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3794 Saltmarsh Lp 17-2316
COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100006 BUILDING APPLICATION #: 17-10000642BUILDINGPERMITNUMBER: 17-10000642 UNIT ADDRESS: SALTMARSH LP 3794 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: OWNER NAME: ADDRESS: DATE: September 06, 2017 17-20-31-502-0000-0150 PARCEL: TRACT: BLOCK. LOT: APPLICANT NAME: BRISSON INVESTMENTS LLCADDRESS: 27 N SUMQERLIN AVE ORLANDO FL 32801 LAND USE: SFR DETACHED TYPE USE: WORK DESCRIPTION: CITY-SANFORDSPECIALNOTES: 3794 SALTMARSH LP / LOT 15 SFR DETACHEDWYNDAMPRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUETYPEDIST-----SCHED------ RATE UNITS TYPE ROADS -ARTERIALS CO -WIDE ORD Single FamilyROADCOLLECTORS Hou ingN/A 705.00 1.000 dwl unit 705.00 Single FamilyFIRERESCUE HousingN/A 00 1.000 dwl unit 00 LIBRARY CO -WIDE ORD 00 Single FamilySCHOOLS Housing CO 54.00 1.000 dwl unit 54.00 P SSiingle Family WIDE ORD Housing 5,000.00 1.000 dwl unit 5,000.00 LAW ENFORCE N/A 00 DRAINAGE N/A .00 00AMOUNTI= 5,759.00 STATEMENT tF / l_"jRECEIVEDBY: (:<<i SIGNATURE: PLEASE PRINT NAME) 7 r DATE: NOTE TO RECEIVING SIGNATORY APPLICANT: FAILURE TO NOTIFY OWNER ANDENSURETIMELYPAYMENTMAYRESULTINYOURLIABILITYFORTHEFEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THESEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONALISSUANCEOFABUILDINGPERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEESMUSTBEEXERCISEDBYFILINGAWRITTENREQUESTWITHIN45CALENDARDAYSOFTHERECEIVINGSIGNATUREDATEABOVE, BUT NOT LATER THANCERTIFICATEOFOCCUPANCYOROCCUPANCY. THE REQUEST FOR REVIEWMUSTMEETTHEREQUIREMENTSOFTHECOUNTYLANDDEVELOPMENTCODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PA YMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORDBUILDINGDEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCETHECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. GRANT MALOY SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BY, 8994 P9 521 (lP9s) CLERK'S * 2017096157 RECORDED 09/25/2017 12:50:52 PM RECORDING FEES $10.00 RECORDED BY deckenro THIS INSTRUMENT PREPARED BY: Name: Michelle Brana Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE 'O7 F COMMENCEMENT Permit Number. / / — if? -' Parcel IDNumberL% - 31— Z— 0000 —rE--trv 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 ascription of*e property and street ldree available) 1S rwM.yAr.0w, Anse/ A147 004 .1 / /,41o'9PS 9.3—/0 >- 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 Road Suite 200 Orlando, Florida 32811 Interest in property: Fee Simple Fee Simple Title Holder (if other than owner listed above) Name: Address: 4. CONTRACTOR: Name: Park Square Homes Phone Number: 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 S. SURETY (If applicable, a copy of the payment bond Is attached): Name: N/A T. 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: 8. 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. Ztzr Vishaal Gupta, Executive Vice -President Signature of Owner or Lessee, or Owner's or Lessee's (Print Nerne and Provide SlgneWs Tltle/011iia) Autlrorized OMcerlDlrectoNPartner/Manager) State of F,/O,.—,-,4,—County of vr The foregoWnstrument was acknowl dged befo me this day of 20 Z - c by Who Is personally known to me -OR who has produced Identification O Identification produced: CERTIFIED COPY GRANT MALOY CLERK OF THE CIRCUIT COUA f AND COMPTROLLER. i;" SEMINOLE COUNTY, FLARIDA * BY DEPUTY CLERK a, SEP 2 5 2011. IIN 11 1 ' ?)' P CITY OF SANFORD 11 BUILDING & FIRE PREVENTION PERMIT APPLICATION 14114- 1 Application No: 3l 4o a 5'72-6. CD DocumentedConstructionValue: $ 12 Z(. Job Address: 3794 Saltmarsh Loop, Sanford 32771 (Lot 15) Historic District: Yes No Parcel ID: Parent 17203150100000010 Residential © Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone: 407-529-3135 Fax: Email: mparkison(Mparksquarehomes.com Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Property Owner Information Phone: 407-529-3000 Resident of property? : 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, Debaty 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 of thatdate: 5te Edition (2014) Florida Building Code Revised. June 30, 2015 Permit Application 0 1 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. J. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of caner/Agent' / / Date/ Pant Owner/Aeent's bleufrl of MICHELLE PARKISON MY COMMISSION q FF 063452 EXPIRES: October 30, 2017 Bondod Thto Notn Public UmIsi ism Owner/Agent is V Personally Known to Me or Produced ID Type of ID 6% lro A;) Signat re fCon Print Contractor/ of Notary -State o oq Yi MICMELLE PARKISON MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 IJondod Thru Notary Public Undervn"M Contractor/Agent is personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building® ElectricalEl Mechanical [R Plumbing[g Gas[] Roof Construction Type: 40 Occupancy Use: 9-5 Flood Zone: V lig Total Sq Ft of Bldg: 25 (3aW) 2" Min. Occupancy Load: 13 # of Stories: 7-AT -A IRcNED New Construction: Electric - # of Amps 1.50 Plumbing - # of Fixtures 20 Fire Sprinkler Permit: Yes No ® # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: Z811 UTILITIES: t WASTEWATER: ENGINEERING: VKtG S-°I-M FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 42. 2'10 wY,p, I98(0 Tri beta pk — GrA BUILDING: eyf 9,; / ) Revised: June 30, 2015 Permit Application file . I-e-,, f ` CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 013 J to Documented Construction Value: S 126,502.00 Job Address: 3794 Saltmarsh Loop, Sanford 32771 (Lot 15) Historic District: Yes No Parcel ED: Parent 17203150100000010 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: Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Email: mparkison -,parksquarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng,/ PO Box 530783, Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY- BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 516 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 ofthis county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance ofpermit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 91 > > Signature of er/Agent Date Sipatyreof Contractor/a Da e Print Owner/Agent's DMee N L Print Contractor/Agent' ame Signature ofNotary -State o[ 7: MICHELLE PARKISON MICHELLE PARKISON MY COMMISSION # FF 063452 Y COMMISSION # FF 063452 EXPIRES: October 30,2017 EXPIRES: October 30. 2017 Bonded 71tN Notary PubOe Undeturrltete owq Publk Undenwrltaa Owner/Agent is P1 Personally Known to Me or Contractor/Agent is personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Flood Zone: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: WASTE WATER: FIRE: BUILDING: Revised: June 30, 201S Permit Application k. Revision O City of Sanford Response to Comments ® " = , , Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 v5 P ;10 W .l Email: building@sanfordfl.gov Permit # 17-2316 Submittal Date SeptemberA 2017 Project Address: 3794 Loon Lane, Sanford [0 f 15 Contact: Michelle Parkison Ph: 407/529-3135 Email: mparkison@parksquarehomes.com Trades encompassed in revision: IN Building Plumbing Electrical Mechanical Life Safety Waste Water Fax: General description of revision: Revised Trusses 8 Product Approvals Plumbing Riser Diagrams Enlarge HVAC Duct Layout ROUTING INFORMATION Department Approvals Utilities Waste Water Planning Engineering Fire Prevention 0 Building t a+ 15 1$CITY OP S-------0RD FIRE DEPARTMENT PLAN REVIEW COMMENTS Building & Fire Prevention Division Application Number: 17-2316 Date: 08/31/2017 Project Description: New SFR Contact Name: Michelle Parkison Job Address: 3794 Saltmarsh Loop Contact Email: mparkison(@,parksguarehomes.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.Qov. Provide two conies ofaffected plan sheets and/or supplemental information as requested Permit submittals will not be accented without two conies. COMMENTS: 1. The A/C condenser location as shown on the plans (side of house) is not located as shown on the approved plot plan (in the rear of the house). All applicable plan pages that show the A/C condenser location must be revised to show the correct location of the A/C condenser as well as the electric page showing the disconnect and service receptacle. FBC 107 2. The incorrect code (2004) is referenced on Sheet 7 of the plans. Please revise — the current code is the 2014 version. FBC 107 3. The laundry tub is not shown on the plumbing riser. Please revise the riser and submit two (2) copies. FBC 107 4. Trusses A6T and A4T do not have truss tails on one end, however the truss framing page of the plans show truss tails. Please show the correct truss design on the truss framing page and reference the scab detail that is applicable to these trusses. FBC 107 5. The HVAC Duct layout is extremely too small and cannot be accurately read. Please submit two (2) copies ofa HVAC duct layout that is at least on legal size paper. FBC 107 6. The Product Approval package contains many errors. Please submit two (2) copies of a correct Product Approval package that is site specific to the house being built, addressing the following errors: The swinging door (front door) is listed as FL# 8871.3 on the Product Approval Sheet however FL# 8871.5 was submitted for review. The number on the Product Approval sheet should match what is actually submitted. The sliding door includes two different products for review FL# 15332.4 and FL#15332.5. There is only 1 sliding door installed on the house. Only the specific door should be submitted for review. The single hung window submittal only includes flange style installation, which is for masonry installations. Typically a fin style window is installed on the 2"1 floor wood frame construction. Please submit the product approval for the 2"1 floor single hung windows and include the FL# on the Specification Sheet. 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. The fixed windows include fin style installation for wood frame construction, however there are fixed windows being installed on the I` floor masonry construction. Please submit fixed windows approved for masonry installation and include the FL# on the specification sheet. A "Zip System" for wall and roof sheathing has been included in the product approval package, however the plans do not address this type of structural system. Either the plans need to address this specific system or it should not be included in the product approval package. Any error or omission in this plan review shall not be construed to grant approval of any violation of any of the adopted codes or municipal ordinances of this jurisdiction. Office meetings with llie plans examiner to discuss comments will require an appointment, arranged bi, phone or email prior to arrival Respectfully, Steve Fiorey; CBO Residential Plans Examiner 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: 3794 Saltmarsh Loop Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-0150 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) Flood Zone: x Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 29, 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 M The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-2316 Reviewed by: Michael Cash, CFM Date: August 9, 2017 i Application for Paved Driveway, Sidewalk or Walkway0Including Right -of -Way Use & 9 9 Y F 1877- IXJ Landscaping in Right -of -Way www.sanfordfl.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 feel 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 size and location of the existing right-of-way and use shall be provided or application could be delayed. calltmarwdk 1. Project Location/Address: 3794 Saltmarsh Loop, Sanford FL 32771 (lot 15) 2. Proposed Activity: X Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Dale Emergency Repairs 4. Brief Description of Work: Construction of new driveway for new single family residence This application is ubmitted by: Property owner. Signature: Address: 5200 Vineland Rd Sui 00 rlando, FL 32811 Phone: (407) 529-3135 Fax: Print Name: Vishaal Gupta Email: mparkisori@parksquarehomes.com Date: 06/26/2017 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 pernittee 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 Requestoes expense and, if necessary, file a lien on the Requestof s property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, itscouncilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way I have re ` a d u ersta d the bove statement and by signing this application I agree to its terms. It I 0 Signature: Date: Pre -pour Inspection by: Application No: Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: shall be posted on the site during construction. Please call 407.688.5080 24 hours In advance to schedule a pre -pour inspection. Date: Official Use Only Fee: Date: Date: Date: Date: 8 - `4 1017 Date: November 2015 ROW Use Driveway pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: l I hereby name and j '4e"' an agent of: '40 L SgZXQ i-e— to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and apAcation for work located at: Street -Address) Expiration Date for This Limited Power of Attorney: License Holder Name: State License Signature of I STATE OF F COUNTY Of The fore 20J7_ to me of identification and who did (did not) take an Notary Seal) MICHELLE PARKISON MYCOMMISSION 0 FF 063452 EXPIRES: E", October A 2017 Bonded Thtu Notary Public Undetwdte e Rev. 08.12) a Sign ture Print or type name Notary Public - State of Commission No. '%-F olo'bt•5a. My Commission Expires: ro 30• 21.0 " as REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # 17-2316 Address: 3794 Saltmarsh Loop BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence E^L'EC iTR+I'C-.A+LFPjERM+T^' Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final M+69+N E R U T Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 PlumbingFinal M+ECHANICAL PE RM+IT k•'~`:h; ~ Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lotl5WyndhamPreservel986TribecaAGR Builder Name: PARK SQUARE HOMES 1LD Street: 3794 Saltmarsh Loop City, State, Zip: Sanford FL 32771 Permit Office: / Permit Number: 1 / - 2 3 16 SANFORDOwner: Jurisdiction: J=O (aq !; s,o - Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 2) 4 FAA 1. New construction or existing New (From Plans) 9. Wall Types (2665.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1359.00 W b. Concrete Block - Int Insul, Exterior R=4.1 1050.00 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 256.67 ft' 4. Number of Bedrooms 4 d. N/A R= ft: 5. Is this a worst case? No 10. Ceiling Types (1202.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1202.00 ft' 6. Conditioned floor area above grade (ft') 1986 b. N/A R= ft' Conditioned floor area below grade (ft') 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(163.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 397.2 a. U-Factor: Dbl, U=0.29 99.00 W SHGC: SHGC=0.32 b. U-Factor: Dbl, U=0.52 64.00 W 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.32 a. Central Unit 34.8 SEER:16.00 c. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d U-Factor. N/A ft' a Electric Heat Pump 34.8 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 4.272 ft. Area Weighted Average SHGC: 0.320 14. Hot water systems a. Electric Cap: 50 gallons8. Floor Types (1986.0 sqft.) Insulation Area EF: 0.940 a. Slab -On -Grade Edge Insulation R=0.0 927.00 ft' b. Conservation features b. Floor Over Other Space R=11.0 784.00 ft' None c. other (see details) R= 275.00 ft' 15. Credits Pstat Glass/Floor Area: 0.082 Total Proposed Modified Loads: 61.48 PASSTotalBaselineLoads: 63.55 1 hereby certify that the plans and specifications covered by Review of the plans and this calculation are in compliance with the Florida Energy specifications covered by this O".SHE v Code. calculation indicates compliance r with the Florida Energy Code. rnrr '`5°•.. °:A`=„„ O PREPARED BY: Before construction is completed DATE: this building will be inspected for a v compliance with Section 553.908 I hereby certify that this building, as designed, is in compliance Florida Statutes. with the Florida Energy Code. OWE Iaf4 S2G OWNER/AGENT: BUILDING OFFICIAL: - DATE: 06/131/7 DATE: 4:7 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. 6/13/2017 5:49 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Pagel of 5 FORM R405-2014 PROJECT Title: Lotl 5WyndhamPreservel 986 Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 1986 Lot # 15 Owner: Total Stories: 2 Block/SubDivision: WyndhamPreserve of Units: 1 Worst Case: No PlatBook: Builder Name: PARK SQUARE HOMES Rotate Angle: 0 Street: 3794 Saltmarsh Loop Permit Office: Cross Ventilation: No County: Seminole Jurisdiction: 691000 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32771 New/Existing: New (From Plans) Comment: CLIMATE V 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, Sanford FL ORLANDO SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 1986 18072.6 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 927 8435.7 Yes 5 4 1 Yes Yes Yes 2 2nd Floor 1059 9636.9 No 0 0 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor — — 100 W 11 0.31 0 0.69 2 Floor over Garage 2nd Floor — __ 175 ft' 11 0 0 1 3Slab-On-Grade Edge Insulatio 1st Floor 112.5 ft 0 927 ft' 0.37 0 0.63 4 Floor Over Other Space 2nd Floor — — 784 W 11 0.25 0 0.75 ROOF V Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1344 ft' 0 fN Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1202 fN N N 6/13/2017 5:49 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) 2nd Floor 30 Batt 1202 ft' 0.11 Wood WALLS Adjacent 10 Wall lypeSpace Cavity Width Height Sheathing Framing Solar Below 1 S Exterior Frame - Wood 2nd Floor 11 46 6 9 0 418.5 ft' 0 0.23 0.6 0 2 S Exterior Concrete Block - Int Insul 1st Floor 4.1 41 0 9 4 382.7 ft' 0 0 0.6 0 3 E Exterior Frame - Wood 2nd Floor 11 29 0 9 0 261.0 W 0 0.23 0.6 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 10 0 9 4 93.3 W 0 0 0.6 0 5 N Exterior Frame - Wood 2nd Floor 11 46 6 9 0 418.5 W 0 0.23 0.6 0 6 N Exterior Concrete Block - Int Insul 1st Floor 4.1 32 6 9 4 303.3 ft' 0 0 0.6 0 7 W Exterior Frame - Wood 2nd Floor 11 29 0 9 0 261.0 ft' 0 0.23 0.6 0 8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 29 0 9 4 270.7 ft' 0 0 0.6 0 9 - Garage Frame - Wood 1st Floor 11 27 6 9 4 256.7 ft° 0 0.23 0.01 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Insulated 1st Floor None 25 3 8 24 ft' 2 Wood 1 st Floor None 25 2 8 6 8 17.8 ft' WINDOWS Orientation shown is the entered, Proposed orientation V Wall Overhang Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 1 Vinyl Low-E Double Yes 0.29 0.32 4.0 ft° 1 ft 0 in 0 ft 8 in Drapes/blinds Exterior 5 2 S 1 Vinyl Low-E Double Yes 0.29 0.32 15.0 f12 1 ft 0 in 0 ft 8 in Drapes/blinds Exterior 5 3 S 2 Vinyl Low-E Double Yes 0.29 0.32 4.0 ft° 1 ft 0 in 2 ft 8 in Drapes/blinds Exterior 5 4 S 2 Vinyl Low-E Double Yes 0.29 0.32 4.0 f12 1 ft 0 in 11 ft0 in Drapes/blinds Exterior 5 5 E 3 Vinyl Low-E Double Yes 0.29 0.32 4.0 ft° 1 ft 0 in 0 ft 8 in Drapes/blinds Exterior 5 6 E 3 Vinyl Low-E Double Yes 0.29 0.32 15.0 ft° 110 in 0 ft 8 in Drapes/blinds Exterior 5 7 E 4 Vinyl Low-E Double Yes 0.29 0.32 4.0 ft° 6 ft 4 in 0 ft 8 in Drapes/blinds Exterior 5 8 N 5 Vinyl Low-E Double Yes 0.29 0.32 4.0 ft' 1 ft0 in 0 ft8 in Drapes/blinds Exterior 5 9 N 5 Vinyl Low-E Double Yes 0.29 0.32 15.0 ft° 1 ft 0 in 0 ft 8 in Drapes/blinds Exterior 5 10 W 7 Vinyl Low-E Double Yes 0.29 0.32 15.0 ft' 1 ft 0 in 0 ft 8 in Drapes/blinds Exterior 5 11 W 8 Vinyl Low-E Double Yes 0.29 0.32 15.0 W 1 ft 0 in 11 ft0 in Drapes/blinds Exterior 5 12 W 8 Vinyl Low-E Double Yes 0.52 0.32 64.0 W 9 ft 0 in 1 ft0 in Drapes/blinds None 6/13/2017 5:49 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 1 394 ft' 394 W 61 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000289 1506 82.68 155.49 .2598 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 34.8 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 34.8 kBtu/hr cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.94 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None fN 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 6 397.2 ft Attic 99.3 ft' Default Leakage 2nd Floor (Default) (Default) 1 1 6/13/2017 5:49 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin [[ ]] Jan Heating [X] Jan Feb FebH j Mar X] Mar Apr r E Ma j May X] Jun Jun X JuI Jul X] Aug] j Aug 4 SeSep Oct Oct Nov Nov Dec Dec Venting [) Jan Feb X) Mar XJ r May j Jun Jul Au Se Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 6/13/2017 5:49 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 97 The lower the EnergyPerformance Index, the more efficient the home. 3794 Saltmarsh Loop, Sanford, FL, 32771 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1359.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1050.00 ft 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 256.67 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1202.00 ft' 6. Conditioned floor area (W) 1986 b. N/A R= ft' 7. Windows" Description Area c. N/A R= a. U-Factor. Dbl, U=0.29 99.00 ft' 11. Ducts a. Sup: Attic, Ret: Attic, AH: 2nd Floor t2Rft 6 397.2 SHGC: SHGC=0.32 b. U-Factor: Dbl, U=0.52 64.00 ft' SHGC: SHGC=0.32 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft' a. Central Unit 34.8 SEER:16.00 SHGC: d. U-Factor. N/A ft' 13. Heating systems kBtu/hr EfficiencySHGC: a. Electric Heat Pump 34.8 HSPF:9.00 Area Weighted Average Overhang Depth: 4.272 ft. Area Weighted Average SHGC: 0.320 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 927.00 ft' a. Electric EF: 0.94 b. Floor Over Other Space R=11.0 784.00 ft' c. other (see details) R= 275.00 ft' b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code compliant features. Builder Signature: 79:C 1F444t,111 Date: 06/13/17 Address of New Home: 3794 Saltmarsh Loop, Sanford City/FL Zip: 32771 tm M 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. 6/13/2017 5:49 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 0 4 a pnp yteq ..£ deo joa of 6 uvm s SNU969 auotnN O b 3 i I I 645IFYi I l __I t 4 1 to,v 4- g aatlBoY%d-' L I aIRE 21 fr 2'FROM WALL BY BLDR MIN 42x42 A/c SLAB0 5 a s a y----- - I OO $ i exie z 9 r R O r yiI W wF 3 I L I Nutone 696RN .. .... w/fan to roof cap T' bath duct N 7 to BUILDER: PARK SQUARE HOMES REVISIONS p Por DATE BYPLAN : Loll SWyndhamPresenel9B6TribecaAGR Fteaimq hr CordWinq & WriarraGonjnc. LOT 15 6/13/17 JH 5N COJI5CO Way SUBDIVISION Wyndham Preserve 5aiford FI. 52711 Phone: 407-831-2665DATE: 05.24.17 DRAWN BY: BENTLEY Fax: 907 333-3853 ISAlDEL-AIR Manual S Compliance Report Job: L . 