 7 SHEET 1 CONCRETE/MASONRY BY OTHERS 2 1/2" MIN. EDGE DISTANCE 4 4 • 1 1/4" MIN. 4 4- • EMBEDMENT 1/4- MAX. SHIM SPACE 3/16" TAPCON INTERIOR o— 3/16' TAPCON 1/4" MAX. SHIM SPACE 7 S 1 1/4" MIN. EMBEDMENT 4 a ' 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4' MIN. EMBEDMENT CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET I 3/16" TAPCON 2 1/2' MIN. EDGE DISTANCE I REVISgNS REv 0MRrm" CATE APPROVED A REVISED INSTAUATION DETAILS 06/01/15 R.L. 9 REVISED NAME AND ADDRESS 1 10/27/16 R.L. 1/4" MAX. SHIM SPACE INTERIOR i BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEANASONRY INSTALLATION EXTERIOR SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST.\\\\S GRATZ, PA 17030 1111111111i,, R•, 1D 19/ GENSF.iP SERIES 185 ALUMINUM FIXED WINDOWNOTES. z: *• 0 5 # 1. INTERIOR AND EXTERIOR FINISHES. BYOTHERS. 73" X 72" NON -IMPACTNOTSHOWNFORCLARITY. FINLESS INSTALLATION DETAILS WITHUT FILLERS TAT O... G E lye2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112 Fs:<pR p; DRAWN• OKG N0. aEv J. 08 57 L. a1E s02NTS09/03/14 5 OF 12 L RMERTO LOMAS P.E. 1432 WOODFORD RO LEMSVILLE, AC27023 Luis R. Lomas P.E. 434-B -mm ftmeseklowspe com FL No62514 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. C EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4' MAX. SHIM SPACE MIN. EMBEDMENT 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 I- y RIGID FILLER 1/2- MIN. EDGE OISTANCE I INTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER R00 APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION aEasaNs REV OESCRWRON MR APPROVED 3/4 MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. STRUCTURE BY OTHERS 1/4" MAX. I SHIM SPACE ROD JBACKER APPROVED RIGID FILLER SEALANT 10 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD RIGID FILLER APPROVED SEALANT 1/4" MAX. SHIM SPACE METAL NOTES. STRUCTUREBY OTHERS I. INTERIOR ANDEXTERIORFINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. 3/ 4" MIN 2. PERIMETER AND ,AOINT SEALANT BY OTHERSTO BE EDGE DISTANCE DESIGNED IN ACCORDANCE WITHASTME2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/ 4" MAX. 1- 1SHIM SPACE RIGID FILLER 3/ 4" MIN. EDGE DISTANCE INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS ORARM ORC NO RCv J. L. 08-02357 8 KA' E NTS """ 09/03/14 ISNEU6 OF 12 L. ROBERTO IOMA$ P.E. 14M KVOORORORO LEMV4LE. NC 27= 4H- 0Ct4wAbnui trbnlifpp dYnSIGNED: 1111512016 J\ 5111ft1 I I `1O7i'/i vGEHST9'P _ 0 6 ••*: E ; Q 3 , AT OF 0R%' D Luis R. Lomas P.E. FL No.: 62514 REMSgNS ' REV DESCRIPPON GATE APPRQVW 2 1/2" MIN. A REMSEO INSTALLAnON DETAILS 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS a 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK EMBEDMENTSEENOTES3 — 7 SHEET I T CONCRETE/MASONRY BACKER R00 1/4" MAX, BY OTHERS I/4" MAX. do APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL IX BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET 1 RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 — 7 r EDGESHEET1DISTANCE EXTERIOR CONCRETE/MASONRY L BACKER ROD BY OTHERS a • a 1 1/4" MIN. 4 APPROVED SEALANT EMBEDMENT JAMB INSTALLATION DETAIL d CONCRETEALIASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE./MASONRY INSTALLATION NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS ORAVN: No. REVORG J.L. 08-02357 B scxF NTS °' 09/03/14 s"EE17 OF 12 L. ROSERTO LOMASP E. 14M WOODFORD RD LEMSVILLE. NC 2AV3 434-M-0609 '0P S@**vn ps.00m SIGNED: 1111512016 511R I I`I11, 0/,// J .yamv,•CEHS' ,J' o 5 .*= TATOF .'w vip. :, ZOR10* G • s1a; At0a` Luis R. Lomas P.E. FL No.: 62514 1 /2" MIN. EDGE DISTANCE WOOD FRAMING 1 1/4" MIN OR 2X BUCK EMBEDMENTBYOTHERS 1/4" MAx. BACKER ROD do SHIM SPACE APPROVED SEALANT BEHIND FLANGE 0 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX. BEHIND FLANGE SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENTBYOTHERS 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/4" MAX. SHIM SPACE 10 SMS OR LF DRILLING BREW EXTERIOR INTERIOR 010 SMS OR SELF DRILLING SCREW BACKER ROD do RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4• MAX. SHIM SPACE METAL STRUCTURE BY OTHERS 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION REVISIONS REV am w"am DATE APPROVW A REVISED INSTALLATION OETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS I 10/27/16 R.I. NOTES: I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH AS TM E2112 1 /4" MAX. 1 1/4" MIN. 1/4" MAX. SHIM SPACE EMBEDMENT SHIM SPACEFI -MIN. MIN. 3/4' MIN. INTERIOR EDGE DISTANCENC EDGE DISTANCE SIGNED: 1111512016 INTERIOR MI WINDOWS AND DOORS, LLC Ltllllll// 650 W. MARKET ST. 05SJ\ • It.. L D119/i E N d 10 WOOD B 10 SMS OR GRATZ, PA 17030 V • •\\G se •'i+ SCREW SELF DRILLING SERIES 185 ALUMINUM FIXED WINDOW 644 SCREWS 73" X 72" NON —IMPACT aW000FRAMING OR 2X BUCK EXTERIOR METAL EXTERIOR FLANGE INSTALLATION DETAILS WITHOUT FILLERS 0•TAT OF a BY OTHERS BACKER R00 k STRUCTURE BY OTHERS BACKER R00 Ac APPROVEDD SEALANT DRAWK ° N0' "E 08 B i0'F•'0RV0 1'/I/'IONA L` G? \ BEHINAPPRD FLANGEED BEHIND SwE NTS DATE 09/03/14 87 OF 12 JAMB INSTALLATION DETAIL JAMB INSTALLATION DETAIL L. RMOFOLOMASPE WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE INSTALLATION 94,72 WOODFORD RD LEN75VUE. NC 2703 P.E. Luis R. FL No.: 6251425yA-W,y ,y BENISONS ' REV 6ESCRRRON GATE APPROVED 2 1/2 MIN A REVISEO INSTALLATION DETAILS 06/01/15 RL EDGE DISTANCE 9 REVISED NAME ANO AOORESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS a' d 1 1/4" MIN. aId 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK EMBEDMENT SEE NOTES 3 — 7 77SHEETI v CONCRETE/MASONRY BACKER ROD do 1/4" MAX, BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE d - SHIM SPACE BEHIND FLANGE OPTIONAL 1 % BUCK SEE NOTES 3 — 7 SHEET 1 3/I6" TAPCON v EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX. SHIM SPACE 2 1/2" MIN • SEE NOTE 3 — 7 EDGESHEET1DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD do BY OTHERS a14 1 1/4" MIN. APPROVED SEALANT a. EMBEDMENT a• • BEHIND FLANGE JAMB INSTALLATION DETAIL a 4 CONCRETFJA01ASONRYINSTALLATION a 2 1 /2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEAUASONRY INSTALLATION SIGNED: 11/15/2016 MI WINDOWRDOORS, LlC II 0/// 0W. MAKST.\\\J\51 ET GRATZ. PA17030 r••GENS'OJ1 NOTES: SERIES 185 ALUMINUM FIXED WINDOW 0,,2 5 *= I. INTERIORAND EXTERIOR FINISHES. BY OTHERS, 73" X 72" NON —IMPACT NOT SHOWN FOR CLARITY FLANGE INSTALLATION DETAILS WITHOUT FILLERS ip TAT OF 2. PERIMETER ANDJOINTSEALANTBYOTHERSTOBEDESIGNEDINACCORDANCE MTN ASTM E2112 0 PF•:OR1aP' DRAW OMK. NO. REV J.L. 08— 357 Eli ONA"aG\\\ DATE WALE NTS 09/03/14 9 OF 12 L.ROSERTOLOMASRE. Luis R. Lomas P.E. 14M WOWFOR0 ROLEWISVMLENC27= FL No.: 62514 4.W-M.OW9Ab.&5@#bM&5N *'n WOOD FRAMING OR 2X BUCK BY OTHERS BACKER Roo & APPROVED SEALANT BEHIND FLANGE 1/2' MIN. EDGE DISTANCE 1 1/4' MIN. METAL fEMBEDMENT STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX, BEHIND FLANGE ANSHIM SPACE IWOODFRAMING11/ MIN. OR 2X BUCK EMBEDMENTBYOTHERS7T 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 1RIGID FILLER MIN. EDGEE 0 1srANcINTERIOR 110 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/ 4" MIN EDGE DISTANCE a 1 /4' MAX I . pSHIM SPACE RIGID FILLER 010 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/ 4- MAX. F SHIM SPACE STRUCTURE \ j BY OTHERS 3/ 4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/ 4" MAX. SHIM SPACE RIGID FILLER 3/ 4' MIN. INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION IIEN505 , REV om ORTON I DUE I &WROVED A REVISED INSTALLATION DETAILS 1 06/01/I5 IRL B REVISED NAME AND ADDRESS 10/27/16 1 R.L. NOTES: I. INTERIOR ANDEXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112SIGNED: 11/15/2016 MI WINDOWS AND DOORS, LLC 0%jl MARKET7030 6GRATZ. J`GENSF PASERIES 185 ALUMINUM FIXED WINDOW A = M_TfATV40bFt'7cr= 73" X 72" NON —IMPACT FIANCE INSTALLATION DETAILS WITH RIGID FILLERS e= q0ORAWN: oleo No. REV OB- 57J.LBfl1\ T NTSaE09/03/14 SNCET 10 OF 12 4111111111% L. ROBERTO LOMAS P.E. 14M WOODFORD RO LEWISVILLE, NC 27023 LUIS R. Lomas P.E. FL NO.: 62514 CU-M-0609 ANW.&S IM."M mm 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS e e 1 1/4" MIN, OPTIONAL IX BUCK • e •' e J EMBEDMENT SEE NOTES 3 — 7 SHEET I BACKER ROD do APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD do APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK SEE NOTE 3 — 7 SHEET 1 CONCRETE/MASONRY BY OTHERS 1/4" MAX SHIM SPACE RIGID FILLER 3/16" TAPCON INTERIOR 3/16" TAPCON RIGID FILLER 1 /4" MAX. SHIM SPACE 1 1/4" MIN. EMBEDMENT a CONCRETE/MASONRY ,.• BY OTHERS OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 3/16' TAPCON e b 1 1/4" MIN. a EMBEDMENT n• a 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETEAIMSONRY INSTALLATION 2 1/2" MIN. a • . EDGE DISTANCE I %— BACKER ROD do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRET&IMASONRY INSTALLATION REMSRINS REV OESCRWMN PATE •PPRMO A REVISED INSTALLATION DETAILS 06/01/15 R.L. 9 REVISED NAME AND ADDRESS 10/27/16 R.L. I 1/4" MAX. SHIM SPACE RIGID FILLER INTERIOR 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 EXTERIOR MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS DRAW No REVoRc J.L. 08-02357 B SCALE NTS o"C 09/03/14 1SHOE' I I OF 12 L. ROBERTO LOMASPE 14M WOODFORD RO LEWISVXLE. NC 270M sas•ee 41109 MWws@hbnusPs.amm SIGNED: 1111512016 5111 11 III ! O/0!////iGEHst 9`P 0 5 - E Luis R. Lomas P.E. FL No.: 62514 APPROVED SEALANT BEHIND FIN 1 1/4' MIN. EMBEDMENT 6 WOOD WOOD SCREW FRAMING BY OTHERS 1 /a' MAX, SHIM SPACE WOOD FRAMING 1/4" MAX 3/8 MIN BY OTHERS SHIM SPACE EDGE DISTANCE q6 WOOD INTERIORSCCREWREW I INTERIOR EXTERIOR 1/4" MAX I {- SHIM SPACE 3/8" MIN EDGE DISTANCE 6 WOOD WOOD SCREW FRAMING APPROVED 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATKXV 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN EXTERIOR 3/8' MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION RCVMNS a& ocscmmoN DATE I APPRWW A REVISED INSTALLATION OETAILS 06/01/15 R.L. 8 REVISEO NAME ANO ADDRESS 10/27/16 R L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FIN INSTALLATION DETAILS ORAW* OWC No. J.L. 08-02357 r NTS DATE 09/03/14 9W 12 OF 12 L RMERTOLOMAS PE fA.VWWOFORO RDLEWISVILLE. NC. 270 3 4346ee4" dbMAs s"com SIGNED: 1111512016 X\g 1ft!IL101 7ji G l: NSF 9`t'% TATc OF0. aEv i'E`•'OR10:• NNE e i'iSS,ONA11E G` Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 1 r - e r Ilic aCIS Home I Log In I User Registration I Hot Topic Submit Surcharge Stats 8 Facts ; Publications I FBC staff f SCIS Site Map Links Search Dida 01"'ONProduct Approval USER: Public User r Product Approval Menu > ProduG or Application Search > Application List > Application Detail FL # FL15353-112 Application Type Revision Code Version 2014 Application Status Approved Comments Archived O Product Manufacturer M1 Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE U 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.odf 1710.5.3 Method 2 Option B http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WIS... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 06/15/2015 Date Validated 06/15/2015 Date Pending FBC Approval 06/21/2015 Date Approved 08/19/2015 Summary of Products FL V Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 11 08-01448A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Parry: Yes Design Pressure: N/A Evaluation Reports Other. Max single window size: 52-1/8" x 84". Max mullion FLIS353 R2 AE 512072A.Ddf span: 52-1/8". Created by Independent Third Party: Yes 15353.2 15764 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 FLIS353 R2 AE 512063A.Ddf span: 83" Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 11 08-01449A.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 512073A.Ddf span: 104-1/4" Created by Independent Third Party: Yes 25353.4 15765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01440A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512064A.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 11 08-01442A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62524 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FLIS353 R2 AE 512066A.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 FLIS353 R2 11 08-01451A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62524 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.Ddf span - 104-2/4" Created by Independent Third Party: Yes 15353.7 CM-18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 11 08-01452A.Ddf Approved for use outside HVHZ: Yes: Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FLIS353 R2 AE 512076A.Ddf span - 104-1/4". Created by Independent Third Party: Yes 15353.8 CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 11 08-01443A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI S... 9/7/2017 Florida Building Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512067A.Ddf span - 83" Created by Independent Third Party: Yes 15353.9 CM-28532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01453A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512077A.Ddf span - 104-2/4' Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01444A.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" It 84". Max mullion FL15353 R2 AE 512068A.odf span: 83" Created by Independent Third Party: Yes 15353.22 CM-28534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01454A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62524 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 Fade Netrt Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850•487.1324 The State of Florida is an ANEEO employer. t:oovridht 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 once by phone or by traditional mad. If you have any questions, please contact 850.487.2395. 'Pursuant to Section 455.275(1), Flonda 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 smalls 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 anemail address which can be made available to the public. To determine if you are a licenseeunder Chapter 455, F.S., please thick h=. Product Approval Accepts; L907 tiK E Credit .Card Safe http://w-A,w. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWI S... 9/7/2017 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS 4) APPROVED IMPACT PROTECTIVE SYSTEM 15 NOT REQUIRED FOR THIS PRODUCT IN WINO BORNE DEBRIS REGIONS UP TO WINO ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS- 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP I. TRIBUTARY WIDTH = W1 + W2 2 REV I DESCaN1gN 0-rE I APPW40 A I REVISED INSTALLATION OETAILS OG/10/15 1 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 J. 2) FOR ANCHORING INTO CONCRETE USE 1/4• TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1. 1/4• MINIMUM EMBEDMENT WITH 2 1/2• MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,200 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N, TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4' SELF DRILLING SCREWS PER CUP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE—ORILLED BY MANUFACTURER. I TABLE OF CONTENTS ' SHEET NO. DESCRIPTION NOTES CONFIGURATIONS AND OP CHART MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES V.L. 08-01439 sc*u NTS IGAIE O1 / 1 1 / 12 IS-1 OF 3 SIGNED: 06/11/2015 107 J/8" COMBINED WIDTH W1-irW2- 6- 1 1FRAME HEIGHT WINDOW W/NOOW MULLION SPAN) 107 3/8" COMBINED WIDTH WI -I W2 83" 1FRAME HEIGHT WINDOW WINDOW MULLION SPIN) 1 107 3/8" COMBINED WIDTHF_ W1 W2 83" 1 WINDOW FRAME HEIGHT WINDO WINDO MULLION SPIN) 1 1 1 W1 -II-- W2 - 107 3/8' COMBINED WIDTH I Design pressure ratingI Mullion span (in) Tributary 10.13 25.50 width (In) 36.00 42.00 48.00 52.13 25.00 130.0 130.0 130.0 130.0 130.0 130.0 37.38 130.0 1300 127.2 127.0 127.0 1270 49.63 120.7 94.3 77.9 738 721 72.0 62.00 71.0 52.2 39.7 35.9 334 32.3 65.63 596 43.7 330 29.6 274 26.3 72.00 449 2. 2.4 A 19.9 1903 84.00 281 20.3 IT211.9 URGE AND SMALL MISSILE IMPACT. LEVEL O. WINO ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. 107 3/8" COMBINED WIDTH W1-1[- W2 6FRAME ' I [J/ LOW HEIGHT MULLION SPAN) ! ! I / / F_ 107 3/8' COMBINED WIDTH WI W2 83- 1 1 WINDOW I FRAMEHEIGHT WINDOWWINDO MULLION SPAN) ! ` W1 IF- W2 107 3/8" COMBINED WIDTH REVISIONS REV OMRmnON Mii APPROVED A I REVISED INSTALLATION DETAILS 06/10/15 R.L. 107 3/8' COMBINED WIDTH F_ W1 W2 63" 1 1 WINDOW 1 FRAMEHEIGHT WINDOW MULLION J SPIN) 1 APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 M' AS SHOWN HEREIN. uesrgn pressure r'aung tpsq wan reoar OJUIOn Mullion span ( In) Tributary 18. 13 25.50 width ( in) 36. 00 42.00 48.00 52.13 25. 00 130.0 130.0 130.0 130.0 130.0 130.0 37. 38 1300. 130.0 127.2 127.0 127.0 127.0 49. 63 1207 94.3 77.9 73.8 72.1 72.0 62. 00 92.4 70.0 533 48.1 44.6 43.4 65. 63 000 586 44.2 39.7 367 35.3 72. 00 603 9.9 32.8 29.2 26.7 25.5 84. 00 37.7 27.3 20.1 17.7 16.0 15.1 LARGE AND SMALL MISSILE IMPACT. LEVEL 0. WINO ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND 00 NOT INCLUDE FLANGE. W1- II- W2 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS ANO RATING CHARTS V. L. I 08-01439 scus NTS 0'' 01/I1/12 S-2 OF 3 REV SIGNED: 0611112015 rr= L 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT 1/4" TAPCON SECT5796 CLIP OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP 10 WOOD SCREW 18 MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION MASONRYXONCRETE AND WOOD FRAMING INSTALLATION NOTE: CUPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. WOOD FRAMING/ 2X BUCK BY OTHERS L 0.8433"" 1 3.261' 1.375" 3.250' 4.000" MT000022 CLIP 16GA (.0637 GALVANIZED STEEL F — 2.140" —1 I 1.125' SECT5764 MULLION ALUMINUM 6M.T5. 025" THICK 1-- 0.688' n —r 1.531" RF-185 2 REBAR 16 GA (.052) GALVANIZED STEEL o($cwNlloN OAR: I APPRovw REVISED INSTALLATION DETAIL$ 06/10/15 1 R.L. 3.750" 1.000 — 0.31 2.032" L 0.843" SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063•TS 125' THICK 2.875' 2X 00.210" 3.750" 2.189" — 1. 0.375' 0.8-143— 2X 00.210" 1 1.562 1.562" O SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063.T5.125' THICK MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN INSTALLATION DETAILS AND COMPONENTS DRAIN: owc No. V.L. scAu NTS 08-01439 01/11/12Ism-3 OF 3 SIGNED: 0611112015 Florida Building Code Online Page 1 of 3 SCIS Home I Lop In I Use, Registration ; Mot Topic Submit Surcharge Slits 5 Facts I Publications FaC Staff aCIS Site Map I Links Search rRJI IUtl an Product Approval1r e r USER: Public User Lret—J re:r:. Product Approval Menu > ProduR or Apoliccation Search > Application List > Application Detail FL # FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived D 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 F6 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald 1. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/02/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COI RIO . Certificate of IndeDendence.PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R3 Eouiv ASTM C1186 Equivalency Signed.odf http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 31 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 20/16/2015 08/09/2027 SummarV of Products FL tt 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 FL13223 R3 11 ER RIO-2578-15 Panel to Furring.DdfApprovedforuseoutsideHVHZ: Yes 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 Furrina.odF FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 11 ER RIO 2556-15 Panel metal-wood.odf FL13223 R3 11 ER RIO-2578-15 Panel to FurrInO.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 11 Install HardiePanel Siding.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.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furring.Ddf FL13223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 it ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 II ER RIO-2578-15 Panel to Furrina.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL13223 R3 11 Install Prevail Panel Sidina.Ddf Design Pressure: N/A FL13223 R3 11 NOA 15-0122.04.pdf 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.ndf FL33223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes Bads Neht Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: BSO-467.1824 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 00 not want your e-mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. 