23.17 dhamPreserve' 011... gym' aB Dmmm Entire House By: By: BENTLENTIEY DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY. SANFORD. FL 32771 Phone: 407-MI-2665 Project• • For: PARK SQUARE HOMES, Lotl5WyndhamPreservel986TribecaAGR 3794 Saltmarsh Loop, Sanford, FL 32771 Design Conditions Outdoor design DB: 93.0°F Sensible gain: 26852 Btuh Entering coil DB: 75.9"F Outdoor design WB: 75.2°F Latent gain: 4191 Btuh Entering coil WB: 63.0"F Indoor design DB: 75.0°F Total gain: 31043 Btuh Indoor RH: 50% Estimated airflow: 1160 cfm Manufacturers Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6036H1+TEM6AOC36H31++TDR Actual airflow: 1160 cfm Sensible capacity: 26904 Btuh 100% of load Latent capacity: 5387 Btuh 129% of load Total capacity: 32290 Btuh 104% of load SHR: 83% Design. Conditions Outdoor design DB: 40.9°F Heat loss: 24726 Btuh Entering coil DB: 69.7°F Indoor design DB: 70.0°F Manufacturers Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Trane Model: 4TWR6036H1+TEM6AOC36H31++TDR Actual airflow: 1160 cfm Output capacity: 31364 Btuh 127% of load Capacity balance: 33 °F Supplemental heat required: 0 Btuh Economic balance: -99 °F Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1160 cfm Output capacity: .11.6 kW 160% of load Temp: rise: 50 °F Meets are all requirements of ACCA Manual S. 2017-Jun-13 17 16:18wriglhtsoft• Right -Suite® Universal 2017 17.0.16 RSU24020 Page 1t4r..Ch ...ibecaAGR%LotlSWyndhamPreserve/986TribecaAGR.rup Calc = MJ8 House faces E jQDEL -AIR Component Constructions NIT11r0-1,.,0ll Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-831-2665 For: PARK SQUARE HOMES, Lotl5WyndhamPreserve1986TribecaAGR 3794 Saltmarsh Loop, Sanford, FL 32771 Location: Orlando Sanford, FL, US Elevation: 56 ft Latitude: 29 °N Outdoor: Heating Dry bulb (OF) 41 Daily range (OF) - Wet bulb (OF) - Wind speed (mph) 15.0 Indoor: Indoor temperature (OF) Design TD (OF) Relative humidity (%) Cooling Moisture difference (gNlb) 93 Infiltration: 17 ( M) Method 75 Construction quality 7.5 Fireplaces Construction descriptions Walls 12B-Osw: Frm wall, stucco ext, r-11 cav ins, 1/2" gypsum board int fnsh, 2"M" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 e)d bd ins, 8" thk, 1/2" gypsum board int fnsh 16i}30ad: Knee wall, asphalt shingles roof mat, r-30 kw ins, 112" gypsum board int fish Partitions 12B-Osw: Frm wall, r-11 cav ins, 1/2" gypsum board int fnsh, 70" wood frm, 16' o.c. stud Job: LotlSWyndhamPreserve... Date: 05.23.17 By: BENTLEY Heating Cooling 70 75 29 18 30 50 2.5 38.7 Simplified Average 0 Or Area U-value Insul R Htg HTM Loss Clg HTM Gain M BWNW--F W-Tauh Btuh& BWh BWhla' Btuh n 400 0.097 11.0 2.82 1128 2.78 1110 e 234 0.097 11.0 2.82 661 2.78 650 s 400 0.097 11.0 2.82 1128 2.78 1110 w 227 0.097 11.0 2.82 641 2.78 631 all 1260 0.097 11.0 2.82 3557 2.78 3502 n 369 0.201 0 5.85 2160 4.41 1629 e 65 0.201 0 5.85 380 4.41 287 s 302 0.201 0 5.85 1768 4.41 1334 w 176 0.201 0 5.85 1028 4.41 775 all 912 0.201 0 5.85 5336 4.41 4025 n 35 0.032 30.0 0.93 32 1.75 61 238 0.097 11.0 2.82 671 1.77 421 Windows 2A-2ov: 2 glazing, clr outr, air gas, vnl frm mat, clr low-e innr, 114" gap, n 1/8" thk; NFRC rated (SHGC=0.32); 1 ft overhang (2 ft window ht, 0.87 e ft sep.); 6.67 ft head ht s w all 2A-2ov: 2 glazing, clr outr, air gas, vnl frm mat, clr low-e innr, 114" gap, n 1/8" thk; NFRC rated (SHGC=0.32); 1 ft overhang (5 ft window ht, 0.87 e ft sep.); 6.67 ft head ht s w all 2A-2ov: 2 glazing, clr outr, air gas, vnl frm mat, clr low-e innr, 114" gap, n 1/8" thk; NFRC rated (SHGC=0.32); 1 ft overhang (2 ft window ht, 2.87 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr outr, air gas, vnl frm mat, clr low-e innr, 1/4" gap, n 1/8" thk; NFRC rated (SHGC=0.32); 1 ft overhang (2 ft window ht, 11.27 ft sep.); 6.67 ft head ht 4 0.290 0 8.44 34 11.9 48 12 0.290 0 8.44 101 36.0 431 4 0.290 0 8.44 34 11.9 48 4 0.290 0 8.44 34 36.0 144 24 0.290 0 8.44 203 27.9 670 15 0.290 0 8.44 127 11.9 179 15 0.290 0 8.44 127 36.0 539 15 0.290 0 8.44 127 12.1 181 30 0.290 0 8.44 253 36.0 1079 75 0.290 0 8.44 633 26.4 1977 8 0.290 0 8.44 68 11.9 95 4 0.290 0 8.44 34 11.9 48 2017-Jun-13 17 16.10 A wrightsoft= Right -Suited) Universal 2017 17.0.16 RSU24020 Page 1 tbecaAGRILotISWyndh.Pre3ervel986TdbecaAGR..p Cale = MJ8 House faces: E 2A-2ov: 2 glazing, clr outr, air gas, vnl frm mat, clr low-e innr, 1/4" gap, e 4 0.290 1/8" thk: NFRC rated (SHGC=0.32); 6.3 ft overhang (2 ft window ht, 0.83 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr outr, air gas, mtl no brk frm mat, clr low-e innr, w 64 0.520 1/4" gap, 1/8"thk; NFRC rated (SHGC=0.32); 9 ft overhang (8 ft window ht, 0.33 ft sep.); 6.67 ft head ht 2A-2ov: 2 glazing, clr outr, air gas, vnl frm mat, clr low-e innr, 114" gap, w 30 0.290 1/8" thk; NFRC rated (SHGC=0.32); 1 ft overhang (5 ft window ht, 11.27 ft sep.); 6.67 ft head ht Doors 0 8.44 34 11.9 48 0 15.1 968 18.6 1193 0 8.44 253 36.0 1079 11JO: Door, mill fbrgl type a 24 0.600 6.3 11 DO: Door, wd sc type n 18 0.390 0 Ceilings 1613-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1203 0.032 30.0 gypsum board int fish Floors 20P-13c: Flr floor, frm flr, 6" thkns, carpet flr fnsh, r-13 cav ins, amb 100 0.068 13.0 ovr 20P-13c: Flr floor, fart flr, 6" thkns, carpet flr fish, r-13 cav ins, gar ovr 175 0.068 13.0 22A-cpl: tag floor, light dry soil, on grade depth, carpet flr fnsh 113 0.989 0 AA + wrightSoft• Right -Suite® Universal 2017 17.0.16 RSU24020 ibecaAGR%Lotl5WyndhomPreserve1886TribecaAGR.nip Calc = MJ8 House faces: E 17.5 419 18.6 447 11.3 203 12.1 216 0.93 1120 1.75 2099 1.98 198 0.99 99 1.98 346 0.99 173 28.8 3238 0 0 2017-Jun-13 17:16:18 Page 2 QDEL-AIR Pro ect Summa Job: Lo23.17 dhamPreserve... Date: 05.3.17 mm-mmaimms Entire House By: BENTLEY DEL AIR HEATING & AIR CONDITIONING 531 COOISCO WAY. SANFORD. FL 32771 Phone: 407-831-2665 Project Information For: PARK SQUARE HOMES, Lot15WyndhamPreserve1986TribecaAGR 3794 Saltmarsh Loop, Sanford, FL 32771 Notes: RVSD 06.01.17 JB LS 6/13/17 JH Weather: Orlando Sanford, FL, US Winter Design Conditions Outside db 41 OF Inside db 70 OF Design TD 29 OF Heating Summary Structure 22285 Btuh Ducts 2441 stun Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 24726 Btuh Infiltration Method Construction quality Fireplaces Simplified Average He 986 Co 1986Areaft Volume ()ft') 18683 18683 Air changes/hour 0.50 0.26 Equiv. AVF (cfm) 156 81 Heating Equipment Summary Make Trane Trade TRANE Model 4TWR6036H 1 AHRI ref 7562981 Summer Design Conditions Outside db 93 OF Inside db 75 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 39 grAb Sensible Cooling Equipment Load Sizing Structure 23230 Btuh Ducts 3622 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data Rate/swing multiplier 1.00 Equipment sensible load 26852 Btuh Latent Cooling Equipment Load Sizing Structure 3127 Btuh Ducts 1064 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 4191 Btuh Equipment total load 31043 Btuh Req. total capacity at 0.75 SHR 3.0 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6036H1 Coil TEM6AOC36H31++TDR AHRI ref 7562981 Efficiency 9 HSPF Efficiency 13.0 EER, 16 SEER Heating input Sensible cooling 26100 Btuh Heating output 33000 Btuh @ 47°F Latent cooling 8700 Btuh Temperature rise 26 OF Total cooling 34800 Btuh Actual air flow 1160 cfm Actual air flow 1160 cfm Air flow factor 0.047 cfm/Btuh Air flow factor 0.043 cfm/Btuh Static pressure 0.37 in H2O Static pressure 0.37 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 33 OF Backup: Input = 12 kW, Output = 39441 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wry htsaft• 9 2017-Jun-1317,16:18 Right -Suite® Universal 2017 17.0.16 RSU24020 Page 1 ibecaAGR%Lotl5WyndhamPreservel986TribecaAGR.rup Calc = MJ8 House faces: E jVDEL--AIR Right-l® Worksheet mm-MCoaormatM Entire House DEL AIR HEATING & AIR 531 CODISCO WAY. SANFORD. FL 3277111 PPhND4007-8833-2166655G Job: Lotl5WyndhamPreserve198... Date: 05.23.17 By: BENTLEY 1 Room name Entire House DINING 2 Exposed wall 2615 ft 22.5 it 3 Room height 9.1 ft 9.3 It heallcool 4 Room dintertsion9 125 x 10.0 it 5 Rooarea m2045.0 It' 125.0 ft' Ty Construction U-value Or HTM Area (Rj Load Area (111 Load number BtdVft-F) Btddvftl or perhMer (ft) Stuh) or perimeter (ft) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 12B-Osw 0.097 n 282 278 fl9 400 1128 1110 0 0 0 0 2A- 2ov 0.290 n 8.4411.91 4 0 34 48 0 0 0 0 2A- 2ov 0.290 n 8.4411.91 15 0 127 179 0 0 0 0 L 0.201 n 5.85 4.41 381 369 2160 1629 0 0 0 0 11 L213A-2ocs 2A- 2ov 0.290 n 8.44 11.91 8 0 68 95 0 0 0 0 2A- 2ov 0.290 n 8.44 11.91 4 0 34 46 0 0 0 0 W 1613-30ad 0.032 n 0.93 1.75 35 35 32 61 0 0 0 0 Ls 12B- 0sw0.097 a 282 278 261 234 661 650 0 0 0 0 2A- 2ov 0.290 a 8.44 35.95 12 0 101 431 0 0 0 0 L G 2A- 2ov 0.290 a 8.44 35.95 15 0 127 5311 0 0 0 0 13A-2ocs 0.201 a 5.85 4.41 93 65 380 297 0 0 0 0 2A-2ov Q290 a 8.44 11.91 4 4 34 46 0 0 0 0 11J0 Q600 a 17.46 18.63 24 24 419 447 0 0 0 0 yJ 12B- 0sw 0.097 s 282 278 419 400 1120 1110 0 0 0 0 2A-2ov 0.290 s 844 11.91 4 4 34 48 0 0 0 0 t{G 2A- 2ov 0.290 s 8.44 120715 14 127 181 0 0 0 0 W 13A- 2ocs_ _ 0.201 s 5.85 4.41 302 302 1788 1334 93 93 544 410 1(V l-_-GG 12B-0sw 0.097 w 282 278 261 227 641 631 0 0 0 0 2A-2ov 0.290 w 844 35.95 30 0 253 1079 0 0 0 0 28-2fv 0 290 w 844 35.95 4 0 34 144 0 0 0 0 1qJ 13A- 2ocs 0.201 w 5.85 4.41 270 176 ion775 116 52 306 231 2A-2omd 0.520 w 15.13 18.64 64 57 968 1193 64 57 968 1193 l{-G2A- 2ov 0.290 w8.44 35.95 30 0 253 1079 0 0 0 0 R 128- 0sw 0.097 282 1.77 256 238 671 421 0 0 0 0 0 11D0 0.390 n11.35 1211 18 18 203 216 0 0 0 0 c 16B- 309d 0.032 0.93 1.75 1203 1203 1120 2099 0 0 0 0 F 2OP- 13c 0.068 1.98 0.99 100 100 198 99 0 0 0 0 F 20P- 13o 0.068 1.98 0.99 175 175 346 173 0 0 0 0 F 22Acpl 0.989 2&78 0.00 928 113 3238 0 125 23 648 0 6 c) AED excursion 1928 1374 Envelope loss/ gam 17312 18080 2466 3207 12 a) Infiltration 4974 1600 427 137 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants ® 230 5 1150 0 0 Appliances/other 2400 0 Subtotal pines 6 to 13) 22285 23230 2892 3345 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 22265 23230 2892 3345 151 Duct loads 1 11% 16% 2441 3622 5% 50h 145 167 Total roam load 24726 26852 3037 3512 Air required ( don) 1160 1160 142 152 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. rye`9h14- 2017-Jun-1317:16:18 s'Is94 Right -Suds® Universal 2017 17.0.16 RSU24020 Pape 1 ibecaAGR%Lotl5WyndhamPreserve1986Tribec 3AGR. rup Calc = MJ8 House faces: E VDEL--AIR Right-J® Worksheet m"'-MCOM ISOM Entire House DEL AIR HEATING S AIR 531 CODISCO WAY, SANFORD, FL 3277`1P0hone; 407-8On216665G Job: LotlSNyndhamPreserve198... Date: 05.23.17 By: BENTLEY 1 Room name KITCHEN GATHERING 2 Exposed wall 43.5 ft 425 ft 3 Room height 9.3 ft heat/cod 9.3 It heat/cod 4 5 Room dimensions Room area 1. 0 x 471.5 ft 471. 5 ft' 16. 5 x 18.0 ft 297. 0 ft' Ty Coristnrction U-value Or HTM Area (ftj Load Area (111 Load number StuFVfts-F) Btuh/ftj or perimeter (ft) Stuh) or perimeter (ft) Btuh) Heat Cod Gross N/P/S Heat Coal Gross N/P/S Heat Cod 6% 12B-0sw0.097 n 282 278 0 0 0 0 0 0 0 0 EGG 2A-2ov 0.290 n S44 11.91 0 0 0 0 0 0 0 0 2A- 2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 n 85 4.41 214 202 1181 891 167 167 979 739 11 2A-2ov 0.290 n 8.44 11.91 8 0 68 95 0 0 0 0 2A- 20v 0.290 n 8.44 11.91 4 0 34 48 0 0 0 0 w 16B-30ad 0.032 n 0.93 1.75 0 0 0 0 0 0 0 0 128- 0sw 0.097 a 282 278 0 0 0 0 0 0 0 0 2A- 2ov 0.290 a 8.44 35.95 0 0 0 0 0 0 0 0 2A- 2ov 0,290 a 44 35,95 0_ 0 0 0 0 0 0 0 13A- 2ocs 0.201 a 85 4.41 56 32 186 140 0 0 0 0 2A- 2ov Q290 a 844 11.91 0 0 0 0 0 0 0 0 111. 10 0.600 a 17.46 1&63 24 24 419 447 0 0 0 0 1qJ 128-0sw 0.097 s 282 278 0 0 0 0 0 0 0 0 2A- 2ov 0.290 s 8.44 11.91 0 0 0 0 0 0 0 0 2A- 2ov 0290 s 8.44 1207 0 0 0 0 0 0 0 0 w - 13A-2ocs 0.201 s 85 4.41 135 135. 789 595 74 74 435 328 16 12B-0sw0.097 w 282 278 0 0 0 0 0 0 0 0 2A- 2ov 0.290 w 44 35.95 0 0 0 0 0 0 0 0 28- 21v 0.290 w 8,44 35,95 0 0 0 0 0 0 0 T13A- 2ocs 0.201 w 5.85 4.41 0 0 0 0 0 153 123 722 545 2A- 2omd 0.520 w 15.13 1&64 0 0 0 0 0 0 0 0 2A- 2ov 0.290 w 8.44 35.95 0 0 0 0 30 0 253 1079 q 128-0sw 0.097 282 1.77 177 159 448 281 0 0 0 0 D 11DO 0.390 n 11.35 12.11 18 18 203 216 0 0 0 0 C 16B-30ad 0.032 0.93 1.75 51 51 47 89 0 0 0 0 F 2OP-13c - 0.068 1.98 0.99 0 0 0 0 0 0 0 0 F 20P-13c 0.068 1.98 0.99 0 0 0 0 0 0 0 0 F 22A-cp1 0.989 28.78 0.00 472 44 1252 0 297 43 1223 0 6 c) AED excursion 158 377 Envelope loss/gain 4627 2645 3613 3067 12 a) Infiltration 825 265 806 259 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants ® 230 0 0 4 920 Appliances/ other 1200 0 Subtotal ( lines 6 to 13) 5451 4110 4418 4246 Less external bad 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 5451 4110 4418 4246 15 Duct loads 15% 5% 273 205 5% 5% 221 212 Total room load 5724 4315 4639 4459 Air required (dm) 269 1861 1 1 218 193 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 1 WF49h"Olt- Riph1-Suite® Universal 2017 17.0.16 RSU24020 2017-Jun-13 17:16:18 4 ibecaAGR%LotlSWyndhamPreservel986TribecaAGR.rup Calc - MJ8 House laces: E Pape 2 0 DEL -AIR Right-.l® Worksheet Job: Lot15WyndhamPreserve198... mrae-ate Entire House Date: 05.23.17 DEL AIR HEATING & AIR By: BENTLEY 531 CODISCO WAY, SANFORD, FL 32771 Ph D4aON665G 1 Room name POWDER MASTER WIC 2 Exposed all 4.0 R 16.0 If 3 Room height 9.3 It heat/coal 9.0 ft heat/cool 4 5 Room dimensions Room area 4.0 x 8.5 ft 34.0 fN 5.0 x 11.0 If 55.0 ft, Ty Construction U-value Or HTM Area (ftl load Area (ftl Load number Btuh/fti-F) Btuhlft°j or perimeter (ft) Stuh) or perimeter (ft) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat cod 6 ljLAG 12B-0sw 0.097 n 282 278 0 0 0 0 0 0 0 0 2A-2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 2A-2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 13A-20cs 0.201 n 5.85 4.41 0 0 0 0 0 0 0 0 11 GT-am' 2A-2w 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 2A-2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 W 168-00ad 0.032 n 0.93 1.75 0 0_ 0 0 0 0 0 0 VJ l G, 12B-Osw 0.097 a 282 278 0 0 0 0 0 0 0 0 2A-2ov 0.290 a 8.44 35.95 0 0 0 0 0 0 0 0 2A-20v 0.290 a 8.44 35.95 0 0 0 0 0 0 0 0 13A-20es Q201 a 5.85 4.41 37 33 194 146 0 0 0 0 2A-2ov 0.290 a 8.44 11.91 4 4 34 48 0 0 0 0 11JO 0.600 a 17.46 18.63 0 0 0 0 0 0_ 0 0 1qJ 128-0sw 0.097 s 282 278 0 0 0 0 99 99 279 275 l -GG 2A-2ov 0.290 s 8.44 11.91 0 0 0 0 0 0 0 0 2A-2ov 0.290 s 8.44 1207 0 0 0 0 0 0 0 0 W 13A-2ms 0.201 s 5.85 4.41 0 0 0 0 0 0 0 0 ILS128-0sw 0.097 w 282 278 0 0 0 0 45 45 127 125 2A-20v 0.290 w 8.44 35.95 0 0 0 0 0 0 0 0 28-2fv 0.290 w 844 35.95 0 0 0 0 0 0 0 0 L13A-2ocs 0.201 w 5.65 4.41 0 0 0 0 0 0 0 0 2A-2omd 0.5m w 15A3 18.64 0 0 0 0 0 0 0 0 GGG 2A-2ov 0.290 w 8.44 35.95 0 0 0 0 0 0 0 0 q 128-Osw 0.097 282 1.77 79 79 223 140 0 0 0 0 t-D 1100 0.390 n 11.35 1211 0_ 0 0 0 0 0 0 0 C 168-3(kad 0.032 0.93 1.75 34 34 32 59 55 55 51 96 F 2OP-13c 0.068 1.98 0.99 0 0 0 0 40 40 79 40 F 2OP-13c _ 0.068 1.98 0.99 0 0- 0 0 0 0 0 0 F 22Acd 0.989 28.78 0.00 34 4 115 0 0 0 0 0 6 c) AED excursion 15 23 Envelope loss/gain 598 378 537 512 12 a) Infiltration 76 24 294 94 b) Room ventilation 0 0 0 0 13 Internal gams: Occupants ® 230 0 0 0 0 Applianceslother 0 0 Subtotal (fines 6 to 13) 674 402 am 607 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 SubotA 674 402 830 607 15 1 Dud loads 150/G 5% 34 20 20% 27%1 166 165 Total roan load 707 422 1 9961 771 Air required (dm) 33 18 47 33 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlghS>c M- Right -Suite® Universal 2017 17.0.16 RSU24020 2017-Jun-13 17:16.18 ibecaAGR%Lotl5WyndhamPreservel986TribecaAGR.rup Calc = MJ8 House faces: E Page 3 PDEL--AIR Right-J® Worksheet ram"°"t"°""" Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-831-2665 Job: Lotl5WyndhamPteserve198... Date: 05.23.17 By: BENTLEY 1 Room name MASTER W.C. MASTER BATH 2 Exposed wall 3.5 R 5.5 ft 3 Room height 9.0 ft heat/cod 9.0 ft heaUcod 4 5 Room dimensions Room area 3.5 x &5 ft 19.3 ft' 1.0 x 79.8 ft 79.8 ft' Ty Construction U-value Or HTM Area (ftl load Area (11:1 load number Btuh/ft-'F) Btttvftl or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S • Heat Cod 6 qJ 128-0sw 0.097 n 282 278 0 0 0, 0 0 0 0 0 2A-20v 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 C 2A-2ov a290 n 8.44 0 0 0 0 0 0_ 0 0 11 0,201 n 85 11.91 4,41 0 0 0 0 0 0 0 0 11 L213A-2ocs 2A-2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 2A-2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0_ 0 W 16B-30ad 0.032 in 0.93 1.75 0_ 0 0 0 0_ 0 0 0 ILS128-0sw 0.097 a 282 278 0 0 0 0 0 0 0 0 2A-20v 0.290 a 8.44 35.95 0 0 0 0 0 0 0 0 2A-2ov 0.290 a 8.44 35.95 0 0 0 0 0 0 0 0 13A-20cs - - 0.201 a 85 4.41 0 0 0 0 0 0 0 0 2A-2ov 0.290 a 8.44 11.91 0 0 0 0 0 0 0 0 11.10 0.600 a 17.46 18.63 0 0 0 0 0 0 0 0 12B-0sw 0.097 s 282 278 0 0 0 0 0 0 0 0 2A-2ov 0.290 s 844 11.91 0 0 0 0 0 0 0 0 2A-2ov 0.290 s a.44 1207 0 0 0 0 W 13A-2oos 0.201 5 5,85 4,41 0 0 0 0 0- 0 0 0 0 128-0sw 0.097 w 282 278 32 28 78 76 50 50 140 138 2A-2ov 0.290 w 8.44 35.95 0 0 0 0 0 0 0 0 2B-2fv 0.290 w 8.44 3595 4 0 34 144 0 0 0 0 13A-2ocs 0.201 w 5.65 4.41 0 0 0 0 0 0 0 0 2A-2omd 0.5m w 15.13 1&64 0 0 0 0 0 0 0 0 2A-2ov 0.290 w 8.44 35.95 0 0 0 0 0 0 0 0 q 12B-0sw 0.097 282 1.77 0 0 0 0 0 0 0 0 0 11 D0 0.390 n 11.35 1211 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.93 1.75 19 19 18 34 80 so- 74 139 F 20P-13c, 0 068 1.98 0.99 19 19 38 19 41 4/ 81 40 F - - 20P-13c - - _ _ _ - 0.068 1.98 0.99 0 0 0 0 0 0 0 0 F 22A-col 0.989 28.78 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 60 13 Envelope lossigain 167 333 295 304 12 a) Infiltration 64 21 101 32 b) Room ventilation 0 0 0 0 13 Internal gams: Occupants ® 230 0 0 0 0 Appliances/other 0 0 Subtotal pines 6 to 13) 232 354 396 337 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 232 354 396 337 Duct loads 20-A 27% 46 96 20% 27% 79 91 r Total momload475 428 Air required (dm) 13 19 22 18 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 4 -"'9ht*0Vt- 2017-Jun-13 17:16:18 Right -Suite® Universal 2017 17.0.16 RSU24020 Pape 4 ibecaAGR%Lotl5WyndhamPreservel986TdbecaAGR.rup Calc = MJ8 House faces: E DEL -AIR Right-J® Worksheet Entire House DEL AIR HEATING & AIR 531 CODISCO WAY, SANFORD, FL 32771 OND4TI-ONI6N65 Job: Lotl5WyndharnPreserve198... Date: 05.23.17 By: BENTLEY 1 Room name MASTER SUITE BED 3 2 Exposed wall 26.5 ft 11.0 ft 3 Room height 9.0 ft heaticod 9.0 ft heat/cool 4 5 Room dimensions Rooarea m1. 0 x 183.0 ft 183. 0 ft' 14. 0 x 11.0 ft 154. 0 ft' Ty Construction U-value Or HTM Area (ft!) Load Area (R'j Load number Btuh/fti'F) BtUVftl or perimeter (ft) Stuh) or perimeter (ft) Stuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 12B-0sw0.007 n 282 278 104 104 292 288 0 0 0 0 2A- 2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 2A- 2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 13A- 20cs 0.201 n 5.85 4.41 0 0 0 0 0 0 0 0 11 2A-2ov 0.290 n 8,44 11.91 0 0 0 0 0 0 0 0 2A- 20v 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 W 16B-30W 0.032 n 0.93 1.75 35 35 32 61 0 0 0 0 T 12B-0sw 0.097 a 282 278 0 0 0 0 0 0 0 0 2A• 2ov 0.290 e 8 44 35.95 0 0 0 0 0 0 0 0 l_-_- GG 2A-2ov 0.290 a 8.44 35.95 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 a 5.85 4.41 0 0 0 0 0 0 0 0 2A- 2ov 0.290 a 8.44 11.91 0 0 0 0 0 0 0 0 11J0 0.600 a 17.46 18.63 0 0 0 0 0_ 0 0 0 1qJ 12B-0sw 0.097 s 282 278 0 0 0 0 99 84 237 233 2A- 2ov 0.290 s 8.44 11.91 0 0 0 0 0 0 0 0 L G 2A- 20v 0.290 s 8.44 1207 0 0 0 0 15 14 127 181 W 13A-20cs _ 0.201 s 5,81 4,41 0 0 0 0 0 0 0 0 wJ 12B-0sw0.097 w 282 278 135 105 296 292 0 0 0 0 2A- 2ov 0.290 w 844 35.95 30 0 253 1079 0 0 0 0 1--G 28- 2fv 0.290 w 8.44 35.95 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 w 5.85 4.41 0 0 0 0 0 0 0 0 2A- 2omd 0.520 w 15.13 18.64 0 0 0 0 0 0 0 0 2A- 2ov Q290 w 8.44 35.95 0 0 0 0 0 0 0 0 q 128-0sw0.097 282 1.77 0 0 0 0 0 0 0 0 0 11130 0.390 n 11.35 1211 0 0 0 0 0 0_ 0 0 C 16B-30ad 0.032 0.93 1.75 183 183 170 319 154 154 143 269 F 2OP-13c _-_ _ 0.068 1.98 0.99 0 0 0 0 0 0 0 0 F _ 20P-13c _ -_ _ - _ 0.058 1.98 0.99 0 0 0 0 0 0 0 0 F 22Acd 0.989 2878 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 413 15 Envelope loss/on 1044 2451 507 668 12 a) Infiltration 557 179 202 65 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants ® 230 1 230 0 0 Appli inces/other 600 0 Subtotal ( lines 6 to 13) 1601 3461 709 733 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1601 3481 709 733 15 Dud loads 204A 27% 320 938 20% 279h 142 199 Total room load 1921 4399 851 932 quired Airre(dm) 90 190 40 40 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Am46- wrlghtlspt'';' Right -Suite® Universal 2017 17.0.16 RSU24020 2017- Jun 13 1 Page 5 k ..dtecaAGR%LotlSWyndhamPreserve1986TdbecaAGR.rup Calc = MJ8 House faces: E VDEL--AIR Right-J® Worksheet Job: Lotl5NyndhamPreserve198... 00-AM Entire House Date: 05.23.17 DEL AIR HEATING & AIR By: BENTLEY 531 CODISCO WAY. SANFORD. FL 3277`1OND40-ON665G 1 Room name BATH 2 SINK BATH 2 2 Exposed wall 6.0 ft 6.0 ft 3 Room height 9.0 ft heat/cod 9.0 ft heat/cod 4 5 Room dimensions mRooarea 6. 0 x &0 ft 36. 0 ft' 6. 0 x 6.0 ft 36. 0 It' Ty Construction U-value Or HTM Area (ftl load Area (Rl Load number Btuh/fti-F) BttlVft') or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 12B-Osw 0.097 n 282 278 0 6 0 0 0 0 0 0 2A- 2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 2A- 2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 0. 201 n 5.85 4.41 0 0 0 0 0 0 0 0 11 L213A-2ocs 2A- 2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 2A- 2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 w 16B-30ad 0.032 n 0.93 1.75 0 0 0 0 0 0 0 0 QJ 12B-0sw 0.097 a 282 278 0 0 0 0 0 0 0 0 2A- 2ov 0.290 a 8.44 35.95 0 0 0 0 0 0 0 0 l{ 2A-2ov 0.290 a 8.44 35.95 0 0 0 0 0 0 0 0 NJ T_- Gp 13A- 2ocs 0.201 a 5.85 4.41 0 0 0 0 0 0 0 0 2A- 2ov 0.290 a 8.44 11.91 0 0 0 0 0 0 0 0 11, 10 0.600 a 17.46 18.63 0 0 0 0 0 0 0 0 qJ 1213-0sw 0.097 s 282 276 54 54 152 150 54 50 141 139 2A- 2ov 0.290 s 8.44 11.91 0 0 0 0 4 4 34 48 l{- G 2A- 2ov 0.290 s 8.44 1207 0 0 0 0 0 0 0 0 W 13A-2acs 0.201 s 5.85 4.41 0 0 0 0 0 0 0 0 QJ 12B-0sw0097 w 282 278 0 0 0 0 0 0 0 0 2A- 2ov 0.290 w 8.44 35.95 0 0 0 0 0 0 0 0 28- 21v 0.290 w 1144 35.95 0 0 0 0 0_ 0 0 0 13A- 2ocs 0.201 w 5.65 4.41 0 0 0 0 0 0 0 0 2A- Zamd 0.520 w 15.13 18.64 0 0 0 0 0 0 0 0 LL 2A-2av 0.290 w 8.44 35.95 0 0 0 0 0 0 0 0 fi D 12B- 0sw0.097 282 1.77 0 0 0 0 0 0 0 0 11D0 0.390 n 11.35 12.11 0 0 0 0_ 0 0 0 0 C 16B-30ad 0.032 0.93 1.75 36 36 34 63 36 36 34 63 F 20P-13c _ 0.068 1.98 0.99 0 0 0 0 0_ 0 0 0 F_- 2OP-13c _ _ 0.068 1.98 0.99 0 0-, 0 0-- 9 9 18 9 F 22Atpl 0.989 28.78 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 9 11 Envelope loss/gain 186 204 226 247 12 a) Infiltration 110 35 110 35 b) Room ventilation 0 0 0 0 13 Internal gabs: Occupants @ 230 0 0 0 0 Appliances/ other 0 1 0 Subtotal pines 6 to 13) 296 239 336 283 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 296 239 336 283 15 Duct loads 1 200/62796 59 65 20% 27% 67 77 Total room bed 355 304 404 360 Air required (dm) 17 13 19 16 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 41 w49h"Ott Right -Suite® Universal 2017 17.0.16 RSU24020 2017-Jun•13 1 Page 6 ibecaAGR% LotlSWyndhamPreserve1986TribecaAGR.rup Cale = MJ8 House faces: E VDEL--AIR Right-J® Worksheet Job: Lot15ftndharnPresenfe198... Entire House Date: 05.23.17 DEL AIR HEATING & AIR By: BENTLEY CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 1 Room name BED 4 BED 2 2 Exposed wall 37.5 ft 125 ft 3 Room height 9.0 ft heat/cod 9.0 ft heat/cod 4 5 Room dimensions Room area 125 x 125 ft 156.3 ft' 115 x 125 ft 143.6 ft' Ty Constriction U-value Or HTM Area (ft'j Load Area (ftj Load number StWft-F) Btutol or perimeter (ft) Stuh) or perimeter (ft) 8tuh) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 1qJ 1284sw 0.097 n 2 82 276 113 113 316 313 113 98 275 271 2A-2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 2A-2ov 0.290 n 8.44 11.91 0 0 0 0 15 0 127 179 13A-2ocs 0.201 n 5.85 4.41 0 0 0 0 0 0 0 0 11 t=a 2A-2ov 0.290 n 644 11.91 0 0 0 0 0 0 0 0 2A-2ov 0.290 n 844 11.91 0 0 0 0 0 0 0 0 W 168-30W 0.032 n 0.83 1.75 0 0 0 0 0 0 0 0 V J 12B-0sw 0.097 a 282 278 113 98 275 271 0 0 0 0 2A-2ov 0.290 is 8.44 35.95 0 0 0 0 0 0 0 0ll_G 2A-2ov 0.290 a 8.44 35.95 15 0 127 54 0 0 0 0 13A-2ocs 0.201 a 5.85 4.41 0 0 0 0 0 0 0 0 2A-2ov 0.290 a 8.44 11.91 0 0 0 0 0 0 0 0 11J0 0.600 a 17.46 18.63 0 0 0 0 0 0 0 0 19J 12B-0sw 0 097 s 282 278 113 113 318 313 0 0 0 0 2A-2ov 0.290 s 8.44 11.91 0 0 0 0 0 0 0 0 t{-- G 2A-2ov 0.290 5 8.44 1207 0 0 0 0 0 0 0 0 W- - 13A-2ocs 0.201 s 5.85 4.41 0 0 0 0 0 o 0 0 12B4sw 0.097 w 282 278 0 0 0 0 0 0 0 0 2A-2ov 0.290 w 8.44 35.95 0 0 0 0 0 0 0 0 2B-2fv 0.290 w 8.44 35.95 0 0 0 0 0 0 0 0 13A-tors 0.201 w 5.85 4.41 0 0 0 0 0 0 0 0 2A-2orrrd 0.520 w 15.13 18.64 0 0 0 0 0 0 0 0 GGG 2A-2ov 0.290 w 844 35.95 0 0 0 0 0 0_ 0 0 12B-0sw 0.097 282 1.77 0 0 0 0 0 0 0 0L-D 1100 0.390 n 11.35 1211 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.93 1.75 156 156 145 273 144 144 134 251 F 2OP-13c 0.068 1.98 0.99 0 0 0 0 0 0 0 0 F 20P-13c - Q068 1.98 0.99 156 156 309 155 0 0 0 0 F 22A-W 0.989 28.76 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 3 29 Envelope loss/gain 1492 1866 536 672 12 a) Infiltration 688 221 229 74 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants ® 230 0 0 0 0 Applanceslother 0 0 Subtotal (lines 6 to 13) 2180 2087 765 746 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2180 2087 765 7W Ouct loads W/o 27% 436 W 20% 27% 153 202 r15 Total room load 2615 2653 918 948 Air required (dm) 1123 115 1 143 41 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri9ht:60'fk Right -Suite® Universal 2017 17.0.16 RSU24020 2017-Jun-13 1 Page 7 ibecaAGRlLotlSWyndhamPreserve1986TnbecaAGR.rup Calc = MJ8 House faces: E PDEL--AIR Right-J® Worksheet m`j1O""`°'°°"` Entire House DEL AIR HEATING & AIR ING 531 COOISCO WAY. SANFORD. FL 327 11 PhND40 I-ON665 Job: Lotl5ftndhamPfeserve198... Date: 05.23.17 By: BENTLEY 1 Room name LAUNDRY LOFT 2 Exposed wall 145 ft MCI ft 3 Room height 0.0 ft heat/cod 9.0 ft heat/cool 4 Room dmensiom 6.0 x 8.5 ft 1.0 x 203.5 ft 5 Room area 51.0 ft' 203.5 ft' Ty Cortstruction U-value Or HTM Area (ftj Load Area (ftj Load number Btuhlfli-F) BtwVftj or perimeter (ft) Btuh) or perimeter (ft) Stub) Heat Cod Gross N/P/S Heat Cod Gross N/P/S Heat Cod 6 1qJ 12B-0sw Q097 n Z82 Va 77 73 205 201 14 14 38 38 2A-2ov Q290 n 8.44 11.91 4 0 34 48 0 0 0 0 2A-2ov 0.290 n 8.44 11.91 0 0 0 0 0 0_ 0 0 qJ 13A-2ocs 0.201 n 5.85 4.41 0 0 0 0 00 0 0 11 I--G l 2 2A-2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 2A-2ov 0.290 n 8.44 11.91 0 0 0 0 0 0 0 0 w 168-30W 0.032 n 0.93 1.75 0 0 0 0 0 0 0 0 12B-0sw 0.097 a Z82 Z78 54 54 152 150 95 83 233 229 2A-2ov 0.290 a 8.44 35.95 0 0 0 0 12 0 101 431 2A-2ov 0.290 a 8.44 35.95 0 0 0 0 0 0 0 0 1pl GO 13A-2ocs Q201 a 5.85 4.41 0 0 0 0 0 0 0 0 2A-2ov 0.290 a 8.44 11.91 0 0 0 0 0 0 0 0Lam_ 11J0 0.600 a 17.46 18.63 0 0 0 0 0 0 0 0 qJ 12B-0sw 0097 s Z82 Z78 0 0 0 0 0 0 0 0 2A-2ov 0.290 s 8.44 11.91 0 0 0 0 0 0 0 0 2A-2ov 0.290 s 8.44 12.07 0 0 0 0 0 0 0 0 W 13A-2ocs 0.201 s 5.85 4.41 0_ 0 0 0 0 0 0 0 128-0sw 0.097 w Z82 Z78 0 0 0 0 0 0 0 0 2A-2ov 0.290 w 8.44 35.95 0 0 0 0 0 0 0 0 2tv 0.290 w 8.44 35.95 0 0 0 0 0 0 0_ 0 13A-2ocs 0.201 w 5.65 4.41 0 0 0 0 0 0 0 0 2A-2omd 0.520 w 15.13 1864 0 0 0 0 0 0 0 0 CGG 2A-2ov 0.290 w 8.44 35.95 0 0 0 0 0 0 0 0 Fj 12B-0sw 0.097 Z82 1.77 0 0 0 0 0 0 0 0 1---O 1/00 0.390 n 11.35 12.11 0 0 0 0 0 0 0 0 C 168-30ad 0.032 0.93 1.75 51 51 47 89 204 204 189 355 F 20P-13c 0.068 1.98 0.99 0 0 0 0 0 0 0 0 F 20P-13c Q068 1.98 0.99 0 0 0 0 10 10 19 10 F 22Acd 0.989 28.78 0.00 0 0 0 0 0 0_ 0 0 6 c) AED excursion 43 17 Envelope loss/gain 438 445 581 1080 12 a) Infiltration 266 w 2Z0 71 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants ® 230 0 0 0 0 Appliances/other 600 0 Subtotal @nes 6 to 13) 704 1130 801 1151 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 704 1130 W1 1151 15 Dud loads IMA r%j 141 306 2VA r%j 160 312 Total room load I 1 6451 1437 961 1463 Air required (dm) 40 62 1 45 83 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrlght pf F' 2017-Jun-13 17:16:18 Right -Suite® Universal 2017 17.0.16 RSU24020 Page 8 becaAGR%Lotl5WyndhamPreserve1986TribecaAGR.rup Calc = MJ8 House faces: E 1' DEL -AIR Duct System Summary Entire House DEL AIR HEATING & AIR CONDITIONING 531 CODISCO WAY. SANFORD. FL 32771 Phone 407-831-2665 For: PARK SQUARE HOMES, Lotl5WyndhamPreservel986TribecaAGR 3794 Saltmarsh 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 0.37 in H2O 0.06 in H2O 0.31 in H2O 0.155 / 0.155 in H2O 0.229 in/100ft 1160 cfm Job: Lotl5WyndhamPreserve... Date: 05.23.17 By: BENTLEY Cooling 0.37 in H2O 0.06 in H2O 0.31 in H2O 0.155 / 0.155 in H2O 0.229 in/100ft 1160 cfm 135 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BATH 2 h 404 19 16 0.296 4.0 Ox 0 VIFx 19.6 85.0 st2 BATH 2 SINK h 355 17 13 0.302 4.0 Ox 0 VIFx 17.7 85.0 st2 BED 2 h 918 43 41 0.315 6.0 Ox 0 VIFx 13.5 85.0 st2 BED 3 c 932 40 40 0.307 6.0 Ox 0 VIFx 16.0 85.0 st2 BED 4 h 2615 123 115 0.294 6.0 Ox 0 VIFx 20.3 85.0 st2 DINING c 3512 142 152 0.250 7.0 Ox 0 VIFx 28.8 95.0 stl GATHERING h 4639 218 193 0.268 8.0 Ox 0 VIFx 20.8 95.0 SO KITCHEN h 5724 269 186 0.271 9.0 Ox0 VIFx 19.2 95.0 stl LAUNDRY c 1437 40 62 0.308 5.0 Ox 0 VIFx 15.8 85.0 st2 LOFT c 1463 45 63 0.327 5.0 Ox 0 VIFx 9.8 85.0 st2 MASTER BATH h 475 22 18 0.244 5.0 OX 0 VIFX 27.1 100.0 st3 MASTER SUITE c 4399 90 190 0.246 8.0 Ox 0 VIFx 26.1 100.0 st3 MASTER W.C. c 450 13 19 0.238 4.0 Ox 0 VIFx 30.2 100.0 st3 MASTER WIC h 996 47 33 0.229 4.0 Ox0 VIFx 35.3 100.0 st3 POWDER h 707 33 18 0.271 4.0 Ox0 VIFx 19.4 95.0 stl Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FR fpm) in) in) Material Trunk stl Peak AVF 662 549 0.250 619 14.0 0 x 0 VinlFlx st3 Peak AVF 172 261 0.229 591 9.0 0 x 0 VinlFlx st2 st2 Peak AVF 498 611 0.229 572 14.0 0 x 0 VinlFlx g- 2017-Jun-13 17:16:19 9 Right -Suite® Universal 2017 17.0.16 RSU24020 Page 1 JOCCK ...ibecaAGRlLotlSWyndhamPreserve1986TribecaAGR.rup Cale = MJ8 House faces: E Name Grille Size (in) Htg cfm) Clg cfm) TEL ft) Design FIR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 1160 1160 0 0 0 0 Ox 0 VIFx ri htsoft` 2017-Jun 13 17:age 2wgRight -Suite® Universal 2017 17.0.16 RSU24020 Pape 2 ACCA...ibecaAGR%Lo115WyndhamPreserve1986TribeceAGR.rup Celc = MJ8 House faces: E FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Cana (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4. 1. 1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSS v5.1 6/13/2017 5:02:01 PM Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 3794 Saltmarsh Loop Permit Number. Sanford , FL , 32771 MANDATORY REQUIREMENTS See individual code sections for full details. O 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues] requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 13 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. 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 IeakagoWndows, 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 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. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.2.2 Sealing (Mandatory)Wl ducts, air handlers, and filter boxes and building cavities that forth the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the lest, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. Dud testing is not mandatory for buildings complying by Section R405 of this code. 6/13/2017 5:03 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as duds 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 dose as possible to the storage tank. O R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100'F to 140'F (38'C to 60'C). R403.4.4.1.2 Shut down. A separate switch or a dearly 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 tumed 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 staled 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 TMA, 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. O 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 dose when the ventilation system is not operating. O R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity ofthe equipment shall not be less than the calculated latent load. 6/13/2017 5:03 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 mule -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment The capacity of fossil fuel heating equipment with natural draft atmospheric bumers shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. A variable capacity system sized for optimum performance during base load periods is utilized. p R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. 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 -Tired 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. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 6/13/2017 5:03 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lotl 5WyndhamPreservel 986TribecaAGR Builder Name: PARK SQUARE HOMES Street: 3794 Saltmarsh Loop Permit Office: City, State, Zip: Sanford , FL , 32771 Permit Number: Owner: Jurisdiction: 691000 Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 6/13/2017 5:03 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Envelope Leakage Test Report Prescriptive and Performance Method Project Name: Lotl5WyndhamPreserve1986TribecaAGR Builder Name: PARK SQUARE HOMES Street: 3794 Saltmarsh Loop Permit Office: City, State, Zip: Sanford , FL , 32771 Permit Number: Design Location: FL, Sanford Jurisdiction: 691000 Cond. Floor Area:: 1986 sq.ft. Cond. Volume: 18073 cu ft. Envelope Leakage Test Results Regression Data: C R: Single or Multi Point Test Data HOUSE PRESSURE I FLOW: Leakage Characteristics CFM(50): ELA: EgLA: ACH: ACH(50): SLA: 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, 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 lest 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 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. I hereby certify that the above envelope leakage performance results demonstrate compliance with Florida Energy Code requirements in accordance with Section R402.4.1.2. SIGNATURE:- - PRINTED NAME: DATE: 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 third party conducting the test and provided to the code -official. - BUILDING OFFICIAL: DATE: O, gittE STq a D w-E;& pt! a 6/13/2017 5:04 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Level 1 2THOIJ 22333fi ? (T90) X10-2 10X10-2 - 1A 06 cfl'T1 3AIW-3A9 (T90) \ 3TIJINAI.OM 106 cfm i 7„ 7" r Ia HI / A / 1Q8 137 cfm Vf39 j WO — — — - n o FBB2 -- 3>dl fl9 (T90) Iroc HTJJUlA9.0JJ DIN 10X104) p 226 cfm \ Sup I jim KIT. - — —I 1411 - --- I - A =1A Ili J T STR1FOY 1 \I I i 4 (PWDR 8X4 9A ' `, — 67 cfm EF VT b 11 L3LJ / GARAGE qW EF1 4 5Q^CFM 'Fan — — — EF2 = 80 (3FM Fan EF3 = 110 C M Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFMYan VTR = Vent to Roof — VTW = Vent to Wall DV = Dryer Vent jRV = Range Vent Lineset Chase Condensate — - — - - Thermostat 18/8 OT SRB = Small Reduction Box LRB Large Reduction Box FBB = Feld Built Box 1A Iw HOTIW2 T90 f1000 r----------------------i I I I I I I I I I I I I I 0 N 0 w cNr v cn I.' LE e1. • u .- rM n 0 0 0 0 Sup Ris 14" EF1 = 50 CFM E F2 = 80 CFM T3=110CFM EFL1 = 50 CFM EFL2 = 80 CFM EFL3 = 110 CFM z — VTR'= Vent to FI VTW = Vent to I DV = Dryer VE RV = Range V Condensate — - — Thermostat 18/8 G SRB = Small Reductibn Box LRB = Large Reductibn Box FBB = Field Built Oox Level 2 I Zone Damper 1- 14' I Zone Damper 2 - 14" I Bypass Damper -1Of' I I___I 3 Cl y SwAr",.r%vl LCOA) WL —rq..4.,-rA-Ej l. aT is, IvKj-brmrll rC J t-t py,, s v-lx flr D •ti dvantage Plumbing, me iccnseq CFlog7t79 Jwpj" w 04*10 Name — cigttature l h y, p J1L, 4v soe z" v" a9 4. 3 W. / will V it 1* i-- I.a3Icp r+ RECORD COPY DESCRIPTION AS FURNISHED:- Lot 15; WYNDHAM' PRESERVE, os recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida.. PLOT PLAN FOR/CERTIFIED TO: LOT 16 SETBACKS AS FURNISHED FRONT = 25'(') REM - 20' SIDE 5' (40- LOT) 7.5' (60' LOT) 10- (75' LOT) SIDE STREET - 25' (60' & 73' LOT) 15' (40' LOT) 15' FROM SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED - FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, -Word & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America BRISSON AVE (". VARIES) S 00019'09" E 40.00' 5 WALK PER PLAN CO 5.67' -- 5.67' — T N 5.67' to' 9uFFER, S 00019'09" E J 40.00' 5.67' T LOT 14 BP M - 231 zig Ok to construct single family home with setbacks and impervious area shown on plan. yZ • 27/o tn.p, M,B6 Tribecc%. CTR 5.67' h 127.21'P.C. Y - 9 SAL THARISH L OOP PRIVATE ROAD)(WIDTH VARIES) PLOT PLAN AREA CALCULATIONS TOTAL LOT AREA 4,800 t SQUARE FEET PROPOSED DRAINAGE FLOW LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 31.5' O PLOT PLAN ONLY NOT A SURVEY FfATWORK ON/OFF LOT - TOTAL 3 SQUARE FEET FLATWORK DRIVE 403/ 1 f0- 513 t SQUARE FEET FOUNDATLON/PAD 1,321 t SQUARE FEETWALKS157/ 300- 457 * SQUARE FEET REM PATIO 961 SQUARE FEET SOD 130 - 2.892 f SQUARE FEET2,762/ . FRONT PORCH DECK 50 t SQUARE FEET POOL DECK N/A t SQUARE FEET MM PROW $10EWALK AND STREET L=710N TAM FROM PLANS PROVIDED Br CUENr • NOT FIELD VERIFIED • CRUSE)VAf rER-SCOTT L7G ASSOC., INC. - . LAND SURVEYORS LOR'NO _ LEGM PX16 POW ON LINC COLONIAL DR. ORLANDO, FL. 32807 407-277-3232 FAX 407-658-14365400E.() ) rV. MCLO W04 FMoOm11ROD TV, ppr-F4& Nl MMALLPODRW C v a C U VA TrttCDVOIMOIJJRVATWK NOTES . • I. TW MVDE WOMPIWEr ML'REBT CDDU7' ANT DIS SURVEY MIC1s`Per SMMOROS W PRACRCE SE1 FORTM Br THE FLowaA OOARD WLCOI$KR ND4Y IT RAP. DIRAOIAL PROPESMWI SUAYEYORS Aim WPM IN C1NPI01 &-17 FL.ORMA ADMPItSTRAMT COO£ PVRS1,1W TD SEMW 472.027. FLORRN STATJLSLR. TJl TCValIJt LJ 43% NA tZHAWAL L UPI= OOMM WIH SMWTMV SRINAAJRE AMP O1 #ft RASED SE1L'TM SURVC7' LW OR COPRS ARE NOT VAUD. REL RECDVE'RD W. Va1Nas aw S IM SUM WAS PRUKRED FROW ARE WORYATION FWIWW m DW SURVEYOR THERE LNY W OTMFR RE911=7104PLR. POW W DOWW"O CALL CALCU AW OR COMO= TINT AFFECT IM PROPERTY. PLC. E r®Tr W C041OMPt9m M .WC rJWrr. F7. OMAIOrt RIMUCCC HUNUMr 71NLSMD BOOR CLLVAT7WFLOMA 4, NO WMCMCWD 944M OICF74 NAVE BEER LMTCD UMM OOQRWISE SNONN NLD MAL I, L D1M 7MRm" S, DOB SURVEY 4 PRFWAREP Fm TW SOLE wer W W= cvml® TD AND SNOULD NOr BE Rum UPON BY ANY onan EM111Y. R,fV RIMN AT k 0. WOM W .$NDW FOR 7W LL7Lig1 W W AWRDY NOM HERION'SNDOOD NOT BE USED TO RECONSNRICT OWMPiWY LINES. C,W. T. BWWL;A ARC BAS® ASSURED LWWI AND ON THE LANE SNDWN AS BASE BEARING (&WPAIKVnLORADaRIN& UnLr" 0. OLVATOM F+SNOBK ARC • 114= ON 9410NL GEPWV VVMCAL OLTIDL W /820. WUO OrPOMM NOTED. M.M 04 W WRt FD10E 9. CE MMAIT WAUDLOMAT M 01% 4394 V0.FC. RG VOOD FERM rDWT Or aRv"M SC4LE 1 7 • - 20' --4 1 DRAWN up 6- T. PLNTT Of TAM MY CERTIFIED 91" OROER No.• R4195C. L RAOIIRRWTIW ARC LL7WH PLOT PLAN 07-24-2077 2918-17 C Dc n REVISED PLOT PLAN (AC ONLY) 08-24-2017 C.4 umRD r.,JnHG NORTH THIS BWLDINWROPERYr DOET NOT LIE WRHIN THE ESUBUSHEO 100 YEAR FLOOD PLANE AS PER MW' Tom JL l.8 / 1 4714 ZONE 'x' MAP / 12117CONO F (09-28-on RECORD COPY Filename: P SQ HOMES-TRIBECA- Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 1986 2. 1 Lighting Summary Standard 5,610 5,620 Optional 10,458 5,610 Ranges & Ovens Range 14o. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 Dryers Dryer No. No? Nameplate Line Neutral # 1 7 _ 2 1 1 5000 vND NG 2 0 3 0 c-Ah,j +Tl Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 '• Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 22.0 240 5,280 0 I M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 i 1 1 1 240 5200• 1 5,2bo 0 Heat/Cool Summary Standard 12,160 0 Optional 12,160 0 Fixed Appliances: Actual Number = 4 Name M? Ph No Amps Volts VA HP Line Neutral MICRO 1 1 120 1200 1,200 1,200 bW M 1 1 120 1200 1,200 1,200 DISP M 1 1 120 96.0 960 960 W/H 1 1 18.5 240 4,440 0 Fixed Appliance Summary Standard 5,850 2,520 Optional 7,800 2,520 Other Appliances: Actual Number = 0 Name M? Ph No Amps. Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 5% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 22 240 Heat/Cool Phase Amps Volts i 1 22 240 Fixed Appl. Phase Amps Volts 0 I Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,320 0 i SUMMARY Standard Line Neutral. Total Total 36,340 16,110 Maximum Amperage = 151 67 Service Voltage = 240' Service Phase = 1 optional Line Neutral Total Total = 30,663 16,110 Maximum Amperage = 128 67 Service Voltage = 240 Service Phase = 1 RECORD COPY 11• t1• ra® Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. e RE: P1986A-T - Park Sq Hm/Tribeca-1986-A-T MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PARK SQUARE HMS Project Name: P1986A-T Model: TRIBECA T? ,-Fh?JWXJ115 Lot/ Block: 15 Subdivision: WYNDHAM PRESERVE Address: 3794 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 [All HeighII Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 45 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name I Date INo. I Seal# Truss Name Date 1 T11374230 Al 6/15/17 112 1 T11374241 C1 6/15/17 12 I T11374231 1 A2 16/15/17 113 I T11374242 1 C2 16/15/17 1 3 I T11374232 1 A316/15/17 114 I T11374243 1 C3 16/15/17 1 14 1 T11374233 I A416/15/17 115 I T11374244 I CJ 1 16/15/17 1 15 IT11374234 1A4T 16/15/17 116 1T11374245 1 CJ3 16/15/17 1 I6 IT113742351A5 16/15/17 117 1 T11374246 I CJ3T 16/15/17 1 17 IT11374236IA6T 16/15/17 118 IT11374247 I CJ5 16/15/17 1 18 IT11374237 1 B1 16/15/17 119 1 T11374248 I CJ5T 16/15/17 1 9 I T11374238 I B2 16/15/17 120 I T11374249 I D 116/15/17 1 10 IT11374239 I B2G 16/15/17 121 1 T11374250 1 D2 16/15/17 1 11 1T11374240 1 B3 16/15/17 122 1 T11374251 I D3 6/15/17 1 OFO 17- 2316 This item has been electronically signed and sealed by Albani, Thomas, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing(s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: Albani, Thomas My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with 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 thedesign 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 Albani, Thomas 1 of 2 RE: P1986A-T - Park Sq Hm/Tribeca-1986-A-T Site Information: Customer Info: PARK SQUARE HMS Project Name: P1986A-T Model: TRIBECA 1986 - A / TRAY Lot/Block: 15 Subdivision: WYNDHAM PRESERVE Address: 3794 SALTMARSH LOOP City: SANFORD State: FLORIDA INo. ISeaW ITruss Name I Date16/15/1723IT11374252IF1 124 IT11374253 I F1A 16/15/17 1 25 IT11374254 F16 6/15/17 26 T11374255 F1C 6/15/17 27 T11374256 IF2 6/15/17 128 IT11374257 I F3 16/15/17 1 I29 IT11374258 I F3A 16/15/17 I 30 IT11374259 IFS 6/15/17 1 31 IT11374260 I F6 16/15/17 1 32 IT11374261 JF6A 6/15/17 33 IT11374262 IFT1 16/15/17 I 134 IT11374263 I FT2 16/15/17 I 135 IT11374264 I FT3 16/15/17 1 36 IT11374265 IFT4 6/15/17 137 IT11374266 1 J3 16/15/17 138 IT11374267 I J5 16/15/17 1 139 IT11374268 I J7 16/15/17 1 140 IT11374269 IRT 16/15/17 41 IT11374270 I KJ3 16/15/17 1 42 IT11374271 I KJ5 16/15/17 143 IT11374272 1 KJ7 16/15/17 144 IT11374273 1 KJ7T 16/15/17 1 145 IT11374274 I MG1 16/15/17 I 2 of 2 Job Truss Truss Type Oy PlyPark Sp Hm/Trdlera-IOWA-i T11774230 P1996014•T Al COMMON 3 1 Mid-rwrw Lumber, wnow, FL. 7 640 sApr 19 201 a MRek Industries. Inc. Thu Jun 15 14 39.17 2017 Pape 1 ID 3z:rE559SgHSgKdROwR6OYzkwee Vt7v?Oo6diOJ361yvb39iK91h9vYwoLIGGbEVmz60kl 1-0-0I 73$ 11 I 14-4-0 I 21.4.5 I 260 9$ 1-0-0 7-3.11 735 7.45 7311 130 Scale - 1 52.5 4x4 = axe = LOADING (psf) TCLL 200 TCOL 10.0 SCLL 0.0 BCOL 10.0 LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 20 SP No.2 WEBS 20 SP No.3 SPACING- 2-0-0 Plate Grip OOL 1.25 Lumber OOL 1.25 Rep Stress Ina YES Code FBC2014rrPI2007 REACTIONS. (lb/size) 2-1207/0-44), 6=1207/0-4-0 Max Horz 2-155(LC 6) Max Uplift2=315(LC 8). 6=315(LC 8) eooR-2 3,4 = 30 = F1'J78 CSI. DEFL. in (loc) Ildeft Lid PLATES GRIP TC 062 Vert(LL) -0.31 8-10 >999 240 MT20 2441190 SC 0.83 Vert(TL) -0.56 8-10 >610 180 WB 0.25 Horz(TL) 0.08 6 n/a nla Matrix-M) Weight: 131 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc putting. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=19301486, 3-4=1696/482, 4-5=16961482, 5-6=1930/486 BOT CHORD 2-10=33511704, 10-17=127/1109, 9-17-12711109, 9-18=12711109, 6.18=127/1109, 6-0=335/1651 WEBS 4-0=153/697, 5-8=-4141223, 4-10=1531697, 3-10=-4141223 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wnd ASCE 7-10; Vuh=140mph (3-second gust) Vasd=106mph; TCOL=4 2psf; SCOL=3.Opsf, h=25ft, 8=45ft; L=29ft; eave=oft; Cat. 11; Exp B; End., GCpi=O.18; MWFRS (directional); Lumber DOL=1.60 plate grip OOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) • This truss has been designed for a live load of20.Opsf on the bottom chord in all areas where a rectangle 3-64 tall by 2-0-0wide will fit between the bottom chord and any other members, with SCOL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 Ito uplift at joint 6 6)'Semi-ngid pilchbreaks 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 A WARNING - Verify design Parameters OW READ MOTES ON TM AND INCLUDED WTEK REFERENCE PAGE MD-7473 raw. 184712013 BEFORE USE. Design vakd for Use only with Uffek® mnneaors This design is Weed only upon parameters shown. and a for an individual Instilling component. not a truss system Before use. the building Wapner must verify the appbcablrty, of design parameters and property mcofporale INs demon into the overall budding design Braggindicatedisto prevent bucgmgofdndwndusl armweb andlor died members only Addile maltemporaryand permanent bracing is always required for Mobley and to provers cocepse with possible personal mlury ad popery damage For general gi dance regadoq the No lebncaan, storage. delivery. erection and bracing of trusses and truss systems. sera ANSVTPN Quality Crnaida. 03649 and SCSI Building Componerd 6904 Perks Eats Blvd. Safety Information available from Truss Piro Institute. 210 N Lee Street. Suite 31Z Alexandria. VA22314. Tamps, Fl 36619 Job Truss Truss Type Oty Ply Perk S4 HMTnbw,& IO66-A-T1 711374231lJobP1g&SA•T A2 HIP 2 F MIDFloIda Lumber, Banav, FL 7.640sApr 19 2016 1A11'ek Industries, Inc Thu Jun 15 14 39.14 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwea-z3gHDmpkOOwAgG18TJaOEXivJYJOBLrVwKn1Cz60kh 8-9.4 I 21-10-12 I 2S." n894 ( t-068- 2-12 81-0Seale = 1:512 41111 4ri4 = 13 12 10 9 yid = t.Sx4 II 314 = 3,4 = 16.4 II 3n 3x9 = I B•4d ( 13" I 6.9.4 5-2-12 15-D I 21. 10.12 28" f 8-2.12 6.9-4 Plale_Offsets_(X.Y)- 14:0-5-4.D-2-01 LOADING (psf) SPACING- 2- D-0 CSI. DEFL. in (loc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.44 Ven(LL) -0.09 12-13 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.53 Ven(TL) -0.26 12-13 >999 180 BCLL 0.0 ' Rep Stress Ini7 YES WB 0.58 Horz(TL) 009 7 Na n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 152 Ile FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 3-1D-5 oc purfins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10.00 oc bracing. WEBS 2x4 SP No. 3 REACTIONS. (lb/size) 2= 1207/0-4-0, 7=1207/D-4-0 Max Horz 2-142( LC 7) Max Uplift 2=315( LC 8). 7=315(LC 8) FORCES. (lb) - Max Comp./ Max. Ten. - All tones 250 (Ib) or less except when shown. TOP CHORD 2-3= 2000/475, 3-4=1443/398, 4-5=12151394, 5.6=1445/398, 6-7=1999/475 BOT CHORD 2-13= 330/1716, 12-13=33011716, 11.12=15111214, 1D-11=-1Sill214, 9-10=330/1715, 7-9=330/1715WEBS 3.13=0/260, 3-12=584/206, 4.12=72/370, 5-10-73/372, 6-10=583/205, 6-9=0/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=25ft, B=4511, L=2911; eave=411; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) 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 Opst on the bottom chord in all areas where a rectangle 3-" tall by 2-0-0 wide will fit between the bottom chord and anyother members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 ID uplift at joint 2 and 315 ID uplift at joint 7. 7) "Semfrigld 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 - VnNy deslgn paranrstais and READ NOM ON MS AND WUWED a07EK REFERENCE PACE Y67472 rev. 1000MIS BEFORE USE. Design valid for use only with k47ek® ronnepws This design is based any upon paramners shown, and is nor an Individual building componem, not a truss synem Bekxe use, the buildup designer mull verfy the applrablby of design parametem end properly incorporate tnis design Into the overall - building design Bnap i ditaled rs to provers bucking of indmdual trios wee andxor cord members ordy. Additional temporary and permanent brat" is always required for liability and m tuevers Collapse with possible personal it" and property demage For genenl guidance regemup ft relaxation, storage, delivery, efeGon and bracingoftrusses and lass "am&. we ANSVTPH Quality Criteria. DS049 and SCSI Building Camponsm 6904 Parks, Eest Blvd. Salary iMomtaeon available them Tens Pule Inafdrss, 218 NhasStreet, Susie312. Alexandria, VA 22314. Tamps, FL 36611) Job Truss Truss Type Oty Ply Park sv HaiRdbeca5mi.A.T T11374232PISsexTA3HIP21 rowrionaa u moer, tsanow, FL 7 -0 aApr 19 2016Mnak Industries, Inc Thu Jun 15 14 39:14 2017 Page 1 ID.3zzrE5595gHBgKdROwR6OYzkwee-z3gHOmpkOOwAgG18TJaOEXi1LYJffDYrVwKn1 Cz6Okh 1-0-0I S&a I 11-0-0 I 17-0.0 I 22-1412 I 268-0 12a$O140SS452-12 6-" 52.12 S94 1-0Oi Scale - 1:51 2 Us 40 _ a 20 21 5 17 12 10 9 3:a = 1.50 II 3x4 = 3x4 — Us = 1.50 II 3x4 LOADING (psQ TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC20/4/TPI2007 CSI. TC 0.72 BC 0.52 WB 0.31 Matrix-M) OEFL. in (loc) Udell Lid Vert(LL) -0.08 12 >999 240 Vert(TL) -0.25 10-12 >999 180 Horc(rL) 0.09 7 n/a rt/a PLATES GRIP MT20 2441190 Weight: 146 lb FT - 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-6 oc puriins. BOT CHORO 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. WEBS 2x4 SP No 3 WEBS 1 Row at midpt 4-10 REACTIONS. (lb/sae) 2=1207/0-4-0, 7=1207/0-4-0 Max Horz 2=121(1.0 6) Max Uplift2-315(LC 8). 7=315(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-20361406. 3-4-1609/428, 4-20=1384/416, 20.21=1384/4/6, 5-21-1384/416. 5-6=16091427. 6-7-20361486 BOT CHORD 2-13=348/1756, 12-13=34811756, 11-12=207/1363, 10-11=20711303, 9-10=348/1756, 7-9-34811756 WEBS 3.12=4391162, 4-12=-43/399, 5-1O=42/399, 6-10-4391162 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=25R; 8=45ft; L=29ft; eave=4Q; Cat. II; Exp B; End. GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 315 Ili uplift at joint 2 and 315 lb uplift at joint 7. 