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 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 tothe public. Todetermine If you am a licensee under Chapter 455, F S., please click here . Product Approval Accepts: a En http://www.floridabuilding.orglpr/pr app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Credit Card Safe http://,,A,ww,. Doridabuilding. org/pr/pr_app_dtl. aspx?parwn=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1.888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanel® Siding James Mardi* Product Trade Names covered in,thls evaluation: HardiePanel® Siding, Cempane*Siding, PrevallTM Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building Code® EVALUATION PURPOSE: This analysis is todetermine the maximum design 3-second gust wind speed to be ram ad byan, assembly of MardiePonel (Cempanel. Prevail Panel)'sidirg fastened to wood or metal froming with nabs or screws. REFERENCE REPORTS: 1. Imenek Report 30U913 (ASTM C7786) Material properties HardiePanel Sidirg 2. Ramtech Laboratories Report IC-1270.94 (ASTM E330) Transverse Load Test. 5,116' Thick by 48 Inch wide HarthePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 nches- on centerwith a 6d common galvanized nab 3. Ramtech Laboratories Repon.IC-1271.94 (ASTM E330) Transverse Load Test, 5/16' Thick by 48 Inch wide HardiePanel Siding Installed on 2X4 Hem -Fir wood studs spatted at 24 Inches tor, enterwith a 6d commongalvanized nail 4. Ramtech Laboratories, Inc. Report 10868.97/1475 (ASTM E330) Transverse Load Test, 5f16• Thick by48 Inch wide HBrdiePanel Siding installed an 2X4 Group III SG=0.36 wood studs spaced at 16 inches oncorder with a 4d, 0.091 inch shank by0225 inch head diameter by 1.5 inch long ring shank nod 5. Ramlech Laboratories. Report IC-1054-89 (ASTM E330) Transverse load Test,114' Thick by 48 inch wide HardiePanel S'drng installed on 20gauge Metal studsspaced at 16 inches on center with a No.8 X 1 In long X 0.323 in head diameter ribbed "to head screw 6. Ramlech Laboratories, Report IC-1055.89 (ASTM E330) Transverse Load Test,114•'Thidk by 48 Inch vide HardiePanel Siding Installed on 20gaugs Metal studs spaced at 24 inches on corder with a No 8 X 1 in. long X 0.323 in head diameter ebbed bugle head screw 7. Remlech Laboratories. Report 11149.9511554d (ASTM E330) Transverse Load Test. WA'Thick by 48 Inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on centerwith a ET&F 0.100 in. knurled shank X 1.5 in. brig X0.25 in. head diameter pin fastener 8. RamtwA Laboratories Report 1C-1273-94 (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. Ramlach Laboratories Report IC-1274.94•(ASTM.E72) Racking Shear Test 5116• Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on comer with a 6d common galvanized nail 10. Ramtech Laboratories, Inc. Report 10868.9711475 (ASTM E72) Racking Shear Test, 5116* Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at15 inches on corder with a4d, 0,091 inch shank by 0.225 inch'head diameter by 1.5 inch long ring shank nab 11. Ramlech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5l16• Thick by 48 Inch wide.HardhePanel Siding installed on 2X4 Horn -Fir wood studs spaced at 16 and 24 inches on center with a No 8 X 1 in. brig X 0.323 in head diameter ribbed bugle head screw 12. Ramlerh Laboratories Report 11254-9911580 (ASTM E72) Racking Shear Test, 5/16' Thick by 48 Inch wide HardceParal Siding installed on 2X4 Horn -Fir wood studs spaced at 16 and 24 inches on tamerwith a ET&F0.100 in, knurled shankX 1.5 in. brig X025 in. head diameter pin fastener Q;4S: FiC,qjtc' ft` •'• aG'ip • co a z,,„"' RED JAMES HARDIE BUILDING PRODUCTS, INC. 1.888.542-7343 info@jameshardie.com TEST RESULTS: Table 1a, Results ofTransverse Load Testing RONALD I. OGAWAASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 7%847.4595 FAX PROJECT: RIO.2556-15 Fastener Spacing hn.l Frame UlGmete Allowable Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Age in.) in) Frame T in.) Supporis Supports Fastener T PSF) PS IC-1Z70.94 Ramtsch 0.3125 48 ZX4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC•1270.94 RamteCh 0.3125 48 ZX4 wood Hem -Fit 16 4 4 6d common 236 78.7 IC•1271-94 Ramtech 0.3125 48 ZX4 wood Hem -Fir 24 6 6 60 common 94 31.3 IC-1271-94 Ramlech 0,3125 48 2X4 wood Hem -Fir 24 1 4 4 1 6d common 443 47.7 10W8-9711475 Ramiech 0.3125 48 2X4 wood, SG 2 0.36 16 4 e 4d. 0.091 in. shank X 0225 In. 90 30.0HDX1.5 In. shank rail Min. No. 20gauge X 3.625 in. X Min. No 8 X 1 In. long X 0.323 In IC-1054-89 Ramtech 025 48 1.375 in metal stud 16 6 6 head diameter ribbed bugle 169.9 55.5 head Screw Min. No. 20 gauge X 3.625 In. X Min. No 8 X 1 in. long X 0.323 inIC1055-09 Ramtech 0.25 1.375 In metal stud 24 6 6 head diameter, bugle 919 30.6 head screw ETdF 0.100an. knurled shaNcX 11149-9811554d Ramtech 0.3125 48 Min. No. 20gauge X 3.625 In. X 24 4 8 1.5 In. long X 025 In. head 170 56.71.375 In metal stud diameter pin fastener Min. No. 20gauge X 3.625 in X ETBF 0.100 In. kru" 1:hank X 11149-9811554d Ramtecin 0.3125 16 4 8 1.5 In. long X 0.25 in head 101 33.7375inmetalstuddiameterpinfastener 1. Allowable LOBO Is the Ultimate Load divided by a FaClor Of safety Of 3. 2.. HardieParel Siding Complies with ASTM C1186, Standard Specification for Grade ll„ Type A Non as6eslos Fmber-Cament Flat Sheefs. Table 1b, Shear Values Allowable Loads In Pounds Per-Ureal Foot for Panel Shear Wells Fastener Spacing r_l Frame Ultimate Allowable ThicknewSpading Perimeter Field Load' Load' Report Number Test in.) Frame T in.) Supports Fastener T IC- IZ73-94 Remtech 0.3125 M48 ZX4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC- 1273.94 Ramtech 0.3125 2X4 wood Hem -Fir 16 4 4 Sd common 698.E 232.9 IC- 1274-94 Ramtech 0.3125 ZX4 wood Hem -Fr 24 6 6 6d common 460.0 153.3 IC- 1274-94 Remtech 0.3125 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 10868- 9711475 Ramtech 0.3125 48 2X4 wood, SG k 0.36 16 4 8 4d, 0.091 in. shank X 0.225 in. 595.4198.5 HDX1.5 in. ringshank raB Min No ZD gauge X 3.625 in. X Min. No 8 X Vin. long X 0.323 in IG7057- 09 Ramtech 0.25 qg 1.375 In metal stud 16624 5 6 head diameter ribbed bugle 990.0 123.8 head screw Min No. 20 gauge X 3.625 In X ETBF 0.100 in. knurled shank X 11284- 99115W Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.5 in. long X 025 in. head 1227.0 153.4 diameter pin fastener ET& F 0.100 in. knurled shank X 11284- 9911580 Rarntach 0.3125 48 Min No. 20 20gaugeX 3.625 um X 24 4 8 1:57n. long X 0.25 in. head 10W.0 132.5 1.375 in metal stud diameter pin fastener1. AD board edges shall be supported by framing. Panels Shea be applied with the long dimension either parallel or perpendicular to studs. 1 ble 3. In the steell framedgassem blies the allowable load is th ratio for construction ba edon the av2erageload at 1/8 Inch net deflection. J```\`\ 11110GA/h,', 2412 1-- RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 0443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1.888-542-7343 infoMameshardie.wirt DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse bad capacity (wind bad capacity) is determined via compliance testing to transverse load national test standards Via the transverse load testing an allowable design bad is determined based on a factorof safety of3applied to the ultimate test load. Since the allowable design bad is based on factor of safety of 3, allowable design beds 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 DesigntASD). By using the combination loading equations for Allowable Stress Design (ASD), the tested allowable design bads for firer -cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5.11A, Figure 26.5.18, and Figure 26.61C. 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, WO combination T. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, 4-0.002W%' 'Kd'l(O-va Equation 2, ref. ASCE 7-10 equation 3o.3-1) q, . velocity pressure at.height z K, , velocity pressure exposure ooeffkiem evaluated at height z Ka , topographic factor w . ennd d'hrectionafdy factor V , bask wind speed (3-second gust MPH) asdetermined from 12012 IBC, 2014 FBC) Figures 1609A, B, or C: ASCE 7-10 Figures 26.5.7A, B. or C V--VIA (reL 207218C d 2014 FBC SCCtbn 76021 defmitionsl Va, uAonae design wind speeds (3•second gust MPH) determined from (2012 IBC, 2014 FBC) Figures 1609A, B, or C. ASCE 7-10 Figures 26.5-1A. B,orC Equation 3, p=,'(GCp-GC i) (rot, ASCE 7-10 equation 30.6-1) GCp , product of it tiemal pressure coeflldent and gust -effect factor GCd , product of imemsl pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn bad for siding) To determine design pressure. substitute q, intoEquation3. Equation 4, p=0.00256'K,'KWK.7V.".(GCo-GCa) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combinalicn 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 load factor for 1N (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, p-= 0.6'(p) Equation 7, p-d - 0.6'10.00256'K; K -K -VaL(GCp-GCp,)1 Equation 7 is used to populate Table 3, 4, and A To determinethe allowable ultimate basic windspeedfor HardieSiding in Table 6, solve Equation 7for Vie. Equation 8, Va =(p„d0.6'0.0025MKWK;(GCp-GCy))as Applicable to methods specified in Exceptions 7 through 3 ofI2072 IBC, 2074 F8C) Section 1609.7.1., to determine the allowable nominal design wind speed (Vesd) for Hardie Siding In Table 6, applythe comarsion formula below. Equation 9, V_0 = Va • (0.6)" (ref. 2012ISC 6 2014 FBC Section 1609.3.1) V. . Nominaldesignwind speed (3-second gust mph) (rot. 201218C 8 2014 FBC Section 1602.1) Table 2, Coefficients and Constants used in Determining V and p, K, Was Zam 5 Height (it) Exp B Exp C Exp D Ks G GC 0.15 0.7 085 1.03 hS6o 1 0.85 1A 0.18 20 0.7 0.9 1.08 1 0.55 14 0.18 25 0.7 0.94 1.12 1 0.65 1.4 0.18 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35 0.73 1.01 119 1 0.85 1A 0.18 40 0.76 1.04 1.22 1 0.85 1.4 1 0.18 45 0 785 1.065 1 1.245 1 0.85 1.4 0.18 50 0.01 1.09 1.27 1 0.85 1.4 0.18 55 0.83 1.11 1.29 t O.BS 1.4 0.18 60 0.85 7.73 1.31 1 0.85 7.4 0.18 100 0.99 19 143 h>60 1 1 0.85 7.8 0.18 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@jameshordie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF'to be Resisted at Various Wind Speeds -Wind Exposure Category B. Wind 5 3-secondgust) 100 105 110 115 120 130 140 150 16D 170 180 19D 200 210 He1gM (R) B B 8 B B B B B B B B B B B 0-15 14.4 152 17.5 19 1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24A 25.3 32.5 37.0 41.7 46.0 5Z1 57.8 63.7 25 14 4 15.9 17.5 19.1 20.8 24.4 25.3 325 37.0 41.7 46.8 SZI 57.8 617 30 14.4 15.9 17.5 19.1 20.8 24A 283 32.5 37.0 41.7 46.3 52.1 57.8 53.7 35 15.1 15.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 6D.2 WA 40 15.7 173 19.0 20.7 226 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69.1 45 162 17.9 19.6 21.4 23.3 27A 31.7 36.4 41.5 468 52.5 55.5 64.8 71.4 50 16.7 18.4 20.2 22.1 24.t 282 32.7 37.E 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 226 24.7 28.9 33.6 38.5 43.8 49.5 55.5 51.8 68.5 75.5 1 25.6 2 4.0 82.9 924 02.4 112.9 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C. Wind S 3-second gust 100 105 110 115 120 130 14D 150 160 170 180 19D 200 210 H' td it C C C C C C C C C C C C C C 0.15 17.5 493 21.2 23.2 25.2 29.6 34.4 39.5 44.9 W,7 56A 63.3 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 60.2 67.0 74.3 81.9 25 19 4 21.4 23.5 25.6 27.9 32.8 35.0 43.6 49.6 56.0 62.8 70.0 77.6 95.5 30 202 273 24 5 26 7 29.1 34.2 39.6 45 5 51.5 58.4 65.5 73.0 80.9 49.2 35 20.8 23.0 25.2 27.6 30.0 35.2 40.8 46.9 53.3 60.2 67.5 75.2 83.3 91.9 40 21.5 23.7 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 24.2 29.1 31.6 37.1 43.1 49.4 55.2 63.5 71.2 79.3 87.9 96.9 50 2Z.5 24.8 29.7 324 38.0 44 1 50 6 57.E 5.0 72.9 81.2 09.9 99 2 55 22.9 252 g- 26.0-28.4 30.3 33.0 35.7 44.9 51.5 58.6 662 742 827 91.6010032.8 359 43.1 4&9 55.0 63.8 73.3 834 A4.1 105.5 117.6 130.3 743.6 Table 5, AllowableStress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 150 190 200 210 Heigh (11) D D D D D D D D D D D D D D 0.15 21.2 23A 25.7 28.1 30.6 35.9 41.6 475 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 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.6 74.9 89.4 92.4 101.9 30 23.9 26.4 29.0 31.6 34.5 40A 46.9 53.8 61.3 692 77.5 85A 95.7 105.5 35 24.5 271 29.7 3Z5 35.3 41.5 48.1 55.2 62.8 70.9 79.5 88.6 98.2 108.3 40 252 27.7 1 -30.5 33.3 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 111.0 45 25.7 283 31.1 34.0 37.0 43.4• 503 57.8 65.7 74.2 83.2 9Z7 102.7 50 252 289 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 04.9 94.6 104.8 55 26.6 293 32.2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 A16360 1lXl 3 .0 40.8 44 7 48.9 53.2 62.5 72.5 83.2 Tables 3, 4. and 5 are based onASCE 740 and consistent with the'20121BC. 2012 IRC and the 2014 Flonda Building Code RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONOUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-886-542-7343 irvfo@jameshard.le..com NO Table 6, Allowable Wind Speed (mph) for HardiePanel Siding(Ana/yt6la/ Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3)e J 11`11O'Glrq.,Y,9Q:r PTlRC.4;.•. 201216C, 2014 FBC 201218C, 2074 FBC 202 L 5 f1i 1 STRTE F • G a"C i C ••• j )P; `` \ ij/// rl ••••L,-\\\ 1UlUII 1:111\\\ Coefacisnb used In Teals 6 okuls6ons forY,4 Albwable, Ultimate Design Wind, Speed. Yui • 3 second goat mph) AlWwable, Nominal Design Wind, Speed, 3 second gust mph specified in 120t BloCS 2014 FOCI Section 1609.1.1.asdeterminad by 120121BC, 2D74 FBC) Figures 1609k B. or C AMIIrsWm e•tost!"s specified In Exeeplom t through 3of12012IOC. 2014 FBC) Section 16DD. 1.1. Wind exposure category Wurd a ure caleg= Siding K. Product Product Thickness inches) Width inches) inches) Fastener Type Fastener Spacing Frame Type Stud StudSpacing inches) Building Heights lest) B C D B C D Design Load PSF) Ecp B Esp C Em D Ke 1` C'CoC>CrHerdiePanetb 5/16 48 ad common 6 2X4• wood Hem - Fir 16 0. 15 186 168 153 144 130 lie 49.7 0.7 OSS 103 h56D 1 0.85 14 0.15 20 186 164 149 144 127 116 49.7 0.7 0.9 1 0a 1 o.es 1.4 018 25 186 160 147 144 124 114 49.7 0.70,94 1.12 1 0.85 1.4 0.18 30 186 157 144 144 121 112 49.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 182 154 142 141 120 110 49.7 0.73 101 1.19 1 0.95 1.4 0.38 40 178 152 141 138 118 109 49.7 0.76 1.04 IM 1 0.85 1.4 0.18 45 175 150 139 136 117 108 49.7 0.785 1.D65 1245 7 0.65 14 0.1a 50 172 149 138 134 115 107 49.7 0.81 1.09 1.27 7 0.85 1.4 0.18 55 170 147 137 132 114 106 49.7 0.83 1.11 1.29 1 0.95 1.4 DAL 60 168 146 136 130 113 105 49.7 0.85 1.13 121 1 0.85 1.4 0.18 100 139 124 116 108 96 90 49.7 0.99 126 143 h>80 1 0.95 1.11 0.18 HardiePanel® SH8 48 ad common 4 2X4 wood Hem - Fir 16 0- 15 233 212 192 181 164 149 78 7 1 07 0.85 1.03 hs60 1 0.85 1.4 0.18 20 233 205 158 181 159 146 78.7 0.70.9 1.09 1 0.85 1.4 0.16 25 233 201 185 181 156 143 78.7 07 0.94 1.12 1 0.65 1.4 0.16 3D 233 197 181 181 153 140 78.7 0.70.98 1.16 1 095 1 4 0.18 35 229 194 179 177 151 139 78.7 0.73 1.01 1.19 1 0.85 1.4 0.1a 40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 0.85 1.4 0.18 45 220 189 175 171 147 136 76.7 0.785 1.065 1245 1 0.85 1.4 0.10 50 4 187 173 3 145 134 78 7 0.61 1 1.09 1.27 1 0.85 1.4 0.19 55 214 185 172 156 144 133 78.7 0.63 1 1.11 129 1 0.85 1.4 0.16 6D 212 184 171 164 142 132 483 0.85 1.13 1.31 t 0.85 100 175 155 146 136 120 113 78.7 10.99 126 1,43 h>60 1 10.85 1.810.18 HardiePanel® 5/16 48 ad common 6 2X4 wood Herr1• Fir 24 D- 15 147 134 121 114 103 94 313 0.7 085 103 hs60 1 0.85 1.4 0.1a 20 6.7 130 119 32659 101 92 313 0.7 0.9 1.00 1 0.85 1.4 0.18 25 7 127 116 5 98 90 313 0.70.94 1.12 1 0.85 1.4 0.18 3D 147 124 114 114 96 89 313 0.7 OM 1 1.16 1 085 14 0.16 35 144 123 113 112 95 87 313 0.73 tAt 1.19 1 0.85 1.4 0.16 40 141 121 112 109 94 86 313 0 75 1.04 1.22 T 0 85 1.4 0.18 45 139 119 110 108 92 86 313 0.755 1.065 1,245 1 0.85 1.4 0.18 5D 137 118 109 106 91 85 31.3 0.91 1.09 127 1 0.85 1.4 0.18 55 135 117 108 105 91 84 313 0.83 1.11 1.29 1 0.85 1.4 0.18 60 134 116 108 103 90 83 313 0.85 1.13 Lit 1 t 10.85 1.4 0.1a 100 111 98 92 86 76 71 313 0.99 1.26 1.43 h>60 1 045 1.8 0.18 HardiePanel® 5116 48 common 4 2X4 wood Hem - Fir 24 0. 15 182 165 150 141 128 116 47.7 0.7 0.55 1.03 hs6D 1 0.85 1.4 0.18 20 182 160 146 141 124 113 47.7 0.7 0.9• 108 1 045 1.4 0.18 25 182 157 144 141 121 111 477 0.7 0.94 1.12 1 0.85 1.4 0.10 30 162 154 141 141 119 109 477 0.7 0.98 1.76 1 0.85 1.4 0:18 35 178 151 139 138 117 108 47.7 0.73 1.01 1.19 1 0,95 1.4 0.15 40 174 149 138 135 116 107 47.7 0.76 1.04 122 1 0.85 1.4 0.18 45 172 147 136 133 114 106 47 7 0.785 1.065 1245 1 0.85 1.4 0.18 50 169 146 135 131 113 105 47.7 0.81 1.09 127 1 0.85 1.4 018 55 167 1" 134 129 112 1D4 47.7 0.83 1.11 1.29 1 0.85 1.4 0.16 60 165 143 133 128 111 103 47.7 0.95 1.13 31 1 0.85 1.4 0.18 100 137 121 114 106 94 88 47.7 0.99 125 1.43 h>W 1 0.85 1.6 0.18 HardrePaneM 5/16 48 4d, 0.091 in. shank X 0.sha HD X 1.5 in. long ring shank nail 4 edge B field 2X4 wood SGe0. 36 16 0- 15 144 131 119 112 101 92 30.0 0.7 0.85 1.03 hSW 1 0.85 1.4 1018 2D 144 127 116 112 98 90 300 0.7 0.9 Loa 1 0.55 1.4 0.18 25 1" 124 114 112 96 as 30D 07 0.941.12 1 0.55 1.4 018 30 144 122 112 112 94 87 300 07 0.98 1.16 1 0.95 1.4 0.18 35 141 120 111 109 93 86 30.0 073 1.01 1.191 0.95 1.4 018 40 138 118 109 107 92 85 3D0 0.76 1tX 122 1 0.85 1.4 0.18 45 136 117 105 105 91 84 30.0 0.7B6 1.065 1245 1 0.85 1.4 0.18 50 130 116 107 104 89 83 30.0 0.61 1.08 127 1 0.85 1.4 0.18 55 132 114 106 103 89 62 30.0 083 1.11 1.29 1 0.85 1.4 0.18 60 131 113 105 101 88 82 30.0 0.85 1.13 1.31 1 0.85 1.4 018 100 IDS 96 90 1 84 1 74 70 30A 0.99 125 1.43 h>60 1 0.85 1.8 0.18 RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@)ameshardie.com 2012IBC, 2074 FBC 201218C, 2014 FBC 2412 Allowable, Ultimate Allowable, Nominal Design Wind, Speed, 3•sewnd gust mph) Design Wind, Speed. 4A 3-second gust mph) i •.-• S;'•. LD RIDP '1". Applicable Ic methods App6od4 tomethodsspecifiedIn )2D7218C, DI2IBd in ExcepliDris a/n,jIn1mgh3120121BC Du' 1aV```• 1609.1ifedA. IM121BC, 2014 FBC) 2014.FBC) Section Figures 1609A B, or C 1609.1.1. Coefficients used in Table 6calculations for V. Wind exposure category Wind exposure calegosiding K• Product Stud Building Allwable Product Thickness Width Fattener Fastener Frame Spacing Heights 1 B C D B C D Design inches) inches IT WeSpacing Da9T Typeinches) feet) Load PSF) Exp B Exp C Exp D Ka N DC. GC D- 15 198 180 163 153 139 126 66.6 0.7 0.65 1.03 hsW 1 045 1.4 OAS Mtn. No 8 X 20 198 175 159 153 135 123 565 07, 0.91.08 1 085 1.4 0.18 25 190 171 157 153 132 121 56.6 0.7 094 7.12 1 0,95 1.4 016 1in. long X Min. No. 30 198 167 154 153 130 119 56.6' 0.7 0.98 1 1.16 1 0.85 1.4 018 0,323 in 20 gauge 35 194 165 152 150 128 118 56.60.73tAt 7.19 1 0.85 1.4 0.15 headX3.625 40 190 162 ISO 147 126 116 66.6 0.76 1.04 122 1 0.6.5 1.4 0.1e HardiePanelS 11448diameter6in.X 16 45 187 161 148 145 124 115 56.8 0.785 1.065 124 5 7 0.65 1.4 0.18 ribbed1.375 in50184159 147 143 123 114 56.6 0.81 1.09 127 7 0,95 1.4 0.18 bugle head metal55182157 146 141 122 113 56.6 0.83 1.11 129 1 0.85 1.4 0.18 screw, stud 60 180 155 145 139 121 112 55.5 0.85 1.13 1.31 1 0.85 1.4 0.18 100 149 132 124 115 102 96 56.6 099 120 1.43 h-W 1 0.85 1.8 0,18 D-15 146 132 120 113 1 102 93 30S 0.7 085 1 A3 hS50 1 0.85 4.4 0.18 Min. No 8 X 20 146 128 117 113 99 91 30.6 0.7 0.9 1,05 1 0.65 IA 0.16 25 146 126 115 113 97 89 30A 0.7 094 1.12 1 0,85 1.4 0.16 1 in longXMin. No. 30 146 123 113 113 95 81) 30.6 0.7 0.98 1.16 1 F85 IA 0.18 0.323 in20gauge35143121 112 110d9486 30,5 073 1A7 1,19 1 0.05 1.4 0.18 head X3.6254D140119 110 IDS85 3D.6 0.76 1.041221 0.85 4 0.16rltibed HardiePanel9 114 48diameter6in. X 24 45 137 118 109 IDS85 30.5 0.785 1D65 12451 0.95.14 0.18 1.375 in50135117 108 10584 30.6 0.51 1.09[1.43 1 0.85 1.4 0.18 bugle head mew55134116 107 104 83 30A 0,63 1.11 1 0.85 1.4 0.18 stud 60 132115 106 10282 30.6 0.85 1.13 1 0,55 1A 0.1810D 9Crew1 109 97 91 85 70 30.6 0.99 126h>60 1 O.B5 1.6 0.18 ET&F 0. 15 198 180 163 153 139 IV 66.7 07 0.85hs60 1 0,65 1.4 018 20 198 175 160 153 135 124 56.7 0.7 0.9 1 0.as-IA 0.18 0.100 in. 25 198 171 157 153 132 121 56.7 0.7 0.94 1 0.85 1.4 0 18 knurled Min. No. 30 198 167 154 153 130 119 55.7 0.7 0.9a1.16 1 0.85 1 4 0.15 shank X 20gauge35194165 152 150 128 118 66.7 0.73 1.011.1e 1 0.85 1.4 0.16 1.5 in. long 4 ed ge X 3.625 40 190 163 150 147 126 116 56.7 0.76 t.04 122 t 0.85 1.4 0.18 HardiePaneM 5/1648In. . 8 field In. 16 45 157 161 149 145 124 115 56.7 0.785 1.065 1245 1 0.55 1.4 018, head head 1.375in 50 184 159 147 143 123 114 567 0.81 1.08127 1 0.85 1.4 0.18 diameter metal 55182157 146 141 122 113 56.7 0.93 111 t29 1 0.85 1.4 0.15 pin stud 60180156 145 139 121 112 56.7 0.85 1.731.31 1 0.85 IA 0.10 fastener' 100 149132 124 115 102 96 56.7 0.99 126 1.43 lh4D. 1 0.95 1.8 0.16 ETBF D-15 153 139 126 118 107 g8 33.7 0.7 0.85 1.03 hs6D t 0.65 1.4 0.10 20 153 135 123 11 B 104 95 33 7 0.7 0.9 1.08 1 0.85 14 0.18 0.10D In. 25 163 132 121 118 102 94 33.7 0.7 0.94 1.121 0,85 1.4 0.10 knurled Min. No. 30 153 129 119 118 100 92 33.7 0.7 0.99 16 1085 1.4 0.16 shank X 20gouge35150127 117 116 99 91 33.7 0.73 11.01 1.19 1 0,85 1.4 0.16 1.5 in, long 4 edge X 3.625 40 147125 116 114 97 90 33.7 0.76 1.04 1 22 1 0.85 1.4 0.18 Han iePanel® 511648Xin. 8 field in. X 24 45 144 124 115 112 96 89 33.7 0 7B5 1.065 1.245 1 11.a5 1.4 0.16 head heed 1.375in 5D 142 122 113 110 95 a8 33.7 061 1.09 1'27 1 0.85 1.4 0.18 diameter metal 55140121 113 1D9 94 87 33.7 0.83 1.11129 1 0.85 1.4 0.16 pin stud 60139 120 112 1D7 93 87 33.7 0.85 1.131.31 1 0.65 1.d 0.18 18stenW 100 115102 BS 89 78 74 33.7 0.99 126 1.43 ha60 1 10.1151LILLiia i. svaws snan penetrate ine metal irammg at ieast tnreetun inreads. 2. Knurled shank pins shall penetrate the metal framing at least 1/4 Inch. 3. Building height = mean roof height (in feet) of a building, except that save height shall be used for roof angle O less than or equal to 10• (2-12 roof slope). 4. Vult = the ultimate design wind speed (3-second gust mph) as determined by 12012 IBC, 2014 FBC) Figures 16D9A, 1609B, or 1609C; ASCE 7.10 Figures 25.5.1A, 26-9-15, or 26.5.1C S. Vesd = the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of (2012 IBC, 2014 FBC) Section 16D9.1.1. 6. The wind speeds in (2012 IBC, 2014 FBC) Figures 1609A,1609B and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with )2012 IBC, 2014 FBC) Section 1609.3.1 to nominal design wind speeds, Vasil, 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 building height and wind speed Is pemutted. 8. Wind speed design assumptions,per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: KC=7, KeO.85, GC4=1.4 (hs60), GC, -1.8 (f»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 HARDIE* BRAND FIBER -CEMENT -PANELS TO WOOD FURRING SOLUTIONS • _ _ JAMES HARDIE BUILDING PRODUCTS, INC'. ' 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS _ COVER PAGE .. _ PAGE', ' EVALUATION SUBJECT - EVALUATION SCOPE - - - 2 - EVALUATION PURPOSE , - 2' REFERENCE REPORTS , - 2 TEST RESULTS - 1 2. TABLE I& RESULTS OF TRANSVERSE LOAD TESTING - - -2' TABLE I B. ANALYSIS OF ALLOWABLE LOAD FOR 08 SCREW AT 10- O.C...: :2- JUSTIFICATION OF USING THE RESULTS ON LIGHT GAUGE STEEL FRAMING DESIGN WIND LOAD PROCEDURES .. 1 _ _ _ : 3 TABLE 2, COEFFICIENTS ANDCONSTANTS USED,IN DETERMINING V AND p 4 TABLE-3. ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B - 4 TABLE:4, ALLOWABLE STRESS.DESIGN C&C PRESSURES EXPOSURE.C. 4 . TABLE 5. ALLOWABLE STRESS DESIGN C3C PRESSURES EXPOSURE•D = 4 TABLE,6,ALLOWABLE WIND SPEED (MPH);FOR HARDIEPANEV SIDING 5.6•-. AS -PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE %VITH THE . .. REQUIREMENTS OF THE ASCE 7-10. THE 2014 FLORIDA'BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING'CODE. PREPARED BY: RONALD 1. OGAWA 6 ASSOCIATES. INC.. 16835 ALGONOUIN STREET 0"3 HUNTINGTON BEACH, CA 92649 - 714-292-2502 _. 