7) 'Semi-ngid 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 AWARIeNG - Verify dWgn perams(ers and READ NOTES ON TN3 AND INCLUDED MTEK REFERENCE PAGE aO-7473 /6V VM5 BEFORE USE. Design valid for use only with U TeM connedtdrs. This design Is based only upon parameters show., and a for an individual building component, not a truss system. Before use, the budding designer must verily the applicability ofdesign parameters and property incorpte this design into the overaa buildup design Brad" indicated o to prevent bucqup of tridividual buss web andlor chord membersoray Addaional temporary and permanent bradrg is always required For stabil" and to prevent collapse with posable personal tryury and properly damage. For general guidance MIS(" the is tabricWon, storage, delivery, erection and bracingof trussesand Um systems, we ANSVTPh Duality Ciliate. 038-89 andSCSI BuildingComponent 6904 Perlis East OW safetyInfontutlonavailablefromTrussPlateInstitute, 218 N. Lee Street. Suds 31Z Almridna, VA 22314Tampa. FL 35610 Job TTILSS Truss Type Oty Ply PutSq HMTribera•198&AT T11374233 P1986A•T HIP 1 1 Md•Flrtda Lumber, Banow, FL 7640sApr 192018 Mrrek Industries, Inc Thu Ain 15 14 39 15 2017 Page 1 ID: SS95qHBqKdROW R6OYzkwee-RGEfOSgM9K21101K105tlNF5Ryb_Off>ka4 LZaWkg r 1 4.9.4 t?40 1 141-0I 14a•O I 23.1612 I 2B•B-0 9& 1- 004 9 4 4.2-12 54-05 40 a-2.12 4 94 Scale= 1:51.2 4r® = 1 St4 11 41S = 20 ' 21 B ass = 30 = 3t4 = 3t®= 3x4 = US = I i14.4.0 19.8.0 2&&0 LOADING ( psf) SPACING- 2-00 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 TCDL 10.0 Lumber DOL 1.25 BC 0.77 BCLL 0.0 ' Rep Stress Incr YES WB 0.16 BCDL 10.0 Code FBC2014/TPI20D7 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 DEFL. In (loc) Ildefl Ud Ven( LL) -0.12 13-16 >999 240 Ven( TL) -034 13-16 >999 180 Horz(TL) 0.09 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 145 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purtins. BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. REACTIONS. (lb/ size) 2=1207/0.4-0, 8=1207M 4-0 Max Horz 2=-101(LC 6) Max Uplr t 2=315(LC 8). 8=315(LC 8) FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2029/531, 3-4=1756/456, 4-20=1779/510, 5-20=1779/510, 5-21=1779/510, 6-21= 1779/510, 6-7=1756/456, 7-8=2029/531 BOT CHORD 2-13=398/1763, 12-13=26011524, 11-12=26011524, 10-11=26011524, 8-10=398/1763 WEBS 3. 13=283/157, 4-13=25/347, 4-11=98/424, 5-11=363/147, 6-11=98/424, 6-10= 25/347. 7-10=283/157 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.Ops1; h=25ft, B=45ft; L=2911; eave=48; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This thus has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will f4 between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315lb uplift at joint 2 and 315 lb uplift at joint 8. 7) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. n d 4Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • VWNy dsWon parameters and READ NOTES ON TINS AND INCLUDED WTEK REFERENCE PACE WF7473 raw, faGVMS BEFORE USE. Design valid lot use any with MReI® connectors This design is based only upon parameters shown. and o for an individual busdmg component, not a truss systemBelo use, the building designer must verity the applicability of design parameters and properly incaporsle this design into the everts building Oesipn Bracingbtdieeted isto prevent buckling at individual witsweb anNit! chordmember onlyAdditionaltemporary and pemnt bracing is always'squired lotslabildy, and to prevent collapsewith possiblepersonalmisty and propertydamage For general guidance regarding theis fabrication, slorage, delivery, wKljDn and bracing of trusses end truss systems, we ANS01PI1 Quality Criteria. DS049 and BCSI Building Component 6904 Parke East and. Safely InformationevadetilsfromTrussPlueInstitute. 210 NLee greet. Suite 312. Aleandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory Ply Park Sq HmrAbec0-19WA-T T11374234 P1988A.T MT SPECIAL 1 1lJob Reference (tiotionall a Lumber. Bartow. FL 7 640 a Apr 19 2016 MTak Industries. Inc. Thu Jun 15 14 39.16 2017 Page 1 ID:3zzrE5595gHBaKdROwR60YLWme-vSoleRr weAuwZSXbjdsKyrtAlMvR722 G8SzEpu55z60k1 I 2.3.4 I 57./0 I t40A I 12812 I 16.243 i 19" 23.10.12 I 2t180 f " 2.3.4 3_" 346 39. 3•S10 3.510 4.2.12 494 1.0.0n Scale - 1 51 4 5xa = 15.4 II 3x4 = 29 4 5 6 30 44 = 1a 14 13 12 11 400 - 1 5x4 II 1 5x4 II 3xl2 = 3x4 = 1.50 11 3x4 = 4x12 = LOADING (psf) SPACING- 2-0-0 TCLL 200 Plate Grip OOL 1.25 TCOL 100 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Inv YES BCDL 100 Code FSC2014/TPI2007 LUMBER - TOP CHORD 20 SP No.2 'Except' 1-4: 2x6 SP No.1 BOT CHORO 20 SP No.2 'Except' 2-15: 2x6 SP No.2, 5-14. 20 SP No.3 WEBS 20 SP No.3 *Except' 18-19: 2x4 SP No.2 OTHERS 2x6 SP No 1 LBR SCAB 1-4 2x6 SP No.1 one side REACTIONS. (lb/sae) 1=1144/0-4-0, 9=119311 -4-0 Max Hors 1=100(LC 6) Max Uplift 1=273(LC 8). 9=313(LC 8) CSI. DEFL in (loc) Well Ud PLATES GRIP TC 0.75 Vert(LL) 0.17 15.16 >999 240 MT20 2441190 BC 0.95 Vert(TL) 042 15-16 >809 180 WB 0.62 Horz(TL) 0.25 9 n/a n/a Matrix- M) Weight: 199 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-14 oc purlins, except end verticals. BOT CHORD Rigid ceiling direly applied or 9.9-2 oc bracing. FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2932/687, 3-29=2165/526, 4-29=21051532, 4-5=2189/570, 5.6=-2174/567, 6- 30=16851477. 7-30=1685/477. 7-8=17101448, 8-9=2022/484 BOT CHORD 2-17=549/2737, 16-17=549/2737, 15-16=321/1904, 12-13=251/1483, 11-12=356/1751, 9- 11=35611751 WEBS 4-16=95/523, 4-15=97/463, 13-15-286/1624, 6.15=130f7O8, 6-13=723/179, 7- 13=42/411. 7-12=41/283, 8-12=325/122, 3-17=26/266, 3-16=947/257 NOTES- 1) Attached 10.2-10 scab 1 to 4, front face(s) 2x6 SP No.1 with 2 row(s) of 10d (0.131"x31 nails spaced 9" o c.except : starting at 1-6-6 from end at joint 1, nail 2 row(s) at 2" o.c. for 2-11-3. 2) Unbalanced roof live loads have been considered for this design 3) Wind: ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, 13CDL=3.Opsf; h=25ft; 8=45ft, L-29ft; eave=oft; 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.Opsf on the bottom chord in all areas when a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 1 and 313 lb uplift at joint 9. 9) " Semi-ngid pilchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. b 4 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design Parameters and READ NOTES ON Ties AND INCL WEDaOTEK REFERENCE PAGE NLL7473 ray. /611312013 BEFORE USE. Design valid for use only with MTeW cannectors This design is basedonly upon parameters shown, end is for an ardmdual building Component, nal a truss system. Before use, Iho building designer must verity Ilre appicabBy of design parameters and properly incorporate this design into the overall building design. Bracing ord"ed is toprovers bucldung ofindrvrdualbuss weban" chord members only. Additional temporary andpermanembracing Is always required tar siab:dy andto prevenl Collapse with possible Personal Merry and praperry, damage For general guidance regarding die labncalm. storage, delnery. dredon and bracing of trussesand Wu systems. see ANSVTPH Oualhy, CrII&M. 05649 and SCSI Building component 69W Parka East Bid SafetyInformationavailablefromTensPlateInstitute. 218 Nlee S eeL Sude 31Z Aleandru. VA 22314Tampa, FL 36610 Job TruSS Truss Type Oy Ply Park Sq HnVTA wlse3A-t Tt1374255 P19e64T AS HIP 1 1 MO+ Wait WmDet, WI10W, FL /--u s Apr to3bie Mlles bauslnes, nc i nu Jan iD 14:7a.1r 2b1 r Vage 1 ID.3urE5595gHBgKdROwRSOYzkwoe-NeMPmrMxlkXI116R85sAKKcmF1 sSJIBuZReX260ke r l 39 0 17-tat 78.975 21-8-0 111'12 1-00 39 32-72 4 tat 41I-73 4-ID-1 12.12 394 1 0 Scale s 1612 56 3x4 = 15.4 II 56 = 4 620 21 22 52324 25 7 VAA a 2 p t toin l 13 28 27 28 29 .. 4x8 = 3x4 = exit MT20HS = 4xB = 3x4 = 4xB = 4x8 = 11- to•1 18-a1s I 21-B-o I 2&8-0 7A0 4.10•1 4-11-t3 4.10-1 7110 Plate Offsets (X.Y)- 12:D-1-5.0.0-3L 14:0.2.8.0.2-41.17:0.2-8.0.2-41.19:0.1-10.0-0.61 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (be) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.82 Ven(LL) 0.25 12-14 >999 240 MT20 2"1190 TCDL 10.0 Lumber DOL 1.25 BC 0.92 Veri(TL) 0.62 12-14 >553 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina NO WB 0.82 Horz(TL) 0.14 9 n1a n/a BCDL 10.0 Code FBC2014/TPI2007 Matnx-M) Weight. 169 lb FT = 20% LUMBER- BRACING. TOP CHORD 20 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-2 oc purtins. 4- 7 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. BOT CHORD 2x6 SP No.t WEBS 20 SP No.3 REACTIONS. ( Ib/sae) 2=1981/0-4-0, 9=2210/0.4-0Max Hors 2=-81(LC 6) Max UpIM2=556(LC 8), 9=-648(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3-3960/1090, 3-4=376811037, 4-20=5021/1444, 5-20=5021/1444, 5-21=5019/1473, 21- 22=5019/1473, 6-22=5019/1473, 6.23=501911473, 23-24=50/9/1473, 24- 25=-5019/1473,7-25=-5019/1473.7.8"287/1246,8-9=447711294 BOT CHORD 2-15=9DB/3521, 14-15=80613318, 13.14=1301/5021, 13-26=130115021, 26. 27=1301/5021, 12-27=1301/5021, 12-28=99213779. 28-29=992l`3779, 11- 29=992f3779, 9.11=108913980 WEBS 4-15>52/286, 4-14=616/2161, 5-14=-419/200, 6.12=576/298, 7-12"1611571. 7- 11=-84/620 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wtnd ASCE 7-10, Vuk=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Dpsf; h=25ft; B=45fl; L=2911; eave=4fl; Cat. II; Exit B; End , GCpiI MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondrng 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 556 lb uplift at joint 2 and 648 lb uplift at joint 9. 8) " Semi-ngid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 lb down and 106 lb up at 13. 7-4. 105 lb down and 1 D6lb up at 15-7-4, 109 lb down and 106 lb up at 17-7-4, and 112 lb down and 106 lb up at 19-7.4, and 187 Ib down and 207 Ib up at 21-0.0 on top chord, and 778 lbdown and 219 Ib up at 12-9.8. 66 lb down at 13-7.4, 66 lb down at 15-74. 66 Ib down at17-7-4, 66 lb down at 19-7-4, and 66 Ib down at 21-7.4, and 268 Ib down and 100 Ib up at 214.0 on bottomchord. The Printed ted copiesof this document are design/selectionofsuchconnectiondevice(s) is the responsibility of others. 10) In the LOADCASE(S) section, loads applied to the face of the buss are noted as front (F) or back (B). not ed signed and sealed and g thesignature must be verified on LOADCASE(S) Standard any electronic copies Continued on oaae 2 0 WARNING - VWNy daslpn pa amHsn and READ NOTES ON TfaS AND INCLUDED MTEK REFERENCE PAGE a/67472 nY, IaO&2015 BEFORE USE. Design valid for use only with MrIelit Conrad= The design is based only upon parameters shown, and is ror an ndn dwl builmnp ronVonens. not a truss systemBefore use. Ine building designer must venly line appleoUby of design parametersand properly ion owme Nis desipn into the overall bul ding design BracoV indicated isto provedbuck! ofIndividual Dun web and/orChordmembersonly. Additional lwn WWand peranent bracing Is awayf required for Yabflity and to prevent collapse with Is posarors personalinjuryantpoperyaamape. For general guidance rantop DoDofabrication, storage, delnery, erection and bracing of Uu.. andbuss systems. see ANSUTPII Quality Cnterls, DSB49 and BCS1 Building Component 5904 Parke Eau BNd Safety InforaionavallablehornTransPlateInsane, 218 N. Lee Street• Suits 31Z Alexandra. VA 22314. Tampa. FL 3661D Job Truss Truss Type city Ply Park Sa HMfnbsc&.ISWA-T T11374235 Pl"&0k-T AS HIP 1 1IJob Reference topfionall Wmoer, aNnow, PL. 7 6a0 sApr 19 2016 MRek Iridus010a. InC Thu Jun 15 14:39.17 2017 Pape 2 ID.3AzrE5595gNBgKd Jou'S60YAkwee NeMPrrzdulW41t8R65sAKKanF1sSJIBuZReXz60ke LOAD CASE(S) Standard 1) Dead + Roof live (balanced), Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-7= 60, 7-10=60, 2-9=20 Concentrated Loads (Ib) Vert. 7=140(F) 13=778(F) 11-309(1` -41) 21=97(F) 22=97(F) 24=97(F) 25=97(F) 26=41(F) 27=41(F) 28=41(F) 29=-41(F) 0 WARNIKO • VerNy d.V- Psrarrrsrers er d READ NOTES ON TM AND INCLUDED MTEK REFERENCE PAGE M&7473 raw. 16011fM5 BEFORE USE. Design valid for use only with adlTeW connectors This design is based only upon parameters shown, and is for an eidrindual budding component, not a truss system Balm use. the building designer matt veAy the applrcabllity of design parameters and properly incorporate this design into the overall 4u9drng design Brec" indicated is to prevent buoldetg of irWrvidual buss web andfor lord membersonly Additional temporary end permanent bracing is always required for stability and to prevent canapes with possible personal injury and property damage. For general guidance regarding the Is fabrication, storage. delrvery, erection and bracing of trusses and trusts systems, am ANSVTPH Quality Critarla, 05849 and BC51 Building Component 6901 Parks East Blvd SafetyIrdomutionavailablefromTrussPliteInstitute. 216 N Lee Street. Suite 312. Alesandna, VA 22314 Temps, FL 36610 Job Truss Truss Type Oy Ply Perk Sri HmrTrubsu-1986-A•T 711374236 P1986A•T AST SPECIAL 1 A Mid-Fl nds Lumber, Banow. FL 7 640s Apr 192016 MTekIndustries, Inc. ThuJun 15 14 39:192017 Page 1 ID:3zzrE 559SgHBgKdROwRSOYzkwes11wn37sESFOb9tcviBWNIYBAeSbuOROY1?A=Wkd 2-3.4 ' I-0•e I 2 2&2 Inab I 2•1-0 (z4.210.212 r- 29&07& 0 42.3.4 5& 12 29I 10I 4 Scale - 1:51 4 Still = 2.4 11 e oD 12 31 4 32 5 33 4x4 = 3,6 = 54 = a 34 35 7 36 37 6 PpP, LLk,%. adg 9 pD _ 2.4 II 3x4 = 20 4x10 = 15.14 II 4X12 = LOADING (psQ TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER- TOPCHORD BOT CHORD WEBS OTHERS LBR SCAB REACTIONS. SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 2x6 SP DSS 'Except- 4.8 2x6 SP No.2, B-11: 2x4 SP No.2 2x4 SP No.2 'Except' 2-16: 2x6 SP No.1, 6-15: 2x4 SP No.3 2x4 SP No.3 *Except' 20-21: 2x4 SP No.2 a QQ 0 15 40 41 1442 — 43 13 12 ) 2.4 II 404 = 3x4 = 1 5x4 II 3x4 = CSI. DEFL. in (loc) Well Ud PLATES GRIP TC 0.64 Vert(LL) 0.21 16-17 >999 24D MT20 244/190 BC 0.81 Vert(TL) 0.53 16-17 >646 180 WB 0.83 Horz(TL) 0.28 10 n1a n/a Matrix-M) Weight: 397 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-941 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 2x6 SP DSS APPLY SCABTO ONE FACE OF TRUSS 1.4 2x6 SP DSS one side ATTACH WITH 2 ROWS OF 10d NAILS (0131' K 3) SPACED C 3-O.C. USE2- MEMBER END DISTANCE lb/sae) 1=2191/0-4-0, 10=2168/0-4-0 Max Herz 1=79(LC 6) Max Uplift1=-660(LC 8), 10-659(LC 8) FORCES. (lb) - Max CompJMax Ten. - All tortes 250 (lb) or less exceptwhen shown. TOP CHORD 2-3=6761/2056, 3-31=5704/1765, 4-31=5673/1772, 4-32=-6330/1957, 5-32=6330/1957, 533= 6330/1957, 6-33=6330/1957, 6-34=7014/2166, 34-35=7014/2166, 7-35=7014/2166,7-36=-4675/1470,36-37=-4673/1470,8-37=46701W% B-9=3946/1217, 9-10=39B9/1183 BOT CHORD 2-19=1829/6306, 18.19=1829/6306, 19-38=1489/5174, 17-38=14BW5174, 17.39=2041/7072, 16-39=2043/7080, 6-16=01355, 15.40=1141446, 40.41=114/446, 14.41=114/446, 14-42=974/3533, 42-43=974/3533, 13-43-974/3533, 12-13-98313495, 10.12=983/3495 WEBS 4-18=437/1394, 4-17=-447/1518, 14-16-1259/4379, 7-16=8D4/2653, 7-14-1892/682, B-14=-451/1489, 8-13=62/522, 9-13-254/169, 6-17-1003/293, 3-19=154/599, 3-18=1442/434 NOTES- 1) 2-py truss to be connected together with 10d (0.131"x3') nails as follows - Top chords connected as follows 2x6 - 2 rows staggered at 0-9-0 oc, 2x4 - 1 row at 0.9-0 oc. Bottom chords connected as follows: 20 - 1 row at 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face Inthe LOAD CASE(S) section. Ply to ply connections have been provided to distribute only bads noted as (F) or (B), unless otherwise indicated. 3) NA 4) Unbalanced roof live loads have been considered for this design. Printed copies of this document arep5) %Mnd, ASCE 7-10: Vub=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3 Opsf; h-25ft; B=45ft; L=29ft; eave=oft; Cat. II, Exp B; End , GCpt=0 18; MWFRS (directional); Lumber DOL-1.60 plate gnp DOL=1 60 not considered signed and sealed and 6) Provide adequate drainage to prevent water pending. the Signature must be Verified On 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads any electronic copies8) - This truss has been designed for a live bad of 20.0ps1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will CofAM'VfW$8bpttom chord and any other members. 0 WARNING - V.W dssrgn P.W. and READNOTES ON TNS ANDJ=UDED ABTEK REFERENCE PAGE M67472 nv. tAGNM5 BEFORE USE. Designvalidtot useonlywith MTeld! Connectors. The designis based only uponparameters shown, and is for an individual budding component, nor aWAS system Beforeuse, thebudding designermust veritythe applicability ofdesign parameters andproperty Incorporate thedesignintothe overall building design Bracing indicated isto prevent buck! g atindividual trues webender nitord member only Additional temporary and pemurnent bradng rs always re4rated for stabOdy end to prevent CollApee With possible personal rn)ury W property damage. For general guidance regarding the fatincelidn, storage, dlWery, erection and brwng oftrusses and outs systems, see ANSUTPH QualityCdlerla, DSB49and BCSI Building Component 6904 Parke EastBlvdSafelyInformationavailablefromTnnsPimaInMule. 218N. Lee Street. Suds312. Alexandria. VA 22314 Tamps, FL 38610, Job Truss Truss Type Oty Ply Pak Sq Hmrrribeu•1966A•T T11374238IP1911IN&T AST SPECIAL 1 MgFbrga Lumber, Bartow, FL 7.640 s Apr 19 2016 MI ek Industries. Inc Thu Jun 15 14,39,16 2017 Pape 2 ID:3zzrE5595QH8aKdROwR6OYzkwee4rwn37sESFOb91cvO KPNtYBAc5lwOROYI Azz60kd NOTES- 9) Bearing at loint(s) 1 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 660 Ib uplift at joint 1 and 659 lb uplift at joint 10. 11) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 lbdown and 90 lb up at 7.0.0, 26 lb up at 9.0.12, 26 Ib up at 11-0.12, 97 Ib down and 106111 up at 13 12. 97 lb down and 106111 up at 14-40, 97 Ib down and 106 lb up at 15.7-4, 97 lb down and 106 lb up at 17-74. and 97 lb down and 106 lb up at 19.7-4, and 189 lb down and 205 lb up at 21-8-0 on top chord, and 502 lb down and 231 lb up at 7-0.0, 180 lb down and 76 lb up at 9.0.12. 160 lb down and 76111 up at 114- 12, 66 Ib down at 12-10-0, 66 lb down at 14-4-0, 66 lb down at 15-7-4, 66 Ib down at 17-7-4, and 66 Ib down at 19-7-4, and 327 Ib down and 97 Ib up 8t 21-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=wW, 4-8=60, 8-11=60, 1-20=20, 16.24=20, 15-27=20 Concentrated Loads (lb) Vert: 4=1(F) 8=142(F) 6=97(F) 18=502(F) 16=41(F) 13=327(1`) 34=97(F) 35=97(F) 36=97(F) 37=97(F) 38=180(F) 39=180(F) 40=41(F) 41=41(F) 42=-41(F) 43= 41(F) 0 WARMNG - VONy design parametos and READ NOTES ON TITS AND INCLUDED AaTEK REFERENCE PAGE NO.7473 ray. 144YMS BEFORE USE. Design valid for use only with WNW connectors This design is based only upon parameters shown, and a for an individual budding component, not atrusssystem. Before use, the building de3grier.must verify theapplicability of designparameters and property, incorporate this design woo the overall - - building design among indicated is to preventbucNeg of indrwduatbussweb andforcla members only Additional temporaryand pernumard Irac'agis alwaysrequired orstability and to preventcollapse with possible personal irWryandpropertydamageFor generalguidance regardingthe - IN fabrication. storage, delivery. sec on and bracing of trusses and truss systems. as ANSVTPII Quality Crteta. 05849 and BCSI Building component 690e Parlor East Bled. SafetyInformationavailablefromTriosPleaInstitute. 216 N Lee Streal. Suite 31Z Alaandna. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Ply d Sq HMTnbsca-196&A•T T13374237I. ft, P19WA-T B1 SPECIAL 1 inio-r—a wmom, sancta, rL 7 540 s Apr 19 2d16 Maek Indualnes. Iltt Thu Jun 15 14-39.19 2017 Page 1 ID. 3zzrE5595gHBgKdRO WR6OYzkwee-KtUAGTIsDZYSn1 BSGsAZxbP16Z_ZKLobfC2YlO260kc 33-0 I 638 1 9.311 12.510 ( 1S7.9 1611.1 I33030•B 303 31-15 31.15 3311 Scale =1:33A 3,6 = US = 4x4 II Bxl0MT2DHS = 2x4 II 7x12 = axe II LOADING (psQ SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.00 TC 0.88 TCDL 10.0 Lumber DOL 1.00 BC 0 66 BCLL 0.01 Rep Stress Ina NO WB 0.84 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 *Except* 4-0: 2x4 SP No.1 BOT CHORD 2x6 SP DSS WEBS 2x4 SP No.3 *Except* 4-12,6-12,6-10,8-10: 20 SP No 2 DEFL. in (Ice) Vdeft Ud Ven(LL) 0.29 12 >776 360 Ven(TL) -0.71 12 >317 240 Horz(TL) 0.07 9 Na Na PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 218 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2.10.11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10 0 oc bracing. REACTIONS. (Ib/sae) 1=1865/0-4-0, 9=2496/0.7-4 Max Horz 1=191(LC 8) Max Uplift 1=-497(LC 5), 9=774(LC 5) Max Grev 1=2062(LC 13), 9=2878(LC 13) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=39831994, 4-5=12542/34/5, 5.6-1254213415, 6-7=7129/1921, 7-8-7129/1921, B-9= 24991687 BOT CHORD 1-14-998/3595, 13-14=2865/10458, 12-13=3104/11284, 11-12=3270/12085, 10.11- 3270112085. 9-10=1561573 WEBS 2- 14=654/2498, 5-12=-861/272, 6-11=67/375, 7-10=8721270, 4-12=32611315. 6-12- 198/478, 6-10=517811410, 8-10-18"6851, 4-14=7229/1966, 24=35001943 NOTES- 1) 2- ply truss to be connected together with IOd (D.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 at0-9-0 oc. Webs connected as follows. 2x4 - 1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except 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 (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10: Vuh=14Dmph (3-second gust) Vasd=108mph: TCDL=4 2psl: BCDL=3.Opsf; h=25ft; B=45ft: L=2411; eave=oft: Cat. It: Exp B: Encl., GCpi=D.18; MWFRS (diredional); 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 20.0psl on the bottom chord In all areas where a rectangle 3-6-0tall by2.40 wide willfit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 Ill uplift at pint 1 and 774 Ib uplift at joint 9. 10) Girder carries lie -in span(s). 5.40 from 6-3-8 to 18-11-4 11) "SemFngid pitchbreaks Including heels" Member end fixity model was used in the analysis and design of this truss. 12) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device( s) is the responsibility of others. Continued on Dane 2 17 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Varry daslgn Parameters and READ NOTES ON T10S AND INCLUDED aBTEx REFERENCE PACE M1067473 rev. 11103/M5 BEFORE USE. Design valxl for use any withWax* connectorsThis design iseased onlyuponPenmelereshown. andis INan individual building component. nota hiss system Before use: the buBdmg designer must vent tare applicability,of design parameters and property meaperate this design into the ovens budarnp design Bn V Indlaited Is to prevent buc" Of inMraluel truss web endlor chord members only. Additional temporary and permanent bmcft Is ahvaysrequiredforgabbyandtoperamcollapsewithpossiblepersonalworryariapropertydamageForgeneralguabIneeregardingUnaIsVatiai, storage, deWery, erection and bracing at trusses and truss systems, am ANSVTPM Quality Cmerls, DSB49 end SCSI Building Componem 8904 Parks East Blvd Salary IntonationavailablehomTransPateIns"&. 219 N Lee Sued. Suite 312. Almrona. VA 22314. Tampa. FL 38610 Job Truss Truss Type Oty Ply PakrSq Hmn dodn-19MA-T JobT11374237 P19e6A- T B1 SPECIAL 1 Referencee ( optional) 1641) a Apr 1st ZU10 Will; Industries. Inc: Thu Jun 15 14:39.19 2017 Pape 2 10: 3zzrE5595gHBaKdROwR6OY2kwee-KIUAGTtsOZYSnl66GsAZxbPPSZ_ZKLabtC2Yi0260kc LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-3=60, 4-8=252, 9-15=20 Concentrated Loads (lb) Vert: 4=429 0 WARMNG - Vwffy destgn parameters and READ NOTES ON TMS AND INCLUDED MTM REFERENCE PAGE M67472 rev, 1693rM1S BEFORE USE. Design validfor use only with MITeMpconnectorsThis designIs based only uponparameters shown, and Isfor anmdMdualbuildingcomponent, nor a buss system Before use, the budding designer must verily the appbub7ty of designparameters and property incorporate tlu design ado the overall bulddng design Bracing indicated is tit prevent bucidangof individualbusswebanNorChord members only. Additional temporaryarndpermanent bracbng Is always required for CA" and to preverd collapse with possible personal injury and property damage. For general guidance regarang the fabrication. storage, dalNary, erection and bracing of trusses and truss systems. we ANSWMh Quality Crlrerla, 05649 and SCSI Building Component 6904 Puke East Blvd SafetyInformationavailablefromTrussPlaternstaura. 216 N. Lee Street. Suite 31Z Alexandria. VA 22314• Tampa, FL 36610 Job Truss Truss Type Oty Ply PentSit wNTrwers1986•A-T 711374238 P19SShT 82 SPECIAL 5 1 Ma -Flo ids Lumber. Banow. FL 7 640 s Apr 19 2016 Mrtek Industries, Inc Thu Jun 15 14:39.20 2017 Peps 1 ID.372rE559SgHBgKdROwRSOYzkwee-oD2YTpu%_sgJOBmlg2hoUoyglzHO3nhkisn6Fsz60hb 33330 I ( I tS79 1B113S30. 8 933 I 3115 31-15 3311 Scale - 1:33 7 3xB = 5x1D = 5x5 II 802 MT20HS = 2x4 II 7x14 = 5x5 II r 3t! 8.3.8 9311 12•S10 1S7.9 1&11 330 308 363 31.15 31.15 331t r Plate Offsets (X.Y)- 11:0-4-12.0-1-01.14:0-4-8.Edoel. IB,0-3-0.Edoel. 19:Edoe.0-3-81.112:0-6-0.0-5-41.114,0.3-8.0-2-81 LOADING ( psf) SPACING- 2-" CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0Plate Gnp DOL 1.00 TC 0.88 Veri(LL) 0.39 12 579 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.8B Veri(TL) 0.89 12 254 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.91 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 109 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except TOP CHORD 4- 8: 2x4 SP DSS BOT CHORD 2x6 SP DSS BOT CHORD WEBS 2x4 SP No.3'Except' 3- 13,4-14: 2x4 SP No.2, 4-12,6.12,6.10,8-10: 2x4 SP No.1 REACTIONS. ( lb/sae) 1=1366/0-4-0, 9=1230/0-7.4 Max Horz 1=191(LC 8) Max Uplift 1=259(LC 5). 9=202(LC 5) Max Grav 1=1578(LC 13), 9= 1 599(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=2979/510, 4-5=-8181/1365, 5-6=-8181/1365, 6-7=-414D/557, 7-8=-0140/557, 8- 9=1404/189 BOT CHORD 1-14=567/2700, 13.14=1485f7613, 12-13=158D/8120, 11-12=1059/7195, 10- 11=1059/7195, 9-10=37/292 WEBS 2-14=32811821, 5-12=399/55, 7-10= 403/51, 4-12-3961439. 6-12=36211031, 6- 10=31921524, 8-10=544/4023, 4-14=51751967, 2-4=26111517 Structural wood sheathing directly applied or 1.8.1 oe puffins, except end verticals. Rigid ceiling directly applied or 6-9-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been Considered for this design. 2) Wind: ASCE 7.10: Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf; h=25ft; 8=45ft; L=24Q eave=aft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrem with any other live loads. 6) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical Connection (by others) of truss to beanng plate capable of withstanding 259 lb uplift at joint 1 and 202 lb uplift at joint 9 8)' Semi•rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support Concentrated loads). 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 (p1Q Vert: 1-3=60, 4-8=90, 9.15-20 Continued on oa to 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 premslrs and READ NOTES ON MS AND INCLUDED WTEK REFERENCE PAGE M67472 ran. IMMI fS BEFORE USE. Design validforuse onlywithMTek® connectors This designisbasedomy upon parametersshown, and a foran individual budding component, nil buss system. Before use, the budding designer must verily the sW cabWly of design parameters and properly i mmpono a uus design into theoverall building design Bracing indicated is toprovers lucking of mdMdual buss web andlor chord members only. AdEdranal lemporary end pemunem bracing . Is alwaysrequired for stability end toprovers collapse with possible personal injury and property damage. For general guidance regarding the No fabrication. storage, delivery, weston and bracing or bussesendbusssystems, ass ANSU1Pn Quality Criteria, DS049 and SCSI Building Component 6904 Parke East Bind. SafelyInformationavailablefromTrussPlateInsldule, 218 N. Lee Street, Suds 312, Aimrarts, VA 22314 Tamps, FL 38810 Job Truss Truss Type Oty Ply Park Sit HMTdbe1s19t&A•TI T1U7a23O P198614T 82 SPECIAL 6 1 I.1Mu s Apr leZulu Milail mous oes, UK. I IW ,ttln I* 1479:zu 7u1rPage zID. 3urE5595gHBgKdROwR6OY2kweeoD2YTpuV sgJOBmlgZhoUoygtzHO3nhktsnSFsz6okb LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 4=713 O WARNING • VaNy design Pa until. and HEAD NOTES ON TWOS AND INCLUDED MTEK REFERENCE PAGE NO.7473 rev. 1Oe.20"S BEFOREUSE. Design valid for use any with Wake) conllsmors This design la based any upon parameters shown. and Is for an andmduel building componad, not a truss system Before use, the budding designer musl verity the applicability of design parameters and properly, Incorporate this design into the overall - building design Braralg indicated is to prevent bucealg of hdmdualtruss web andlor chord members only. Adddlnel temporary and pernananl bracing is always required for na0ddy and to prevent collapse with possible personal hWry and property dams". For general guidance regarding the fabrication, storage, delivery, section and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSS 49and SCSI Building Component 6904 Parke EaN Blvd. SafelyInformationava0ablafromTrussPlateInstitute. 21O Nlee street. Suite 31Z Alexandre, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park SitHmITADeca-19BSA-T T11174239 P193SA-T B213 SPECIAL 1 amo+w Oa Lumber. 1Nanor, hL 1.1540 s Apr le 2015 M1ek IMUCnes, IIIC. ihu Jun 15 14.39.20 2011 Pepe 1 ID:3=fE5595gHBgKdROwR60Yz%wee-oD2YTpuV sgJOBmlgZhoUoytKzHg3shktsn6Fsz60kb 330 ft3•B B•10.14 tt+9 13tP3 18.314 1&11.1 130 3PB 2.7.8 2•S10 2.5-10 2•S10 2.76 Seale - 133 B 1.5x4 II 3x4 = 4)0 = 3x4 II 3A 7x8 = 4x8 = 2x4 II 40 = I 330 63•B B•to•14 I tt+9 I t310.3 I 1&314 I tB•tta I33D30•B 2.7$ 2•S10 2-St0 2•S1D 2.7•B LOADING (ps1) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.00 TC 0.66 TCDL 10.0 Lumber DOL 1.00 BC 0.86 BCLL 0.01 Rep Stress Ina NO WB 0.59 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No 1 WEBS 2x4 SP No 3 REACTIONS. (lb/sae) 1=1417/0-4.0, 10=1257/D.7.4 Max Hoe 1=191(LC 8) Max Uplift t=278(LC 5), 10=212(1-C 5) Max Grav 1=1637(LC 13), 10=1631(LC 13) DEFL. in (loc) Udell Lid Ven(LL) -0.24 14 >948 36D Ven(TL) -0.54 14 >414 24D HOrz(TL) 0.06 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 219 lb FT = 2D% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc punins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-D oc bracing FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=31401556. 4-5=845011482, 5-6=-8450/1482, 6-20=59561866, 7-20-59561856, 7-0=5956/866 BOT CHORD 1-16=-608/2843, 15-16=1601l1985, 14-15=17D4/8513, 1314-1270/8061, 12-13=1270/8061, 11-12=-491/3595, 1D-11=-49113595 WEBS 2.16>360/1932, 21=2748/556, 4-16=5417/1047, 4-14=455/295, 514=3D4/4t, 6-14=267/550, 6-13=221288. 6-12=2258/433, 7-12=290/35, 8-12=402/2532, 6-10-3632/498 NOTES- 1) 2-ply truss to be connected together with 10d (0.131'x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vuh=140mph (3•second gust) Vasd=IDBmph, TCDL=4.2ps1; BCDL-3.0ps1; h=25ft; B=4511; L=2411; eave=48; Cat. II; Exp B; End., GCpi=O.1B; MWFRS (directional), Lumber DOL=1 60 plate grip DOL-1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonce ncurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Ops1 on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fn between the bottom chord and any other members. B) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 278 lb uplift at joint 1 and 212 lb uplift at joint 10. 9)'Semkigid pilchbreaks including heels" Member end fait' model was used in the analysis and design of this truss W) Hanger(s) or other connection device(s) shall be provided sufficient to suppon concentrated load(s) . The design/selection of such connection device(s) is the responsibility ofothers. LOAD CASE(S) Standard 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 0 WAMUNC • Vogt' Assign p..at. AW READ NOTES ONTies ANDINCLUDED WTEK REFERENCE PACE 4111067472twe. 109MIS BEFOREUSE. Designvalidforuseonly wait MITekb connectors Thisdesign isbasedonly upon paranletera shorn, and is foran oldNtdual building component, not atrue system Before use, Ue Wading designer muq rent' the applicability of design paremelers and "Peay rrnCOMMMe Nis design into the overall buading dealpn BMC09 ndrealed Is to preventbuckling of indmdual9usaweb andiat chord members only. Additionallemporwyand pemnawn1 braeap is alwaysrequiredfor stabidy eM to pnhvfflcollapse with possible personal b*ry andproperty damage. For general guidance regontng lore is latit"lon, storage, delivery, aeticn AM bracing of trusses and truss systems, see ANSIM" Quality Ci terla, DSB689 and BCSI Building component 6904 Poke East BNd. Solely Intomration available from TrussPlateInstitute. 21B N. LeeStreet, Suite 31Z AlexaMna, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sg NmrrrlbecA-1966A•T T11374239 P19S"T am SPECIAL 1 Mid•Florlds Lumber, Bartow. FL LOAD CASE(S) Standard 1) Dead + Roof Lrve (balanced) Uniform Loads (plf) Vert: 1-3=60, 4-9=9( Concentrated Loads (lb) Vert: 4-792 Lumber Increase=l 00, Plate Increase=1.00 10.17=20 7 WO a Apr 19 2016 Mrrek Industries. Inc Thu .tun 15 14•39 20 2017 Pape 2 10 3ErrE5595gHBgKdROwR60Y2kweeo02YTpuV sgJOBmlgZhoUoylKzMg3shktan6Fsz60kb O WARNING - V.Yy design Psramafars and MAO NOTES ON "a AND INCL WEO MTEK REFERENCE PAGE HIP-7477 rear. /003Q01a BEFORE USE. Design valid for use only with Wake, connectors. This design Is based only upon parameters shown. and is for an aidrvidual building component. nct atruss system. Before use, the buadap designer must wetly the applicability ofdesign parameters and properly incorporate this design tide the ovaral budding design. Broo ng aidrcaled is toprevent buckling of inidntdual truss weband/or chord members ory Additional temporary and permanent brarap Isalwaysrequired for stability and to prevent collapse with possible personalinjury and properly damage For generalguidance regarding the Iff fabncallon, storage. delivery, erection and tervievoftrussesandtruss systems, sae - ANSVrPI1 Quality Crfteds. OSB49 and SCSI Building Component 690e Parke East BIMSafetyInformationavailablefromTrussPlateInstitute, 216 N. Lee Soon, Suds 31Z Alemmin s, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Ply Park Sq NmITAbeca-1986MT 711374240 P198SA•T 03 NIP 1 1 M10-F orroa urmoer, eranow, eL 7640 s Apr 192016 MTek Industries, tx Thuurns 15 14 39 212017 Page t ID 32zrE5595gHBgKdROwRSOY2kwee-COcwh9u7WoAOLKUNHC110V51Niio0016WXtnlz60ka 0-0 540 19•&0 14." I 19." 26+0 14`0 54`0 441.0 44-0 S." 1 00 1 Seale a 1358 410 = 17 1s 1.Sx4 II 19 4 20 21 22 4x8 = 3x4 = 1 Sx4 II Sim = t.Sx4 II 3x4 = LOADING (psi) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 100 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No 3 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TC 046 Vert(LL) -0.08 9 >999 240 MT20 2441190 BC 056 Vert(TL) -021 9-10 >999 180 WB 0.27 Horz(TL) 0 D6 6 rVa We Matrix- M) Weight 87 Ib FT - 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 3-5.11 oc puffins BOT CHORD Rigid ceiling directly applied or 9-1-10 oc bracing. REACTIONS. ( lb/size) 2=1174/041-0, 6=1174/0.8-0 Max Horz 2=58(LC 6) Max Uplifl2=340(LC 8), 6=340(LC 8) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1991/535, 3.17=2308/673, 17-18=23081673, 18-19=23DB/673, 4-19=23DB/673, 4- 20=2308/673, 2D•21=2308/673, 21-22=2308/673, 5-22=2308/673, 5.6=1991/535 BOT CHORD 2-10=42111718, 1D-23=418/1727, 23-24=-418/1727, 9.24=418/1727, 9.25=415(1727, 25- 26=41511727, 8-26= 415/1727, 6-8=418/1718 WEBS 3-10=0/282, 3-9-219/697. 4-9=475/253, 5-9=219/697, 5-8--W82NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10: Vu8=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3.0psf; h=25fl, B=45ft; L=2411; eave=OH; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL-1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurtent with any other live bads. 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 tallby 2-0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 340 Ib uplift at joint 2 and 340 ID uplift at joint 6. 7) " Semi -rigid pltchbreaks including heels" Member end fairy model was used in the analysis and design of thistruss 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 ID down and 181111 up at 5-0.0, 93 Ib down and 77 lb up at 7-0.12, 93 ID down and 77 lb up at 9.0.12.93 lb down and 77 ID up at 10.3-4, and 93 lb down and 77 lb up at 12.3-4, and 170 lb down and 181 lb up at 14-4-0 on top chord, and 86 Ib down at 54)-0, 36 lb down at 7-0-12. 36 lb down at 9-0-12, 36 Ib down at 10-3-4, and 36 Ib downat 12-3-4, and 86 Ib down at 14-3-4 on bottom chord. The design/selection of such connection device( s) is the responsibility of others. 9) In theLOAD CASE(S) section, loads applied to the face ofthetruss 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—W, 3.5=-W. 5-7=60, 11-14=20 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 0 WARWNG • Vivify design prarnetrs Otto READ NOTES ON TWS AND INCLUDED WTEK REFERENCE PAGE M67473 nov,. sa03I201S BEFORE USE. Design valid for use only wenMTek* connectors. This design is based only upon parameters shown, and is for an stdwrdual building component, not A Wes system. Before use, the bu8oxnp designer must verily Ne sppkfarkly of design parameters and property mccuporafe the design uaO the overall — build" design Bracing maraud is to Pevent bucNsg of individual trussweb snorer chord members only. Adderonr temporaryandpemnnentkrWAV IS always requued nor stability and to prevent collapse with possible penonr merry end property damage. For general guidance regarding the I! re On, storage, delivery, ereclm and bracing of busses and fusssystems, see ANSUIPII Quality Criteria, DSB49 end SCSI Building Component 8904 ParkeEmil Blvd SafetyInformationavailablefromTrussPtrdeInstitute, 218 N Lee Snits, auto 312. Alexandra, VA 22314 Tampa, FL 35610 Job Truss Truss Type Ory Ply Park Sq HTnbe-198&A-iMcaJob Tl137a2a0P1S66A- T 83 HIP 1 1 I 7 — s 71prIV 2ule MI leamouAnes. IIK Tnu Sun is 14:39.22 Ze17 Page 2 R6 ID'3zuE5595pHBgKdROw0Yzkwee-kt9luVvWJwleUvluJGZ01 G2nWrG1 LAGCJkz60kZ LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 3=123(F) 5=123(F) 10--64(F) 8=-64(F) 17-51(F) 19=51(F) 20=51(F) 22-51(F) 23=26(F) 24=26(F) 25=26(F) 26=26(F) Q WARNING - VarNy, design Panimefersand READ NOTES ONTM AM INCLUOEOMMK REFERENCE PAGE M&7473 rev. IGWf 3 BEFOREUSE. Design validfor useonly with WAS conrledareThis design Isbased onlyuponParameters shown, and Is for an aWrAdual building component, not atonssystem. Before use, the buadmg designer nest venty the applKatiddy of design parameters and prapedy incorporate this design Into the overall budding design Braang indicated Is 10preventbuOdng of Individualbuss web ArWor dmrd membersrty aAddd$WW temporary and permanent braekng Is sprays required for stabil" and to prevent collapsewith possible personal Injury and property damage. For general guidance regarding the febrKatld4 storage, delivery. erection and bracing of vases andtruss systems. see ANSVTPII Quality CAterla. 03549 and SCSI Building Compomrt 6904 Perks East Blvd Salary InformationavailablefromTaosPlateInstitute, 218 N. Lee Street, Suds 312. Absandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply ParkSq HrNTnbeu1966-r4TI T11371241 P1996A-T Cl COMMON 1 1 Md-Florido Lumber, Banow, FL. 7 640sApr 19 2016 MTek Industries, tnc Thu Jun 15 14,39222017 Pepe 1 ID.3zzrE5595gHBgKdROwR6OYzkwee-kc9luVvMNwl eUvhxJGZD11gn5NXuv1 LAGCJkz60kZ 1 0 6-4-0 6-4-0 1410 Stale = 124.9 40 = a 3x4 0 1.5x4 II 30 = B+0 Bi0 LOADING (psf) SPACING- 2.0.0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 Ven(LL) -0.02 6-12 >999 240 MT20 244119D TCDL 1D.0 Lumber DOL 1.25 BC 034 Vert(TL) -007 6-12 >999 180 BCLL 0.0 ' Rep Suess Ina YES WB 010 Horz(TL) 001 4 n/a nla BCDL 10.0 Code FBC2014/TP12007 Matrtx-M) Weight: 48 ID FT = 2D% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 64)-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No 3 REACTIONS. ( Ib/sae) 2=567/0-4-0, 4=5671D-" Max Horz 2=70(LC 7) Max Uplift 2=163(LC 8), 4=163(LC 8) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 25D (lb) or less except when shown. TOP CHORD 2-3-6131135, 34=-613/135 BOT CHORD 2.6=26/475, 4.6=26/475 WEBS 3.6=0/253 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=24ft, eave=oft; Cat. It. Exit B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.6D plate grip DOL=1.6D 3) This truss has been designed for a I D.0 psf bottom chord live load nonconcur7ent with any other live loads 4) ' 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 24)-0 wide willfir between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 Ile uplift at joint 2 and 163 Ile uplift at joint 4. 6) ' Semi -rigid pitchbreaks including heels' Member end fatty 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 - Vestry design paramMns and READ NOTES ON THIS AND INCLUDED aOTEK REFERENCE PAGE MD-7473 nv. /D9d7r91S BEFORE USE. Design void for use only with MTelde oaurectas This design as based only upon parameters shown, and a fer on ndMdual building component, nor a trusssystem Before use, the busdup designer must velfy the applicability of design parameters and properly incorporate this design into ereoverall building design Bracing indicatedIs toMoment bucWarg of indrAdiumown webandfarchord membersonly. Additional temporary W pemlaners brtrtarg is alwaysrequiredfor stabdoy, and to prevent collapse with possible personal injuryand properly damage. For general guidanceregan" the in Iebrrcabon, stooge, delivery, erection and bracing of trusses and truss, systems, we ANSUIPII Quality Crllena, DSB49 and BCSI Building Component 6904 Parke Fast Bid. SafetyIMomoUonavailableboricTrussRoleMalaise, 218 N Lee Slow. Some 312. Alexandra, VA 22314 Tamps, FL 36610 Job Truss Truss Type Park Se HfWnbsra-19MA-T10tyIPty T11374242 P1911SA T C2 COMMON 3 1 Mr Kr oa Lamder, u4now, rL. 7.640 s Apr 19 2910 MRek Industries, Inc. Thu Jun 15 14'39:22 2017 Page 1 ID:3urE559SgHSgKdROwR6OY2kwee-kc9luVvfVVUw 1eUvhxJGZDI IgrtSLXuvl tAGCJkz6OkZ 64.0 I 12.&0 1-00 64.0 64.0 Scale=1:24.6 4x4 3x4 = 1.5x4 II LOADING (psf) SPACING- 2.0.0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.35 TCOL 10.0 Lumber DOL 1.25 BC 0.34 BCLL 0.0 ' Rep Stress Ina YES WB 0.10 BCDL 10.0 Code FBC2014frP12007 Maim-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (Iblsize) 4-506/Mechanical, 2=56710-4-0 Max Horz 2=69(LC 7) Max Uplift 4=120(LC 8). 2=163(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3-6161137, 3-4=6151137 BOT CHORD 2-5=531477. 4-5=-53/477 WEBS 3-5=0/254 3x4 = DEFL. in (loc) Well Ud PLATES GRIP Vert(LL) -0.02 , 5.8 >999 240 MT20 2441190 Vert(TL) -0.07 5.8 3-999 180 Horz(TL) 0.01 4 nla n/a Weight: 46 Ile FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-" oc purling BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. 11; Exp 8; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120 Ile uplift at joint 4 and 163 lb uplift at joint 2. 7) "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 Q WARNING - Verllrdesignpen m ifera and READ NOTES ON TNIS AND INCLUDED ral7EK REFERENCE PAGE 416.7473rev. 1092fMS BEFORE USE. Design valid for use only with Weld!) connectors This design is based only upon parameters shown, and is for an ndrvidual budding component, not a truss system Before use, the building designer must verily the applicability ofdesign parameters and Property Incorporsts this design into the overall Ouldng design Bracing indicated is to Prevent bucidng of indrwOwl buss web ardfor chord members oray. Additional temporary and Permanent h- -i is always required for stability and to Prevent COUPse with possible personal iniury and Property damage For general guidance regarding thetebncabon. storage, detwery, electron and bracing oflasses and truss systems, we ANSIRPH Quality Criteria, 056419 and SCSI Building Component 6904 Parke Fast Shed. Solely Information available from Truss Plate anstaute, 216N. LeeStreet, Suite 31Z Alexandra. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Ply Palk Sq MMTneeca•1966•MT Ttt371213 P1965A-T C3 HIP 1 1 MO•Fbada Lumber. B1now. FL. 7.510 s Act 19 2015 M1ek Indu9nes, Inc. Thu Jun 15 11.39.23 2017 Page 1 ID 3zzrES%SgHBgKdROwR6OYzkwee-Cojg6gwNHn3uFeUtVIFV6RaV7BStGLEAagOmBz50kY r-0-0 5 0 7 0 12.8.0 13 B-0 1-00 S 0 2$0 5-0-0 1.00 Scale = 124.5 44 = 40 = 30 = 1.5x1 II 3s1 = 30 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2014/TPI2007 CSI. TC 0.24 BC 0.31 WB 0.09 Matrix-M) DEFL. in (loc) Well LJd Vert(LL) -0.02 8 >999 24D Vert(TL) -0.06 B-11 >999 180 Horz(TL) 0.02 5 nla nla PLATES GRIP MT20 244/190 Weight: 54 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=792M 4-0, 5=79210-4-0 Max Horz 2=58(LC 6) Max Uplift2=234(LC 8). 5=234(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 25D (Ib) or less except when shown. TOP CHORD 2-3-11671311. 3.15=-992/302, 4-15=992/302, 4-5=1168/31D BOT CHORD 2-8=203/983, 8.16=2001991, 7-16=2001991, 5-7=202/984 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vint=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Dpsf, h=25ft: B=45ft; L=24ft; eave=01Y Cat. Il; Exp B, Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrern 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) at truss to bearing plate capable of withstanding 234 lb uplift at joint 2 and 234 lb uplift at joint S. 7)'Semf-rfgid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 Ile down and 181 lb up at 5-0-0. and 93 lbdown and 77 lb up at 6-4-0, and 170 Ile down and 181 lb up at 7-8-0 on top chord, and 86 lb down at 5-0-0, and 36 Iledown at 6.4-0, and 86 lb down at 7-7.4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 9) In the LOAD CASE(S) section, loads applied to the lace of the thus 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=-60, 4-0=40, 9-12=20 Concentrated Loads (lb) Vert: 3=123(F) 4=123(F) 8=64(F) 7=-64(F) 15=51(F) 16=mX(F) na A Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Vrdy daslgn parameters andREAD NOTES ONTM ANDINCLWEO WYEKREFERENCE PACEtm•703 mv. 10000SMS BEFORE USE. Design valid for use onlywith MITekill, connectors The design is based only upon parameters shown. and isfor an ndmdual bolding component. not etrusssystem Before use, thebuilding designer must veritythe applicability ofdesign parameters andproperty incorporate the design rrso the overell Dudduig design BWAV Indicated isto prevent butklrng of Individual buss webanNa chord members only Additional temporary end permanent braung is always required for stability endto prevent Collapse with possible personal injury and property damage For general guidance regarding the fabrication, stooge, delnery, erection and bracing oftrussesandtrusts systems, we ANSVIPII QualityCdrerb. DSB49 and SCSI BuildingComponent 6901 Perlis Eau BNd. SafetyInformation available born Truss Plate Institute, 218 N Lee Street, Suse31Z Alexandria. VA 22314. Ten". FL 36610 Job Truss Truss Type Oty Ply Park Sig Mmrrneeu•19tt&A•T T11374244 P19tI6A•T Gl JACK le 1 Job Reference lootionell Md+1onda Lumber, Bartow. FL 7.640 sApr 19 2016 MTek Industries, bhc. Thu Jun 15 14.3924 2017 Page 1 10.3ufESWSgH8gKdROwR6OYzkwe"7H3JAx?158ko333Pmkee7lhaA7pvKoUUOdx60kX 1-0-0 I 180 1-0.0 1.0.0 Scale - 1.7.1 Zia = o.o LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Gnp DOL 1.25 TC 0.06 Vert(LL) 0.00 7 >999 240 MT20 2441190 TCOL 10.0 Lumber DOL 1.25 8C 0.01 Vert(TL) 0.00 7 >999 160 8CLL 0.0 ' Rep Stress Ina YES WS 0.00 Horz(TL) 0.00 2 n/a nfa SCOL 10.0 Code FSC2014rrP12007 Malnx-M) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-" oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.40 oc bracing. REACTIONS. (lb/sae) 3=12IMechanical, 2=124/0-4-0, 4=3fMechanical Max Hart 2=42(LC 8) Max Uplift 3=5(LC 5), 2=-64(LC 8) Max Grav 3=13(LC 13). 2=124(LC 1), 4=12(LC 3) FORCES. (Ibj -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VUK=140Mph (3-second gust) Vasd=106mph; TCDL=4.2pst SCOL=3.Opsf, h=25ft; 8=45R; L=24R; eave=4R; Cat. II; Exp 8; End., GCp1=0.18; MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 5 lb uplift at joint 3 and 64 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARMING • 10e11y dealgn parameters and WAD NOTES ON TM AND INCLUDED AUTEK REFERENCE PAGE 4411-7473 near. 90O34015 BEFORE USE. Designvatal for use Only withMTek® connectors This design is based onlyuponparameters shown, andis (Oranidhvdualbuildup component, not a Wu system Before use, the budding designer must verity the applicability ofdesign parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent burl" ofhndrwdual buss webandlor chord members only Additional temporary and permanent or" is always required for stabddy and to prevent ooUpse with possible personal injury and property damage For general guidance regarding the fabrication, storage. delivery, eatlon am bracing of trusses and Wu systems, see ANSVTPI/ Quality Criteria. OS649and SCSI Building Component 69N Parke East BlvdSafetyInformationavailablefromTrussPlataInstitute. 