714-847.4595•FAX- sli'OGAWq j7 SSrONA a RONALD 1. OGAMASSOCIATE3, INC. 16835 ALGONQUIN STREET 8443 MU d1TNGTON BEACFI. CAB264e I) 714-2e2-2= (F) 714.64715% PROJECT: Rr0-2576.15 EVALUATION SUBJECT MardieParvow Swing James"Produd Trade Namoa tlevemd In Urb seak"orr. K~anow "". cenWanew sidn0. Cornell- Pww sdm EVALUATION SCOPE: ASCE T.to 2014 Flttri0s 8u09np Coda 2012 billionsum Bttadbtg coda 2012 bmcatiarvi Reside rLal Cede EVALUATION PURPOSE: 116 amerye'sIsb daoeristhe masmsn design 3weve" gusl wind speed to be r.saled by an eaoambly of 1lardiaParalrampenet Prevaa Pona>) sC4y lest4rod W vlood Itsrrrgo an sktrcwaod a corral framing w th rob or stows. REFERENCE REPORTS: 1. Wulek Repot 10202455100000 A. Transverse bag lee an HwdbpawL . TEST RESULTS: Table 1a. RastdCa o/Tmuverve LoadTooktg From Fasbtor LCrmm Teat Thitweea Sperm Spacing FastenorType Load Design Load Reaon Number A2MI67 Ih VA tlian-I Frame T an. 011.1 and Dmendorts MSF) PSF7 Falls tom 102074761000d01A htlertek 0.3125 40 2X4 wood sk4l W via by 3.5' Is 6 NO a X 1.25 W4 X 0.3ZS MD 160.7 Sib Pao tlsdtghRnmoswideSWbrdnpribbedWebloadstas4s1020743& 10004)01A buwwk 0.31254a 2M Mood Iftol' 3Fa' aioc M 3X 16 a No• a X125'"X 0.3Zr ND 131,4 43.0 PUB tramrih sideSPFNo+O robed Wple Mae noses 102024303C000MA bttonsk 0.3125 49 2X4 wood "' 3Is' Via by 3'' 16 W No, a X12S we Y. 0.=7 MD 105.1 35.4pin mm+Oh wimSPFaerieMondmooloadscrewslam& p O 0pI k hurt@k 0.3125 45 2" ~dad inure. 3f4• trite; by 3.5' 16 6 0.0W shard; X 021 S MD a IS 147.6 4:2 WA trMpmRrataas wideSPFWinglongftsnanknagIGM4367000401A. hear" 0.3M 45 U4 Wooe ate' W No Ill, 3S 24 a o' a X1Z%l loreX O,SSS MD a2.7 21.6 pAlamagnnmOura vrk* SPF tuning rated pgls head sondes 1. IJ taslerrra sus breleaed on hmrp rvt Dra petrersasn sad an Uaninp nrernsua. 2. Akowwko bed isdemm+lned gam U01imats troddlvimd M a faudrof saletyof 3. 7. MardtaPsnat SAdtp om0asa veer ASTM Cn68, Standard SpeoiEo Pn tar GnW 1f, rye A Abnaadesos 112sr-Comes Fst Sweta. Table 1b. Anal" of Alterable Load for 04 Stawoal 10' = so SWMSpeamFasten fin. a 12 ID Frame tm. 16 16 16 Fosmnuld0 arse 06a 1.33 7.11 AtbwsWo head 436 354 380 s+ divi0wl fo<W load fb. W.e 472 43.1 The bswxw bad fors'6 W111* n 170.0. wa7 tstalbted da do averaged use tM rastfu for r altd lr o.e. Tlo sttwobb load for as saw at the spaesrp of I0' 0.c. bde lur" on be oWshd by iderpWtitp dts reaRa a same rostanse ale• QC it G.C.. alma inch Ills rod aura fa0rse modo d usto:+m qO 0usup tram are porbts As sfioam In tw Cable, Oo aaoeaD4 bad ter as screws brslaadd a1 Ie' O.C. Cawood1oab0 is UA pot Jrsansatlon of Uehrg Use Rnufb on L W4 Dame Steel Frerrdrrg into stm) ed ordmreedans, a7 Casurors were aLow to tuning onry, so vmaaro trrs wni+p is aeatyod ID wood ore" Mott aws rot a7ers P—W trensysras loan eepom. n 0w pre)so atgineots MWMaNtCW is Wood asRMM atmoaoerd a" 0011119 mamaban le wn outhas a trod oDa°cities. RONALD LOGAVAASSOCIATES. INC. 1B835 ALGONOWN STREET 8"3 HUNTINGTON BEACH. CAIRS" 7) 714.292,2602: (F) 714-11,47-4595 PROJECT: RID•2578-15 DESIGN WIND LOAD PROCEDURES: Fier-cwm d s" nnmrW bad aapa" twlnd bad =mdl7) b 6e1 m*wd vim czppk w wum0 IDawwm ADM nowrms am r..w..a. Va We baavarw loud mming an Oo+ane aasyn bn Is deUn k" based on a am of my d 3 DppiDc m Dw w mm as ba0. EgwUon 1, gr`D.ss'K'K.'K. ° W. ASCE T-10 tglotim 3D31) a . vabdy proapat at falipla a K . p.eacu.e e,QowD aoe:r3int evaklatad d IeBM s K. , mo0prapliclaCol Egtallon 2. R.. wbnd dtndiwWJ7 f-- V . easteimd vmd r,w=wv= NPN) n mmdtrd bwm 20S21BC FOAW 1609AB. arC; ASCET•1D Fbwoe 26.5-1k B. WC V•V. W. 2012IBC Section 1502.1 eDfvao.tsJ y. , uoinab0eagyn wind Dpeed+ (Saeoand pass N7H) dDaminud bum =2 81C Fgum 16091E IL or C ISCE Mo Fptam 28.5-7A B, or G Equation K Pwq.•(GC,•Gc.) M. ASCE 1.10 eoxrwl 3D.6.1) GC, . prodld d amfWPnanee aoslJena sna pWdlsel faaaGC.d b+U" wue melbdam wo qma bOa P . 6-W pnaoae (PSF) Our aiding (abowabio doWbad brsiM) To demminb dL*n wc=we, alerts o q, bm GWasw 7 EgwOvw a, Apiwwalu SbeU 06*Q. A= 7.10 Session 2.4.1, bad oanmbbtiwl7 EgwUen R 0.613 • 0.6Wdel. ASCE7.10 mcdon J.4.1. bled wrnbimbn 7) D . and bad W . wbO bad To dpMv*w 1be AN—bb Saga Ovaiyn Ae wm. aXty or bW f ow far W (#A" Dom Egwaon a toPMvxpn pmawm) won*W bom egtadbn e Egw6on 6. Pr • D.B•(p) Egw6on T. p— I0.6•(o.oD756.1'IL'K. '•(GC.•GC B . Egwtion 7 Is used to pwAmTebb t 0. *W 5: TD def Mww umopmmwwSA'"asuic wb0 5pus0 for Node S &V in Tbob c aohv Eamw 7 forlr. Egw0m 8. V. ` (PJo•6 0 o02s0'K. K'K'(GC. :IPs Apykaab to meomds 4-cffedin Eriz;Com 1 mrwgb 7 d 2o12 /BC Sedbn '609.1.1„ to deieim Ms arowwab mn-wofderpDwWa, and (VW) farF4rie Si.fp bTaate C. opdy Ne mnreribafaaauti bricKEgwboe 8. V., • V. • (0.610 W. 2012 ac se^—:wt 1609.3.1) Vr . Nwa+W Oc w -4 0spae0 (lu mww pw: ro) (m ::0 f2Is Sa: ior.15tM1) c • F OR1.. SSIONAV 3 RONALD 1. OGAWAASSOCV%TES. IN'- ISE35 ALGONOLOM STREET 0"3 KLwnNGTON BEACH. CASMS 1) 714-292-2602: (F) 714-847-4595 PROJECT. RIO-257545 Table; Covffkbm and cWtolam Uwad In Dwiff"onirm V and P. omr3ly-M ff-- NORM INWES MoUlim IMMIL-10 IMMUSESWUMISIXEM11mmm EMISSION WiLI'm SEMMES OEM-= INKIII SK —TT-M00=00mmm Table 3. Adwmbb Sbms Dedon - Cwmwmdand Cteddbe IMM ftessm" (PSF) to btRm" Mu" " Spowls -Wind "we Caft '8, my I=W=== IMELAIIWILiffiffil Him= 001am ISMILINS NILLM011inVIS m SELL -BE MkLm 0011-1100 Elam MMIMF-jMMMI mobom MMMUSIM 001 100 000 100 MISLIES MINUSES EMMUSEN0 100SIM300 IMMIUMEME MINUSES MISS 0113M MaIM WIIAILM MUM WUM 2XIS Urt,11SMIEL7.7 MISIMINIMMI Will = I&II MUM INZILIS MUM MICUIR MKEgL-M REM MMMiEM IMMIM W2EXMI INIMIUMIS MICURM mcnin ma"MMINEIImMEEMI MUM MM!Elm Emma= WaIMMILIXES MIMULMEIM INEXEMI mEam IMEAmmaEm maim NIF/-Im ImEmonclim IME00 maim WmEn Man MMKIIBI 11021AMMMINNUAM MERIMS ISCaLIEN MERIM NNUZZIN ME±EM IMUEM IMEM SK-1110 INIUEEN INEZIAM EWA= OREIM EURIMMIC- offl-URE mctzxm me-kmmm-4m MnLm minim mal!m 11*2000 IME.-Im MEMLIMMI 1--Wa MEMUMIME!MIS mmijmmrlv MEEBA:m Tabb4.ADD+ bbSVOIIaDulon-elogF rOand CbdOnsIC&C)Pressum(P$F)toboRmWMdVadvAWb08pooft-Wkndl!AP,*W,.C.19.VC. ESELIEN MMMI:- MiLm MUM MILLM MILUM MMIELM IwLjm INELLLMIS CEIrIZE Moll= Mmmkk-UMMI INNUUMMI MINUSES mcsmm Etta= MIL-Im oralllImamow-kn MIULN Imimmmam MK2AM Imam Ica= MENEMINS mmm Table 6, ABommabla Strage DwIgn - C ompormod andCladAng (C&CI Prommim" IPSF) to R' — . 1. be. "ad as Varlims Wind Speoft. Wind Espnury Cobil;M d;: MINESa&= mumm makm MmUm MML3mMaim MCLEmmocumm Momm"m Tables 3, 4.and 5a:obased cnASroE7.10wd,, -%MVwZM2l8C,2MZlRC 4 SSA j cc 1.1% FLOIR SSIONXV111IfIIIIIIII I. RL OGA%Mk =XKT£S,M 16935 ALGOK.^W:6TREET 0447 MUNTD.oTON W-^--K CA 1117649 m T1•-767.7OR; M 716447.4Le5 PRCECT: PJ04 S-15 i I_ 1 AOIi 6. AlbwmY Wd Opsll (wFty)a IIs/Lii1'i11d 011)illp pTMy11OD1 IMllodb ASC! 7•fOCblPrsr >0 fiC P4 f) 171a PS/l AAFS I::RDE BUNG Wi70U. INC. 6asst:aa4T iDo .1.iriisnt:0e.mrD 1 - - 1 . i 1r..arw lr••.m.rr' IIle.elw, Ytab w+ww.6. .'. O."l+sam no OiuPl'r••s.6rr< moo• ta•rcr1+ r1P11 U•ia-owe.' a/r. rcit.r•Iei.1.r a1•r/O[C+••LOD61R tee' 4•rlGrlr Yr!•4 ts.rrs.il.nrD•1r1' Ai74.Or101. ae.•gr. Dr•w s\ ISSIM r.if•sn Tremn W® tN i Fi1Wi 17r. Fssrw 11P.&M F- spas 6••It asna sW.p W IL) • e ' e o e e. o sIr•r1: Ot•..ur r•.6 w.c r-a r„ F G M be I 1 I WAX 7 "D ZRQ. Iia 7L itatr ti wlyr t17d ba.P air v.w b".! r 16 1$ p ITS us; up in 177 1 On etl 1a I on on 11 a4 010 piaTo1Q1T0f`3• 14t 1]7 17D or•-• olo• ew o. 10. Sea to W. fat Sit. Me Cas er I.7 I ptl va w• A• TT O» 70 to No Ib• m - 170 1st a• o1 to mg 35 tti D to 140 17• I• ya• en IO1 I» I f eb i E A• A • D» a. 4o 313 1Y lea IA . sal 717 • Us 971 10l 1 ^' 4s- 17a' ILA 14D Sal 10 tw a00 • 00 L» IA 1 On oa CIS CISIS1TO184is; IS ib 1 a6 sot 1,v 1 l q 777• t67 147 IDS Sit Ito aJ• DO t11 r Do •14 err 0..1CDlli1ST4111511aItoa• 0i. I.a I-1 fOD 7.7- 17s- T70• T77 W - W il• ow 170• 1a- 1rw 1 ptl As L» Il.et•S V16 . r j1 r µ, I r,1)i b••b0 e•10 M•i Ir ii.•i t„ Y OC•' 734.m/r 7DP.Irr 0r. • a"wl.P Yt•Ows W I sl 0•iS lr.' T r 135 1T SIT aaS Lro am 10 1 1. I. Dtl A• 06 • C11L1• 79 1 / t 1_ lU iL OT. CIO A 1 1 t 116 t• all o. tY la II en .,• DC w. Gl. l • 14 1 la+ Il• aaS C» OP Sn 0 l 1. q0 Oli 1L1 110 r eq A• A .I• Lri0.0O4. 16a S 1r1 W a)• Ow Im iTJ 1• 1 I 1 I I aa• e» 19. L: 1. 1 Otl .I• Ctl •.• DnOl• f f43 1+- p• C•, 1p 1_ 1 ITS 1 aa• C61 1.1 ST. 11 a .I• p0 w• It1• le 16S atl 1_7 11C w al• 00 1.it 111 iJl fa. 110 t t01 Yp Y. OW 1> 1•) 1Yp St V rrRa.f4..w r Mo wax t79'IsreX 0.1.1 r. 17QC. 7xsYpp P.rr•1 ITTSLITSW a."1•. 117 1P 1i on CC To ftw 1 Or a• LG A• tuIISTYY• •. on Oq IP- 7 IY 1S1 1 i 11 t 4.9 10 Or 1.17 1 I 0. •1• n 47 Cr a. CIS77. INS701 1• A.. 0.J0 w-w r.1• nl I In Y _ als en ter 1•- 1 s I IN L to x• ere Ir 17 1 efC •,• 0,• Y. D. Ir`. L l 1 1• 1•. LIt iJ 61 1O i T f DO a• D. • DO A• 0uOI• Or• YLI' 111 71 4V• I 11 f it Ow 1•] rJ1 lw 73 1TV DJ s/ ti I la s•w I• Ctl •a• Dto Ilrr4iDiM J10 rO 1f tX 0.n'NO i _ srn,i 1 ISOC. u/ alp tlmsl m- 34 Wilk ,&FtoilKa.B li•.rsis • sMro W It bf6 I Ia L71 UD 1DD y. Cap otl to I Cala• DuiISTSze121lAAS. - 1T0 Csr Ip I1 ea •I• On OuOIC151. 1.• 1 4i• 4 CU IS: 1 eC A4 LI. 1 T 1 L) xI O m i» 1 7 11 11p 7 Y x4 01• f0• 1S 1I Lr •1• o•e a. Dn a. o,t Dosn a u n i x• ow• 1e• 1 Ia w va n. na a. s1 Ill l_. 94 W or I11 law I • etl S! A • C ICtD147I:7 lU 110 p a6• Li 1.•a. it 1 Its t1 • 4.• e1 I 1a0 I I 11a1 I So At CIS 141i1.t•M Y1t is tw.9X 7 a'dp D.Y^T r0 hd a1•.. t•Oz• 7X4 r/ir AP tlWrar1..9M• sld sr aC 0" O.0 170 76 11• O7 of N AS sTo Or I la onml.r A• 0.1[ f 1r1 4 ova Ow 1ft a" Du17seerIC 1 11 I r4 OR pr 1» pill A• 0M0tttl1IJ• CIS 077 rpl ln 4 1 1 p» IW 19 a• lff 11: 1 r Y Tic a" IC IM, t. m m a•e DI1 11 lJ t Da A. e1• clit74Ya10I» l r• ea I Ir w I en +• I IDr4 w.s cIsDr1eeti.i' am 19 Ila O dy u ewer.nrrsr•vrty D,D4• etiYXCa I we rrrmr tO.C• CIO ae rrlee•w.nrwr. 1 A WIN Tor Total, s0 3sr Ai. i••O rll rr I 1i 41t fO 1p0 12 143 130 114 ia art otl Ia I On A., 1 Col.. Ou 01{ 70 10• tsl 141 Ia in 15 0.70 DY- 1•) 75, l83 Its, I to US L73 l:a i7 OA OY 1.11 1 06 •1. I O1V A• t1[ LIIbIIYrlq7yITS1-1 2 0 on 1I9 li t Ito 7 nr IS, pn .1. errIl.r•Pa v r,Irl.r.rlr..wrila•olL. ITT lq 77 n7 s0• ew Ir 4F 1". b U• D 116 107 Y7 ew C. f en. • 1 Or! . • Obally1» 17a its too OT as, lot 1a'I s! 1S S fU to$ is Ow 1,1 I» 1 Ctl •1• r iC •.• CIS e1[ 60 64 14 77! IaD tla list W_ CO rIJ 1)1 7.Ti lai li t6 1G•. am O7 K 17J L.) I.m 1 Ctl •11 pr• 1•m•J..Ins.rrr•awrl.pn.rorlm•r.ppiosrlr.ire TC•77.Ir•1w17l'. • r• ir•PrM i1•II, rr•erir•rOr.wr t. u11r.r..144r. r t.4rrps s•Dt nra qw r'res • p•i.>.i 4 VISIT, .a.r•w•mr1411•i r4wrr••114ar••w4,ax 1•rpaY70CJL •Y11).y •t•17: Yl• Vrs6.P...d/ p e41, Gti.fJD lr6•eu7,T a7ArO:i1L.7ar•NirlCwrsllr rtiY, i • I...r1reraor•. s. rr •.1.e 11rfr I.Yr.YY..•re r 04r4. s Ye1c bR•.11•r u••rt+•w41rC r Irr• •.• STWr T.v.Im n10r1 S.Y ir*r^w rDOL IL•lv OAC q•iY/Js.VNA. UMITATIOTTS OF USE: 1) al MODVOMWMWn=e7e/1u (WWOMOW Fit Uiw4iaswC74e94• FAAdv, MO41541=04 t j- R1. 0GAMRAZ=107M. DC. IBMALGOKMW STREET {.{? MU HRICTON BEACH. CA SMAR to 71A.8b>!bR fi) 77••e{7 5 PROJEM RA25/0-15 J MES r0=9 8=0046 PRAOl =.0M 1295447.rJ43 i.1Qj0mrilY10i1..a1. TIM6,AUorAl• WOO $PYdVVI011vi1MiaiPwili•loMPM304CFin 1wditn.V . _ - r - Asi.• ra., lJo1.r .,r.•.•p•Ia.l ° . - • . .. ' 1 ..r. r WLOK,mN. '. AN•.Ir 1,1%.{I' , y - im{+, lol.i.w' .Ife./:.Ts1..a i. eA,v[ a.pw:K {1.n.rpa7t{G>DI. . - -• .. . .. M... loaa101P12, ` . 00O._1O,1.1. 0.0m ... Nod for 0.slr1.V_ mile.. w• q.•N. Oa7ar1I asa •. P.IOan a..ul+ r Tidr MIND i•al.rw i.1b1Jom 0 irNi WP,) Owdw ILIOCT7P Ar. d. a. qW aC aL 1n1 Itw00Pa1110 SYIO' Y. MAX 1 zrwv bwb WO. C.C. 00 M".Mw 20ipa. * a a• p ii i0....d mo10q illy 1Y to I:7 00 Cie On n i' Oa c0 w w• aY OU IS 040 I. l0 Ilm 19 a•{ 10 in 00 on 0a ln I c. an w• a• 04 ON w in YISO, 1q 17a Its aa• O00 Oa• N 3! 1p am lY- lY 124 IN no - 07) q 10 1. Oa! w• 01. 0• l0 lu a. N! 1D Ila ta{ Om Ia I:, I 1 c. O43 en 1/ w• w• 7u 0V ON b 137- 754) 1•D VAS in A y. - OY IN 12 0 10 IN 1Y Ila 0 N f0 a., I IT IS I 171 a7 1., nv a. eo is m 1 to On a• Oweta 1 { A7' 1.1 1n 11T rim 430 0.1 0 13, im. 1•{. 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S 1{! 7 0. laa lU f.- on ON 17 1 OG OaG w• C'I I0 33 in 130a193IT, III 07 caa Ow IY I. 0 la0 11! I Oat I'm11• sa eN I71 t!a 1.a W M lob • gal w 1d I 1 en ea Oa 0K w• w• aI 1• ONC10 am amAl 77• 10 la! 110 I.i, OH cT. 1.a w177 Y137 0 111 IK • M0 6.1 a 17•. 04 06 11J IM 101 1• la! ail Ao IR 130 w Its Y 1D 1y7 1a 131 07 on la 13' 1 Cn 4- ON IT, a0 173 15 1CT C! JIB 4w 1.af 1K r.i t cr.' w1 ON a V.o. rt•.r rl.wg .wlN.ago, n. taW.1a P171r total a , o• • , a.. a.,. w. a 1. r. l_.AIdoa, .w.. a tar lasaawralara ry.4c Y.•A... s •1..aa c W...r• aa...r..0wA1gr.I... wA11cc )a00rw0 aOCK M , w{.,.7t0pl.If/00. C{M. a1/3, Crti..l { vci 0CK 1{. 1ra ••0, r . I, N. •. Ylr..e I•..r.rwa. i r w.rtO.q roc. ..Y..rMlhnq...•{..ad/wL.irwa r OOC!•w. aD: •w7w •7r ••7,•1a UYITATIOY.S OF USE: 11 In NO w+W91r.rbmim,n 09*0 MMC 0n Yl•na:0{Oe Cowft Pblm, MMIS-01.1.'• 0•. E0 OGAWq NBF• a% SiA 0 FSS ON A\ 11 H O am LLI H Cl) LLI H REPORT NUMBER:102024363000-001A ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30, 2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COOUITLAM, BC V3K 7C1 RENDERED TO JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TO.0G.4 21 = S TA Report of HardiePanele tested in accordance with ASTM E330-200212014, Standard Test Method for Structural Performance of Exterior -Windows, Dotes, Skylights and Curtain Walls by Uniform Static Air Pressure Difference PRODUCT EVALUATED: HardiePanel® EVALUATION PROPERTY: Transverse Load Testing This report is for the exdusive use or Intertek's Client and is provided pursuant to the agreement between Intertek and its Client lnrertek's responsibility and liability are limited to the terms and conditions of --he agreement. Imertek assumes no liability to any party, other titan to the Client in accordance with the agreement, for any loss, expense or damage occasioned by the use of this report Only the Client is authorized ro copy or distribute this report and then only !n its entirety. Any use of the 1n.ertek name or one or its marks for the sale or advertisement of the tested naterial, p-oduct or service must first be approved in writing by Inter'ek. The observations and test results in this report are relevant ono, to the sample tested. This re=,r by itself does not Imply that the material, product, orservce is or has ever been under an In.'ertek certhIcatlan program. James wft BuMM Products, inc. Report No.1CM4363COO-MIA 1 Table of Contents Apfil 30. 2n1s Page 2 c17 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 .............................................. _............. ............................................ I 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 pGAWq 1 *. oc 9, FLOFtV' •' FSSIONAL Intertek Florida Product Approval HardiePanel° Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the. Miami -Dade County Florida NOA .15- 0122.04. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Report RIO-2556-15. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. e HardiePanelo"Z'K Veltjca[Siding 1 JamesHardie EFFECTIVE SEPTEMBER 2013 1 INSTALLATION REQUIREMENTS RESIDENTIAL S14G I FAMQY ONLY - PRIMED & COLORPLUS° PRODUCTS VisR tvww.iameshailie.com for the most recent version. SMOOTH CEDARMILL® • SELECT SIERRA 8 • STUCCO IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, V101ATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THATYOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS INSTALLATION OF HZ1 OTM PRODUCTS OUTSIDE AN HZ10e LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-86&942-7343 (866 9HARDIE) STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage al butt joints. Cant' planks on edge. Protect edges and comers from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. CUTTING INSTRUCTIONS OUTDOWS . INDOORS 1. Position aJtlirg station so that wind will birodust arrayhorn user ,.Cut arty using score and snap, or shears (man viol, electric or pneumatic). and,blthers in waldg area 2. Position cutting statlonln well -ventilated area 2. Use one of the fft*igmet ads: a Best I Scare and snap U. Shears Orartual, dectric orpreurnoW . NEVER use a power saw indoors b. Better. I. Dust reducing circular swir equipped with a --NEVER use a circular saw blade that does not tarty the H36031ade saw blade vadenrark Hardealade' saw blade and HERA vacuum extraction NEVER dry sweep — Use wet suppression or HEPA Vacuum c. Good: I. Dust redudrg chcutar saw WM aHardieBlade saw Wade artily use fa bw to nodelele adtiV Itinpartant Nft ror ffmmum protection Ommst respirabledstwod coon), Janus Hamle mcorrononds aMays usnp'Best•-level cutting mobids where taws. NM-apprmed respirators can be used in rxxgunrAoi with above cAang practices to further reduce dust a posuim Additional sposve udomtatim is avanlab'e at rwirjameshadie.com tolap yw determine be most appropriate autug method foryarn job regtdremenla 9concent still arisls about sposure levels oryou do not mm* with Ue adore practices, you should aW4s cx wt a quaited industrial hygier& or conW James Hardie for hudher udonnation. atgmhrs GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commerdall Multi -Family installation requirements go to www.Jame-cHardemmucial.com HardiePaneP vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" D.c. See genernal fastening requirements. Irregularities in traming and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreerAurring) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. iamehardie.com A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance With local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap® Weather Barrier, a non -woven nDn-perforated housewrapl , which complies with building code requirements. When installing James Hardie products all clearance details in. figs. 5,6,7,8,9,10&11 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel vertical siding in Fascia or Trim applications. Some application are not suitable for ColorPlus. Refer to CobrPlus section page 3. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie® Products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should takeintoconsiderationthecoefficientofthermalexpansionandmoisturemovementoftheproductIntheirdesign. These values can be found In theTechnical Bulletin 8 "Expansion Characteristics" at www.JamesHaTdie.com. INSTALLATION: Joint TreatmentFastenerRequirements • Vertical Joints - Install panels in moderate contact (ftg.1), alternativelyPositionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or2" away from comers. Do not nail into comers: caulked (Not applicable to ColorPlus° Finish) (fig. 2). it HardiePanel be al 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-rosi.-w• barrier water-reslstive corns Double stud may be required to maintain minimum edge / P 4 stud `'mbar sisam nailing distances. l 2 x a stud Figure 1 stud „ , ; upper panel upper Panel 9Dn water-reslsttva I l " a,jlk ,<• Caullk 1 r4• gap barrier sheathing HardiePanel Batten Joint "HI" Joint Z IIaSNnp i 'Z•tteshutg 00. vertical aiding water-reshative barrier t decorative bend boardkeepnails ( MjD 4 stud IdWefIonsware• min panel • paneliel edges plate ° Figure 4 Iwve approprgte gap between Recommendation: When r= O panels. Cron pink- install Sierra8, provide UUCaulkJointadwblestudatpanelmoderatecontactpaotapplicablato001citieRnlsh) jams 13a%ud nalling keep fasteners 2• I _. 'Apply caulk In aardance vith caulk h gr• awaytrom comers 111 i n•.anula rurers written apdlcaUon InSITUCUons I For additional information on HardieWr "m Weather Barrier, consult James Hardie at"1-866-4Hardie or wwtv.hardietvrap.com WARNING: AVOID BREATHING SILICA DUST James Rowdo prodcts remain Iwafie crystalene aim, Whim is Imom to the state 01 California to cause cane and Is considered tryMC and NVs+ tobeacause atcancer ham some occuPal anal mum". ereaednp ercessWeamannsofmsma* Owdustcanalsocause a dlpbrIngarbpotentaeynatal"tlrsease called snood& an7has beenirded0ttowditeases. Soren scudesarpgestsnholonpmay I Ioeasethesensu. Owingg Installation or nardling: (1) wart in outdoor areas YAM amWo ue:rabtah. t2J use tiller carhent 611ear5 tor, aAortp or. vftT rat talble, m aHardteelade• sew Was and rust-redumg circular saw attached to o HEPA vahxrum: M wam others 6n me im edwte area: 14) wear aproperty -lined, t40SH-apprdvea dust mast. or rawamr (e g. N-955) in accordance vAlh appllcabte gmmment regulalmns and manutacurer instruNons an tonne 11:41h respirable yllct 61p06dMS During ekan-up, use i&A vacuums or wet cleanup methods - nave dry sweep For lurlher mlormalmn, refer to our Lutzlla!m Instructions ant Mataral Safety Data Sheet mallable al rw.Jameshardie.oam or by calling 1-900-9HARDIE it-e70.942-7343). FAILURE TO ADHERE TO OUR YrAWNGS. MSDS• AND INSTALLATION II.VMZ:TIONS MAY LEAD TO SERIOUS PERSONAL WJJRY OR DEATH. osxrm H51236 - P1/3 1/13 CLEARANCES Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1" 2" clearance At the juncture of the roof and vertical Maintain a 114" compliance with local building code 2" clearance between between James Hardie products surfaces, flashing and counterflashing clearance between requirements for clearance between James Hardie* and decking material. shall be installed per the roofing manufacturer's instructions. Provide a the bottom of James Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 % 2" clearance between horizontal flashing. the adjacent finished grade. steps and driveways. the roofing and the bottom edge of the Do not caulk gap. Figure 5 Stud Figure 6 S'd _ i water es eitF siding and Trim. Figure 8 Refer to fig. 3 on page 1. 9 — FI r • i I : , 1 ! < ill .I! I tl 1 Ib "i-- 2- min. rcomet.. aaidationMaintain a minimum 1" gap between gutter end caps and siding & trim. Figure 9 guller and end cap I2. t!I T; Armintdads material FM Do not bodge floors with HardlePanela siding. Horizontal joints. should always be created between floors gig.10). Water - Resistive Figure 10 Barrier{ 1 Framing Horizontal f r F1 oraq Trim 1 r r sheathing fascia HardiePenel• t 1 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 nags. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or In very humid climates. Consult applicable product evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all aieas where Loral Building Codes have specific jurisdiction. Consult James Hardie Technical Services it you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven It should be hit flush to the plank with a hammer.gor steel framing, remove and replace nag). NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush Countersunk, till & add nail Figure A Figure B do not under drive nails oo NOT STAPLEKICKOUT FLASHING Because of the volume of waterthat can pour down a sloped roof, one of the most critical flashing details occurs where a tool intersects a sidewall. The roof must be flashed with step flashing. Where the root terminates, install a kickout to deflectwater away from the siding. '11 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, lOckout 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• - 1109 to maximize water deflection Figure 11 PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumatic" tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic tool is recommended. This will help control the depth the nail is driven. If setting the nail depth 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 - P213 8113 y >o. CAULKING Forbest resultsuse an Bastomeric Joint Sealant complying withASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI Otiad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. I DO NOT use stain, 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 spetffcations. Back,rolling is recommended if the siding is sprayed. COLORPLUS° TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE I• Care should be taken when handling and cutting James HardieO ColorPlus® products. During installation use a wet soft cloth or soft brush to. gentry wipe off any residue or construction dust left on the product, then rinse with a, garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly.. If large areas require touch-up, replace the damaged area with new HardiePanel"' siding with ColorPlus Technology. Laminate sheet must be removed immediately after -installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus* product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use ofthird 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, oiUalkyd 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 atxordance wlth IMEES bi!uation Report ESR-1844, HardiePanel® verUal siding is reoogrf¢ed as a sul!aWe ahemale tothat specrfied In: the 2006.2009. 8 2012Interrational Residential Code for One -and Two -Family D1r,JUngs xnd tie 2006, 2009. d 2D12 tntemational Balding Code. Ha Mandl vertical sling is also recognized for applicalim in the tollm ing: City a Los Angeles Researdh Report Na 24862, Slate of Florida listing 114889, Dade County, Florida N0A No. 02-0729.02. U.S. Dept. of HUD Materials Release 1263c, Tom Deparlmam of Insurance Product Evaluation EC-23. city aNew York WA 223.93-M. and Caleomia DSA PA-019. Thesedoaorrerrts should also be catadled for eddluonal odormation omeerning this suitab'dity of this product b sonic a2Dl1cxtions. V 2013 James Hardie Building Products. WI rights reserved. TM, 5M, and ®denote trademarksor registered trademarks of Additional Installation Information, James HardieTec hnology Limited 1 Is a registered Warranties, and Warnings are available at Ja mesHardle trademark of James Hardie Technology Limited. www.jameshardie.com HS1236 - P313 ISM 3 M IAM I-DADE MIAMI-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 AD11•IJNISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.minmidade.gov/economv James Hardie Building Product, Inc. 10901 Elm Avenue" Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable roles and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Plauhs and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePonel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSofftt Panel; Installation Details Wood/Metal Stud Construction", sheets l through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., beating the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the mantifactttrer's name or logo, Plant City, Florida, and the following statements: "ASTM C 1186 Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1.710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal ofNOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0311.07 and consists ofthis page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. U.t cra, P.E. NOA No. 15-0122.04QMIAMMI-MADEOUNTY Expiration Date: May 1, 20.17 Approvnl Date: April 9, 2615 03 /3 JZp S P e i .. James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction', sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Inteltek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5`h edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. O3/3olyol5 Carlos M.' Utrcra, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Dnte. May 1, 2017 Approval Date: April 9, 2015 E-1 WALL 1 QE,T&t49 WALL LENG7H SEE Stud Spacing at 16" O.C. DETAIL A Q 1 1 1 — i : E i 11•" QuiKvyq CT nSEb 4. VJi Nov /I./' 2.17 r• BH Nails at I O.C. (typ.) 3/8" Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanel, Cempanel, Prevail Panel Siding Water -resistive barrier per Florida Building Code Section 1404.2 59' thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. i US -Mick 15 ply APA rated plywood she8ttirrrg in aocodanoe with Florida Buildng Code Section r 2322.3r 1NatetirestsbVe C banier per Florida Building Code Sedon 14042 z X 4- S•P4: wood Studs Hardiera nel, SE JION 8-B Cempanel, Prevail Panel Siding PRODUCT QW—MER019qa- rdiePanelS—CerapaneW, & Prevail® Panel Siding materials are nonasbestos fiber-cament products tested in accordance with ASW C1186 Grade it. Type A and meeting the requirements of theFlorida Building Code. t NtrL DIMENSIONS Width Length -Thickness N 8,9,1a 5/16" DESIGN PRESSURERATINGinstallation S_ Pressure Woodtuds Impact Resistant — Planks installed over SM' thick 15 ply APA rated plywood sheathing HgRplEpNEL,_ CEMPANEL,..PRi:VQ14E NELSIDING lt!ISTALIITLON DECAf l r A11insationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturers tallinstallationrecommendations, and the applicable sections of the Florida Building Code. WoodstudswhereHardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsof this N. OA Note1] 51W thick 15 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 23223. APA plywood sheathing supporter Thesidingpanelsshagbeinstalledover518- thick / 5 ply byaminimumof2"X4" S-P-F wood studs spaced a maximum of 16' O.C. Note21Thesidingpanelfastenershallbea2- long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shag be spaced at WO C. at panel edges andintermediatestuds; the fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fastenersshallhaveaminimumedgedistanceof30' and a minimum clearance of 2" from corners. Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92.337LZE I FSGM No I - APNL-PLK-SOFF11P = 1'-0' 1 Date: 4,242013 `SHEET 1 OF 12 Fastener Spacing per Florida l Building Code Section 2322.3 f I. QR07iKZRE'VI D - ` e i,;g,.ap 61rFl ii 6 Ptiadist Qooed PRODUCT 1i8V1Sw sung wig me ti aida x la'- cBy I. f Fastener Spacing per Florida Building Code Section 2322.3 I I. Cladding Framing Sheathing Z NA RA_,MING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND W000 STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREWITH3-1/2' 16d COMMON NAILS (2 PER TOP AND NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 CIJID4IK- Q James Hardie Building Products, Inc. THE PANEL IS FASTENED WITH 2- LONG, 0.223 HEAD 10901 Elm AvenueDIAMETER, 0.092" SHANK DIAMETER, CORROSION 1!! RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS 6-6300 SIZE FSCM No In c No RE 0634 A PNL-PLKSOFF 1 Creator. E. Gonzales Iscw 1" = v-T Date: 412U2013 ISHEET 2 OF 12 T I ri i. WALL i 4EIGHT B DETJ ILA bef Vids ALL LENGTH Stud Spacing at 16" O.C. toil'! 0GA xE nst I ' t8o 1 .07 N0. STATE C I Nails at 6'O.C. (typ.) 3m8 Minimum Edge Distance HAP OIEP 11_E.L gEMPANEi 1TION DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, .Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 1) 5/8" thidk / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oe at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4• long bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathingsupportedbyaminimum209a, 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; thefastenersshallbedriventhroughthe5/8" thick 15 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. - SEE DETAIL A 1. 518" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 P&ODU9T OESCRIPTiOK_ HardiePaneW, Cempanel®, & Pfevail® Panel Siding materials are nonasbestos Tiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. Sheathing fastener, as described in Note 1 Panel fastener, as described in rT- Note 2 HardiePanelO Siding Water -resistive barrier per Florida Building Code Section 1404.2 L PANEL DLMENSIONS Water {esistive Width Length Thickness 1 ` barrier per Florida Building Code 4? 8,9,10' 5/16" Sedion 1404.2CtzpESIG_fjl Pj3ES_S_U_t RATING Installation Design Pressure 111 gaga, 3.5/8" X 1-5/e" Metal Studs -104 psf Metal Catud HardiePanel, Impact Resistant— Panel installed over 5/8' thick / 5 ply ECCrJQNIt CerdiePa , APA rated plywood sheathingPrevailPanel Siding HARDIEPANEL, CEMPANEL, PREVAIL PANEL 5/8" thick / 5 ply APA rated INSTALLATION DETAILS METAL STIED CONSTRUCTION plywood sheathing fastened James Hardie Building Products, Ina to metal studs as described 10901 Elm Avenue in Note 1. - Fontana, CA 92337 20ga, 3.5/8" X 1-5/8'.Metal C-stud SUE FSCM NO OM NO REV The wall and soffit frames are to be designed Phone: 909356-6300 Fax 909427-0634 A PNL-PLKSOFF by the Architect or Engineer of Record in 1 compliance with the Florida Building Code. Creator. E. Gonzales SCALE' t/2" =1'-0" Date: 424/2013 sneer 3 OF t2 6.00in. - I 6.001n. I I I I• II T 6.00in. PRODUCT REVISM as cewoybg w0 tts' ftf dh 7 sy r+uaooec aa II I' I II I T6'"i n. I • I, I II I• II PROMC17 REVISED e 0=01* wiil> *a F1 h O..p.0 DMe OI • ey FF_tgMI1yG. NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 518" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD INCOMPLIANCEWITHTHEFLORIDABUILDINGCODE SHEATHINGNOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING ANO.8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CLADDINGTHEPANEL IS FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANTRIBBEDBUGLEHEADSCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METALFRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding I I I / I / Framing II i • I Sheathing II of I•I • II II I I,I I.I o. 121 STATE of I' I I • i -_ . FLUOR I I. 8/0NAL • r` t FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAvrrY LOADNOTPARTOFTHSAPPROVAL (MUST PROVIDE ALTERNATE PROMSONS FORTHSE LOADS) RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTAL A11ON DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 9=7 Phone: 5v - PNL-PLK-SOFF 1 Fax 909-427-0634 A Creator. E. Gonzales SCALE 1" = T.O. Date: 4242013 SHEET 4 OF 12 Stud Spacing T 4 aPCs WALL IEIGHT i ' I i Ea 3/4" Minimum Edge Distance LENGTH wil b ft Floeiiaa SEE p$ODUCT DESCRIPTION HardiePlank®, Cemplank®, & DETAIL A Prevaile Plank lap Siding materials 518" thick 15 py APAl are nonasbestos fiber -cement products tested in accordance withratedp"od ASTM C1186 Grade it, Type A andstreathmginmeetingtherequirementsoftheaccordancewithFloridaBuildingCode. Florida Building Code Section 2322'3 PANE—LPJq NSJONAIWater{eW&e Width Length Thickness barrier per Florida 59.1/2" 12' 5116' Building Code Section 14042 DESIGh1PRES%LR,1 R-hMNC p; ' CM 2" X 4" S-P-F 1 : pi i rr., .. -.. ' Wood SCrds SS1 N A Lapp ding Nails at 16" O.C. cep 1-1 /4" tall X 5/16" 0 Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 withi lie PlorridraS HardiePlank, Cemplank, Prevail . Lap Siding lily Caws Water - resistive barrier per Florida Building Code Section 1404.2 51" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322. 3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. thick starterstripInstallation Design Pressure Wood Studs -92 psf impact Resistant — Planks installed over 5/8" thick / 5 ply APA rated plywood sheathing HA tDI E.P_1J,N.tCLC-E.MPLO!NK,PREyAl4LA 5.ID-INGJNS_T.4_t.Lq't_l_O_ND_T-AILS, AllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer's installationrecommendations, and the applicable sections of the Florida Building Code. WaodstudswhereHardiePlank, Cemplank, Prevail tap Siding will be installed shall be designed by an EngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OA Note1] 5/8 thick / 5 pry APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. Planksshallbeappfredhorizontallycommencingfrom the bottom course of the wall with 1-1/4" wide lapsatthetopoftheplanksuchthattheexposureareaofeachplankis51;-1/4" vertically. Note2] The siding fastener shall be a 2-11Z long, 0.223" head diameter, 0.092' shank diameter, corrosion -resistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically and16eO.Cathin o izontall s; fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated plywood 9• are placed in the overlapping area approximately 3/4' from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. The planksshallbeinstalledover5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum of2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shallhaveaminimumedgedistanceof3/8. k: HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 90g- 35tr6300 SSE FSCM NO OM NO pNL_pLK; OFF E::: Fax909427-0634 A Creator. E. Gonzales scut 1/2" m t'-0" Date: 4/2412013 smeu 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 0.75n FRAMING NOMINAL 7X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING - ' NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 C_LAWN— —G. PLANKS OVERLAP 1-1/4" THE EXPOSURE IS s8-1/4" THE PLANKS ARE FACE NAILED WITH 2-97 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 Sheathing X FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND 69(VITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue e Fontana, CA 92337 Phone: 909-356-6300 F"' NO DWO NO RE" Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator I? Gonzales sCAaF 1" =1'-w Date: 4/24r1013 SW -Er 6 OF 12 at 16, O.C. as cc WALL HEIGHT i t]epc i l i.Yem is ........... :........ B F-= 3/4' Minimum Edge Distance oEr i42 lo dab Nails at 16" O.C. (typ.) Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 HardiePlank, Cemplank, 7 Prevail Lap Siding Water -resistive barrier per Florida Buldng Code Section 1404.2 5/8" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 20ga, 3-5/8" X I-SM" Metal Catud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE PFZODUCiD_ESC tPTiO_N ETAILA HardiePlank®, CemplankS, and 5W thick / 5 ply APA Prevail® Plank lap Siding materialsarenonasbestosfiber -cement r Bled p"od products tested in accordance withsheathingfastenedASTMC1186GradeII, Type A andtometalstudsasmeetingtherequirementsofthescribedinNote1 Wate"esistive Florida Building Code. barrier per Florida PL&tLK WtLS IL NS Building Code Width Length Thickness Section 14042 5 9-1/2" 12' 5/161• 1, k, ` \20ga, 3-SW X 1-518 . DESIGN P ESSURE RATING F `` Metal C-stud Installation Design Pressure FlardiePlank, Metal Studs -92 psf mplank, Prevall kS'S+/ Lap Siding Impact Resistant — 0IVAL CEO Planks installed over 5/8" thick / 5 ply1-1/4'tal) X 5116' starter strip APA rated plywood sheathingtWck HARDIEPLAN"EMPLANK PRE1/AIL IJ P $(DING 1NSTA LATION OEJAIjA Ail installation shall be done in conformance with this Notice of Acceptance, the manufacturers installation recommendations, and the applicable sections ofthe Florida Building Code. Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head drameterx 1-1/W 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 S 8-1%4" vertically. Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4' long` bugle headscrewovermetalstuds ('or screw shall have at least 3 full threads penetrating metal framing); The siding is fastened 5 8-1/4" O.C. vertically and 16" O.C. horizontally, fasteners are driven into metal studs through 518" thick /5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge ofthe 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 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of W. Creator E Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 9=7 A I I PNL-PLK-SOFF 1/2"=1'-W I Date:424/2013 7 OF 12 as oomoyi * wift the Ffowift Amwoos cRoeeM L cT?l•L+. z- 58.25in. FFtAM1NG NOMINAL 20 GAUGE 3-5/5" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE LH_E TFJJNG NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES'AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315' HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-1/4' THE EXPOSURE IS 5 8-U4" THE PLANKS ARE FASTENED WITH NO. 8-18, 0.315" HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 6 in. Cladding li I I Framing l 6.00inT OC I • I Sheathing I 'I I ,,`,' OGA1ti "ram REv ma pb oft We swift 121 rt STATE OF siONa_'S`3 FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARENOTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) Creator E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 9=7 No A I I PNL-PLK-SOFF 1" =1'-0" 1 Date: 4I24/2013 8 OF 12 rZN 1 WALL 1 DETA14A WALL LENGTH Stud Spacing at 16" O.C. Q -__ 1 1 1 J I Nails at 4" O.C. 318" Minimum Edge Distance IN Soffit fastener, as described in Note HardieSoftit, Cemsofft Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. SEE DETAIL A t J 2" X 4" S-P-F Wood Studs HardieS^ Cemsofnt AFCJ1QN_@ E&O_OL&J—DESCRIP710N HardieSoffit® & Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SOFFIT gtMENSIONS Width Length Thickness 4' 8' 1/4" p S_IGNpFiFSSURER-A-11ING Installation Desibn Pressure Wood Studs -70 psf No. 4 21 STATE OF % JMRo[>~s_o_EW. 1 EMso 1-32-AN.WNS7A_!-u rJoN o_E_r&Ql AR installation shall be done in conformance with this Notice ofAcceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsofft Will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements ofthis N.OAThesoffitshallbeinstalledoverminimumZX4" S-P-F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank dlameter, corrosion resistant siding nail; the fasteners shall be spaced at C O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16' O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. Creator E. Gonzales PRODUCT REVLiED sianowlyne with dwFkd& Aoaevr.ae Ato f3-c i 1 !.6'— YAD` Phomror c mw HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Harde Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 NO OV4 NO PNL-PLK-SOFF 1/Y= 1'-0' I Date:4/24/2013 9OF12 4.001 mcbU& REVIS® pRODQ1CC8EVISFD w , I sob` wb 6e Floods asaomplying.a6 de Floeift Bela" C96 Nsi;Awn. Bcoft AeoewNO , Cr3) .a7 0 Y B a r.•..caa.o 'cry PrOOMIC00901 • FRAMM 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 ARC14ITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING ' THE SOFFIT IS FASTENED WITH 2• LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAIL'S4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS i Cladding Framing, No 121 STATE OF LY Ft 0R1?:a`l, SS10NAL , b FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVfTY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 9=7. Fax 909-427-0634 A I PNL-PLK-SOFF II Creator. E. Gonzales Ise&LE t" =1'-0- Date: 4124=1 s19MV 10 OF 12 ALL LENGTH 'I Stud Spacing at 16" O.C. i I. iit WALL 0GHT i i I N DETAiI`A Nails at 6" O.C. (typ. 3W Minimum Edge Distance fastener, as ribed in Note 1 HardieSofFit, Cemsoffit 20ga, 3-5/8" 1-51T 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. SEE P-1QQU_CT DESCRIP7(0_N HardieSoiftt® & Cemsoffit0 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 1-5/8" S0T--T—DJMENSION_S. etas csald Width Length Thickness 4' 8' '/s" HardieSofrit, DESIGN PRESSURE RATINGCemsoffitInstallationDesignPressure j. Metal Studs' rrrl i'iA3i.i 0G,q I SE_ . QN&e_ (PRODUCT REVISED MOD LX &EVIISED as eamoyiw wilt am Florida sF • ` 121 ttt wo,: ,oRrcOa ,1 ai ai PhidreiGausd ' =_ cP •._......-• IAItpIESOFF T CE.MSOFFIT gNE.L_INSJA.IlATIOfyt71~TA1LS '01VAL All installation shall be done in conformance with this Notice of Acceptan&,! 10WM6nufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSofft, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OAThesoffitshallbeinstalledoverminimum20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16, O.C. Note 1] The soffit fastener shall be a minimum No. 8-18, 0.315' head diameter X 1-1/4' long' ribbed bugle head screw (`or screw shall have at least 3 full threads penetrating metal ' framing),the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16' O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from comers. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUICTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 SIZE FSCM NO OM NO REV A PNL-PLKSOFF 1 Creator. E. Gonzales. isatE 1R"=11-0" 1 Date: 4/24/2013 iSKET 11 OF 12 Cladding I Framing 6.00in. PRODUCCREwsw fig Wenei' flelale PRODUCTn0bED • Cv s s eomp17 6 wile Ilse iloti8e pia. RIOA 144111 SIN09• FLORN FSSI ONP4 LAMING, NOMINAL 20 GAUGE 3-5/8" X 1-59' STEEL STUDS 16" O.C. FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREMUSTPROVIDEALTERNATEPROVISIONSFORTHESELOADS) AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN BUILDING CODECOMPLIANCEWITHIHEFLO 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 5' O-C. AT PANEL EDGES AND INTERMEDIATE o Fontana, CA g2337 STUDS Phone: 909-356-6300 SIB FSCM NO OWG NO REV Fax 909-427!a A PNL-PLK-SOFF 1 Creator. E. Gonzales SCAM 1" =1'-0" 0;W 4/242013 SNEr 12 OF 12 Florida Building Code Online Page 1 of 2 Remilaficin, BCIS HOnK Log In User Registration I Hot Top.cs Submit Surcharge I Slats B Facts PubiiCa0on5 FBC Staff ! BCIS Site Map Links I Search db y r ", Product Approval iLeEcceeaarr p I • • Prod USER: Public User Product ARproval Menu > Product or Aooi,cabon Search > Application List > Application Detail FL * FL12194-R5 Application Type Revision . Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcolisinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/29/2020 Validated By Locke Bowden G Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - F1NAL.Ddf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http://www. floridabuil ding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/14/2017 Date Validated 06/14/2027 Date Pending FBC Approval 06/19/2017 Date Approved 08/08/2017 Date Revised 09/06/2017 Summary of Products FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R5 11 ALC35001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R5 AE ALC35001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.Ddf Created by Independent Third Party: Yes Bad NeRt tbntaet Us ;; 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-467-1824 The state of Florida is an WEED employer. Coovrioht 2007-2013 State of Florida. ;; Privacy statement ;: Accessibility Statement :: Refund Statement Under Florida low, email addresses are public records. If you do not want your a -mall address released In response to a public -records request. do not send electronic mail to this entity Instead. Contact the office by phone or by traditional mall. Ifyou have any questions, please contact 850.487.2395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Deparunent 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. Ifyou do not wish to supply a personal address, please provide the Department with an email addmss which can be made available to the public. To determine If you are a Ikensee under Chapter 455, F.S., please click b=. Product Approval Accepts: 10-07 M Credit Card Safe http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQ,A,tDquk24AUC%2fE... 9/7/2017 CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE W" 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 Enti Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 611320-3. ALC15001.2 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 TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC15001.2 FL12194-R5 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. Eivs Z'•, 2017.06.06 IV G - No 7ao21 15:48:16 04'00' STATE OF •: O( p:•' Zachary R. Priest, P.E. R , 0 1 Florida Registration No. 74021 S ONq EX``% Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (8 pages). 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.2 FL12194-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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 Loc tion Location b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1• Location 1 Location 1 c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Laction ALC15001. 2 FL12194-R5 Page 1 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 d. 16" 04 Soffit — 8-inch o.c. Fastener Fastener Fastener Loclion Location Location ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 124nch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16. 14 Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width ps f) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x 0. 0724nch dia. x min. 3/16- 12F-1 16 inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch inch head dia. trim nail t40.0 24- inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/44nch One (1) min 3/44nch x 1/4-inch One (1) min. 1 3/4-inch long x 12F- 2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head dia. trip nail spaced 48- 48 64. 2 spaced24-inch o.c. and securing each panel lap inch o.c. Max. One (1) 14 ga. 5/84nch long T nail One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 48 12F-3 16-inch Masonry spaced 8-inch o.c. Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 andsecuringeachpanellapIncho.c. ALC15001. 2 FL12194-R5 Page 2 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch f48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 Inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.754nch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- t53.312-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spacedpanellap12-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 patlem Wood 4-inch o.c. and securing each finishing nail with min. 3/16- t53.3 spaced 16-inch o.c. panel lap inch head spaced 124nch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim nail t25.6 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- f27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- t43.316inchspaced8-inch o.c. o.c. and securing each panel inch head spacedlap16-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- 1o. ch leg staple spaced 0.072-inch diameter 16F-6 16-inch Wood inch leg staples in diamond pattern Wood panelo.c. and securing each panel finishing nail with min. 3/16- t43.3 spaced 16-inch o.c. inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.516d116-inch Wood crown staples in diamond pattern spaced 24-inch o.c. Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 4 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attnbutes 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 z Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24FA 12-inch Wood leg staples in min. 2.25- Wood leg sspaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring inOne (1) min. 1.75-inch inch octaple 3/16-inch head spaced spaced 16-inch o.c. shank nail x 0.072-inch diameter 12-inch o.c. 24- inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One ( 1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown z 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. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 16- inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No. 2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F- 3 12-inch Masonry inch long T nail rafter with one Wood staple spaced 8- legsfinishing nail with min. 76.6 spaced8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced Inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001. 2 FL12194-R5 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga. 1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga. 1/4- anchored to lock orspaced One (1) 18 ga. 1/4- One (1) min. 1.754nch x Max. inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 16 inch Wood leg staples in 1) min. 2'25- each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 diamond patterninchinchx7dring o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.754nch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.0724nch diameter finishing nail with min. 3/164nch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 6 of 8 This evaluation report is provided for 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MOP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga. 1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.754nch 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. t801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 7 of 6 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 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 14nch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 124nch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga.'%- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch 1) min. 2.25 staples in diamond batten or two (2) min. 2.25-inch x 7d One (1) min. 1.75 Wood leg staple spaced finishing nail with min. 3/16-inch head spaced t60 inch x 7d ring pattern spaced 16- ring shank nails toe- inch x 0.072-inch 8-inch o.c. 12-inch o.c. shank nail inch o.c. nailed on either side diameter finishing24-inch o.c. of the batten at nail with min. 3/16- each batten/rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1-inch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 18 nail straight -nailed female lock or One (1) 18 ga. anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch Max. rafter with one x 1-inch leg Into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J-2 16-inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8-inch o.c. and finishing nail with min. t53.3 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d ring shank nails toe- One (1) min. 1.75- securing each panel 3/16-inch head spaced 16-inch o.c. shank nail inch o.c. nailed on either side inch x 0.072-inch lap 24-inch o.c. of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 44nch o.c. 24-inch o.c. ALC15001.2 FL12194-R5 Page 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Min. 3/6' head J1a. nail with min. 14" eugagwmvim(Cor wool suhstratw) or min. 0.097' die. T-nail cr stub pall with min• 5/6' engagement([or concrete or, block nubnLratel, nlr0cw1 an noted above. FASCIA SLIP BOARD FASCIA TRIM . SOFFIT (OVERHANG WIDTH VARIES) 7'F'HANNEL 12F-1 & 12F-3 Hood. CrnccrE:te or nloc:k Hall STAPLE SOFFIT TO FASCIA BOARD F50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PANTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS. INC Soffits Appendix B System No. Installation Detail VKrVCCN ` SOFFIT STAPLEOPENRAFTER 3/4, X 1/4• DIAMOND PATTERN j D AICROWNSTAPt.ES ' USING A DIAMOND pro' KTVUMIsuaniPATTERNFACIABOARD i FASCIA CAP 12F-2 3/4' X 1/4' CROWN FACU1 BOARD 1-3/4' TRIM NAILa' STAPLE ON CENTER PAINTED S.S. F' CHANNEL CAN BE 1-3/4' TRIM NAIL PAINTED S.S. 49' FASCIA CAPINSTALLEDWITHTHE NAILING FLANGE UP DR d'C' x 1 /4' DOWN CROWN STAPLE SOFFIT- max-. 12-inch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001.2 FL12194-R5 Page 2 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER nKrvCM ` SOFFIT STAPLE OIST r 'DIAMONDJEl ' DETAIL PATTERN FACIA BOARD 3/4' X 1/4" CROWN STAPLE "24' jS.S. ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-13/4' X 1/4- CROWNFACIA 8' 1L—CHANNEL BOARD 1-3/4" TRIM NAIL STAPLE ON CENTER Pscrewedtoso[[it with one(1) N8 x PAINTED S.S. 46" FASCIA CAP 1/2" x 318" Itead D.C. diameter screw, 3/4- X 1/4' is, o.c. CROWN STAPLE SOFFrr—max. 12-inch span S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001.2 FL12194-R5 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 11, TROT NAZI FASCIA BOARD PAINTED S S. FASCIA CAP SOFFIT I',I' CROWN STAPLE OPEN RAFTER FASCIA BOARD 11B S/6' 1•NtE 16F-1 SOFFiY & FASCIA 16F-5 OETAIL FASCIA CAP: REFER 10 SOFFIT i FASCIA OETA0. F' CHANNEL--"--*' HANNEL SOFFITS MAX. 16' SPAN MASONRY SUBSTRATE ALC15001.2 FL12194-R5 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply'warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Min. 3/6" head dia. nail with min. 11,4" engagement(for wood substrate) or min. 0.097" dia. T-nail or stub nail with min. 5/9" angagemenL(for concrete or'block substrate). spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Wood, Concrete or Block Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. I FASCIA LIP 1 /4" PAINTED S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 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 Apbendix B System No. Installation Detail sr,r SOFFIT STAPLEOPENRAFTER 3/4' X 1/4• i I DIAMOND PATTERN D ETAI LCROWNSTAPLES1 USING A DIAMOND _311 KTVEp1A sr s iPATTERNFACIABOARD1 1$ i FASCIA CAP 16F-4 3/4' X 1/4' CROWNJTRIMMLFACIA BOARD1a' STAPLE ON CENTERL'F' 1-3/4' TRIM NAIL PINSTALLEDCHANNELCANBE WITH THE PAINTED S.S. 48' O.C. FASCIA CAP NAILING FLANGE UP OR 3/4' X 1/4' DOWNCROWN STAPLE SOFFIT_max. 16-inch span SSWOODTRATE SOFFIT & FASCIA DETAIL ALC15001.2 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 r' TRIM NAIL FASCIA BOARD PAIN TEU S.S. FASCIA CAP SOFFIT I'4- CROWN STAPLE OPEN RAFTER FASCIA BOARD 1-q- CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND OETAIL 16F-2 $ PATTERN; REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN OCTAL FASCIA CAP; REFEROCTALTOiFASCIATOOSOFFIT F' CHANNEL--,--, HANNEL 3/01SOFFIT; MAx. 16' SPAN W000 SUBSTRATE SOFFIT STAPLE DIAMONO PATTERN ALC15001.2 FL12194-R5 Page 7 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER SOFFIT STAPLE 01ST US DIAMOND PATTERN12tv ' DETAIL FACIA BOARD Krvw7TWLU / 3/4' X 1/4" CROWN STAPLE "24" 10 ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 51 L—CKANNEL 3/4' X 1 /4" CROWN FACIA BOARD STAPLE "a" ON CENTER 1-3/4" TRIM NAIL 1-3/4- TRIM NAIL PAINTED S.S. PAINTED S.S. 46" FASCIA CAPO.C. 3/4- x 1/4- CROWN STAPLE' 16-inch span SOFFR WOODWOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAI ALC15001.2 FL12194-R5 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i I- TR01 NAIL FASCIA 60AR0 PAINTED S.S. 1-4' CROWN FASCIA CAP STAPLES USING A DIAMOND SOFFn PATTERN; REFER TO 1'4' CROWN STAPLE SOFFIT STAPLE DIAMOND PATTERN Of TALL 1 ' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT 8 FASCIA 24F-1 8 DETAIL 24F4 CROWN STAPLE -- FASCIA CAP; REFER TO SOFFIT i FASCIA \ DETAIL Nfters with SYP f^L3/edBattenAnchoredtoSOFFIT; MAX, 24' I I If•CNANNEI Rafters vilA one Id Ring Shank Nail of every RafterWOODSUBSTRATE SOFFIT STAPLE OIAMONO PATTERN ALC15001.2 FL12194-R5 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' TRIM MAIL FASCIA BOARD PAINTED S.S. 1.1' SMOOTH SMANK CAP g00f NABS SOFFIT-1FASCIAI's1' CROWN STAPLE 1 f' TRIM MAIL—\ FASCIA BOARDFAIITEOS.S. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 I'st' CROWN STAPLE FASCIA CAP: REFER TO SOFFIT 1 FASCIAOETA0. Naminat 1-sr SYP Batten Anchored to SOFFIT; MAX. 14' F-CMANME( Rafters with one Id R" Shank Nail at every palter W000 SUBSTRATE ALC15001.2 FL12194-R5 Page 10 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I' TRW NAIL FASCIA BOARD PAINTED S.S. IL6A i' T-RAR.S FASCIA CAP SOFFIT f..4' CROWN STAPLE i I' TRW NAIL FASCIA BOARDPAINTEDS.S. SOFFIT & FASCIA DETAIL24F-3 & 20-6 1'st' CROMN STAPLE FASCIA CAPs REFER TO SOFFIT & FASCIA DETAILNominal1'22' SYP Ballen Androrad to SOFFIT; MAX. 24' F•CHANNEL Rafters with one 7d Ring ShanM Nall at earl Rafter MASONRY ALC15001.2 FL12194-R5 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I' TRIM NAIL FASCIA BOARO PAINTED S.S. 1'4' (ROWN FASCIA CAPSTAPLES USIN6 A OIAMOIRI SOFNT PATTERN; REFER TO CANTILEVERED CROWN STAPLE SOFFIT STAPLE RAFTEROIAMONOPATTERN OETA0. FASCIA BOARO SOFFIT & FASCIA I I+• I IN NA0. PAINTED S.S. DETAIL 24J-1 & 1'111' CROWN STAPLE24J-2 FASCIA CAP; REFER TO SOFFIT L FASCIA OETAL Nominal 1' t2' SYP bONens 6• acatrood between raaara and SOFFIT; MAX 24' 3/01 J-CHANNEL d with one ring shrink t-n gethinknmtstraight -oared Ihmugh the rafter Into the end W000 SUBSTRATE althe baftenortwo 42) 7d ring toanknaRttoe-naRN on e0er tide of the beftem at use tlattewrafter Intersecom SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 12 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 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, It. III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 604 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V„ a is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C 1- '' i `";D.esi" nWind Pr'essure's;for Soffits' in:Eii osure W'rTc;* Btiildirig iType Zone#- MeanRoofX110Ll.120Fiei' lit ft 9•r;yy'n?::i3.135sicyWindiS0eetl 4, 130IS 140 `150, W,x.. 160 170 180 190 200. Enclosed 4 20 16.9A 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 ' 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8Negative Loads) 5 1. 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 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 ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC Appendix C Oes"i ri:WindPfessures for=Soffits.in.Ex'osu e.C`ys Buildirig ari Ty ZO e; ROOf. K - 120 1 ;^`"`_fr f," 1'.+'" 130 ,;140' Basic,Wind-Seed. re 7a15UJ6 V m h :K 170. 18 1a19U 1P200 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 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 1 26.3 29.9 33.7 37.8 1 42.1 46.7 60 17A 20.5 23.7 1 27.2 31.0 35.0 39.2 1 43.7 48.4 ALC15001.2 FL12194-115 Page 3 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D Building Type Zone Mean HeR htf ft Basic Wind Speed mph) 120 130 140 150 160 170 180 190 - 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 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 87.6Negative 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 56.1Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 1 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 34.8 39.3 44.1 49.1 54.4 60 20.2 1 23.7 27.5 1 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001.2 FL12194-115 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 318" F-Channel 3/8" 318" J-Channel 3/4" 1/8" HEM T -T 3/8" ISOMETRK VIEW 3/8' PROFILE ISOMETRIC VIEW 3/8' PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-115 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. Fascia CREEK TECHNICAL SERVICES, LLC 5 3/4" 7/8" 1/8" HEM E 1/4" T 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 027r:r . oimf" 18' BLANK' J, ,/ 8 PROFILE a000a 00 a O aaa.aa o000 ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/0" 7/8" 3 1/8" 7/8" 3 1/8" S/16" 1/2" / 1/2" 1/2" / 1/2" 1/2" k r Y 3/4" 3/8" 0 rsv" o.1isnv 13.75" BLANK 3/8" PROFILE O OILI oaaao aaoa a a aaaa ENO OF REPORT ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Florida Building Code Online Page 1 of 3 i; Business, & Professio'nafRegulatjoh acts Home Log In User Registration Hot Topics Submit Surcharge Stats B Facts i Publications FBC Stag BCIS Site Map Links Search dbproduct Approval a.a USER: Public User 1! pr Product Approval Menu Application Ust > 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 u IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708)496-2800 Ext200 rmetz001 0tampa bay. rr. com Robert Metz rmetz001 Otampabay. rr. com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetz001 ptam pabay. 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 C Validation Checklist - Hardcopy Received Standard ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2009 2009 2008 2007 http://www.floridabuilding.org/pr/pr app_dtl.aspx?pa.ram=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 Florida Building Code Online Page 2 of 3 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Method 1 Option A 06/28/2015 06/30/2015 07/06/2015 Summary of Products FL * Model, Number or Name Description 7006.1 Cambridge, Cambridge HD and CRC Laminated architectural fiberglass asphalt shingle Biltmore AR manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant. N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .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 Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap fiberglass This is a 12" x 12" fiberglass asphalt shingle used to cover shingles the hip and/or ridge of an asphalt shingle roof system manufactured in Toronto, Ont, and Brampton, Ontario Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II Hip and Ridge Cqp Shingle Installation Instructions.pdf FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 11 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf FL7006 R9 II Roofing- Products-Leadmo-Edoe-Plus- Application-EN(i ). Ddf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 Marathon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO's M25AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http://www. floridabuil ding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate F17006 R9 C CAC FM Letter - ASfM d3161 letter - 4-15- 2015 .odf FL7006 R9 C CAC FM Letter - ASfM d3462 letter - 5 6 15.odf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions F17006 R9 II 1KO-133-02-01 Letter- Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487.2824 The State of Florida Is an AA/EE0 employer. Cooyrioht 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not went your e-mall address released In response to a public -records repuaL do not send electronic mall to this entity. Instead, contact the office by phone or bytraditional mail. Ifyou have any questions, please contact 850.487.1395. 'Pursuantto 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 errialls 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 Departrient with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.5 , please click hl:m. Product Approval Accepts: MM MEMe= Q06h Card Safe http://www.floridabuilding.org/pr/pr_app_dtl. aspa?param=wGEVXQwtDq se7mYBd2b3K6... 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_BTTEFS-2012-04_reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidgel2_3HRTri-2013-08—reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN-3LEP-Tri-2012-06_reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI. Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed: / Signed: Brad Grzybo ski Duc T.MTI u en Managing D rector Florida Rb" 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 Materials Technologies, LLC 6412 Badger Dnve Tampa, FL 33610 Tel: 813.621.5777 Fax: 813.621.5840 e-mail: maleria1steS1mg@pricmLcom WebSde: hnpAAvw.pricmLcom 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 rr 1.1IT 1 i SEALING SUP LOI- 0 a NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, I.I.C. 6412 Badger Onve Tampa, FL 33610 Tel. 813-621.5M Fax: 8136Y7.5840 a -mail: matenalstestng@pricmi.com WebSite: hltp:/Avww.pricmtoom IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (600) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". 6 31 NAIL LINE NAILING - STEEP SLOPES APPLICATION Use six nails as shown. r rw ,err 3el r N11r r r r CEMENT PROPER APPLICATION REOUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Consftdon Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel• 813-621.5M Fax. 813.621.5840 e-mail: niatenaLstesbng@Ocmt.com WebSde: httpJMiww.pricmt.COm IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — KID 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. R mm) TAM C0 PPo Construction Materials Technologies, I.I.C. 6412BadgerDrive Tampa, FL 33510 Tel: 813.621.5M Fax: 813-621.5840 *-mail: matedalstes1ing@pncrnLcom WebSite: httpJ/www.priunLcom 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 (lashings, 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 114" (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. PRI Construction Materials Tedv*4ies, LLC 6412 Badger Dive Tampa, FL 33610 Tel: 811621-5777 Fax: 813.621.5840 e-mail. materialstesling@prianLcom WebSile: hllpJ/www.pdcml.com Florida Building Code Online Page 1 of 2 Business r SCIS Home I Lop In I User Registration Mot Topics I Submit Surcharge I Stats 6 Facts Publxabon5 FaC Stag I aCiS Site Map LmkS Search DII Y4-0- Product Approval IUSER. Public User Product Approval Menu > Product orAppl,catipn Search > Application Ust > Application Detall FL 4 FL2346-R5 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext115 Steven@WarriorRoofing.net Authorized Signature Steven Crew Steven@WarriorRoofing.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarroorRoofing.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoof'ing.net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PR] 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 C01 PR] CMT Cert of Independence.odf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By JI 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.tloridabuilding.org/pr/pr_app_dtl.aspx?pAram=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity OYes 0No ON/A Product Approval Method Method 1 Option B Date Submitted 02/13/2025 Date Validated 02/13/2015 Date Pending FBC Approval Date Approved 02/19/2015 Q.—m ev of 0-11 rt. FL # Model, Number or Name Description 2346.2 tt 15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2346 R5 II 'Installation]nstructions.odf 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.odf Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. 2346.2 15w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ: No FL2346 R5 II Installation] nstructions.Ddf 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.odf Other: Primary roof covering should be installed FL2346 R5 TR 30w Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Back Nert Contact Us •: 2601 Blair Stone Road. Tallahassee FL 32399 Phone. 850.487.1824 The State of Florida is an AA/EEO employer. Geovneht 2007-2013 State of Florida.:: Privacy Statement :• A>:f2eSsibility rtatemE01 •: 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 mad to this entity. Instead, contact the office by phone or by traditional mall. Ifyou 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 theDepartment with an email address of 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 availableto the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: 0 ER E Credit Card Safe http://www. floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 WARRIOR® ROOFING MANUFACTURING P.O. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (2D5) 553.1734 • FAX (205) 553-1755 193 LEROY ANDERSON ROAD • UONROE, GA 30655 • PHONE (770) 207-0695 • FAX (770) 207-0T75 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 • PHONE (717) 709-0323 • FAX (717) 7094027 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 patter 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 ofroofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the bottom and overlap, each subsequent length a minimum of two inches as you move up the valley to prgexwatevy,^ shedding. win I-,• ..... .. -,. • . , 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 ofthe 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. a J CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: n ^ ocis3 Documented Construction Value: $ '- (p O o Job Address: w JnFiFs ---Z;a ram, =0- Historic District: Yes NO Parcel ID: Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing new residential construction Plan Review Contact Person: N N (-\-, Title: C I Q % Phone: 407-323-7515 Fax: 407-323- 954 Email, info@api-orlando.com Name Street: Property Owner Information Phone: Resident of property?: City, State Zip: Advantage Plumbing, Inc. Name Box Street: City, State Zip: Sanford, FL 32772 Contractor Information Phone: 407- 323-7515 Fax: State License Nn Architect/ Engineer Informatia Name: Pholl Street: City, St, Zip: Bonding Company: Address: Fax: E- mv Mortgage L Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 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 Pumil Applicetion NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other govcrnmental entities such as watermanagementdistricts, state agencies, or fcdcral agencies. Acceptance ofpermit is verification that I will notify the owner of the property of the requirements ofFlorida 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 win 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. 00 11 WSignatureofOwna/Agent Date Signature ofContractor/Agent Date Print Owner/Agent's Name Signature ofNotary -State of Florida Date Owner/Agent is _X_ Personally Known to Me or Produced ID Type of ID A Thomas Smith W tor/Agent's Name kw W-kWo , IIIgr Signature of NotaryState of Floridareath sm Date Its Expires 8/21/2021 Me wam aro -m t NOTARY PUBLIC STATE OF FLORIDA Ccttrtdl GG136W9 Contractor/ Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application Advantage Plumbing, Inc. Page No.1 Pro osal of 1 Page(s) Submitted To: Phone: Date: 5-25-17 Name: Park Square Homes Job Name: Barcelona; Wyndham Preserve; REVISED 5200 Vineland Road, #200 Orlando, FL 32811 We hereby submit specMdations and estimates for. 3 Water Closets, Sterling per spec, elongated. 5 Lavatories, owner provided. 1 Kitchen Sink, owner provided. 1 Tub, Sterling PerForma. 1 Hot Water Heater, Bradford White electric, 50 gallon, with stand. 2 Showers with vinyl pans. 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. Sterling Lawson drop -in tub in master bath with Roman tub valve and thermostatic mixing valve. Bid less costs of all sinks and faucets. We hereby propose to furnish labor and materials — complete in accordance with the above specifications, for the sum of: Five thousand six hundred eighty dollars $5,680.00 with payment to be made as follows: 30% upon completion of rough 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 N 4.6a.iLY1a- rnc)C) CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No:ar d y5 3 Documented Construction Value: $ Job Address: —:3 1789 .S&Nmiab ,C..oLR Historic District: Yes No [] Parcel ID: Residentialommercial Type of Work: New dition Alteration Repair Demo Change of Use Move Description of Work: Plan Review Contact Person: Phone: Fax: Email: Property Owner Information Name Phone: Street: Resident of City, State Zip: Contractor Information Name Street: / 0-34, iDDrr ea City, State Zip-"rt1p, F/ 5.1&/3 Name: Street: City, St, Zip: Bonding Company: Address: Title: Phone: 813 -9/0-3 403 r_XJ .93 2_ Fax: State License No.: CX %3 0c)5 C/O? Arch itectlEng1neer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of apermit 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 or application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 4 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecords-ef 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 requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current LCC Valuation Table in effect at the time the permit is issued, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your 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 compliancswith all applicable laws regulating construction an ning./ Signature of Owner/Agent Date Print Owner/Agent's Name Print Contractor/Agent's Name Si a . % State ld I Date Signature of Notary -State of Florida Date TWO Commission # GG151707 Expires: October 15, 2021 Bonded thru Aaron Notary Owner/Agent is Personally Known to Me or Produced ID Type of ID Contractor/Agent is ersonally Known to M or Produced ID Type of 1 BELOW IS FOR OFFICE USE ONLY Permits Required. Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of.Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit- Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: Plumbing - # of Fixtures. Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Permit Application Revised: June 30, 2015 J CONTRACT AGREEMENT - 4 JOB NAME:- DATE:6121/2017 PROPERTY OWNER OR HIS AGENT: Documm: ELECTRICAL CONTRACT REVISED PARK SQUARE HOMES mc: LEVEL I — WITH CFL BULBS I FUEL: GAS/ELECTRIC ADDRESS: 5200 VINELAND RD MMKu: ORLANDO CLTY: ORLANDO srATE: FL CITY.: SANFORD : FL WYNDHAM PRESERVE PLAN SERVICE SIZE SQ FT A/C SYSTEM PRICE BARCELONA 200A 2392 10-kW HEAT 240V, 60A 6,663.00 5-TON AC 240V, 50A CARNIVAL 200A 2402 10AW HEAT 240V, 60A 6; 667.00 5-TON AC 240V, 50A CYPRESS 200h 3449 10-kW HEAT 240V, 60A 8,477.00 5-TON AC 240V, 50A GLASTONBURY 200A 2798 10AW HEAT 240V, 60A 6,992.00 5-TON AC 240V, 50A MADRONA 200A 2091 kW HEAT 240V, 50A 5,740.00 4-TON AC 240V, 40A MARGATE II 200A 196E 8-kW HEAT 240V, 50A 5,455.00. 4-TORAC 240V, 40A MELBOURNE 200A 2107 8-kW HEAT 240V, 50A 5,701.00 4-TON AC 240V, 40A MILAN 200A 1349 SAW HEAT 240V, 35A 4,279.00 3-TON AC 240V, 30A PEMBROOKE 200A 2570 10-kW HEAT 240V, 60A 6,281.00 5-TON AC 240V, 50A PENNSACOLA 200A 2570 10AW HEAT 240V, 60A 6,616.00 5-TON AC 240V, 50A CONTRACTOR/OWNER: DATE: EDMONSON ELECTRIC: ' — DATE: l r_:r....r:•vrrr..re.+r+..+••.ro-,.•mr.n•zc..s+.za.•r ,nca _--e•r • ..w._. .ns.a..... w1 rf nre.. sa..•.w •Cr• .v wTl..l3 r1t^LCNan.1.•.IY•.w enu I:TT.eS..IIT:.rrrr.., r_va n,e...:. ..fi•; 1034 Skipper Road • Tampa, i. 3 13-Phone:(Bl 3)910-3403 ax:(813)910-8546 • www.Edmonso a Electric.com PLOIUVA LICENSE 0 ECI700S40! DI IEV7mF_ W, . CRT 014 F-0 ''Bu' Mn4 Se"I AVTviop"IZAT IEII erne 'R dr0wtb'NIi8na S Flanmn Fee peONLYOFFC— -U SY, I ., No. IltvZ Code. job Site pddress • nE-Xprcw DiSCOVeT MasterCardCity ------ p", visA TY S)rm en Date q _57- P tbe Wd) Card digits .oubeb"k three of ap eI ' e 0" T_ e Z CID 3 _e, Discover _T D Card 141imbe V e_ V Code: C .6t clod) an "'' eje dame t.03prm_ type) to maiib liaY, cs,,.or, kdrssA2a_k,, address ,,d by Credit Card Zip Card_ city Signature not be PTOcessed, Cardholder reques, . meats for comp County OT and/or.pEiymp must be CD staff to charge information, including 73P code'. 7, —jb-jlsboroug Co"rj S* d. AM inforMa and signature 8-uthorlze 7 S credit car completed form cable 10 the card.bOlder Urf", ANGPP" cij FOiLDVservicesOTpermitsasa.. CARD sy FOR Y. olum, CIM RMAF- N , 0 TM10 A" 'Y A 1111: E; I1jIjjj&1I1 j 5, IV 11!1111! VAX V01JR . . .... Up ONLY ceuw S1,3_214-6121County m . " Mcv; P., X-a10Zvi A vf. , i'VII License gj3-635_,736,7.(tbis number is South County g -I' 3 - -641-6913 Revised December 09 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 V7-p?&J53 UES Project No: 0110,1700817.0000 Workorder No: 9340170-1 Report Date: 11/20/2017 Client: Park Square Homes UES Technician Albert Jacome 5200 Vineland Road, Suite 200 Date Tested 11/15/2017 Orlando, FL 32811 Project: Wyndham Preserve, House Lot Testing East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 Type of Test: Area Tested: Residential House Pad, Lot 14 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 Waterable Below Grade: N/A Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 7.00 Unsuitable Soils: Were unsuitable soils encountered: N Samples Obtained: N 0'-3' Brown sand, 3'-7' Brown/tan 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 pof) Optimum Moisture N Field Dry Density pcf) Field Moisture Soil Compaction Pass or Fail 1 Footing, North Side of Pad 0-1 It 106.8 10.6 101.3 7.0 95 Pass 2 Footing, East Side of Pad 1-2 ft 106.8 10.6 102.4 6.7 96 Pass 3 Footing, West Side of Pad 1-2 ft 106.8 10.6 102.9 8.2 96 Pass 4 Southwest Corner of Pad (TOF) 1-2 It 106.8 10.6 103.5 8.8 97 Pass 5 1 Northeast Corner of Pad (TOF) 1 2-3 ft 1 106.8 1 10.6 1 104.7 1 10.3 98 Pass Rem s: (TOF) 0 =Top of Fi 3788 Salt Mareh Loop 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 DESCRIPTION AS FURNISHED: Lot 14, WYNDH,AM PRESERVE, as recorded in Plot Book 81, Pages 93 through 102 of the Public. Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Hoines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of Americo 6RISSON AVE (R/W VARIES) S 00'19'09" E 5• WALK PER PLAN Z.50' WAiL LANDSCAPE. Storw K EASEMENT 20.80' 29.60' LOr 14 17 1 1 14.0• K 1 r 5o FOTor—TO orFOnon O FORM AYERAGE.31.70' N LOT 13 h 80' 5.00• . C iV 3.00' 22.0• 25.20' 25.20' 10• UDL 7ys ESMT L96 P.C. 87.21_ - - S 00.19'09" E 40, 00' SETBACKS AS FURNISHED FRONT - 25'(•) ` R;AR . 20' 'TOSIDE • 5• (a0' LOT) 7 5' (60' LOT) 10' (75' SAL T1I ARSH LOOPSIDESTREET . 25' (60' & 75' LOT) 15' IS' ( AN25• FRONT SETBACKa cAN BE REDUCED PRIVATE RDAD)(WIDTH VARIES) TO 20' ON CERTAIN LOTS NO MORE THAN 2) IN SUCCESSION AT 20• AND A MINIMUM PLOT PLAN AREA CALQU[ATIONS OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 4,800 t 50UARE FEET PROPOSED • FINSHED SPOT CRADE ELEVATIONS FLATWORK ON/OFF LOT . TOTAL t SQUARE FEET I FIATWORR PER ORAIMICE PLANS DRIVE aW/ I10- SIJ t SQUARE FEET FOUNDATION/PAD 1,619 t SQUARE FEET V`. PROPOSED DRAINAGE ROW /,w WALKS 117/Z00• 317t SQUARE FEET REAR PATIO 117 t SQUARE FEET LOT GRADING TYPE A SOD ?.12 113 . ?,525 t SOWiRE FEET M PORCH DECK 720 t SQUARE FECT PROPOSED F.i. PER P1AN5 . 31.8' / POOL DECK N/A t SQUARE FEET NOTE., FROM SWCWALX AND STREET EMAWN LIKEN FROM PLANS PRONDED 6r aRNr •NOT nRD VOW79D GRUSENMEYER-SCOTT & ASSOC., INC. - LAND SURVEYORS. P plu o 54W E. COLONIAL DR. ORLANDO, FL 32607 (407)-277-32J2 FAX (407)-658-14J6r . r) TV. - TWa aN Llle rrora I . r![w rTTrL' : T v wmn OAV ma 1. TQ VDOBMav wo NMw Cv"v Onr ME MaT Adzn N4 SWMME OF RY.TKE SET POW 9' ,M FIDNa 9W vII. . IrD, IRE ILL . rWNr V O)W,M NVgMK PROr ONt TI,IIEr01Q ,ID YrPPOIf M OWIR N-17 /{fYmA AMOMJMIaa LCOE PII6YWr fD ELC11/ r7NT, ttaApS IIAIMFCA . CDCM9 NbaKQlW RAIL • aAA k Kl V. • Wr k -rlla QN Ra. . N -0001 L :. AMM ago= aRll OMUEIM7 SWIM ow MwK M6D SCAL 110.5 SM47 IIM fM GPM Aa rMNOM aacF.V VP. . Nrrwu MWIT 4 TO awn WAS PRVWM MW RN WDWMMR rMADW m R[ SVRVr R /RDIE wr L 0"JW 0101114000 raa . ro0n V Sr6wma E•LC . ORD4R1 p, CAFOAD1111 nw A`= no IIOPQW al. . rm,rr V COa[M4M1 AA . rSWlNolr R/pCNR ,ONiOIr S, Ii0 UNINU MM anR743TI S IIAK am LOCA1m ITNYLMMOWNnow w a SN iI[ Ir. . IMarKa rLawiR9rO,w 6 no R O M SM rneZwuw a wo WW9®m AND aralAD Nal or Ann war AANY OrM PMM a6 : a7L IIIaDDaP,.D, WEr 9W . CAMPOR-VAr aA RNClrwaS a KAW4MO r &4IDR MC wrMor 0/ ON PC LF9 VMW LOW NOT aC,n® 1a KIaG1ISIOLT a0M+6Mr fAI7J Ea,r. - usOa7na : atlI iAEIO t Cuvl 7 ARC 90 AARr W MIW AND W I,o VAC LONII A7 aASC or la) WIL . v.MN; c 0. QEMnaNlV SIOIRL Mt OAff9 ON w1DrM, Comm 141rnMt GMI Pr Ipa. IP4QS OW,O,MR NOIEO V<LL . uralrrP. CVWITAW OF W O V MI NA uN R/G WIKNLlwTOLE ' cn • Marc n ITTV- SM1E 1• 20'— pMNN aT. •• FL. •'110" v wrv.nAe FT. R I' aDInnED 9r:' wrc ORDIR NA a•r114 PLOT MAN 07-24-2017 2917-17 REVISED PLOT PIN/ ( AC ONL1T 06-24-2917 c : WORM n ORM9ow FOWa4T* N/ EIEVS 11-06-17 4904-17 IT • O0-11S1 M12,11utp IFuir NORiNTITS9LADM0VROP"" DOES Nor LIE M w w INC CSTAOUSNED IC* rout FLOOD PANE AS PER V RAC ORMN M. R. S. I E714 AM ZONE x• P / r:11700090 r (0a-26-07) W. sC0 ft."/ 60I 00 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: ' Documented Construction Value: S 7112 Job Address: 3788 Saltmarsh Loop Historic District: Yes No Parcel 1D: P#17-2453 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 (4 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: Street: 7225 Sandscove Ct Fax: 407-975-2762 City, State Zip: Winter Park, FL 32792 State License No.: CAC 032444 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. 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 ofall 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. FBC 105.3 Shall be Inscribed with the date of application and the code In effect as or that date: S1b Edition (2014) Florida Building Code Revised: June 30, 201 S Permit Application W; t/ 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 ofSanford requires payment of a plan review fee at the time of permit submittal. A copy ofthe 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 forekoing information is accurate and that all work will be done in compliance with all applicable laws regulati g 96nstructipn and zoning. Signature orOwncr/Agent Print Owner/Agent's Name Date Signature orNotary•State or Florida Date e 12/08/2017 Kevin Stine Print CoRoodAgent's Name Signature o to Date KELLY WE88TER Notary Public . State of Florida Commission #t FF 818034 My Comm. Expires Apr 4, 2020 Owner/Agent is Personally Known to Me or Contractor/A ei t Produced ID Type of ID Produced 1D Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: COMMENTS: ENGINEERING: FIRE: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 6289 Job Address: 2458 Waxwing Way Historic District: Yes No Parcel 1D: P#17-2641 Residential ® Commercial Type of Work: New® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 3.0 ton HVAC with duct work (4 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 City, State Zip: Orlando, FL 32811 Resident of property? : Contractor Information Name One Stop Cooling & Heating Phone: 407-975-2762 Street: 7225 Sandscove Ct Fax: City, State Zip: Winter Park, FL 32792 State License No.: CAC 032444 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code In effect as of that date: 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•govemmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner ofthe property of the requirements ofFlorida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the timc'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 applicd'to your permit fees when the permit is issued., OWNER'S AFFIDAVIT: I certify that all of the foreoing information is accurate and that all work will be done in compliance with all applicable laws regulati g 96nstructiptt and zoning. e 12/08/2017 signature of Owner/Agent Date sitnaturc of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Florida Date Kevin Stine Print Contractor/Agent's Name REUY WES8TER Nolary Public - State of Florida Commission I FF 978034 My Comm. Expires Apr 1, 2020 Owner/Agent is Personally Known to Me or Contractor/Age tIm Produced ID Type of [D Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: _ Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: FIRE: BUILDING: Revised: June 30, 2015 Permit Application A - Revision City of Sanford Response to Comments O Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 JAN x Email: building@sanfordfl.govR- Permit# 17-2453 SubmMl Date 1 /25/18 Project address: 3788 Saltmarsh Loop (Wyndham Preserve lot 14) Contact: Mlcnelle varKison Ph: 407-529-3135 Fax: Email: mparkisonQparksguarehomes.com OAY Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention General description of revision: Changes as specified on Monta Consulting Letter attached. ROUTING INFORMATION Approvals 11 Building C,4r Z•S-'t- WM Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Certificate of Authorization # 9177 Altamonte Springs, FL 32714 montaconsulting.com Structural Engineering, Truss Engineering, Third Parry Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders Park Square Homes Wyndham Preserve— Lot 14 (2392 Barcelona, Elev `C') Date: 11 /02/17 Plan Revision: Frame Walk Revisions ISSUE: Client requested us to make several updates to their plans per their frame walk. They requested that we delete wall under stairs storage, move storage/pantry wall 8" so it will line up with upstairs projection, 8" to be added to pantry and storage, add double doors to office, delete single door from office to hallway, Square off hallway opening from foyer, replace 3050SH with (2) 2040 FG w/ transoms, delete 3050 SH in master bedroom & Relocate the master bedroom entry wall/doors 8" into master hallway, so that the wall it will not be flush with the edge of the stairs. RESPONSE: We deleted the wall under the stair storage, moved storage/pantry wall to align with upstairs projection, added double doors to office space, deleted single door from office to hallway. We squared off hallway opening from Foyer, replaced 3050 SH with (2) 2040 FG windows w/ transoms in master bath, Deleted 3050 SH in Master Bedroom & Relocated master bedroom entry doors. All changes have been clouded and marked with Delta 3. Sheet(s) revised: 00, 01, 02.AC, 03, 05.C, 07, 08, SC, SIC, S2C, S5C & S7C FORM R405-2014 ILECORD COPY FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method e Project Name: Lot 14 Barcelona C DBL Drs ® Office LHG - E Builder Name: One Stop Cooling and Heating C Street: 3788 Saltmarsh Loop Permit Office: CITY OF SANFORD AI City, State, Zip: Sanford , FL , 32771 Permit Number. "1 • d4s 3 ypORD Owner: Park Square Homes Jurisdiction: 691500 O Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) AgRTME 1. New construction or existing New (From Plans) 9. Wall Types (2911.7 sgfQ Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1521.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1185.30 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 205.33 ft' 4. Number of Bedrooms 3 d. N/A R= ft' 10. Ceiling Types (1467.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1467.00 ft 6. Conditioned floor area above grade (fta) 2392 b. N/A R= ft' Conditioned floor area below grade (112) 0 c. N/A R= ft' 11. Ducts R Its 7. Windows(286.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 478.4 a. U-Factor. Dbl, U=0.55 171.00 ft' SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft' 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 51.00 IF SHGC: SHGC=0.25 13. Heating systems kBiu/hr Efficiency d. U-Factor. N/A ft' a. Electric Heat Pump 45.5 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 2,515 ft. Area Weighted Average SHGC: 0,232 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2392.0 sgfi Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1176.00 tt' b. Conservation features b. Floor Over Other Space R=0.0 914.00 tt' None c. other (see details) R= 302.00 fl' 15. Credits Pstat Glass/Floor Area: 0.120 Total Proposed Modified Loads: 66.72 PASSTotalBaselineLoads: 70.82 I hereby certify that the plans and specifications covered by Review of the plans and T1rIE ST,gT this calculation are in compliance with the Florida Energy specifications covered by this F0. Code. Dt calculation indicates compliance 1 rs, Digitally signed b Luis Morales9lY9YLUISMoraes..Dal2o)7.to.t3t6:stv4•o4*W with the Florida Energy Code. rnrr •. ;•. a O PREPARED BY: Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 o I hereby certify that this ild asdesined, is in compliance Florida Statutes. lip with the Florida Ener de. COD WE• J OWNER/AGE BUILDING OFFICIAL: DATE: r• d5 DATE: j- & Is 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. 