218 N Lee Street. Suds 31Z Alexandra. VA 22314 Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq HnVTdbW41-19S6MT 711374245 P1B86A-T CJ3 TACK 10 t Mid -Elands Lumber, Barton, FL 7 640 s Apr 19201611 Industries, Inc Thu Jun 15 14:39 24 2017 Page t ID:3zzrE559SgHBgKdROwR6OYzkwoo g?H3JAx715B6o333Pmkoe71UarC?pvKoUUOdz60kX 1.0.0 - 3.0.0 214 = AAQ 34)-0 Scale = 1:12 3 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Well Lid PLATES GRIP TCLL 200 Plate Gnp DOL 1.25 TC 0.08 Ver(LL) -0.00 4-7 >999 24D MT20 244119D TCDL 10 O Lumber DOL 1.25 BC 0.06 Vert(TL) -0.10111 4-7 >999 18D BCLL O.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2D07 Mainx-M) Weight 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 34)-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=65/Mechanical, 2=201/0.4-0, 4=29/Mecnanical Max Horz 2=74(LC 8) Max Uplfi3=34(LC 8). 2-67(LC 8) Max Grav 3=65(LC 1). 2=201(LC 1), 4=46(LC 3) FORCES. (lb) - Max Comp./Max Ten. -'All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vu8=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL-3 Opsf; h=25111, B=45111; 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 buss,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-M 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 buss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 67 lb uplift at joint 2. 6) 'Semi -rigid pnchbreaks including heels' Member end fixity model was used in the analysis and design of this buss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARMNG - Vsriry design paramstrs and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE M67473Inv, I&OWMiS BEFORE USE. Design valid for use onlywith MReli® connectors This design is based only upon pMamnshl shown, and isfor an individual building component. not atruss system. Before use, the buddmg daspner must Wiry the applCabrMy ofdesign parameters and propedy Incorporate Inks design into the overall buildup design Braemg ndicated isto prevent bucking of individual Ines web andlor shad member any. Adderonat temporary end pemurom orating isaWsys required for stability andtoprevent collapse with possible personalInjury and property damage. Forgeneral guidance regarding the is fabrication, storage, delivery, ereciion and bracing oftrussesandtruss systems, see ANSUIPII Quality Criteria, DS049 and SCSI Building Component 6904 Parke East BlvdSafetyInformationovadabbfromTriesPlusIndices, 218 N. Lee Streit, Suss, 312. Alenndna, VA 22314. Tamps, FL 3661D Job Truss Truss Type pry Py Park Sit Hmrrr1bowa•l9WA•T 711374246IP199611•T CJ3T SPECIAL 2 1 Job Reference foationall wear-rwwxrra Lumuar. eanow. r1.. 7640 5Apr 192016 MRek Industries. hit Thu Jun 15 14.39 24 2017 Pape 1 10:3zzrE5595pHBaKdROwR60Y2kwee-g?H3JAx715Blto333Pmkee7lAapv?pvKoUUOdz6oW( i 100 i 2-3.4 i 360 11.40 2.3.4 tF8.12 2x4 = Scab = 1:12.3 Plate Offsets (X.Y)— 13:0.3.10.0.0-31 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) -0.00 6 >999 240 MT20 2441190 TCDL 100 Lumber DOL 1.25 SC 0.14 Vert(TL) -0.01 6 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.01 5 n/a n/a BCDL 100 Code FBC2014frP12007 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 puffins BOT CHORD 2x4 SP No.2 'Except' BOT CHORO Rigid ceiling directly applied or 6-0-0 oc bracing. 3-6: 2x4 SP No.3 REACTIONS. (lb/sae) 2=20410-4-0, 5=95/Mec hanical Max Harz 2=83(LC 8) Max UpiiR2=-68(LC 8), 5=47(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - Ail forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=/OBmph, TCOL=4 2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft; eave=oft; Cal. II; Exp B, End., GCpi=0 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconwrtenl with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Referto girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 68 lb uplift at joint 2 and 47 lb uplift at joint 5. 6) "Semi-dgid pdchbreaks 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 seated and the signature must be verified on any electronic copies WARNING - VsrNy dasipn pwamslsrs snit READ NOTES ON TNS AND INCLUDEO tATEN REFERENCE PAGE YI0-7477 rev. 1001113r201S BEFORE USE. Design valid oruse onlywith MiTeW connectors Thisdesignis basedonlyuponparameters shown, and is for an individual tw9dmg component, net a busssystem Beare use, the budding designermust verlythe applicabilityofdesign parameters and limperiyincorporate this design uno the overactbuildingdesigner" indicated is to prevent k0ding of individual buss web sndlor crowd members way Additional temporary and permanem bracing is always required for stability and to prevent Cal" war possible personal injury and property damage For general guidance regarding to fabrication. storage, delivery, erection and bracing of busses aria truss systems, we ANSVrPl1 Oudly Cdowls, US849 andSCSI Building component 69" Parke East Blood. Safety Information available ham Tens Plate Institute. 210 N Lee Street, Suds 31Z Alexukns, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Pam Sq HMITneses 1966A•T1 T11374247IPISSSA•T CJS TACK 4 Job MbFlarea Lumber, Banow, FL 7 64D a Apr 19 2016 Mnek Industries, Inc Thu Jun 15 14.39.25 2017 Pape 1 ID.3arE5595gHBgKdROwRSOYzkwee-BBrRXWydoPJeVyeFc6H2Bstre 92kG9T/BVhv3z60kW 160 5A0 1A0 5.0.0 Scab a 1:17.3 214 = kQ 54).0 LOADING (psp SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.25 Ven(LL) -0.01 4-7 >999 24D MT20 244119D TCDL 10 D Lumber DOL 1.25 BC 0.18 Ven(TL) -004 4-7 >999 18D BCLL 0.0 ' Rep Stress Inc YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-M) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purtins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10 0 oc tracing. REACTIONS. ( lb/size) 3=111/Mechanical, 2=29&4)-", 4=46/Mechanical Max Hoe 2=108(LC 8) Max Uplit13=-60(LC 8), 2=-82(LC B) Max Grav 3=111(LC 1), 2=298(LC 1), 4=76(LC 3) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind. ASCE 7-10; Vuh=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3 Opsf; h=25ft; 8=45ft, L=2411, eave=oft; Cat. II, Exp B; Encl.. GCpf=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 3 and 82 lb uplift at joint 2. 6)' Semi•rigid pdchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARMNG - VerUy design parame ont and READ NOTES ON r/0S AND INCLUDED AGTEK REFERENCE PAGE U&I'473rev. taGV MS BEFORE USE. Design wed lot use Dray with Mnekm connectors The design is based only upon paramelem shown, and a for an individual building component, not e buss system BeIM use, the building designer must vertfy the applicability of design parameters intopoWpo pelly UtNtltisdesigninto the overallbuddmg design. Bracing ndrcael individual rs to preventbuckingMusswebandfor chord members any. Additional terrlpWary and permanent brecutg is always required IOr stabilityand to prevent collapse with Possible personal injury andproperty damage. Forgenend guidance regarding mefabrication, storage, delivery, erection and bracing of trusses and was systems, noANSUTP11 Quality Criteria. DS049 end BCSI Building Component 6904 Parke East Blvd Safety IntomuOon available from Truss Plate Inutile, 21111 N Lee Susel, Suite 312. Alexandria, VA 22314 Tempe, FL 36611) Job Truss Truss Type pry Ply Pak iq wMdwc f-ins.A-T T11374246 P198"T CJST SPECIAL 2 1 mid-Fionas Lip r, annow. FL 7640 a Apr 192016 MTek Industries. Inc. ThuJun 15 14:39.25 2017 Page * ID 3zzrE5595gHBaKdROwR6OY2kwee-88rRXWydoPJcVyeFc6HzBsfru_7zkG9T16Vhv3260kW 2-3-4 540 i1.0.0 2.3.4 2412 Scale - 1.17 3 2x4 = i 2.3-4 2.3.4 I 540 12$12 Plate Offsets (X.Y)- 13.0-310.0.0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 023 Vert(LL) -002 3 -999 240 MT20 2441190 TCOL 10.0 Lumber OOL 1.25 SC 0.28 Vert(TL) -005 3-5 >999 180 8CLL 0. 0 ' Rep Stress Ina YES WB 000 HOIz(TL) 003 5 nla n/a BCOL 10. 0 Code FBC2014/TP12007 Matrix-M) Weight: 19 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SIP No.2 TOP CHORD Structural wood sheathing directly applied or 5.0-0 oc purling. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6.0.0 oc bracing. 3.6: 20 SIP No.3 REACTIONS. (lb/ size) 4=95/Mechanical, 2=302/0.4-0, 5=57/Mechanical Max Hors 2-108(LC 6) Max UplM4=- 46(LC 8), 2=84(LC 8), 5=6(LC 8) Max Grav 4=95(LC 1), 2=302(LC 1), 5=70(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or Less except when shown. NOTES- 1) Wind. ASCE 7-10. Vuft=140mph (3-second gust) Vasd=108mph, TCOL-4.2psf,, SCOL=3 Opsf, h=25ft; 8=4511; L=2411, eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber OOL=1 60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 4, 84 lb uplift at joint 2 and 6 lb uplift at joint 5. 6) "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 O WARNING - Verilydesign paramNersandREAD NOTES ONTNS AND INCIWED aeTEK REFERENCEPAGE MO-7473 rev. IdVSFofS BEFORE USE. Design valid for useonly withWOW Connectors This design isbased only upon parameters shown, and a for an kulmidualWilding Component, not a truss system before use, the Wadaq designer must verity the apphutskryof design persmafersand property incorporate this design WOthe overall Wading design Bracing Indicated is to prevent WChdalg of mdmdual truss web anNa Nord members only. Addemnal temporary and permanent t r 1 rs always required for stability and to Prevent collapse with possible personal injury and property damage. For general guidance regarding the IN fabrication, storage, delivery. section and bracing of misses and truss systems, see ANSVTPN Quality Criteria, 05049 and SCSI Building Component 6904 Pefke East Blvd Safety informationavailablefromTrussPlateInstitute. 210N lee Sbeel. Suds 312. Ale andna. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Sq HMTnbeca-19WA-T T11374249Lo'b"'ReP1986A-T D1 COMMON 4 1 Mr6Flonds Lumber. Barton. FL 7 540 6 Apr 19 2016 MTek Industries. Inc Thu Ain 15 14 39 25 2017 Pepe 1 ID:3zzrE5595gHBgKdROwR60YzkweedNPpksyFZIRT66DSAgdCk3C'raOUOrOcGoEOS Wz6OkV 1 12 4.11.4 9-11-4 2 4.11.4 Scale: 391.T 4k4 1.50 II 34 = 1.5x4 11 LOADING (psf) SPACING- 2-" TCLL 200 Plate Gnp DOL 1.25 TCDL 100 Lumber DOL 1.25 BCLL 0.0 - Rep Stress Ina YES BCDL 10.0 Code FBC2014/TPl2D07 4-11I 9.11I I4-11.4 5-0-0 CSI. DEFL. in (roc) Udell Ud TC 0.29 Ven(LL) 0.01 5-0 >999 240 BC 0.20 Ven(TL) 0.03 5-0 >999 180 WB 0.08 Horz(TL) 0.00 5 nla n/a Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 7-463I0.7.4, 5=381/0-4-0 Max Horz 7-11O(LC 6) Max Uplift7=134(LC 8), 5=101(LC 8) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=320/104, 3.4=317/100, 2-7=-420/146, 4-5=338/112 n i n PLATES GRIP MT20 2441190 Weight: 60 lb FT = 20% Structural wood sheathing directly applied or B-0-0 oc puffins, except end verticals. Rigid ceiling direly applied or 10-" oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=14Dmph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL-3.0psf, h=25ft: B=45ft. L=24ft; eave=oft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate gnp DOL=1.60 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) 'This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 134 lb uplift at joint 7 and 101 lb uplift at joint S. 6)'Semi-rigid phchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vedty, design paramefrs and READ NOTES ON TIES AND INCLUDED OTEK REFERENCE PACE 6167472 rev. tAGN /S BEFORE USE. Design cold for use only with k4Tel® Connectors. This design is based only upon parameters shown, and a fbl an individual building component, net atrue system Before use. the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall buildingdesign Bramng nddated Isto preventlimiting ofindividual anusweb andler elmndmembers ordy. Additionaltemporary and pemtannrttI . rs slivers required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the Iff lebrnrauwn, storage. delivery, erection and bracing of busses and buss "ems, see ANSUTPII Quality Criteria. OSS49 and SCSI Building Component $904 Parke EastBlvd Safety frdontadon available from Truss Plate Ins=&. 2111 N. Lee Street. Suite 312. Alexandria, VA 22314 Tamps, FL 36810 Job Truss Truss Type Oty Ply Park Sg Hmadisece.119MA.T T11374250PIONA-T 02 COMMON 1 I Job Reference foottonall morronos Lumoer, ewnow, FL. 7 040 aApr 19 2016MiTek Industries. Inc The Jun 15 14 39.26 2017 Pape 1 10 3-- 5595gHBaKdROwR6OY7kwee-dNPpksyFLRT660SAQoCk3C?vOUWriHcGoEQSWi6OW 1 -1a0 1 Sao 1 to."11ao n1a0SaoSaoTao Scab c 1:22 4 R, 3x4 = 4x4 = 1.bx4 11 3x4 = 11-4-d 4$0 1 5-0.0 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.27 Veri(LL) -0 01 6-13 >999 240 MT20 244/190 TCDL 10.0 Lumber OOL 1.25 BC 0.19 Veri(rL) -0.03 6-13 >999 180 BCLL 00 ' Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 4 nla n1a SCOL 10.0 Code FSC2014/rP12007 Mabu-M) Weight: 39 lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purtins. BOT CHORD 20 SP No.2 WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10a0 oc bracing. REACTIONS. (lb/sae) 2=46810-4-0, 4=452/041-0 Max Horz 2=57(LC 6) Max Uplift2=204(LC 8), 4=197(LC 8) Max Grav 2-468(LC 13). 4=454(LC 14) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3= 458/162, 3.4=450/161 BOT CHORD 2.6= 45/352, 4.6=-451352 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuR=140mph (3-second gust) Vasil=108mph; TCOL=4.2psf; BCOL=3.Opsf,, h=25ft; 8=45111; L=24ft; eave=aft; Cat. II; Exp B. Part. End., GCpi=0.55, MWFRS (directional); cantilever left exposed: Lumber DOL=1 60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live bad nonconcurrent with any other live loads. 4) 'This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 Ili uplift at joint 2 and 197 lb uplift at joint 4. 6) "Semi -rigid pitchbreaks including heels" Member end forty 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 O WARNING - Vwtly design parameters Wd READ NOTES ON TN IS AND INCLUDED AOTEK REFERENCE PAGE N67473 mv. 100 MS BEFORE USE. Designvalid foruse only, withWake, canfNClors Thisdesign is based only uponparameters shown, and a branindividual budding component, notalasssystemBeforeuse, thebunldmidesigner must verilythe applicabilityofdesign parameters and propertybeorI , , - this design Into the overall budding design. Bracing Indicatedis toprevent bucidng ofindividualbusswebandfor Thommembers only. Additionallempnxryandpermanentbracing is always required for stability and to prevem collapse with possible personal injury lend property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, see AMSM11 Quality Cederb, 038419 and SCSI Building Component 6904 Parke East SMSafetyIntonttationavailablefromTrussPlateInsldute. 218 N Lae Street, Suite 312. Alexandria. VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply PamSq HrNTAbece•1966A•T 711374251 P1966MT D3 HIP 1 1 Mib•FrbtiOe Lumber, wnow, FL r.eeu s Apr le zuis MilaK inaunnes, ine. Inu dun 1* 14-ds:Z1 zu1 f Yaps 1 ID.3zzrE5595gHBgKdROwR6OYzkwee-SZzBxCzuKOZKkGcekXJRGHUvop6CApmUS zyz60kU t-0-0 3-0-0 7.00 100.0 11.0.0 1-0-0 3 0 4.0.0 3-0-0 1A0 Sins = 1:22 8 4x8 = 4x4 = 1 5x4 11 3,4 = 3K4 = 2x4 = 0 2-e-o 4.0.0 3A0 Plate Offsets (XX — 13 0-5-OZ-2-01 LOADING (psf) SPACING- 2-0.0 CSI. DEFL. in (be) Ildeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) -0.01 7-8 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(TL) -0.04 7-8 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.05 Horz(TL) 0.01 5 n/a n/a BCDL W.0 Code FBC2014/TPI2007 Matrix-M) Weight 44 lb FT is 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/she) 2=510/0.4-0, 5=4871041-0 Max Horz 2=39(LC 7) Max Uplift2=214(LC 8). 5=205(LC 8) Max Grav 2=517(LC 29).5=494(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=640/239, 3.16=598/243, 4-16=598243, 4-5=-679/253 BOT CHORD 2-8=1671548, 8-17=1641553, 7-17-1641553, 5-7-1831581 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-1D, Vuf=140mph (3-second gust) VasdmlDSmph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=4511; L=2411; eave=oft; Cat. II; Exp B; Pan. End., GCpi=0.55, MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live bad nonconcurrent with any other live loads 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 214 lb uplift at joint 2 and 205 lb uplift at joint 5 7)'Semi-rigid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 131 lb down and 138 ID up at 3-0-0, and 82 lb down and 57 lb up at 5-0-0. and 131 Ili down and 138 lb up at 7-0-0 on top chord, and 51 lbdown at 3-D-0, and 20 lb down at 5-0-0, and 51 lb down at 6-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pl) Vert. 1-3=60, 3-4=-60, 4-0=60, 9-13=20 Concentrated Loads (lb) Vert 3=11(F) 4=11(F) 8=20(F) 7=20(F) 16=5(F) 17=9(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify disig iPanama. and READ NOTES ON THIS AMD INCLUDED AMK REFERENCE PAGE MIF7473 m MUMS BEFORE USE. Design valid for use only with MRekm eomaetom This design Is based only upon paremelem snown, and Is lot an emdwiduel building mnponem. nol awas system. Before use, the budding designer must vetdy the applicability of design parameters end properly ircaporals Ihk design into the overe9 building design Me" omdCMed is to pmvem but" of mdmdutl buss web andlas &Mnl members only. Additional temporary and permanent WWAV is shvitys required for stability, and to prevent Collapsewith possible personal injury and property damage Forgeneral guidanceregarding the I! IaMwan, storage, delivery, erection and bracing of trusses AM truss systems, an ANSVTPH Duality Criteria, DS049and SCSI Building Component 69Ds Parks East BiwSafetyInformationavailablefromTeasPlateInstitute, 218N Lee Street, Suits 31ZAIe.OMria. VA22314. Tamps, FL 3651D Job Truss Truss Type Oty Ply ParkSq HmrtnDec-19e6-A-T T11374252lJobP1966MTF1ROOFTRUSS121 RefererrA (optional) 0•1-6 ID:3zzrE5595gHBgKdROwR60Yzkwee-ZmXZ9Y_WSKhBMPNglFggpUHLHC OxSSvl6MOz60kT 11-3-6 0.kL - 149.8 114 = 1x3 = 5411 34 FP = 3xa FP = 54 I I 14 = 5411 axis 11 axe 11 51e 11 114 = 1 2 3 4 5 a 7 a 9 10 11 12 13 14 15 16 17 33 32 31 30 29 20 27 26 25 24 23 22 21 20 19 1B 81®= 5xs II ex6 = Us MT20HS FP = 3x8 MT20HS FP = axe = 5A 11 exe = 35 b LOADING (psf) SPACING- 1-4.0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.28 Vert(LL) 0.63 25 533 360 MT20 2441190 TCOL 10.0 Lumber DOL 1.00 BC 0.96 Vert(rL) 0.99 25 341 240 MT20HS 1871143 BCLL 0.0 Rep Stress Ina YES WB 0.73 Horz(TL) 0.12 18 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matt) Weight: 225 lb FT = 20%F, 1196E LUMBER- BRACING - TOP CHORD 20 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins, except SOT CHORD 20 SP No 2(flat) end verticals WEBS 20 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. (lb/size) 33=1037/0-", 18=1037/0-8.0 FORCES. (lb) - Max. CompJMax Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 33-34-102410. 1-34=1026(0. 18-35=102410. 17-35-102610, 1-2=115710. 2-3= 309610. 3-4=-4654/0, 4-5=-4654/0, 5.6=573610, 6.7=-639110, 7.8=-6391/0, 8-9= 6624/0. 9.10-662410, 10-11 -639310, 11-12=639310, 12-13=5737/0, 13.14= 4654/0, 14/5= 4654/0, 15.16=3096/0, 16.17-1157/0 BOT CHORD 31-32=012235, 30-31-013935, 29-30=0/5292, 28-29=0/6163, 27-28=016163. 26.27=0/6624, 25-26= 016624. 24-25=016595, 23-24=0I6166, 22-23=0/6166, 21-22=0/5291, 20.21= 013935. 19-20=012235 WEBS 17- 19=011 538,1-32=0/1538, 16.19-142710, 2-32=142710, 16-20=011140, 2-31=0/1140. 15-20= 1110/0, 3-31-1109/0, 15-21=01933, 3.30=01932, 13-21=826(0, 5-30=827/0, 13.22=01590, 5- 29=01590. 12-22=568/0, 6-29=564/0, 12-24=W362, 6-27=141469, 10-24=380/0, 8.27-5761130, 10.25=327/439 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x6 MT20 unless otherwise indicated. 4) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Required 2x6 slrongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d (0.131" X 3) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Due to span to depth ratio of this truss, the Moormay exhibit objectionable vibration and/or deflection Building designer to consider providing means to dampen possible floor vibration. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - VwV1 design parameters and READ NOTES ON TM AM INCLUDED it9TEK REFERENCE PAGE MI-7472 rev. 1097Q01S BEFORE USE. Design raid forum Bey with141'sWconnegors This designisbased only upon parameters shown, andisfor an individual building conponent. not a trusssystem. Before use, the building designer must vally the appldabrely of design parameters and property incorporate this design into the overall bulang design. Bracing indicated isto pravere bucidamgofIrdrvWwltruss web andforchord membersDrily. Adddwwl temporary and permanentbrsong is akvys required for stabddy and to prevent collapse with possible personal injury and properly damage For general guidance regarding the tabri[Yon, storage, deiivery, erection and bracing of trusses and truss systems, we ANSVTPhd Quality eAteds, OSS419 and BCSI Building component 6904 Parke Egg SM Safety Information available fromTeesPlateInsblute. 216 N Lee Street, Suite312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Dry Ply Pane SqHrNTnbeu191116A•7 T11 S71253 P19664i.7 F%A ROOFTRUSS 1 1 at-e H FBI ID:3zzrE559SgHBgKdROwR6OY2 e;e-7y4yMu78sdp22Zy1ryMvL'rgOkbLZgyh3ymT43rzMS 1.3.8 a s - 149.0 395 FP=3x1 = tx3 II 416 = 8 7 B 9 /0 30 11 27 28 25 24 23 22 21 3A = ttr3 II 4k4 = US FP = 1t4 II 12 13 14 20 3x6 28$8I2868 I Plate Offsets (X.Y)— I8:0.1.8.Edoel.124:0.1-S.Edoel LOADING (psQ SPACING- 1-4-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 1.D0 TC 0.81 Vert(LL) 0.19 25-26 999 360 TCDL 10.0 Lumber DOL 1.D0 BC 094 Ven(TL) 0 29 25-26 688 240 BCLL 0.0 Rep Stress Ina YES WB 0.54 Horz(TL) 003 23 nla nla BCDL 5.0 Code FBC2014/TPl2D07 Matrix) PLATES GRIP MT20 2441190 Weight: 148 lb FT = 20%F,11%E LUMBER- BRACING - TOP CHORD 20 SP No 2(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlms, except 7-16 2x4 SP NoA(flat) end verticals. BOT CHORD 20 SP No.2(flat) 'Except' BOT CHORD Rigid ceiling directly applied or 2-2-0 oe bracing 22-31, 2x4 SP No. I(not) WEBS 2x4 SP No.3(flat) REACTIONS. All bearings 12-74 except Qt=length) 31=0-$-0. lb) - Max Uplift All uplift 100 lb or less at joints) 20 except 21-228(LC 3) Max Grav All reactions 250 lbor less ai joint(s) 17, 18, 19, 20. 21 except 31=546(LC 1), 23=1122(LC 1) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 31-32=542/0, 32-33=5421D, 1-33=54210, 1-2=516/0, 2-3=126610, 3-4=1651/0, 4- 5=1651/0, 5.6=160010, 6.7=1167/0, 7-8=1167/0, 8-9-583/0. 9-10=58310, 1a36= 01977,11-36--W77 BOT CHORD 29-30=01993, 28-29=011523, 27-28=0/1683. 26.27=011521, 25.26=0/583, 24-25=01583. 23. 24=26D/0, 22-23=52810, 21.22-528/0 WEBS 1.3D=0l701, 2-30=66310, 2-29=O/380, 3-29-358/0, 11-21=0/490, 11.23=67710, 6- 26=49710, 10-23=103010. B-26--01802, 10.24=0/1137, 8.25=39210, 9.24=462/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise Indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20 except (f=lb) 21= 228. 4) " Semi -rigid pltchbreaks 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-0-0oc 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 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARSONG • V.rpy daargn pinmer. and READ NOTES ON THIS AND INCLUDED MrTEx REFERENCE PACE M&7472 rev. MUMS BEFORE USE. Design valid for use only with Wake Connectors The design is bawd only upon parameters shown, and is by an itdrAdual budding Compendia, not a trusssystem Bet" use, the building designer must verily the applicability of design parameters and property incorporate the design into the overallbudding designBracing indicated rs topreventbucklingor individual buss web andloChord membersonly. Additional temporaryand permenent bracing is slwaysrequired for stabsey and to prevent C011epae with possible personal injury and property damage For general guidance regarding the N! fabrication, storage, delivery, erection and bracing of woesand truss "a=. an ANSIM11 Oualhy CAxeAa, DS0419 and SCSI Building component 6904 Pant East Blvd. SafelylydormadonavailablehornTrussPlattInsiete, 21B N Lee Street, Suet 312, Alexandria, VA 22314 Tampa, FL 36810 Job Truss Truss Type Park Sq HMrdbece-19WA-T10tyIPly T11374254 P1966A-T FIB ROOF TRUSS 3 1 41-8 ID:3zzrE5595gHBgKdROwR6OYzkwee-VSeKaE?mdxxubi WDPg18uvMas7hiPM NCOOCdbHz60kR F:L-12ql I," - 4—IOA4 4x4 = 14 = 5x12 = 30 1)0 = I)a II 06 = 1x3 II 3x8 FP= 1x3 II 1 2 3 4 5 a 7 a 9 10 11 12 13 14 15 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 tx3 II 4x4 = 3x8 = 3A FP = 6A II 64 = 34 = 3x4 = 3,6 = 44 = 5x5 = Ik34I14-34CIO.12 1634 12.11.12 a 41 10a 12.3-4 oeoase 0.141 4 Scale - 1,49 8 3x4 = 1x3 tx3 = 16 37 36 d 18 17 30 = tx3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udeff Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.66 Vert(LL) 0.18 29-30 999 360 MT20 2441190 TCOL 10.0 Lumber OOL 1.00 BC 0.95 Vert(TL) 0.27 29-30 706 240 BCLL 0.0 Rep Stress Ina YES WS 0.71 Horz(TL) 003 23 n/a n/a SCOL 5.0 Code FBC2014RPI2007 (Matrix) LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD BOT CHORD 20 SP No.2(flat) 'Except' 17-28 20 SP No. 1(flat) BOT CHORD WEBS 20 SP No.3(flat) *Except' 9-24 20 SP No 2(fhd) REACTIONS. (lb/Size) 33=731/0-6-0, 17=480/O-B-0, 23-1888/0.8-0 Max Grav 33=769(LC 3), 17=570(LC 4), 23=1888(LC 1) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 33-34-76310. 34-35=763/0, 1-35=763/0, 17-36=564/0, 36.37-564/0, 16.37-564/0, 1-2=719/0, 2-3=174010, 3-4=2208/0, 4-5=2208/0, 5.6-2020/0, 6.7=1308190. 7-8-3241472, 8-9=324/472, 9-10=011417, 10-11=011417, 11-12=553/689, 12-13=1157/284, 13-14-11571284, 14-15=1115151. 15-16=503/0 BOT CHORD 31-32= 011362, 30-31=012073, 29-30=0/2213, 28-29=0/1827, 27-28=011827. 26.27=-4721324, 25. 26=483/291, 24-25=472/324, 23-24=2157/0, 22-23=1970/0, 21-22=936/116, 20.21=468/963, 19-20-144/1242, 18-19=0/961 WEBS 7-25=1077/ 0, 8-24-31410. 9-23-2360/0. 1-32=0/977, 2-32=923/0, 2-31=01498. 3-31=-463/0, 5.29= 328/0, 6.29=0I322, 6.27=779/0, 7-27=0/1462, 16.18=0/664, 15-18=638/6, 12-20= 0/396, 12-21=700/0, 11-21=0/736, 11-22-1087/0, 9-22=0/1121, 9.24=0/2396 Weight: 156 Ib FT - 20%F, 1156E Structural wood sheathing directly applied or 6-" oc puffins, except end verticals Rigid ceiling direly applied or 2- 2-0 oc boxing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are3x3 MT20 unless othervAse indicated. 3) "Semi -rigid pitchbreaks Including heels' Member end laity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-10d (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARMNG - Vrtly doslgn parameters and READ NOTES ON TMS AND INCLUDED 119TEK REFERENCE PAGE 11111674741 rev. 104317615 BEFORE USE. Design valid for use only with All connectors Inds design is lased only upon parameters shown, andis for an individual budding componerd, not a truss system Before use, the building designer must vrxdy the applrcabdy of design parameters and properly rrlcorF , - thisdesign ado the overall - - building design Bracing indicatedis to proved bucghq of individual truss web anNa chard memberson y. Additional temporary and permanent bracing is always required forstabady and to prevent collapse with possible personal irqury and property damage. For general guidance regardingthe fabncalron, storage, delivery, erection and bracing of trusses and truss systems. we ANSVMII Oualky Criteria, OSB49 and BCSI Building Component 6904 Parke East OW Safety Information available from Tnes PlataInslnWe, 216 N Lee Street. Suds 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oy Park SitHM7nosca-1Y56A-T IPIY Ttt37125e P19SBr4T FTC GABLE 1 t O B npr ra aura wrrraw rnauwnss, urc r ape ID.3zzrE5595gHBgKdROwR6OYzkwas-zLCinaDOOF31Dt5PzNONR7vufPEb8_9MP4yB7/z6OkO 0*8 Scats 2 1.48.9 11- it Art X Xi_i=iia_i i_i-iiii.iiiiii_i'i[i_i_i_i_i_iJ.i_ 13.7-12 12.11 14•5_0 tta -I.4 3.7J 4.11J &3.1 7.7-1 611I 10.3-4 i 11.74 12.IT 1471 /611I 1634 1P7,4 20.1fI •31 7a 411J i&3J 27.71 111 1.1-0 ta-0 1-0 1+0 I+0 1+0 1 4 114 1J-4 D- • 2 tag 11-0 1f0 1/-0 t-4-0 1.14 taO 14-o 114 11 0Al2 D-74 1.2J LOADING (pelt SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ver(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 25 n/a n/a BCDL 5.0 Code FBC2014/TP12007 (Matnx) Weight: 123111 FT = 2D%F, 1196E LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing direly applied or 64)-0 oc puffins, except BOT CHORD 2x4 SP No 2(nat) 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(nat) REACTIONS. All bearings 28-". lb) - Max Grav All reactions 250 lbor less at joints) 48, 25, 36, 37, 39, 40, 41, 42, 43, 44, 45, 46, 47, 35, 34, 33. 32.31.30.29.28.27.26 FORCES. ( ID) -Max. CompJMax. Ten. -All forces 25D (Ill) or less except when shown NOTES. 1) All plates are tx3 MT20 unless otherwise Indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i a diagonal web). 4) Gable studs spaced at 14-0 oc. 5) ' Seminngid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 1D-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WAm wNG - Vartry, dWpn laanmstars and READ NOTES ON Ties AND INCLUDED WYEK REFERENCE PAGE atI14473 rev. 100=015BEFORE USE. Design valid for use anti with MITek® connectors. This design is based ony upon parameters crown. and is rot an Individual bu" component- net A truss systemBefore use, the buildup designer must verily the Applicability of design parameters end property rrcwporale this design into the overall up builddesign. BranngIndicatedis to prevent bucldm0 of rnOrmOual buss web aria cJfoN members only Additional temporary and pemnanent braciif Is always required forstability anti to prevent collapsewith possible personal injury Ind property Amapa. For general guidance regarding the ki fabncamn, storage, delivery, ehIc&W and bracingof trussesand trusssystems, roeANSVTPI1 Quality CAteAa. DS049 end BCS1 Building Cortponert 6904 Parke East Blvd Safety Infonnullon avarlabNfromTrussPlateInstitute. 21B N Lee Street, Suite 312. Alaxandna, VA 22314. Tampa, Fl. 36610 Job Truss Truss Type Oty Ply Park Sid Hmrtrl1ecs19WA-TI T11374256 P1988A•T F2 ROOF TRUSS 1 1 Job Reference lootionall 41-8 H 1 1'b0 i 4x4 = Ito = Ila = 1 2 8 7 pis 14 1.Sx4 II 40 = 10:3zzrE5595gHBgKdROwR6OYzkwee-zLCinsOOOF31Dt5PzNONR7vnPP2ZBgMP4y67fz6Ok0 Ito II 1x3 II 3 4 5 6 13 12 N 7 Scale - 125 6 10 H 4x4 = i 1a1.4i 1s1.4 ' LOADING (pan SPACING- 2 0 0 CSI. DEFL. in (loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.54 Vert(LL) 0.14 11-12 999 360 TCOL 10.0 Lumber DOL 1.00 BC 0.78 Vert(TL) 0.21 11-12 855 240 BCLL 0 0 Rep Stress Ina YES WB 0.51 Horz(rL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) LUMBER- BRACING - PLATES GRIP MT20 2441190 Weight: 78 lb FT - 20%F, 11%E TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, exceptBOTCHORD20SPNo.2(flat) end verticals WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/sae) 16=81410-8-0, 9=814/Mechanical FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 16-17-80810. 17-1"0810. 1-18=408/0, 8.9=807/0, 1-2=76710, 2-3=1880/0, 3.4=2459/0, 4-5=2459/0, 5.6=2459/0, 6.7=190210. 7-8=-800/0 BOT CHORD 14-15=0/1478, 13-14=0/2256, 12-13=Of2459, 11-12=012269, 10-11=011507 WEBS 8.10=0f1065, 1-15=0/1043, 7-10=983/0, 2-15=988/0, 7-11=01550, 2-14=01560, 6.11=510/0, 3.14=52310, 6.12=211496, 3.13=10/508, 4-13=253/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x3 MT20 unless otherwise indicated. 3) Refer to girder( s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3.10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0INARMNG - VeAfir design parameters and READ NOTES ON TMS AND INCLUDED MITER REFERENCE PAGE Ma•7473 rev. 1dMWO15 BEFORE USE. - - Design valid for use only with MITe%V connaciore This design isbased only upon parameters sbarn, ed is for an Individual budding wmponeN, not a truss system Before use, Me budding designer must verity the appbcaWNy of design parameters and property incorporate this design alto the overall building design Bracing elicitedrstopreventbucgalgofindividualbussweband/or clowmembersonly Additional temporary snd pemanenl brawg isalways required for sabeity, arid to preveacollapse with possible personal iitli ry and property damage Forgeneral guidance regarding the fabncabon, storage, delivery, erection and bracing of trusass and truss systems, we ANSUTPH Owlity CAtele, 056418 and BCSI Building component6904 ParkeEast BNd Safety Information available fromTeasPlateInstrtae. 218 N Lae Social. Suite 312. Alexendn e, VA 22314. Tamps, FL 36610 Job Truss Truss Type Ply SiNMTrIDeca-19MA•T lo" IPak T11374257 P1955MT F3 ROOF TRUSS 1 ro- rwrra wmoar, oanow, ri. H i 1.3D I 1 34 — I 11 p VeI Pr le N1D wIr 1eFIrrVYYrrW, WK. 1 eee r ID:' L—rE5595gHBgKdROwRSOYzkweezLCinaDOOF31Dt5PzNON R7voW P9MBymMP4yB7iz6DkO 310 = 2 3 3,a — Scale = 1:13.5 IS = 4 34 = 310 11 LOADING ( psf) SPACING- 2-" CSI. DEFL. In (lost) Udell Ud TCLL 40.0 Plate Grip DOL 100 TC 0.47 Vert(LL) 0.02 6-7 999 360 TCDL 10 0 Lumber DOL 100 BC 0.34 Ven(TL) 0.03 6.7 999 240 BCLL 0.0 Rep Stress Inc YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014RPI2007 Matrix) LUMBER- BRACING - PLATES GRIP MT20 2441190 Weight. 40 Ili FT = 20%F, 11%E TOP CHORD 2x4 SP No.2(nat) TOP CHORD Structural wood sheathing directly applied or 6-" oc puffins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/sae) 10=370/0-4-0, 5=376/Mechanical FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 10-11=364/0, 1-11-363/0, 4-5=370/0, 1-2=293/0, 2-3=552/0, 3-4=292/0 BOT CHORD 8-9=0/552, 7.8=0/552, 6.7=0/552 WEBS 4-6=OrJW. 1-9=0/373, 3-6=353/0, 2-9=35210 NOTES- 1) Unbalanced floor Iroe loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3)' SemMgid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - VWWy designParametersand READ NOTES ON 1`105ANDINCLUDEDWTEx REFERENCE PAGE af0.7473 rer. 100e3FMIS BEFORE USE. Design validforuse onlywith MITek® connectors The designis basedonly uponparameters shown. and is lor an eldwldual building compsnrn. not i a trusssystem Before use, the budding designer must verity the applicability et design parameters end property incorporate the design into tho overallbuldmg designBracingindicatedistopreventbuckingofIndividualbusswebanrorchordmembersonlyAOddionallempraryandparanentraebrgISalways requiredfor stability and to prevent Collapse with possible personal injury and pmpeny damage For general guidance regarding the Iebrnnabor4 storage, delivery, erection and bracing at trusses andtrusssystems, sesANSUIPR Quality Criteria, DS049 and BCSI Building Component S9D4 Parks East Blvd. Safety Information available from TrussPits Inslnute, 218 N. Leegreet, Sues 312, Alexandra, VA 223m. Tampa, FL 35810 Job Truss Truss Type Oty Ply Park Sit HmIdl eca-t9MA-T T11374258 P1966I6T F3A GABLE 1 1 Job Reference factional) 7.640 .Apr re Nla enreRi d.3inp, im Thudun i5 le.39.32 WU Pap 10.3zzrESWSgHBgKdROwR6OYzkwee-RXm47v10gYBcq 1gcX5vczKS3PpsoOOVekhkg9z60kP Scale - 1 13 5 1 3x3 II 2 3 4 5 6 7 316 II 14 13 12 11 10 9 8 34 = 34 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 400 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCOL 100 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a Na 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014/rP12007 (Matnx) Weight: 36 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 20 SP No.2(0at) end verticals WEBS 2x4 SP No.3(0at) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 20 SP No.3(0at) REACTIONS. All bearings 7-1-0. lb) - Max Grav All reactions 250 lbor less at joint(s) 14. 8, 11. 12, 13, 10. 9 FORCES. ( lb) -Max. CompJMax. 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 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 10-0-0oc and fastened to each truss with 3-10d (0.131' X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING • Va h yOearpn parameters and READ NOTES ON TNS AND INCLUDED ABTEN REFERENCE PAGE MLL7473 nv. 1e03/3015 BEFORE USE. Design valid for use only withMUM connectorsThis design isbased onlyuponparameters shown, and IsOur an individual Orddogcomponent, not a truss system Before use, the building designer mosl vent' the appboaaby of design parameters and property moorporale this design into the overall. _ buftng design Bracing indicated is toprevent OW" of individualtruss web on" chord embers arty. Add4rorol temporary andpermanent brockrg a always r rani for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding rue rabrrabon, storage. delivery, erection and bracing of trusses and sou systems. see ANSUTP11 Quality Criteria, OSS419 and SCSI Building Component 6904 Parke Ease Blvd. SafetyInformationavailablefromTrussPlateinstitute. 210 N Lee Street, Suds 31Z Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Ply Part Sig HMTnosu-1998-MT10ty 711374259 P1988MT FS ROOF TRUSS 1 t rnxtrrrara wmoer, • uanow, rr„ 1 3,6 = WlV anpr lD N1D MII DR IIgYYllab, 111L IDY iYD 1J 1•"iD.i[NlI rapsl ID 3zzrE559SgHBgKdROwR6OYzkwee-RXm4?v109YBoglgrX5vczKS_Qpa8Q2Vekhkg9z60kP 2 1)0 11 3 31a = 3x8 _ Stale a 1:11.1 e 9 a 7 8 5 3,0 II 3X3 = 1x3 II 34 = 10 II a•1-8 5.7.8Ie•1.9 180 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (be) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 040 Veri(LL) We We 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) nla We 999 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 5 nla We BCDL 5.0 Code FBC2014/TPI2W7 Matrix) Weight: 34 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 5-7-8 oc puffins, except SOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 5-7-8. lb) - Max Grav All reactions 250 lb or less at joints) 9, 5, 6, 8, 7 FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Gable requires continuous bottom chord bearing. 2) 'Semi-ngid pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at ID" oc and fastened to each truss with 3.10d (0 131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARMNG • Verify design Pammarrs and READ NOTES ON T dS AND INCLUDED M1TEx REFERENCE PAGE MO-7473 m. 1011M fS BEFORE USE. Design valid foruse onlywith M1Tek* connectors Thisdesignis based only upon parameters shown. and is for an individual building component, not amiss system aware use, the buildup designer must venfy the Applctbbly, 01 design Parameters and P""dif incorWate this design Into the overall - budding design. Bracing Mewed Istoprevent buetlaig of individual doss web aM1b Chad member only. Additional temporary andPermanent bating Is always required for stabaay and toprevent Collapse with possible personal biplry and property damage For general guidance regarding lye ki lab,caron, storage, delivery, erection and bracing of trussesandmiss systems, see ANSVTPII Quality Cribub. DSB-a9 and BCSI Building Component 6904 Parks East Blvd. SafetyInformation available from Thus Plans Instnue, 218 N In SUM. Suite 31Z Alexandria, VA 22314• Tampa, FL 36510 Job Truss Truss Type Oly Ply Park `+q HMTnbece-19MA•7J3 T11374250lJob1544P19TF6ROOFTRUSS1 Reference (optional) ip D N e TineR naYYnes. uK Y Jni ,i rape , 1D 3zzrE5595gHBaKdROwR60Yzkwee-RXm4?v109YBoglgcXSvczKS3kpZutPVWekhkg9z60kP 1 1-3.0 I i 0-4-8 l 3x8 _ 1 34 = 2 1)0 11 3 1x3 II 4 Scale e 1 9a 314 = 34 = a 7 e 5 34 II A:7-a 3X3 II r 3.7-8 LOADING (psf) SPACING- 2-" CST. DEFL. in (loc) Ildeff Ud PLATES GRIP TCLL 40.0 Plate Gnp DOL 100 TC 0.12 Vert(LL) -0.00 7 999 360 MT20 2441190 TCOL 10.0 Lumber OOL 100 BC 0.07 Vert(TL) -0.00 7 999 240 BCLL 0.0 Rep Stress Ina YES WB 0.09 Horz( L) 0.00 5 nla n/a SCOL 5.0 Code FBC20/4rrPI2007 Matrix) Weight: 25lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(0at) TOP CHORD Structural wood sheathing directly applied or 3.7-6 cc purlins, except SOT CHORD 2x4 SP No.2(8at) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-" cc bracing. REACTIONS. (lb/size) 8=186IMechanical, 5=186/Mechanical FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown. NOTES- 1) Unbalanced floor live loads have been considered forthis design. 2) Refer to girder(s) for truss to truss connections. 3)'Semkigid 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-" 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. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0WARNING - Verilydaafgnpwweters and READ NOTES ON THIS AND INCLUDED a9TEIr REFERENCE PAGE 11110-7473rae. IOM30MS BEFORE USE. Damp valid for use onlywith Wake, connectors This design Is based only upon parameters shown, and is for an idividual bulding componerd, not a truss system Before use, the buildup designer must vent' the appbrabdily of design parameters and property incorporate this design into Ill overall.. buildingdesign Bracing stormedrsto pravembucNapofmil dual Trusswebandror chord membersonly Additional temporarysrnd pennanerabind . is shiers required for stablity and topiwverdcollapsewithpossiblepersonal mlury andproperty damage Forgeneral guidanceregarding the fibrictlron, storage. delivery, erect on and braongof trusses andtruss systems, sea ANSVTPN Quality Criteria, 05649 and SCSI Building Component 6904 Palle East Bid Safety InformationavailablefromTeasPlateInstitute. 216 N LeeStreet, Suite 31Z Abandds. VA 22314. Tampa. FL 34610 Job Truss Truss Type oty Ply Perk Sit HnVTrbeca•19W6A•T 711374251 P19MA T FSA GABLE 1 1 mxsrxmw uimxr, rxnw, r. nopp-W r Wu e/lpr ltl [V1D MIi ex lnoYines, In[ inYarniDi4mJ "ii repel ID 3zzrE5595gHBgKdROwRSOYzkwee-vIKSCF2BwsMBFo400rVW_FWDwzclletORICcz6DkO 2 1x3 II 3 134 II 4 3,4 II Scale = 19 6 B 7 B 5 3x3 11 UO I I 14 II 14 11 I 11.0 1.9.12 3.7•B o o- o-s+s121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 006 Ven(LL) n/a nla 999 MT20 244119D TCDL 100 Lumber DOL 1.00 BC 001 Ven(TL) n/a n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0 D2 Horz(TL) 000 5 n/a n/a BCDL 5.0 Code FBC2014frP12007 Matrix) Weight, 20111 FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing direly applied or 3-7-8 oc puffins, except BOT CHORD 2x4 SP No.2(Ilat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 1 D•0-0 oc bracing. OTHERS 2x4 SP No.3(Oat) REACTIONS. All bearings 3-7-8. lb) - Max Grav All reactions 250 lb or 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 (i.e. diagonal web). 3) Gable studs spaced at 1.4-0 oc. 4) "Semi -rigid pitchbreaks including heels' Member end fmily model was used in the analysis and design of this truss. 5) Recommend US strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vartry dllslgn peremeters and READ NOTES ON TNIS AND INCLUDED MTEK REFERENCE PAGE AID-7473 rev. 144131MIS BEFORE USE. Design valid for use only with MITokO connectors This design is based only upon parameters shown, and is list an ndrAdual building IXlmponeM, net a truss system Before use, the building designer must venly, the apphrablley of design parameters end propery, incorporate Nle design into ins over119 building design. Bracing indicated istoprevent bucking Of ndividiel b/les web ands Chord members idly. Addaioiel temporary and permanent lit" is always required for stability andtoprovers Collapse with possible per%" injury and property damage. For general guidance regarding the fabrication, storage, daknery, erection and bracing of vases and truss systems, ass ANSUTPH Quality Criteria, DS"9 end SCSI Building Component 69D4 Parke East BNdSafetyInforniatlonavaiablehornTrussPineInstaee, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq HMfnbKa.t996A•T T1137425296P18/4T FT1 FLOOR 1 r• ••••,•a ..y. ,a — - aR rnaus..w....c — auri ra ay. r m-496 . ID.3zzrE5595gHBgKdROwR6OYzkwee-vjKSCF2ewsJTSBFo4o0r%W 6PDmUat7et0RICtz60k0 2.10-0 5.4.9 7.11-0sta•52-;11t3-0-0 158.9267-0 232-0 258-8 2888 z•10-0 I 2$e I 2 e 1 2e 2 8 8 1 2ae 1 zee 1 28e 1 288 1 x4re 1 z•t0.0 Scale - 149 a 4x6 = 40 = 1 2 25 24 29 2.4 11 3.0 = 3 4 7x8 = 4x4 = 06 = 6 7 8 9 10 11 12 23 27 22 28 2129 20 30 19 16 17 to 15 14 13 40 = 7x8 MT20MS = 7x6 MT20HS = 4x4 = US = 20 11 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.64 Vert(LL) 078 19-20 >434 360 MT20 2441190 TCOL 10 0 Lumber DOL 100 BC 0.69 Vert(TL) 1 21 19-20 >281 240 MT20HS 187/143 BCLL 0.0Rep Stress Ina NO W8 0.70 Horz(TL) 010 13 nla nla BCOL 5.0Code FBC2014/TPI2007 Matnx-M) Weight: 535 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x6 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-4-12 oc purtins, except BOT CHORD 2x6 SP OSS end verticals. WEBS 20 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 25=289610.7-4, 13=1746/0.7-4 FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-25=2570/0, 1-2=4101/0, 2-3=10474/0, 3-4=14964/0, 4-5=17682/0, 5.6=18614/0 6. 7=1818010, 7-8=15925/0. 8-9=1333010, 9-10=10197/0, 10-11=-659110. 11- 12=242310, 12-13=1543(0 BOT CHORD 24-25=0/325, 24-26=0/7353, 23-26=0/7353, 23.27=0/12833, 22-27=0/12833, 22- 28=0116425, 21-28=0I16425. 21-29=0118259. 20.29=0/18259. 20-30=0/18500, 19. 30=0/18500,18-19=0/17163,17-18=0114753,16-17=0111879,15-16-018517, 14- 15=0/4609 WEBS 1-24=014436, 2-24=3948/0, 2-23=0/3790, 3.23=2864/0, 3.22=012587. 4-22=1774/0, 4- 21=011526, 5-21=701/0, 5-20=01431. 6.19=388/0, 7-19=0/1235. 7-18=150410, 6- 18=011422, 8-17=172710. 9-17=011762, 9-16=2042/0. 10-16=0/2040. 10.15=2338/0, 11-15--0/ 2407,11-14=2654/0,12-14=0/2610 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 0-9-0 oc, 2x6 - 2 rows staggered at 0-9-0 oc Bottom chords connected as follows: US - 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 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) All plates are MT20 plates unless otherwise indicated. 4) All plates are 30 MT20 unless otherwise indicated 5) "Semirigid pdchbreaks Including heels? Member end fixity model was used in the analysis and design of this truss. 6) Required 26 strongbacks, on edge, spaced at 10-0.0 ocand fastened to each truss with 3•tOd (OA31" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 369 lb down at 2-1-0, 369 lb down at 4-1- 0. 369 lb down at 6-1-0, 369 lb down at 8-1-0, and 369 lb down at 9-7-8, and 699 lb down at 13-4-8 on bottom chord. The designiselection of such connection device(s) Is the responsibility of others. 8) Due to span to depth ratio of this truss, thefloor may exhibit objectionable vibration and/or deflection. Building designer to consider printed this document providing means todampenpossiblefloorvibrationcopiesofarepnot consideredsigned and sealed and LOADCASE(S) Standard the signature must be verified on any electronic copies Continued on oaae 2 Q WARNING - verify dsafpn panelist. and READNOTES ON Ties ANDINCLUDED WTEK REFERENCE PAGE 1119F7477 rev. 16eY1015 BEFOREUSE. Design valid for useonly withMrTekO canrm- ors Thisdesign is lased onlyupon parametersshown, and Is bran atdeadual budding component. not a truss "am Before use, the building designer must verily the applmrab* of design parameters and property mcorpOrsts this design into the overall budding design Bracing indicated is to prevent b c!" of individualtruss webandfor chordmembersonly. Additional temporary and permanent txcl is akvsys required for statmdty arc toprevent collapsewithposaible personalinjury andpropertydamage For general guldance regardingtM No fabrication• storage• delivery• erection and bracing of trusses and lasssystems. we ANSUTPII Quality Cohorts, 03849 and BCSI Building Component 6904 Parke East Blvd. Safety information avadebkfromTrussPlateinstitute, 216 N Lee Street. Suds 31Z ANxaronu• VA 22314Tampa FL 36610 Job Truss Truss Type Oty Ply Palk Sq HmlTrlbaca-11986MT T„3762621P19B6/FT FT, FLOOR 3 In MO+tondaLumber, know, I•L. LOAD CASE(S) Standard 1) Dead t Floor Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pIQ Vert: 1-12-67, 13.25=7 Concentrated Loads (lb) Vert: 25-25 23=369(F) 26=369(F) 27=369(F) 28=369(F) 29=-369(F) 30=-699(F) 1.660t Apf1v zoib miiektnoustnet. me l nuam 1b 14.39.JJ 3U1 r rage Z ID 3arES%5gHBgKdROwRSOYzkwee•vjKSCF2ewsJTSBFo4oOrWY_6PDmUa7etORICczWkO O WARNING • Vergy design paramefrs and READ NOTES ON Tiffs AND INCLUDED MITEK REFERENCE PACE MD-7473 rev. ,MUMS BEFORE USE. Design val dlr use only will MITek® connections. This design Is based only upon parameters shown. and a for an tndwidwl budding eomporfant, not e buss system Before use, the budding designer must venty the appkraboty, of designparameters end properly incorporate the design into the ovens buildxfp design araemp owicaled rs toprawn budding of uX Mduel buss webeMtr uwrd members only Additional temporary W pentfarant brKaV is Biwa" required for ttabity end topreventcollapse won possiblepersonal injuryandpropertydamage For general guidance regarding tra 11 fabrication, storage, delrvety, eeciron am bracing of writesand truce systems. we ANSVTPH Quality CMeAe, DSB49 end SCSI Building Component 6904 Parks East Blvd. Safety Potentiation available from Truss parts Irataute, 218 N. Lee Su". Suite 312. Alexandra, VA 22316 Tampa, FL 36610 Job Truss Truss Type oty Ply Park St1 Hmgrlbeca-198&A-T T11774287P19t18A-T InFLOOR t w Lumber. Bartow. FL 7 640 s Apr 19 2016 Walk Industries. Inc. Thu Jun 15 14 39 34 2017 Pape 1 10 3uurE5W5gHBgKdROwR60Ybcwee-Owb2HhARK4Kq_eVx421XL9c5sL8ao52AAQz6OkN 1 2811 1 a 11.10 1 7.4.9 I 9.114 I 2811 2.4.15 2+15 2811 scale = 1: 18.0 1xe II 4x8 MT20MS = lx4 II Bxe = 1 64 2 3 4 5 U4 11 LOADING (psf) SPACING- 1 0 0 CSI. TCLL 40. 0 Plate Gnp DOL 1.00 7C 0.38 TCOL 10. 0 Lumber DOL 1.00 BC 0.74 BCLL 0. 0 Rep Stress Ina NO WB 0.82 BCDL 5. 0 Code FBC20141TP12007 Matrix-M) 3x4 11 DEFL. in ( loc) Well Ud PLATES GRIP Vert(LL) - 0.07 8 >999 360 MT20 2441190 Vert(TL) - 011 8 >999 240 MT20HS 1871143 Horz(TL) 0. 