10/13/2017 4:48 PM EnergyGaul USA - FlaRes2014 Section R405.4.1 REoVel N Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 14 Barcelona C DBL Drs Bedrooms: 3 Address Type: Street Address Building Type: User Conditioned Area: 2392 Lot # 14 Owner: Park Square Homes Total Stories: 2 Block/SubDivision: WYNDHAM PRESERV of Units: 1 Worst Case: No PlatBook: Budder Name: One Slop Cooling and Heatin Rotate Angle: 315 Street: 3788 Saltmarsh Loop Permit Office: CITY OF SANFORD Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL , 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 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2392 21880.8 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1176 10936.8 Yes 0 0 1 Yes Yes Yes 2 2nd Floor 1216 10944 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 _ _ 126 ft' 11 0.29 0 0.71 2 Floor over Garage 2nd Floor _ _ 176 ft' 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1 st Floor 127 ft 1176 ft° 0.29 0 0.71 4 Floor Over Other Space 2nd Floor _ _ 914 ft° 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1641 W 368 W Dark 0.9 N 0.9 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1467 ft° N N 10/1312017 4:48 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 1467 ft' 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below S C)MI To Wall Type Space 1 SW=>S Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft' 0 0.25 0.8 0 2 SW=>S Exterior Concrete Block - Int Insul 1st Floor 4.1 44 6 9 4 415.3 ft' 0 0 0.8 0 3 SE=>E Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft' 0 0.25 0.8 0 4 SE=>E Exterior Concrete Block - Int Insul 1st Floor 4.1 8 0 9 4 74.7 ft' 0 0 0.8 0 5 NE=>N Exterior Frame - Wood 2nd Floor 11 54 6 9 0 490.5 ft' 0 0.25 0.8 0 6 NE=>N Exterior Concrete Block - Int Insul 1st Floor 4.1 44 6 9 4 415.3 ft' 0 0 0.8 0 7 NW-W Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft' 0 0.25 0.8 0 8 NW=>W Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft' 0 0 0.8 0 9 W Garage Frame - Wood 1st Floor 11 22 0 9 4 205.3 ft' 0 0.25 0.8 0 DOORS Omt Door Type Space Storms U-Value Width Height Area FI In F1 In 1 SE=>E Insulated 1st Floor None 39 3 8 24 ft' 2 -=>W Wood 1st Floor None 39 2 8 8 21.3 ft' WINDOWS Orientation shown is the entered orientation => chan ed to As Built rotated 315 de rees . V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 SW=>S 1 Metal Low-E Double Yes 0.55 0.22 15.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 2 SW-S 2 Metal Low-E Double Yes 0.55 0.22 45.0 ft' 1 ft 0 in 11 ft 0 in Drapes/blinds None 3 SW=>S 2 Metal Low-E Double Yes 0.54 0.25 4.0 ft' 1 ft 0 in 11 ft 0 in Drapes/blinds None 4 SE=>E 3 Metal Low-E Double Yes 0.55 0.22 15.0 It' 1 ft 0 in 1 ft 2 in Drapes/blinds None 5 SE=>E 3 Metal Low-E Double Yes 0.54 0.25 4.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 6 SE=>E 3 Metal Low-E Double Yes 0.54 0.25 12.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 7 NE=>N 5 Metal Low-E Double Yes 0.55 0.22 6.0 ft' 1 It 0 in 1 It 2 in Drapes/blinds None 8 NE=>N 5 Metal Low-E Double Yes 0.54 0.25 15.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 9 NE=>N 6 Metal Low-E Double Yes 0.55 0.22 15.0 ft' 1 ft 0 in 11 ft 0 in Drapes/blinds None 10 NE=>N 6 Metal Low-E Double Yes 0.54 0.25 4.0 ft' 8 It 0 in 1 ft 4 in Drapes/blinds None 11 NW-W 7 Metal Low-E Double Yes 0.55 0.22 30.0 ft' 1 It 0 in 1 ft 2 in Drapes/blinds None 12 NW-W 8 Metal Low-E Double Yes 0.55 0.22 30.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 13 NW=>W 8 Metal Low-E Double Yes 0.58 0.25 64.0 ft' 7 ft 4 in 1 ft 4 in None None 14 SW=>S 1 Metal Low-E Double Yes 0.54 0.25 12.0 ft' 1 ft 0 in 1 ft 2 in Drapes/blinds None 15 NE=>N 5 Metal Low-E Double Yes 0.55 0.22 15.0 ft' 1 ft 0 in 1 It 2 in Drapes/blinds None 10/13/2017 4.48 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 455 ft' 455 ft' 50 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000407 2552.8 140.14 263.56 .3657 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 45.5 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 47 kBtu/hr 1410 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use Se1Pn1 Conservation 1 Electric None Garage 0.9 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' 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 6 478.4 ft Attic 119.6 ft Prop. Leak Free 2nd Floor — cfm 71.8 cfm 0.03 0.50 1 1 10/13/2017 4:48 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin ((]JanHeating [X Jan Feb X] Feb Mar X] Mar L Apr Ma May X Jun Jun JulnJul AuriAug ri Sep Sep OctIOct NovHXNov DecHDecVenting [ ]Jan Feb Xj Mar lxl Apr Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 10/13/2017 4:48 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: 3788 Saltmarsh Loop 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 ofthe 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 leakageYVndows, 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 AAMAMIDMA/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 envelopp. shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heal 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)WI 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. 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 lest is not required for ducts and air handlers located entirely within the building envelope. Duct testing is not mandatory for buildings complying by Section R405 of this code. 10/13/2017 4:49 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105'F (41'C) or below 55'F (13'C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. O R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. O R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'A inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140'F (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar colleclors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. p R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. p R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.61 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 10/13/2017 4:49 PM EnergyGauge® 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: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. D R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 557, and no precipitation is falling and an automatic or manual control that will allow shutoffwhen the outdoor temperature is above 40•F. O R403.9 Swimming pools, Inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. 0 RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights D R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 10/13/2017 4:49 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* = 94 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 (ft') 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: 3788 Saltmarsh Loop, Sanford, FL, 32771 New (From Plans) 9. Wall Types Single-family a. Frame - Wood, Exterior b. Concrete Block - Int Insul, Exterior 1 c. Frame - Wood, Adjacent 3 d. N/A 10. Ceiling TypesNoa. Under Attic (Vented) 2392 b. N/A Area c. N/A 171.00 ft' 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor 64.00 ft' 12. Cooling systems 51.00 ft' a. Central Unit 8. Floor Types Insulation a. Slab -On -Grade Edge Insulation R=0.0 b. Floor Over Other Space R=0.0 c. other (see details) R= ft' 13. Heating systems a. Electric Heat Pump2.515 ft. 0.232 Area 14. Hot water systems 1176.00 ft' a. Electric 914.00 ft' 302.00 ft' 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 inspecti rwise, a new EPL Display Card will be completed based on installed/C%ode rant featur s. Builder Signature: Date: 1 •0?5 . /g Address of New Home: 3-tg s City/FL Zip: C-:s0rg0IA L Insulation Area R=11.0 1521.00 ft' R=4.1 1185.30 ft' R=11.0 205.33 ft' R= ft' Insulation Area R=30.0 1467.00 ft' R= ft' R= il' R ft' 6 478.4 kBtu/hr Efficiency 47.0 SEER•16.00 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. 10113/2017 4:49 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Project Summary/ Job: Lot 14 Barcelona C ML Dr... wrightsofte 1 •7 Date: 07/05/2017 Entire House W. LFILM One Stop Cooling and Heating Plan: LNG 7225 Sandscove CourtWinter Perk FL 32792Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web. v+wm0neStopCoolinp corn License: CAC032444 For. Park Square Homes 3788 Saltmarsh Loop, 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 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 20405 Btuh Structure 22804 Btuh Duds 3299 Btuh Duds 11232 Btuh Central vent (0 dm) 0 Btuh Central vent (0 dm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 23705 Btuh Use manufacturer's data n Rate/swing multiplier 0.98 Infiltration Equipment sensible load 33220 Btuh Method Simplified Latent Cooling Equipment Load SizingConstructionqualityAverage Fireplaces 0 Structure 3485 Btuh Ductstu2310 BtuhCentralvent (0 dm) Heating Coding none) Area (ft) 2501 2501 Equipment latent load 5802 Btuh Volume (ft) 22861 22861 Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 39022 Btuh Equiv. AVF (cfi ri) 156 80 Req. total capacity at 0.75 SHR 3.7 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR60481-11 Cond 4TWR60481-11 AHRI ref 7563627 Cal TEM6AOD48H41++TDR AHRI ref 7563627 Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER Heating input Sensible cooling 35250 Btuh Heating output 45500 Btuh @ 470F Latent cooling 11750 Btuh Temperature rise 0 OF Total cooling 47000 Btuh Actual air flow 0 ctm Actual air flow 1567 dm Airflowfactor 0 dmBtuh Airflowfador 0.046 cfmBtuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.85 Capacity balance point = 28 OF Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-00-1316:35:45 wrighfsofC sight-Sui*VUniver3a12017 17D.28 RSU16793 Pape 1AM .-ol 14 Barcelona C DBL Drs@ Otrrae LHG - Enrp Calc- MA Front Door faces E wrightsoft• Right-.1® Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs We: 0710=017 LF/LM Pen: LHG 7225 Sandscove Court Wnter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web. wmmOneStopCooling.com License CA=2444 1 Roan name Entire House FOY 2 Exposed wall 296.0 R 17.0 11 3 Room height 9.1 ft d 9.3 >t heaftol 4 Room dmerarons 1.0 x 160.8 fl 5 Roam area 2500.5 W 160.8 W Ty Construciat U-ualue Or HTM Area (1F) Load Area (It) Load number MUrW_.F) BUiM') a penmeter (10 BUdt) or perimeter (19 Bbb) Heat Cod Gros NIPS Heat Cod Gross NIPS Heat Cod 6 12BOsw 0097 ne 231 289 491 455 1049 1312 0 0 0 0 4A5.2an 0.540 ne 12.85 23.69 6 0 77 142 0 0 0 0m4A5.2o 0.550 ne 13.09 2224 15 0 195 334 0 0 0 0 4B5-2fm 0.540 ne 1285 23.69 15 0 193 355 0 0 0 0 1-G 11 13A-40s 0.143 ne 3.40 3.00 414 395 1344 1183 84 69 234 206 4A5.2om 0.550 ne 13.09 2224 15 0 196 334 15 0 196 334 4B5-2fm_ 0.540 ne 1285 2369 4 0 51 95 0 0 0 0 12B-Osw 0.007 se 2.31 289 270 239 552 690 0 0 0 0 4A5.20m 0.550 se 13.09 21.91 15 3 196 329 0 0 0 0 4B5-2fm 0.540 se 1285 21.97 4 2 51 Be 0 0 0 0 4135-21m OS40 se 1285 22.72 12 3 154 Z73 0- 0 0 0 qJ 13A 0.143 se 3.40 3.OD 74 50 172 151 74 50 172 151 D 11D0 0.390 se 928 24 24 223 301 24 24 223 301 1 C 12B.Oau 0.097 sv 231 1254 289 491 464 1070 1338 0 0 0 0 4A5-2om 0.540 sw 1285 21.97 12 5 154 264 0 0 0 0 L- G 4AS2om 0.550 sw 13.09 21.91 15 3 196 329 0 0 0 0 13A.40ce 0.143 9w 3.40 3.0D 414 365 1242 1093 0 0 0 0 4A5.20m 0.550 sN 13.09 22.70 45 0 589 1022 0 0 0 0 4B5-2fm _ _ 0.540 9w 1285 2422 4- 0 51 97 0 0 0 0 1qJ 12B-0sw 0.097 rw 231 289 770 240 554 693 0 0 0 0 t-C 4A5-2am _ 0.550 nw 13.09 2724 30 0 393 667 0 0 0 0 1qJ 13A-40M 0.143 nw 3.40 3.00 279 185 630 554 0 0 0 0 4A5-2om 0.550 nw 13.09 2224 30 0 393 667 0 0 0 0 L( f; 4A5.2omd 0.580 nw 13.80 77.82 64 0 853 1780 0 0 0 0 q 12C-09N 0.091 217 1.57 205 183 397 258 0 0 0 0 L-D 11D0 0.390 n 928 12.54 21 21 195 267 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 1489 1489 1134 2652 0 0 0 0 F 19A0b9cp 0.295 264 206 136 136 359 280 0 0 0 0 F 19C-19tsra 0.049 0.40 0.32 166 166 67 52 0 0 0 0 F 224-pin - 1.180 28.08 0.00 1187 127 3567 0 161 17 477 0 6 c)AEDexcurson 697 32 Envelopelossrgain 16332 18324 1302 959 12 a) Irfilbation 4073 1630 238 95 b) Roan %erthloon 0 0 0 0 13 InWrtalgains Otzupartts@ 230 5 1150 0 0 Appliancest1her 1700 0 Stbmotal (lines 6 b 13) 20405 22504 1540 1055 Low external load 0 0 0 0 Lesstrarder 0 0 0 0 Redislnbubon 0 0 1540 1055 14 Strbmotal 20405 22804 0 0 15 1 Ductloads 16% 49%1 3M 11232 16% 49% 0 0 Total room bad 23705 34037 0 0 Air required (dm) 0 1567 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-Oci-1316 35A5wrightsoft' Rrgh$.Suite®UnivemW 201717.028 RSU16793 Page 1AIE .at 14 Barcelona C DBL Drs ® Office LHG - Erup Calc = MA Front Door faces. E wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs .. Date: 07/05/2017 LF/LM Pan: LHG 7225 Sandscove Court Wnter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wAwOneSbpCooling=rnLicense- CAC032444 1 Roanname BEDRM 3 DIN 2 Exposed wall 21.5 It 34.5 n 3 Roomheight 9.0 fl heatbool 9.3 ft heaftoi 4 Roandmensiats 1.0 x 289.3 R 14.0 x 13.0 ff 5 Roan area 289.3 IF 1820 IF Ty Construmon number U-value BbWhID'--'F) Or HTM B60t" Area (IF) or perimeter (10 Load B601) Area (IF) or penmeler (14 LOW BUJI) Heat Cool Groan NrPIS Heat Cod Gross NAP5 Heat Cod 6 12Bftv 0. 540 ne 2.31 269 120 100 240 300 0 0 0 0 4A5-Zam 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 L~~{( C^,' 4A5.2om OS50 ne 13.09 2224 15 0 196 334 0 0 0 0 4B5-2fm 0.540 ne 1285 23.69 0 0--_, 0 0 0 0- 0 0 GT11 134-4as 0,143 ne 3.40 3.00 0 0 0 0 121 121 411 362 4A5.2om 0,550 ne 13.09 2224 0 0 0 0 0 0 0 0 C 4B5.21m 0540 ne 1285 23.69 0 0 0 0 0 0 0 0 VVjj G 12B-0aN 0.097 as 231 US 72 68 1.57 196 0 0 0 0 4A5-2om Q550 se 13.09 21.91 0 0 0 0 0 0 0 0 1-GG 4B5.26n 0,540 as 12B5 21,97 4 1 51 88 0 0 0 0 41215.21n 0.540 se 1285 22-72 0 0 0 0_ 0 0 0 0 13A4om 0.143 as 3.40 3.00 0 0 0 0 0 0 0 0 11DO 0.390 as 928 1254 0 0 0 0 0 0 1/ 12B.ftN 0.097 sw 231 289 0 0 0 0 0 0 0 0 0 0 4A5.20m 0.540 sw 1285 2127 0 0 0 0 0 0 0 0 G 4A5-20m 0.5W sry 13.09 21.91 0 0 0 0 0 0 0 0 Vp/ 13AAom 0.143 9N a40 3.00 0 0 0 0 70 70 237 209 F- 4A5-2om 0.550 sN 13.09 22.70 0 0 0 0 0 0 0 0G I-G 4B5.21m - 0.540 sN 1285 2422 0 0 0- 0 0 0 0 0 t-C 12B 09N 0.097 rtw 231 289 0 0 0 0 0 0 0 0 4A5-2om 0.5W nw 13.09 2224 0 0 0 0 0 0 0 0 1q1 13AAOM 0.143 mw U0 3.00 0 0 0 0 130 100 341 300 4A5-2an 0.5W nw 13.09 2224 0 0 0 0 30 0 393 667 I G 4A5.2omd, 0.580 rtw 1180 27.82 0 0 0 0 0 0 0 0 R 12C,09N 0.091 217 1.57 0 0 0 0 0 0 0 0 I--D 11D0 0.390 n 928 1254 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.76 1.78 289 289 220 515 176 176 134 313 F 19A-0becp 0295 264 206 16 16 42 33 0 0 0 0 F 19C-19cxa 0.049 0.40 0.32 6 6-- 2 2 0 0 0 0 F 22A Vm - 1,180 26.08 0.00 0 0 0 0 182 35 969 0 6 c)AEDemesion 61 138 Envelope losstain 915 1414 2485 1939 12 a) Inilbabon 292 117 484 194 b) Roan ventlaroon 0 0 0 0 13 Internal gains Omrparrt® 230 0 0 0 0 Appliancesbther 0 0 Subblal pines6 b 13) 1207 1530 2969 2182 Lesse4armalload 0 0 0 0 Lesstransier 0 0 0 0 Redrsiribubon 288 418 0 0 14 Subbtal 1495 1848 2969 2182 15 Dui loads 16% 49%1 242 960 16% 49% 480 1075 Total roan load 1737 290B 3449 3257 Airrequired (dm) 0 134 0 150 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-061316:3545wrightSoft' IPoght-Suite Llniversa1201717.02B RSU16793 Page 2ACdk .-ot14 Barcelona C DBL Drs0 Office LHG - E1up Cale = MA Front Door faces: E w4ghtsoft- Right-.10 Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs .. Date: 07/05/2017 LFRA Pan: LHG 7225 Sandscove Court. Writer Park. FL 32792 Phone. (407) 629 - 6920 Fax (407) 629 - 9307 V*b• vwwtOneStopCooling.mm License: CAC032444 1 Room name LATH IQT 2 Exposed wall 32.0 R 11.5 R 3 Roanheight 9.3 R healkool 9.3 1t hea4bod 4 Room dimensions 1.0 x 286.0 R 13.5 x 11.5 R 5 Room area 286.0 IF 155.3 IF Ty CoraOtMon U-value Or HTM Ana (RF) Load Area (R') Load number Bk tV-'F) BuMI') or patimeter (10 Bub) or penmeler (10 Bw) Heat Cool Groan NIPS Heat Cool Gross NIPS Haas Cod 8 1IN 1B-00Nr 0. ne 289 0 0 0 0 0 0 0 0 4A5.20m 0.540540 ne 12-8285 23.69 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 4BS21m 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 11 13A4ors 0.143 ne 3.40 3.00 0 0 0 0 107 107 384 320 4AS2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 4B5-21m 0.540 ne 1285 23.69 0 0 0 0 0_ 0_ 0 0 12B4)wv 0. se 289 0 0 0 0 0 0 0 0 4AS2om -- 0.&% 550 se 13.03.09 21.91 0 0 0 0 0 0 0 0 4B5.2un 0.540 se 1285 21.97 0 0 0 0 0 0 0 0 4B5.21M - 0.540 se 1265 27-72 0- 0 0 0 0 0 0 0 1q I--D 13A4om 0.143 se 3.40 3.OD 0 0 0 0 0 0 0 0 11DO 0.390 se 928 12.54 0 0 0 0 0 0 0 0 w 12B-ftN 0.097 9N 231 289 0 0 0 0 0 0 0 0 4AS2om 0.540 9N 1285 21.97 0 0 0 0 0 0 0 0 L_( 4AS2om 0.550 sm 13.09 21.91 0 0 0 0_ 0 0 0 0 1 1 13A4oce 0.143 sw 3.40 3.00 149 119 404 356 0 0 0 0 I--G 4AS-20m 0.550 9N 13.09 22.70 30 0 393 681 0 0 0 0 Ili 4B5-2rm _ _ 0.540 sw 12.85 2422 0- 0 0 0 0 0 0 0 4pJ t-C 12B-Osw 0.097 nw 2.31 289 0 0 0 0 0 0 0 0 4A5-2am 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 13A-4om 0.143 rtw 340 3.00 149 85 289 254 0 0 0 0 4A5.2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 4A5.2omd 0.580 nw 13.80 77.82 64 0- 853 1780 0 0 0 0 R 12C-0.av 0.091 217 1.57 0 0 0 0 0 0 0 0LO11D00.390 n 928 12.54 0 0 0 0 0 0 0 0 C 168-30ad 0.032 076 1.78 0 0 0 0 0 0 0 0 F _ 1940bap __ 0295 264 206 0 0 0 0 0 0 0 0 F 19C-19= 0.049 0.40 0.32 0 0 0_ 0 0 0_ 0 0 F _ 22A-Ipm 1.180 25.08 0.00 206 32 899 0 155 12 323 0 6 OAEDomrsion 527 74 ErNelopelossslbain 2568 3598 687 247 12 a) Infiltrabon 449 18D 161 65 b) Roan ventilation 0 0 0 0 13 Internalgwrts: Ooypards@ 230 0 0 0 0 Applianoesblfer 0 1 120D SLt otal Qines 6 to 13) 3316 3778 848 1511 Los waanalload 0 0 0 0 Lessban*r 0 0 0 0 RedistribtAon 453 281 439 190 14 SubWW 3769 4059 1267 1701 15 Ductloads 1 1696 49%1 609 1999 16% 49% 208 638 Total room load 4379 6059 1496 2539 Air regtrired (dm) 0 279 0 117 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-Oa1316.35:45wrightsof ' Rght.Suite®lhiiversal201717.028 RSU16793 Page 3 ot 14 Barcelona C DBL Drsa ORree LHG - Exup Calc = MJ5 Front Door faces: E wrightsoftRight-JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs @.. Date: 07/05/2017 kLF/LM LHIG 7225 Sands000e CourtWriter Park, FL32792 Phone. (407) 629 - 6920 Fax (407) 628 - 9307 W3b: wAwOneStopCoobnq.com License: CAC032444 1 Room name BEDIDFFI WIC 2 Exposed wall 10.0 rt 5.0 It 3 Room height 9.3 ft heattool 9.3 II heattool 4 Room dimensions 11.0 x 10.0 It 5.0 x 5.0 A 5 Room area 110.0 IF 25.0 IF Ty Ccrou tion U-value Or HTM Area (1P) Load Area (IF) Load number B1 iNF-T) BtuhlR') or Perimeter (IQ Bbuh) or perimeter (to tom) Heat Cod Grass NIPIS Heat Cod Gross WP/S Heat Cod 6 1q/ 0.097 ne 231 3.69 0 0 0 0 0 0 0 0 4AS2oA5-20m 0.540 no 1285 23.69 0 0 0 0 0 0 0 0 4AS-2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 4B5.2rm 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 t-C 11 13A4om 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 4B5.21irn 0.540 ne 1285 2369 0 0 0 0 0 0 0 0 0. 550 se 289 0 0 0 0 0 0 0 0 4AS2om4A5-20 0.550 se 3.013.09 21.91 0 0 0 0 0 0 0 0 4B5.26n 0.540 se 1285 21.97 0 0 0 0 0 0 0 0 4B5-2rm 0S40 se 1285 2272 0 0 0 0- 0 0 0 0 13AAom 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0 11 DO 0,390 se 928 1254 0_ 0 0 0 0 0 0 0 LI/ 12B-0a+v 0.097 sw 231 289 0 0 0 0 0 0 0 0 4PS2om 0,540 9ry 1285 21.97 0 0 0 0 0 0 0 0 L C 4A5.2om 0.550 9w 13.09 21.91 0 0 0_ 0 0 0 0 0 VpI 1--C 13A-4oa 0.143 9rr 340 3.00 93 78 265 234 47 47 158 139 4A5.2om 0,550 9N 13.09 22.70 15 0 196 341 0 0 0 0 G 4B5.2fm _.. -- --- 0,540 sw 1285 2422 0 0 0 0 0 0 0 0 Vy 12BOsw 0,097 nw 2.31 289 0 0 0 0 0 0 0 0 G 4A5.2om _ _ 0.550 rnv 13.09 2224 0 0- 0- 0 0 0 0 0 13A4= 0.143 nw 3.40 3.00 0 0 0 0 0 0 0 0 4A5.2om 0.550 rtw 13.09 2224 0 0 0 0 0 0 0 0 r-i 4A5-2omd 0.580 nw 13.W 27.82 0_ 0 0 0 0_ 0 0 R 12C409u 0.091 217 1-57 0 0 0 0 0 0 0 0 0 D 11DO 0.390 n 928 12,54 0 0- 0 0 0 0 0 0 C 16B-30ad _ 0.032 0.76 1.78 0 0 0 0 0 0 0 0 F 194-0 0295 264 206 0 0_ 0_ 0 0 0 0 0 F 19C-19= _ 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 224-pxn 1.180 28.03 0.00 110 10 281 0 25 5 140 0 6 c)AEDexcursion 57 8 Ernelope lossUain 743 632 299 132 12 a) Inlitrabon 140 56 70 28 b) Room wttWon 0 0 0 0 13 Internal gains Ocwpart @ 230 1 230 0 0 Appliartoesittm 0 0 Su tctal Pines 6 b13) 883 918 369 160 Law e)Wrnalload 0 0 0 0 Lessban*r 0 0 0 0 Redistribution 339 232 0 0 14 Subtotal 1222 1150 369 160 Dudloads 1 16% 49%1 198 566 16% 49% 60 79 r Total room load 1419 1716 428 238 Airrequired (drrt) 0 78 1 0 11 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-Ob1316:35:45wrightsoft• Pogh4Suite®UniuerW201717.028RSU16793 Page W14 Barcelona C DBL Drs g Office LHG - E rup Calc - MJ8 Front Door faces E wrightsoftRight-JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs .. Date: 0710S12017 By LFAIA Plan: LNG 7225 Sandswve Court. Writer Park FL 32792Phone: (407) 629- 6920 Fax (407) 629- 9307 Web: wAwOneStopCoolinp corn License: CAC032444 1 Room name HALL STR7 2 Fwall 0 It 7.5 ff 3 Roan height 9.3 It heaftol 9.3 It heabtmol 4 Room dmertsions 1.0 x 44.0 It 1.0 x 65.3 It 5 Room area 44.0 IF 65.3 W Ty Castrtxam U-value Or HTM Area (IF) Load Area (IF) Load number Bt kV--F) I or perimeter (III Bbuh) or perimeter (IU Bbih) Heat Cod Gross NIPIS Heat Cod Gross NAPS Heat Cod 6 1q 1213-09N 0.097 ne Z31 289 0 0 0 0 0 0 0 0 4A5-2om 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 4A5.2om 0.550 ne 13.09 22240 0 0 0 0 0 0 0 485.21m 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 11 13A4ocs 0.143 ne 3.40 3.W 0 0 0 0 70 70 237 209 4AS-20n 0.550 ne 13.09 22240 0 0 0 0 0 0 0 485.21hn _ _ _ 0.540 ne 12.85 23.69 0 0 0 0 0 0 0 0 0.550 as 2. 31 0 0 0 0 0 0 0 0 A5-20 4A5-tom0.550 9e 13.09 1.91 21.9100 0 0 0 0 0 0 485.26n 0.540 se 12.65 21.97 0 0 0 0 0 0 0 0 4135-26n 0S40 se 12.85 22.72 0 0 0 0 0 0 0 0 t-D11DO 13AAocs 0. 143 se 3.40 3.00 0 0 0 0 0 0 0 0 0.390 se 928 12.54 0 0 0 0 0 0 1q/ 12B. Osw 0.097 sw 231 Z89 0 0 0 0 0 0 0 0 0 0 4A5.20n 0.540 9 v 1285 21.97 0 0 0 0 0 0 0 0 L{C 4AS- 2om_ _ 0.550 av 13.09 21.91 0 0 0 0 0 0 0 0 13A4ocs 0. 143 9w 3.40 3.00 0 0 0 0 0 0 0 0 4A5.2om 0.550 9w 13.09 22.70 0 0 0 0 0 0 0 0 II GG 4B5.2fm 0.540 sw 1Z85 2422 0_ 0 0 0 0 0 0 0 yJ 12B- Osw 0.097 rrvv 7-31 Z89 0 0 0 0 0 0 0 0 G 4A5. 2an 0.550 rw 13.09 22240 0 0 0- 0 0 0 0 Vp/ 13A- 4oce 0.143 rw 3.40 3.00 0 0 0 0 0 0 0 0 2 4A5. 2om 0.550 rw 13.09 22240 0 0 0 0 0 0 0 4A5.2omd 0.5W rw 13.80 27.82 0 0- 0 0 0 0 0 0 FI 12C- 05N 0.D91 Z17 1.57 0 0 0 0 0 0 0 0 p 11Do _ . 0.390 n 928 12.54 0 0 0 0 0 0 0 0 C 1613- 30ad 0.032 0.76 1.78 0 0 0- 0 0 0 0 0 F 19A- 0bscp _ _ 0295Z64 2.06 o 0- 0 0 0 0 0 0 F - 19C- 19c9w 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F_ 22A- Ipm 1.180 28.08 0.00 44 0 0 0 65 8 211 0 6 c) AED excursion 0 12 Envelope losstgain 0 0 448 197 12 a) Infiltration 0 0 105 42 b) Roan ventilation 00 0 0 13 Intel. gwrm Otzlrpartts@ 230 0 0 0 0 Applencesl thter 0 0 Subtotal Pines 6 to13) 00 553 239 Less e) dwnalload 00 0 0 Lesstrarder 0 0 0 0 Redisinbubon 0 0 553 239 14 Subtotal 0 0 0 0 Duct bads 116% 49%1 0 0 16% 49% 0 0 r Total room bad 0 0 0 0 Air required ( dn) 00 0 0 Calculations approved byACCA to meet all requirements of Manual J ft Ed. 2017-061316. 35.45 wrightsoft' Righl-SuiL4Universa1201717.028 RSU16793 Page 5 at 14 Barcelona C DBL Drs g Office LHG - Exup Calc = MA Front Door faces. E wrightsoft• Right-lO Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs Date: 07/05/2017 LF/LM P an: LNG 7225 Sandscove Court Writer Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 V*b w%wOneStopCoolingxom License: CAC032444 1 Room narne BTH1 LAUN 2 Exposed Wail 6.0 11 3.5 11 3 Room height 9.3 1t heatkod 93 n heaftol 4 Room dimensons 11.5 x 6.0 a 1.0 x 89.8 k 5 mRooarea 69.0 IF 89.8 IF Ty ConsitWon U-%Wue Or HTM Area (IF) Lund Area (IF) Wad number MAW--T) BItdIAI') or perimeter (19 BtIA) or perimeter (14 BW) Heat Cod Gross NIPIS Heat Cod Gross WPIS Heat Cod 6 0.097 ere 231 3.690 0 0 0 0 0 0 0 4AS2oAS- 20 m0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 L---- GG 4A5.2om 0.5W ne 13.09 2224 0 0 0 0 0 0 0 0 4B5- 2kn _ _ 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 Q1 1113A-4= 0.143 ne 340 3.OD 0 0 0 0 33 29 97 86 4A5- 2om 0.550 ne 1309 2224 0 0 0 0 0 0 0 0 F-C C 485.211n _ _ 0S40 ne 1285 23.69 0 0 0 0 4 0 51 95 12B49N 0.097 se 231 289 0 0 0 0 0 0 0 0 4A5- 20n 0.550 se 13.0921.91 0 0 0 0 0 0 0 0 4B5. 21M 0.540 se 1285 21.97 0 0 0 0 0 0 0 0 4135. 21rn O-W e 1285 M72 0- 0 0 0 0 0 0 0 wr 13A40ce 0.143 se 3.403.00 0 0 0 0 0 0 0 0 D 11 DO 0.3W se 928 12.54 0 0 0 0 0 0 0 0 I F-- 12B- 09w - 0.097 am 231 2.89 0 0 0 0 0 0 0 0 4A5. 2om 0.540 sn 1265 21.97 0 0 0 0 0 0 0 0 L- 2 4A5.2om 0.550 av 13.0921.91 0 0 0 0 0 0 0 0 qJ 13A4os 0143 am 3.403.00 56 52 176 155 0 0 0 0 C 4A5.2om 0.550 av 13.0922.70 0 0 0 0 0 0 0 0 G JIB5-211M. 0.540 av 1285 2422 4 0 51 97 0 0 0 0 t- C 12B- 0av0.097 rw 231 2.89 0 0 0 0 0 0 0 0 4A5. 2om 0.550 nw 13.092224 0 0 0 0 0 0 0 0 1 jI13M4as 0.143 nv 3.403.00 0 0 0 0 0 0 0 0 4A5- 2om 0.550 env 13.092224 0 0 0 0 0 0 0 0 t4A5.2omd 0.580 nw 13.8027.82 0 0 0 0 0 0 0 0 R 12C.Oav 0.091 217 157 117 107 232 168 98 76 165 120 LO11DO0.390 n 928 12.54 0 0 0 0 21 21 198 257 C 16B-30ad 0.032 0.761.78 0 0 0 0 0_ 0 0 0 IF19A- 0barp 0295 7-64206 0_ 0 0 0 0 0 0 0 F 19C-19= 0.049 0.400.32 0 0 0 0 0 0 0 0 F 22 -Ipm 1.180 28.080.00 69 6 169 0 90 4 98 D 6 c) AED acir6on9 51 Emelope losaigain 628 429 610 517 12 a) Inkltration 84 34 49 20 b) Roomventilaton 0 0 0 0 13 Internal gains: Omiparbo 230 0 0 0 0 Appioncesbd> er 0 500 SubbW ( lines 6ID 13) 712 463 659 1037 Law wdernalload 0 0 0 0 Lesstranster 0 0 0 0 Redistribution 0 0 863 591 14 S 712 463 1522 1627 Dud bads 1 16% 49%1 115 228 16% 49% 246 801 r Total room bad I 827 690 1768 2429 Air required (dm) 0 32 1 0 112 Calculations approved byACCA to meet all requirements of Manual J 81h Ed. 2017- Oaa1316:95:45 wrighttsoft' Poghl- uiWOLIniversa1201717A26RSU16793 Page 4h .at 14Barcelona C DBL Drs 9 Office LHG - Exup Cale = MJB Front Door faces: E wrightsofr Right-J® Worksheet Job: Entire House `ate` One Stop Cooling and Heating P n: 7225 Sandsoove Court Wnter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wAmOneStopCooling oom License: CACD32444 Lot 14 Barcelona C DBL Drs .. 07/05/2017 I HGM 1 Roorn name MBED MTOI 2 ExposedWall 46.0 tt 3.5 ff 3 Room height 9.0 tt hteatrmol 9.0 It heaftol 4 R-nclintenaons 1.0 x 320.3 R 3.5 x 5.5 ffm5Rooarea320.3 K 19.3 K Ty ConsrucDon U-value Or HTM Area (fF) Load Area (W) Load ntsnber BluhNF--F) D&Iffe) or perimeter (1Q BWh) or perinteter (IU B%Ai) Heat Cod Gross NAPS Heat Cod Gross NIPS Heat Cod 8 0,540 289 110 110 330 60 0 0 0 4A5- tom A5-2o 0.097 ne ne1Z31 Z82Z89 0 0 0 0 0 0 0 4A5- 20m 0,550 ne 1&09 2224 0 0 270 00 0 0 0 0 4BS2fm 0,540ne IZ85 23.69 0 0_ 0_ 0 0 0 0 0 113A4ors 110.143 ne 3.403.000 0 0 0 0 0 0 0 4A5- 2om 0,550 ne 13.09 2224 0 0 0 0 0 0 0 0 G4B5- 2fm _ _ _ _ 0.540 ne 1285 23.690 0 0 0 0 0 0 0 12B- 09w 0.097se Z31 289 0 0 0 0 0 0 0 0 4A5- 2om 0.550 se 13.092121 0 0 0 0 0 0 0 0 4B5. 2fm 0.540se 12.8521.97 0 0 0 0 0 0 0 0 4B5- 2bn - 0540 se 1Z&5 2272 0 0 0 0 0 0 0 0 t- D3.00 13A.4ors 0.143 se 3.40 0 0 0 0 0 0 0 0 11DO 0.390se 928 12.54 0 0 0 0 0 0 0 0 19 12B-0av0.097sw 231 2.89 149 134 308 385 0 0 0 0 F-{ 4AS2om OS40 9N 1Z85 21.97 0 0 0 0 0 0 0 0 t4A5-2orn OS50 sn 13.09 21.91 15 1 196 329 0 0 0 0 Vp/ 13AAom 0.143 sw 3.40 3.000 0 0 0 0 0 0 0 4A5- 2om 0S50 SN 13.09 22.70 0 0 0 0 0 0 0 0 1 4B5-2fm - - - - 0.5409w 12.85 2422 0 0 0 0 0 0 0_ 0 Vpl 1-- G 12B- 0sw0.097rtw 2-31 Z89 149 119 274 342 32 32 73 91 4A5- 2om 0-150 rtw 13.09 2224, 30 0 393 667 0 0 0 0 13A400s 0.143 nw 340 3.000 0 0 0 0 0 0 0 4AS2om 0.550 rtw 13.09 2224 0 0 0 0 0 0 0 0 4A5- 2omd 0.580 nw 1380 7782 0 0 0 0 0 0 0 0 12C- 09N 0.091Z17 1.57 0 0 0 0 0 0 0 0 11DO 0.390n_ 928 IZ54 0 0 0 0 0 0 0 0 C 16B-30ad 0.0320.76 1.78 320 320 244 570 19 19 15 34 F 19A-0beq, - - - - 0295 Z64 206 120 120 317 247 0 0 0 0 F 19C-19= 0.0490.40 0.320- 0 0 0 0 U F - - 22A-Ipm - - 1.180 28.08 28.08 0.000 0 0 0 0 0 0- 0 0 6 c)AEDexmrrson 144 7 Emelope InsWgwn 2001 3022 87 118 12 a) Intitbabon 624 250 47 19 b) Room vanblation0 0 0 0 13 Intel, gatrm Occupants@ 230 2 460 0 0 Appltancesb0her 0 0 SLA) VIal (lines 6ID 13) 2625 3732 135 137 LesseAffnal load 0 0 0 0 Lesstranster 0 0 0 0 Redtsbtbubon 0 0 0 0 14 Sty 2625 3732 135 137 15 Dud bads 16% 49% 425 1838 16% 490/6 221 68 Total room bad 3050 5570 1 157 205 Air required (dm) 1 0 256 1 0 9 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017- Od-1316 35:45 wrightsofVlight-Sutte®Unlversal201717A28RSU16793 Pagel of 14 Barcelona C OBL Drs ® Office LHG - Erup Calc- MA Front Door boss• E wrightsofr Right-M Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs .. Date: 07/05/2017 LF/LM P an: LHG 7225 Sandsoove Court Writer Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 V*b• vwwOneStopCoolmg.com License C4=2444 1 Room name MBTH MWIC 2 Exposed wall 21.5 n 8.0 ft 3 Room height 9.0 n heaft0l 9.0 It heatkaal 4 Room dimensi- 1.0 x 136.0 n 10.5 x &0 R 5 Room area 136.0 1F 4.0 IF Ty Congrimion U-value Or HTM Area (w) Load Area (le) Load nunber Bluhlll'-T) BthlR or perimeter (10 MA) or perimeter (Ip BOrft) Heal Cod Gross NAPS Heal Cod Gross NIPIS Heal Cod 6 gyp! 0. 540 ne 231 3.69 106 98 225 0 0 0 0 A5.2ory4AS2om 0.540 ne 1285 23.69 8 0 77 14142 0 0 0 0II-CG 4A5.2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 4B5.2fm 0.540 ne 1285 23.69 0_ 0 0 0 0 0 0 0 N11 13A4= 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0 4A5.2om 0.550 no 13.09 2224 0 0 0 0 0 0 0 0 4B5-2fm _ 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 0.097 se 231 289 0 0 0 0 0 0 0 0 4A5-2om 0.550 se 13.09 21.91 0 0 0 0 0 0 0 0N12B- Osw 4B5.2fm 0.540 se 12B5 21.97 0 0 0 0 0 0 0 0 4B5.2fm 0.540 se 12.85 2272 0 0- 0 0 0_ 0_ 0 0 t_-D 13A-40rs 0.143 se 3.40 3.00 0 0 0 0 0 0 0 0 11 DO 0.390 se 928 12.54 0 0 0 0 0 0 0_ 0 4pl 12&-0 0.097 sry 231 289 0 0 0 0 72 72 166 208 4AS-20m 0.540 s+v 1285 21.97 0 0 0 0 0 0 0 0 4A5-2om - 0.550 sov 13.09 21.91 0_ 0 0 0 0 0 0 0 qJ 13AAOM 0.143 9w 340 300 0 0 0 0 0 0 0 0 C 4A5.2om 0.550 9N 13.09 27-70 0 0 0 0 0 0 0 0 4B5.21m 0.540 sov 1285 2422 0 0 0 0 0 0 0 0 4W 128-09w 0.097 rw 2.31 289 90 90 208 260 0 0 0 0 T--C' 4A5-20m 0.550 r w 13.09 2224 0 0 0_ 0 0 0 0 0 13A 4oce 0.143 rtw 3.40 3.00 0 0 0 0 0 0 0 0 I--C 4A5-20m 0.550 nw 1309 2224 0 0 0 0 0 0 0 0 4AS2omd 0.580 rtw 1380 77.82 0 0_ 0 0 0 0 0 0 F( 12C-09w 0.091 217 157 O 0 0 0 0 0 0 0 D 11 DO - 0.390 n 928 12.54 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 136 136 104 242 84 84 64 150 F- - 19A-Obscp_ _ _--- 0.295 264 206 0 0 0 0 0 0 0 0 F 190-191:91CP _ 0.049 040 032 0 0-- 0 0 0 0 0 0 F 2244wn _ _ _ - _ _ 1.180 28.08 0.00 0 0-- 0 0 0 0 0 0 6 c )AED exaxson 48 19 Envelope lossrgain 614 877 230 339 12 a) IdWalion 292 117 109 43 b) Roomventilation 0 0 0 0 13 Iniernalgains Oowparns@ 230 0 0 0 0 Appliancesbtller 0 0 Still AW (lines81013) 905 994 339 382 LesseMrrkdload 0 0 0 0 Lesstrartsler 0 0 0 0 Redistribution 167 269 0 0 14 SubWlal 1092 1262 339 382 15 1 Durlloads 1 16% 49%1 177 622 16% 49% 55 188 Total room load 1269 lam 393 570 Ar regtnred (cfm) 0 87 1 0 26 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-004316.35:45wrightSoTt' Right-Suite®Universa1201717A26RSU16793 PageB ol 14 Barcelona C DBL Drs Q Office LHG - Exup Calc = MA Front DDor laces E wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs (r.. Date: 07105f2017 LFILM Pan: LHG 7225 Sandsoove Court Winter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629. 9307 WLb: wwwOneStopCooling=rn License: CAC032444 1 Roan name LOFT 2 Exposed wrap 14.0 e 0 a 3 Roan height 9.0 R heaYbool 9.0 a heaobod 4 Room drmen9ats 1.0 x 138.5 It 3.5 x 5.5 It 5 Roan area 136.5 IF 19.3 IF Ty Construction U-value Or HTM Area (4) Load Area (IF) Load number BtuhNF-'F) I or penrneto (fa Btrd1) or Perinnew pU Btuh) Heat Cod Gross NAPS Heat Cod Gross NIPS Heat Cod 8 128-09w 0.097 ne 231 3.69 0 0 0 0 0 0 0 0 4A5-2am 0S40 ne 1285 23.69 0 0 0 0 0 0 0 0 4AS-2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 4B5-2fm _ 0.540 ne 1285 23.69 0 0 0- 0 0 0 0 0 11 13A40rs 0.143 ne 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 4BS2fin _ 0.540 ne 1285 2369 0 0 0 0 0 0 0 0 0.097 se 2.31 289 0 0 0 0 0 0 0 0 4A5.2om 0.550 se 13.09 21.91 0 0 0 0 0 0 0 0N112121- 09m 4BS2fin 0.540 se 12B5 21.97 0 0 0 0 0 0 0 0 4BS2fin 0.540 se 12.85 2272 13- 0 0 0 0 0 0 0 13A.4oce 0.143 9e 3.40 3.00 0 0 0 0 0 0 0 0 11DO 0.390 se 928 12.54 0 0 0 0 0- 0 0 1q1 12B-0sry 0.097 av 231 2.89 126 114 263 329 0 0 0 0 0 4A5-2om 0.540 sw 1285 21.97 12 3 154 284 0 0 0 0 t. G 4A5-2om _ _ 0.550 sw 13.09 21.91 0 0 0 0 0 0 0 0 13A40ce 0.143 9w 3.40 3.00 0 0 0 0 0 0 0 0 4AS-2om 0.550 9w 13.09 22.70 0 0 0 0 0 0 0 0 4135-2Im _ . _ _ 0.540 9w 1285 2422 0 0 0 0 0 0 iq t-C 128-09N 0.097 nw 231 2.89 0 0 0 0 0 0 0 0 0 0 4A5.2om - OS50 rrw 13.09 2224 0 0 0 0 0 0 0 0 q/ 13A4ors 0.143 riw 3.40 3.00 0 0 0 0 0 0 0 0 4A5.2om 0.550 rnv 13.09 2224 0 0 0 0 0 0 0 0G124A5.2omd 0.580 r w 13.80 0 0 0 0 0 0 0 R 12C-09N 0.091 217 27.82 1.57 0 0 0 0 0 0 0 0 0 D 11D0 0.390 n 928 1Z54 0 0 0- 0 0 0 0 0 C 18B-30ad 0.032 0.76 1.78 137 137 104 243 19 19 15 34 F 19A-0b%v 020 264 206 0 0 0 0 0 0 0 0 F 19G19= 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 224-Ipm - 1.180 26.08 0.00 0- 0 0 0 0 0 0 0 6 c)AEDmirsion 60 2 Flnelopeloss gain 521 896 15 33 12 a) Infiltration 190 76 0 0 b) Room ventilabon 0 0 0 0 13 Internal gairm O-Part150 230 1 230 0 0 Applianoe9681er 0 0 SubOotal (Imes 6to 13) 711 1202 15 33 Less e4ainalload 0 0 0 0 tesstrarssier 0 0 0 0 Redistribution 5 12 15 33 14 717 1213 0 0 15 Dudloads 1 16% 49% 116 598 16% 49% 0 0 Total room bad 832 1611 0 0 Air required (dm) 0 83 0 0 Calculations approved bYACCA to meet all requirements ofManual J 8#1 Ed. 2017-OM1316:35:45wrightSOft' ggh$.Suite®UrnversW 201717A26 RSU16793 Page 9 at 14 Barcelona CDBL Drs ® Office LHG - Erup Colic = MR Front Door faces. E wrightsoftRight-M Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs .. Data: 07/05/2017 LF/ LM Pen: LHG 7225 Sandscove Court Writer Park FL 32792 Phone: (407) 629- 6920 Fax (407) 629- 9307 V*b: wwKOneSlopCodmg.mm License CAOD32444 1 Room name BEDS BTH3 2 Ewall 27.0 R SA a 3 Room height 9.0 4 heatbool 9.0 It heaVwd 4 Room dime sam 1.0 x 139.3 1t5.5 x 5.5 fl5 ROomarPa 139.3 W 30.3 t TY Construebon U-value Cr HTM Area (IF) Load Area (W) Load number BWW- F) I or perimeter (10 Bbih) or perimeter (Iq Bub) Heat Cool Gross NiPIS Heat Cod Gross NIPS Heat Cod 6 1213• 09er 0.097 ne2.31 269 16 18 42 52 0 0 0 0 4A5-20m 0.540 ne1285 23,69 00 0 0 0 0 0 0 4A5.20m 0.550 ne1309 2224 0 0 0 0 0 0 0 0 4135-2h _ 0.540 ne1285 23,69 00 0 0 0 0 0 0 J G 11 13A- 4ors 0.143 ne 3.40 3.00 00 0 0 0 0 0 0 4A5-2om 0.550 ne 13.09 2224 0 0 0 0 0 0 0 0 l 485- 21m , 0.540 to1285 23.69 00 0 0 0 0 0 0 0.097 as 231 2.89 99 64 194 242 45 39 9D 113 4A5-2om 0.550 se13,09 21.91 15 1 195 329 0 0 0 0 N1213-09w485- 21im 0.540 as 1285 21.97 0 0 0 0 0 0 0 0 4135-21m _ 0.540 as 12.55 22.72 0 0 0 0- 6 1 77 136 ql 13A4= 0,143 as 3.40 3.00 0 0 0 0 0 0 0 0 D 11DO 0,390 as 1928 12.54 0 0 0 0 0 0 0 0 1oJ 1213- 09N 0.097 9N 231 289 125 125 291 364 0 0 0 0 4A5-20m 0.540 sw 1285 21.97 0 0 0 0 0 0 0 0 4A5.2om 0.550 9v 13.09 21.91 0 0 0_ 0_ 0 0 0 0 13A4ocs 0. 143 9w 3.40 3.00 0 0 0 0 0 0 0 0 4A5.2om 0.550 9w 13.09 22.70 0 0 0 0 0 0 0 0 4B5-2bn 0.540 9w 1285 2422 0 0 0 0 0 0 0 0 y! G 12130m 0. 097 nw 231 289 0 0 0 0 0 0 0 0 4A5.2om 0.5W nw 13.09 2224 0 0 0 0 0 0 0 0 13144= 0. 143 rtw 3.40 3.00 0 0 0 0 0 0 0 0 4A5.2om 0.5W rtw 13.09 2224 0 0 0 0 0 0 0 0 4A5.2omd 0.550 rtw 13.80 27.82 0 0 0 0 0 0 0 0 R 12C- 0sw 0.091 217 1 S7 0 0 0 0 0 0 0 0 D 11DO 0.390 n 928 12.54 0 0 0_ 0_ 0 0 0 0 C 1613- 30ad 0,032 0.76 178 139 139 106 248 30 30 23 54 F 19A Obxp 0295 264 206 0 0 0_ 0 0 0 0 0 F 19C- 19c 0.049 0.40 0.32 85 85 34 27 30 30 12 10 F - 22A Ipm 1.180 28.08 0,0D 0 O 0 0 0- 0 0 0 6 c) AEDexOursion 25 45 Enmlope los5bain 853 1286 202 357 12 a) Inbltrabon 366 147 68 27 b) Room va ntilabort 0 0 0 0 13 InWrk l gains 0muparttao 230 1 230 0 0 ApplianceabOter 0 0 Subtogal pines 6 b 13) 1229 1663 270 3B4 Law e# Brnalload 0 0 0 0 Lesstransfer 0 0 0 0 Redtsntmon 5 11 0 0 14 StAIDW 1234 1674 27D 384 15 1 Dtxiloads 1 16% 49% 200 824 16% 49% 44 189 Total room bad 1434 2498 1 314 574 Air required ( dm) 0 115 1 0 26 Calculations approved bYACCA to meet all requirements of Manual Jft Ed. 2017-Ob1316: 35:45 oft twrights' PoghFSuite®UniversW 2017 17.028 RSU16793 Pape 10 ot 14 Barcelona C DBL Drs Q Office LHG - E rup Calc = MJ8 Front Door faces: E wrightsofC Right -A) Worksheet Entire House One Stop Cooling and Heating Job: Lot 14 Barcelona C DBL Drs .. Data: 07/05/2017 LFILM P an: LHG 7225 Sandsoove Court WriterParkFL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: vw AtOneStopCoolmg.00mLicense: CAC032444 1 Room name T013 STR2 2 Exposed wall 15.5 R 7.0 R 3 Room heigN 9.0 ll healknol 9.D R healkool 4 Room dmensons 6.0 x 7.5 R 115 x 7.0 R 5 Room area 45.0 W 94.5 W Ty Corutrlxclion U-value Or HTM Area (W) Load Area (IF) Load number Bdh#P--F) I or i a imeter (R) BhOr) or perimeter (10 Btuh) Heat Cod Gross NiPIS Heat Cod Gross NiPIS Heat Cod 8 W 128-09v - 0.097 ne 231 289 68 68 156 195 63 48 111 139 4A5-20m 0.540 ne 1285 23.69 0 0 0 0 0 0 0 0 4A5-20m OS50 ne 1&09 2224 0 0 0 0 0 0 0 0 JIBS-21m 0.540 ne 1285 23.69 0 0 0 0 15 0 193 355 JJ f 11 13A40s 0.143 ne 3.40 3.00 0 0 0 0 D 0 0 0 4A5.2om 0fm .550 ne 1&09 2224 0 0 0 0 0 0 0 0 L 4B5-2 0.540 ne 1285 23.69 0 0_ 0 0 0 0 0 0 12B-09w 0.097 se 231 289 54 48 111 139 0 0 0 0 4A5-2om 0.550 se 13.09 21.91 0 0 0 0 0 0 0 0 4B5-21m 0.540 se 1285 21.97 0 0 0 0 0 0 0 0 4B5.2fm - 0540 se 12.85 22.72 6 1 77 136 0 0 0 0 t-D 13A40s 0.143 se 3.40 3.00 0 0 0 0 0 0 0 D 11DO 0.390 se 928 12.54 0 0 0 0_ 0 0 0 0 tipl 12B-09N 0.097 sw 231 289 18 18 42 52 0 0 0 0 4A5.20m 0.540 9N 1285 21.97 0 0 0 0 0 0 0 0 4A5-2om 0.550 9N 13.09 21.91 0 0 0 0 0 0 0 0 Vpl 13A40rs 0.143 9N 3.40 3.00 0 0 0 0 0 0 0 0 I--G 4A5-2om 0.550 9iv 13.09 22.70 0 0 0 0 0 0 0 D Ili 4B5.21m - _ _ _ 0.540 9w 1285 2422 0 0 0 D 0 0- 0 0 1qI 12B-0su 0.097 nw 2.31 229 0 0 0 0 0 0 0 0 G 4A5-2om 0.550 r w 13.09 2224 0_ 0 0 0 0 0 0 0 13A4= 0.143 nw 3.40 3.00 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 13.09 2224 0 0 0 0 0 0 0 0 4A5.2omd 0.5W nw 13.80 77.82 0 0_. 0 0 0 0 0 0 R 12C-Osw 0.091 217 157 0 0 0 0 0 0 0 0 D 11 DO 0.39D n 928 12.54 0 0 0_ 0 0 0 0 0 C 168-30ad 0.032 0.76 1.78 45 45 34 80 95 95 72 168 F 19A-0bsrp 0295 2-64 206 0 0 0 0 0 0 0 0 F 19C-19tsm 0.049 0.40 0.32 45 45 18 14 0 0 0 0 F 22P.tpm 1.160 28.08 0.00 D 0 0 0 0 0 0 0 6 c)AEDexwrson 28 23 Envelope to s n 435 644 376 639 12 a) KlMon 210 84 95 38 b) Room venblation 0 D 0 0 13 IntenW gains owiparba 230 0 0 0 0 Appliancest1her 0 0 Subtdal pines 6 b 13) 648 728 471 677 Lemebenalload 0 0 0 0 Lesstrarder 0 0 0 0 Redigibubon 0 0 471 677 14 SubtDIW 648 728 0 0 15 Duns loads 1 16% 49%1 105 359 16% 49% D 0 Total room bad 753 1087 0 0 Airrequired (dm) 0 50 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. wrightsOfC light-SuileSUniversal 201717.028 RSU45I6793 2017 Oa131Page 11 ol 14 Barcelona C DBL Drs 9 Office LHG - Exup Cale = MA Fronl Door laces: E 9 Duct System Summary DBJob: Lot 14 Barcelona C L M.. wright.soft• Date: 07/05/2017 Entire House By. LFILM One Stop Cooling and Heating Flan. LNG 7225 Sandsoove Court Writer Park FL 32792 Phone (407) 629- 6920 Fax (407) 629- 9307 Web: wwmOneSlopCooling aom License: CKA32444 For. Park Square Homes 3788 Saltmarsh Loop, Sanford, FL 32771 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Aral airflow Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.273 / 0.067 in H2O 0.121 in/100ft 0 dm 280 ft Coding 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.273 /0.067 in H2O 0.121 in/100ft 1567 dm Name Design Btuh) Htg Cfm) Gg dm) Design FIR Diam in) H x W in) Duct Mal Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BEDIOFFI C 1716 0 79 0.150 6.0 Ox 0 VIFx 41.9 140.0 st3 BE03 C 2498 0 115 0.155 6.0 Ox 0 VIFx 31.1 145.0 sty BEDRM3 C 2908 0 134 0.163 7.0 Ox0 VIFx 27.7 140.0 st5 BTM1 C 690 0 32 0.147 4.0 Ox 0 VIFx 45.9 140.0 st3 BTM3 C 574 0 26 0.165 4.0 Ox 0 VIFx 25.7 140.0 st5 DIN C 3257 0 150 0.121 7.0 Ox 0 VIFx 64.9 160.0 st4 Cam+ C 3029 0 139 0.122 7.0 Ox 0 VIFx 64.4 160.0 st4 GAI+A C 3029 0 139 0.128 7.0 Ox 0 VIFx 58.9 155.0 st4 Krr C 2539 0 117 0.122 7.0 Ox 0 VIFx 63.9 160.0 st4 LAM C 2429 0 112 0.155 6.0 Ox 0 VIFx 41.4 135.0 st3 LOFT C 1811 0 83 0.223 6.0 Ox 0 VIFx 17.5 105.0 st2 MBED-A C 5570 0 256 0.174 9.0 Ox 0 VIFx 32.1 125.0 st6 MBTH C 1884 0 87 0.177 6.0 Ox 0 VIFx 29.6 125.0 st6 Mrol C 205 0 9 0.191 4.0 Ox 0 VIFx 28.0 115.0 st6 MWC C 570 0 26 0.175 4.0 Ox 0 VIFx 31.4 125.0 st6 T013 c 1087 0 50 0.164 4.0 Ox 0 VIFx 26.5 140.0 sty WC c 238 0 11 0.145 4.0 Ox 0 VIFx 48.1 140.0 st3 2017-Oa7316.35:46 wrightsoft rbghl-Suite® Universal 2017 17.028 RSU16793 Page 1 ACM .-ol 14 Barcelona C DBL Drs ® Office LHG - Enrp Cale - MA Front Door races: E Supply Trunk Detail Table Name Trunk Type Htg dm) Gg dm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st4 PeakAVF 0 546 0.121 510 14.0 0 x 0 VinlFlx st3 st3 PeakAVF 0 779 0.121 729 14.0 0 x 0 VinlFlx st1 st1 PeakAVF 0 779 0.121 729 14.0 0 x 0 VinlFlx st5 PeakAVF 0 325 0.155 596 10.0 0 x 0 VinlFlx s12 sty PeakAVF 0 379 0.174 695 10.0 0 x 0 VinlFlx st2 st2 PeakAVF 0 787 0.155 737 14.0 0 x 0 VinlFlx Grille Htg Gg TEL Design Veloc Diam H x W Stud/Joist Duct Name Size (in) Ctm) dm) ft) FR fpm) n) in) Opening (in) Matl Trunk rb7 Ox 0 0 134 55.2 0.121 383 8.0 Ox 0 VIFx rt3 rb2 0x 0 0 115 38.6 0.174 430 7.0 Ox 0 VIFx rb1 Ox 0 0 13181 50.6 1 0.1321 604 20.01 Ox 0 1 VIFx I rt3 Name Trunk Type Htg dm) CA dm) Design FR Veloc fpm) Diam in) H x W n) Dud Material Trunk rt3 PeakAVF 0 1452 0.121 665 20.0 0 x 0 VinIFIX 2017 OcF131 wrightsofe FaphFSuiletUniversal 201717.028 RSU78793 Pape 2 ACM ... ot 14 Barcelona C DBL Drs ® Office LHG - E1up Cale= MA From Door faces: E Static Pressure and Friction Rate Job: Lot 14 Barcelona C WL Dr... wrightSoft' Date: 07/06/2017 Entire House W. LIFiuul One Stop Cooling and Heating Plan: LMG 7225 SandscoveCourt Writer ParkFL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Wab: wwwOneSlopCoolinp.com License: CA0032444 For. Park Square Homes 3788 Saltmarsh Loop, Sanford, FL 32771 Heating Coding n H2O) in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total• Supply Return ft) ft) Measured length of run -out 12 10 Measured length oftrunk 53 6 Equivalent length of fittings 160 40 Total length 225 55 Total effective length 280 Friction Rate Heating Coding in/100ft) in/100ft) Supply Duds 0.121 OK 0.121 OK Return Duds 0,121 OK 0.121 OK Fitting Equivalent LengthDetails Supply 4X=35, 11A=20,11 G=5,11 G=5,11 A=20,111=10,111=10,11 G=5,1 A=35,11 G=5,11 G=5,11 G=5: Total E L=160 Return 6M=20, 11G=5,5E1=10,11G=5: TotalEL=40 C 2017 OcJ 131835:48 w ightsoftC Fbghl-Suile®Universe! 2017 17D28 RSU18793 Pape 1 ACM .a114 Barcelona C DBL Drs ® Office LHG - E rup Cole = MA Front Door faces: E FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 14 Barcelona C DBL Drs ® Office LHG - E Builder Name: One Stop Cooling and Heating Street: 3788 Saltmarsh Loop Permit Office: CITY OF SANFORD City, State, Zip: Sanford , FL , 32771 Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside of and cantilevered floors) subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 10/13/2017 4:49 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 Level 1 A/C-1: 4.0TON 16.0 SEER H.P. Gri Q DIN ' AF F 10X8 I 150 cfm 7„ 1OX10.2 7 FBB3 I _ • 139 cfm 1 1 J i i Gie GATH 10X10.2 110Xf8m KIT I 139 cfm GFI 4 I AFdh -14" 10X6 79 Orr WF OFFICE 6" 8X4 1 cfm 441 yIWIC`:=, lox 10 L — — _ P 32 cfm 1 2• i--4 •-- j I 4Td s: I I A81 " L4= STR1, I Tin, t I FBB2---------Oso.- J - s FOY to 111 cfm 1 HALL_ J 40f, Ia•il ; DV VTR LAUNN. Sf, 7 — AF 14" FRRT W I e Vi ((tt((yj _ FEF1=VTR a LL` I • ul I I I I GFI ,. r ^'-' Sup Riser I EF1 EF2 50 CFM Fan 80 CFM Fan 14" EF3 110 CFM Fan i EFL1 50 CFM Fan I EFL2 80 CFM Fan r— FL3 110 CFM Fan M I VTR = Vent to Roof GARAGE' VTW = Vent to Wall I DV = Dryer Vent RV = Range Vent Lineset Chase I I Condensate I I O = Thermostat 18/8 SRB = Small Reduction Box I I I LRB = Large Reduction Box FBB = Field Built Box Level 2 Zone Damper 1- UP Zone Damper 2 -14' ypass Damper -12' EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 501 CFM Fan EFL2 = 801 CFM Fan EFL3 =110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase Condensate O= Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Field Built Box CO+ :P IH Revision X City of Sanford Response to Comments Building & Fire Prevention Division MAY 0 Mid Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # } al-.q5 3 Submittal Date, Project Address: Shc'YKOItS%1 t—OlDe Contact: Tan; a Pt GEC ea(llrol Ph: 4a - Sv 41 - 31 W3 Fax: Email: C.iL YI r (G OhAeS • GOh^ Trades encompassed in revision: General description of revision: Building 1 dck*4 `en 11 0-4 IVNC Plumbing deKy- S PXi 'VI) - Electrical LWLti -kXrAI 1R -tD WYCS s GO- Mechanical a K s C,&A, df+ion% Life Safety Waste Water ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention Building