01 6 rVa n/a LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No 3 80T CHORD REACTIONS. (lb/sae) 10=183710-".6=1998/0.7-4 FORCES. (Ib) - Max. Comp./Max. Ten - All forces 250 (Ib) or less except when shown TOP CHORD 1- 10=1637/0, 1-2=335010, 2-3=3350/0, 3.4=3490/0, 4-5=3490/0, 5-6=1690/0 BOT CHORD 9- 10=01276. 9-11=0/4868, 8-11=W4868, 8-12=0/4868, 7-12=0/4868. 7-13=0/293, 6.13=0(293 WEBS 1-9= 0/3308, 2-9=77510, 3-9=-1634/0, 3-8=0/349, 3.7=148310, 4-7=767/0, 5-7=05"O Weight, 111 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling direly applied or 10-0-0 oc bracing. NOTES- 1) 2- ply truss to be connected together with 10d (0.131"X3') nails as follows: Top chords connected as follows, 2x4 - 1 row at 0-9-0 oc Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except If noted as from (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (6), unless otherwise Indicated 3) All plates are MT20 plates unless otherwise indicated. 4) Girder carries tie-in span(s) 7-0-0 from 044 to 9.11-4 5)'Semi-rigid pdchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 ocandfastened to each truss with 310d (0.131' X 3") nails. Strongbacks to be attachedto walls at their outer ends or restrained by other means 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down at 3-9-12. and 181 lb down at 5- 9-12. and 181 lb down at 7-9.12 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. LOAD CASE( S) Standard 1) Dead r Floor Live (balanced): Lumber Increase=l 00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5= 330, 6.10=5 Concentrated Loads (lb) Vert: 6=66 11=181(B) 12=181(8) 13=181(8) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WA/M AG - V-YY design parameters end READ NOTES ON TNS AM INCLUOEO AMM REFERENCE PAGE MD-7473 rev. 140342015 BEFORE USE. Design raid for use anty wdh A1rek®Conne-rs This design is based only upon parameters ~.and and a foranbndrdual Wilding Component. notatruss system. Before use, Out Wwatg designer must ven fy the apphcablbty0f4esign parameters andproperly Incorporate this design into the overall Wading design among indicated is to prevent buolding of indmduat truss webandfor chord members only Adddronal temporary and permanent brw" 1s always required for stability and to prevent Collapse wan possible personal injury and property damp, For general gudance regarding tin tatxiralron, storage. delivery, ereabon and braap of trusses and lass systems, we ANSVTPH Quality Cdlerla. OSSa9 and SCSI BuildingCompommt 6904Parke Fast Blvd Safety IrdomutonavailablefromTrussPlaleInstriule. 216 N Lee Stroll. Sude 31Z Alexandria, VA 22314 Tampa, FL 36810 Job Truss Truss Type 0ty Ply Park Sri T11374264 P1988MT FT3 FLOOR 1 n Mr6Flortla Lumber, Barlow, FL 7 64D s Apr 192D16 Milek Industries, lnc Thu Jun 15 14:39.34 2017 Pope 1 ID.3urE5595gHBgKGROwR60Yzkweo-OwurOb2HhARK4Kq_eVx420(NucB6LELo52Nk2260kN 3.2.3 6.2.9 9.4-12 32.3 347 3.2.3 Scale = 1:17.9 1 4x4 = 2x4 11 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.21 TCDL 10.0 Lumber DOL 1.00 BC 0.34 BCLL 0.0 Rep Stress Ina NO WB 0.39 BCDL 5.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 8=859/0.7.4, 5=733/0.3.8 FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-0=653/0, 1-2=1709/0, 2-3=1709/0, 3-4=1686/0, 4-5=-647/0 BOT CHORD 7-10=011686, 6-10=0/1686 WEBS 1-7=011623, 2-7=286/0, 3-6=308/0, 4-6=0/1621 40 = DEFL. in (loci) Well Ud Veil(LL) -0.04 6-7 >999 360 Veil(TL) -0.DS 6-7 >999 240 Horz(TL) 0.00 5 n/a n/a 4x4 = ZA4 11 PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 104 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 64)-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3') nails as follows: Top chords connected as follows. 2x4 - 1 row at 0-9-0 oc. Bonom chords connected as follows. 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) All plates are MT20 plates unless otherwise indicated. 4) "Semi -rigid pdchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 suongbacks, on edge, spaced at 10-0-0 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) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 176 lb down at 2-1-8, and 176 lb down at 4-1-8, and 176 to down at 6-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 14-100, 5-8-10 Concentrated Loads (lb) Veil 8=-64 6=176(B) 9=176(8) 10=176(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Verfry design Parameters and READ NOTES ON TOGS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1DN3I2015 BEFORE USE. Design valid for use only with kKTelr® connectors. This design is based only upon parameters shown, and is for on individual building componsm, not struss sysiem Before use, the building designer must verily the appfrabibty at design parameters and prop&&/ mctiporne this design into the overall - building design Bracing indicated rsto prevrsx litz" of individual buss web and/or clog & members only. Addsronol lamporary end pemuners bracing is ewvoysrequiredfor stability and to prevent collapse with possible personal injury and property damage. For generalguidance regarding the Is febrkalgr4 storage, delivery, erection andbracingoftrusses and truss "ems, see ANSUTPH OuHhy Criteria. DS0419 and SCSI Building Component BOW Parka Fist BlvdSafelyIrdorrmUonevadablefromTrussPlateInsidrae, 218 N. LeeStreet. Suite 312. Alexandria. VA 22314. Temps. FL 35810 Job Truss Type Pak Sit HmRritace•19WA-TITIUSS10tyIPly, T11374285 Pis"OA-T FT4 FLOOR 1 1ence optional) n1ra-Fiords uArwer, eartow, FL 7640 sApr 19 2016 MTek Industries, Inc. Thu Jun 15 14.3914 2017 Paps 1 10.32uE5595QHBaKdROwR6OYzkwee-OwurOb2HMRK4K1LeVx421XLno6hLKNo52Ark2z6OkN n 3.3-0 r 3.3-0 1 4x4 = 2 10 II scale - 1:9.6 Us II 4x4 = 3-M n 3-3-0 t LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) lidell Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 100 TC 0.34 Vert(LL) -0.02 3.4 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 100 BC 0.69 Vert(TL) -0.03 3-4 >999 240 BCLL 0.0 Rep Stress Ina NO WB 000 Horz(TL) 0.00 3 nla Na SCOL 5.0 Code FBC2014frP12007 (Matrix-M) Weight 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-0 oc puriins, except BOT CHORD 2x6 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling direly applied or 10-0-0 oc bracing. REACTIONS. (lb/sae) 4=42310-4-0, 3=706/Mechanical FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Refer to girder(s) for truss to truss connections. 2)'Semi-rigid pftchbreaks including heels' Member end fixity model was used in the analysis and design of this truss 3) Recommend 2x6 strongbacks, on edge, spaced at 110-0-0 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) Hanger(s) or otherconnection device(s) shall be provided sufficient to support concentrated load(s) 804 lb down at 2-1-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-2-100, 3.4=10 Concentrated Loads (lb) Vert: 5=804(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARMNG - Venly deslpn parwnefers and READ NOTES ON TNS AND INCLUDED MTEX REFERENCE PAGE 410-7473 n I&RIN 01S SEPOREYSE. Design veld fair use only w/h MTelig conneUers. This design is based onty upon pan neten shown, end a for an urdmioual budding component, not a buss system. Before use, the building designer Past verity tM appkAbdsy of design parameters and property nncorporsle this design one the overall bull ng desron Bredng'@idrceted is to prevent bucidmig of i dwidual buss web andfer dim membersonly Addsional temporary and permanent bra" - is ahrays required for stability and to prevent collapse with possible personal injury and preperty, damage For general guidance regarding the tabnutan, storage, ddmry, erectm and bracing of bYSsesand buss systems, a" ANSVIPII Quality Cnterls, OSS49 and SCSI Building Component 6904 Perks East SW SafetyInformationavailablefromTrussPlateInstitute, 2141 N. Leta Street, Sul@ 312. Alexandria. VA 22314. Tampa, FL 30610 Job Truss Truss Type Ory Ply Park Sq Hm/Tnbsra-1966A-T T11374266 P196606T J3 JACK 3 1 MKLFlerids Lumber, Banow, FL 7 640sApr 19 2016 MITek Industries, he. Thu Jun 15 14,39.352017 Page 1 ID:3=rE SS95gH BgKdROwR6OYzkwBws6SDdK3vSTZBIUPACDSJbz4ajOcm4r10xKiwOGU26OkM 1.0.0 300 1-0-0 3.0.0 Scale = 1:12 3 2,4 = LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Uden Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Veri(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 10 0 Lumber DOL 1.25 BC 0.06 Veri(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 HDrz(TL) 0.00 2 rVa Ma BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight. 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.40 oe bracing. REACTIONS. (lb/size) 3=65/IAechanical, 2=201/0-&O, 4=29/Mechanical Max Horz 2=74(LC 8) Max Uplift3=34(LC 8), 2=67(LC 8) Max Grav3=65(LC 1). 2=201(LC 1).4=46(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less exceptwhen shown NOTES- 1) Wind ASCE 7-10, Vun=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L-24ft; eave=oft, Cat. II; Exp B; End., GCpi=0 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcufrent with any other live loads. 3) 'Thistruss has been designed for a live load of 20.0psf onthe bottom chord in all areas where a rectangle 3-6-0 tall by 2 0 widewill fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable Of withstanding 34 lb uplift at joint 3 and 67 lb uplift at joint 2. 6) "SemMgid pitchbreaks including heels" Member end fuaty 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 - Vanity design paraiiiet=i+ and READ NOTES ON TM AND INCLUDED OTEx REFERENCE PAGE sr67473 nev. 10AWNS BEFORE USE. Design cold for use only with MMTek® connectors. This design isbased only upon parameters shown, and is for an aldnndual building component, net a busssystem. Before use, the buldep designermust verifyNit aWcAb ity fitdesign parameters end property incorporate utisassign Intotine overall ••- Dudduig design Bracingindicated istoprevent buckling ofindividual was web androrchord members only. Additional temporary andpermanent bracing is always required for stability and to prevent collapse with possible persorW mpuy and property, damage. For general guidance regarding the fabricetion, storage, delivery, erection and bracing of trusses andtows systems, ass ANSVIPII Quality Criteria, DS849 end SCSI Building Component 6964 Pgrss Fjp Blvd, Safety Information available from Tens Plate Insides, 21111 N. Lee SUM. Suits 312. Alexendns, VA 22314. Temps, FL 36810 Job Truss Truss Type Oty Ply Park Sq HMfnbeu•199&A•T T11374267 P1966i4T 45 JACK 9 1 Mid•Flonds Lumber. Barlow, FL 7.640 s Apr 19 2016 Mil sk Industries. Inc Thu Jun 15 14 39 35 2017 Pape 1 10 3zzrE5595gHBgKdROwR6OYzkwee-s6SOdx3vSTZBiUPACOSJbz4Y3Oau4ndxKrwOGUz60kM tao I Sao I1a0Sao Sue - 1:17 3 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) -0.01 4-7 >999 240 MT20 2441190 TCOL 10.0 Lumber DOL 125 Bc 0.18 Vert(TL) -0.04 4-7 >999 160 8CLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 nla nla SCOL 10.0 Code FBC20141TPI2007 Matrix-M) Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5." oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing REACTIONS. (lb/sae) 3=111/Mechanical, 2=298/0-4-0, 4=46/Mechanical Max Harz 2-108(LC 8) Max UpIIfl3=-60(LC 8), 2=82(LC 8) Max Grav 3=11I(LC 1), 2=298(LC 1), 4=76(LC 3) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuha14Omph (3-second gust) Vasd=108mph; TCDL-4 2psf; BCOL=3.Opsf; h=25ft; 8=45ft; L=241t, eave=4ft; Cat. II; Exp 8; End. GCpi=0 18, MWFRS (directional); Lumber OOL=1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other Irve loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will f6 between the bottom chord and any other members. 4) Referto girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at pint 3 and 82 lb uplift at joint 2 6)'Semi-rigid prtchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING - Verily, design gnrmfers sodREAD NOTES ON TNISANDINCLUDED WTEK REFERENCE PAGE 11011-7473 rw. 1GMS"5BEFORE USE. Design valid for use lay with Wake connector* The design is based only upon parameters Vown, and is for an ndmdual budding Component, not a truss system. Before use. Ihs timing designer must verity the spoicabddy of design parameters and Property mwrporate this design intotheoverall bu9dmg design Bracing indicated is to prevent bucking of individual buss web and/or Chord members ony Additional temporary and pannaneid brKng Isisalwaysrequiredforstab9eyandtopreventcollapsewithpossiblepersonalmerryandpropertydamage. For general guidance regarding the fabncaton, storage. daisery, erection and bracing ofbusses andWu systems. we ANSIRPII Oualtty Crltesta, 058419and SCSIBuilding Componam 6904 Parke East BlvdSafetyInformationavailablefromTensPlateInstitute, 216N. LosStreet. Suds 31Z Aexandna, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Pant SgNrNTMOCII-IN&A-T T11374268 P1986A•T JI JACK 11 1 Mid•Flonda Lumber, Barlow, FL 7.640 s Apt 19 2016 MITek Industna, Inc Thu Jun 15 14.39 36 2017 Page 1 ID:3zzrE&%SgHBgKdROwR60Yzkwoo-KIObgH4XDnh2Je Nmw YBAcebOt9pEtUMtyp1¢601tL t-0-0 7.00 1-0-0 7A0 Scale = 122 2 30 = 7.0.0I7-00 1 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20 0 Plate Grip DOL 1.25 TC 0.52 TCDL 10 0 Lumber DOL 1.25 BC 0.37 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014frPl2W7 Malnx-M) LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 20 SP No.2 REACTIONS. (lb/sae) 3=157/Mechanical, 2=397/0.4-0, 4=61/Mechanical Max Horz 2=141(LC 8) Max Uplift 3=85(LC 8). 2=99(LC 8) Max Grav 3=157(LC 1). 2=397(LC 1), 4=106(LC 3) FORCES. (ID) -Max. Comp./Max. Ten. -All forces 250 (ID) or less except when shown. DEFL. in (loc) Well Ud PLATES GRIP Ven(LL) -0.06 4-7 >999 240 MT20 2441190 Ven(TL) -0.16 4-7 >510 180 Morz(TL) 0.01 2 n/a n/a Weight: 24 Ill FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-00 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDLm4.2psf; BCDL=3.Opsf; h=25M B=45ft: L=24ft; eave=oft; Cat. II; Exp B; Encl.. GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load noneoncurrent 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 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) oftruss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 99 Ill uplift at joint 2. 6) "Seml-rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WAIZVNG • V.* design, pat. and READ NOTES ON TM AND INCLUDED MTEK REFERENCE PAGE A11044n rev. /00VYM/5 BEFORE USE. Design valid for use only who MTek* Connectors The design is based only upon parameters shown, and afor an ndmdual bud" ComponeM not a was system. Before use. the budding designer must venly the applrabddy, at design parameters and properly incorporate the design lino ua overall building design Bracing nOruded rt to prevent bucldxq of rndrudual tons web arwror chord members only. Additional temporary and permanent bracing is always required for mbudy, arts to prevem Cal"" with possible personal Injury and property damage For general guidance regarding the tatalubnn, storage, delivery, erection andbraongoftenses andtons systems, sea ANSU7PI1 Quality Criteria. DSB29 and SCSI Building Component 6904 PEast Bald SafelyInforadonavailablefromTrustplateInslilae, 216 NLee Street, Suite 312. AlexandraParke , VA 22314. Tampa, rk East Job Truss Tans Type PlyPark Sp wNrnbea.1966-AiT113742681""y P19a6A-T JrT SPECIAL 1 Mad-Ferhds Lumber. Barlow, FL 7.6do aApr 19 2016MTek Industries, Inc ThuJun 15 14 39.362017 Pepe 1 I0:3zzrE5595aHBaKdROwR6OYzkwee-KIObpH4XOnh2Je Nmw Y&&,"OtppEw5ZMfyp1¢60kL 1-0-0 2-3-4 4.1D,4 740 t-0O 2. 2-7-0 2.1.12 Scale = 1.22.2 3M = 1 50 tt LOADING (psf) SPACING- 2-0-0 CSI. TCLL 200 Plate Grip OOL 1.25 TC 0.35 TCOL 10.0 Lumber DOL 1.25 BC 0.33 BCLL 0.0. Rep Stress Ina YES we 0.06 BCDL 10.0 Code FBC2014/TP12007 Matr(x-M) LUMBER - TOP CHORD 20 SP No.2 80T CHORD 20 SP No.2 'Except' 3-8: 2x4 SP No.3 WEBS 20 SP No 3 REACTIONS. (Ib/sae) 5=31/Mechanical, 2=386M-441, 7=200/Mechanical Max Harz 2=141(LC 8) Max Upidt5=21(LC 8), 2=97(LC 8), 7=56(LC 8) FORCES. (lb) - Max CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 3-4-262/52 WEBS 4-7=2851136 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.04 3-7 >999 240 MT20 2441190 Vert(TL) -0.12 3-7 >700 180 Hcrz(TL) 0.06 7 nle nla Weight: 29 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 cc pur ins. BOT CHORD Rigid ceiling directly applied or 10.40 cc bracing. Except: 6-0-0 cc bracing: 3-6. NOTES- 1) Wind ASCE 7-10; VuN=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCOL=3.Opsf; h=25ft, 8=45ft; L=24ft; eave=4ft; Cat. II; Exp 6, Encl., GCpi=O 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss is not designed to support a ceiling and is not Intended for use where aesthetics are a consideration. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 4) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0wide will fit between the bottomchord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 5, 97 lb uplift at joint 2 and 56 lbuplift at joint 7. 7) "Semi -rigid prtchbreaks including heels' Member end fixity model was used in the analysis and design of this truss Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARMNG - Verify design parameters and READ NOTES ON TMS AND INCLUDED a6TEK REFERENCE PAGE 1110-74711 rev. 100IM afS BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is foran individual budding component, not atruss system. Before use. the budding designer must venly the applicability of design parameters and properly nrcorporals this design ado the overall budding design Bracing indicated is toprevent bucldulp of individual trussweb andlor chord members oray Additional temporary and pornanent brw4ig Isalwaysrepuindfor stability and toprevent collapse with possible personalhr*iryand property damage. For general guidance regardng the N! Imbrication. storage, delivery. erection and bracing of trussesandtruss systems, see ANSIRPH Quality Criteria, DS"Sand SCSIBuilding Component 6904 Parke Ease Blvd Safety Information available from Teas Pole Inslitnde, 21a N Lea Street, Suite 31Z Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Dry Ply Perk Sq HMTnbsco-t9e&A-T 711374270 P19K46T KJ3 JACK 2 1 Mori-ionom Lumber. Bartow, I-L 7 540 s Apr 19 2015 MTek Indultrtes, Inc. ThuJun 15 14-39-37 2017 Pape 1 ID 3nJE559SgHBgKdROwR60Y2kwe"VZz2d5925pvxo2ZJeVng09vagF4Yh7Eo?PVLNz60kK I 4.2.15 I1-5-0 4.2.15 20 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (toe) Udell Ud TCLL 200 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.01 4-7 999 24D TCDL 10 0 Lumber DOL 125 SC 0.13 Vert(TL) 0.02 4-7 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC20141TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP N0.2 BOT CHORD 2x4 SP No 2 REACTIONS. (lb/size) 3=91/Mechanieal, 2=285/1-0-0, 4=39/Mechanical Max Horz 2=75(LC 21) Max Uplif3=41(LC 8), 2=103(LC B) Max Grav 3=91(LC 1), 2=285(LC 1), 4=64(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. Seals: "1' PLATES GRIP MT20 2441190 Weight: 15 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-15 oc puffins. BOT CHORD Rigid ceiling directly applied or 104)-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vub=140mph (3-second gust) Vasd=108mph; TCDL=4 2psF BCDL=3 Opsf; h=25ft; B=45ft; L=24 1, 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 live load nonconcuf7erd with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 41 lb uplift at joint 3 and 103 lb uplift at joint 2. 6) "Semfngld 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 ID down and 11 lb up at 1-6-12. and 51 lb downand 11 Ile upat 1-6-12 on top chord, and 7 ID down and 2 lb upat 1-6-12, and 7 Ile down and 2 lb up at 1.&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 Inrrease=1.25 Undoml Loads (plf) Vert: 1-3=-W, 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 O WARNING - Vrly design pnamerrs and READ NOTES ON "as AND INCLUDED WTEK REFERENCE PACE N&7473 rev. 10GYMS BEFORE USE. Design valid for use only with MTek* connectors This design is based only upon parameters shown, and a for an individual buildup component, net a cats system Before use, the buildup designer must verlry the Applicability of design parameters and property incorporate this design into the overall - buildutgdesignBsiongindicatedistopreventbuckiupofmdmdualtrusswebeMlortlwrdmembersonlyAdditionaltemporaryandpemrertentbranrrgisalwaysrequiredforsteWeyandtopreventcollapsewithpossiblepets" injury arW property damage. For general guidance regarding the No IabMJdron, stomps, debvery, erection AM bracing of bussesand buss systems, we ANSUTPH Duality CAlerfa, DS049 and SCSI Building component 6904 Parke East Blvd SafetyInformationavaadablefromTrussPlateInsMue, 218 N Lee street. Suee 31Z Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hmn'ribeca.19WA-T T11371271 P19e6A-T KJ5 JACK 4 1 MO.Flonds Lumber, 68110010, FL. 7 040 sApr 19 2010 MfTek Industries. Iflc Tnu Jun 15 14-39 37 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee.oVZz2d59z5pvxoaJeVngO9oEgBtYh7Eo?PVLNz60kK 7414 5- 07414 Scale = 1 le 9 30 = Tau 7. 11 1 LOADING ( psf) SPACING- 2-0-0 CST. DEFL. In (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0O6 4-7 >999 240 MT20 2441190 TCDL 100 Lumber DOL 1.25 BC 0.40 Vert(TL) -0.17 4-7 >506 180 BCLL 0. 0 ' RepStress Ina NO we 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 100 Code FBC20/4rrPI2007 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 putting. SOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/ size) 3=156/Mechanical, 2=429/0.67, 4=67/Mechanical Max Horz 2=108(LC 6) Max Uplitl3= 73(LC 6), 2=130(LC 8) Max Grav3= 156(LC 1).2=429(LC 1).4=106(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCDL=3.0psf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp B. End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 73 lb uplift at joint 3 and 130 lb uplift at joint 2. 6) " Semi- ngid prtchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated bad(s) 51 lb down and 11 lb up at 1.6.12, 51 lb down and / 1 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 at1-6-12, and 17 lb down at 4-4-12, and 17 lb down at 44-12 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) sedan, loads applied to the face of the trussare noted as front (F) or back (8). LOAD CASE( S) Standard 1) Dead r Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( plf) Vert: 1- 3-60. 4-5=20 Concentrated Loads ( lb) Vert: 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 QWARNINO - Verfly design parameters and READ NOTES ON Ties AND INCLUDEO aeTEK REFERENCE PAGE MI-7472 rev. IGOM15 BEFORE USE. Design valid for use only with Mrelif connectors This design is based only upon parameters shown, and is loran individual building convoftent. not a truss system Beforeuse, the budding designer must verify the appbl a ribly ofdesign parameters and properly 1lrcorporale this design into theoverallbugdngdesign Bracing indicated is 10 preventbuckluig of i divdualtons web ardfor chord members only. Additional temporary and permanent broca g is allays regmred for stability and to preventcollapse withpossible personal inprry and properlydamage Forgeneral guidance regarding thefabrication, storage. delivery, erection all bracing oftrussesandtruss systems, weANSMII Gwllty Crlterts. 05649 and SCSI Building Component 6904 Parke East Blvd safety InformationavailablefromTrimPie@Institute. 218 N Lee Steel, Buse 312. Alexandra. VA 22314. Tampa, FL 3010 Job Truss Truss Type Oty Ply Perk Sig Hmrtnbsra-1DWA T T11374272 P19afiA•T K,l7 JACK 2 1 110110 10rxta r.unlber, eenow. I•L. 7 640 a Apr 19 2015 MTek mdualn&a, Int Thu Jun 15 14 39 3a 2017 Pape 1 ID:3n1E5595gHBgKdROwR60Yzkwee-Gh7LFz6r*OxmZyBilL00Dbi18EXZH33NDM3Ip260kJ DSO 5.2.5 9-10-13 1-SA 5.2.5 4$7 Seale = 122.3 2x4 = t.Sx4 II 5 3x4 = LOADING (pso TCLL 20.0 TCDL 10.0 BCLL 0.01 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina NO Code FBC2014/TPI2D07 CSI. TC 0.38 BC 0.44 WB 0.34 Matrix-M) DEFL. in (loc) Well Lid Vert(LL) -0.03 6-7 >999 240 Vert(TL) -0.D9 6-7 >999 18D Horz(TL) D.01 5 We nla PLATES GRIP MT20 2441190 Weight: 42 lb FT = 2D% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=130/Mechanical, 2=522/0.6-6, 5=314/Mechanlcal Max Horz 2=142(LC 8) Max Uplrt114=70(LC 8), 2=148(LC 8), 5=69(LC 8) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-11=743/124, 11-12=706/132, 3-12=664/134 BOT CHORD 2-14=206/666, 14-15=206/666, 7-15=206/666, 7-16=206/666, 6.16=206/6B6 WEBS 3.7=0/258, 3-0=723/224 NOTES- 1) Wind: ASCE 7-1D: Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Dpsf; h=25ft, 8=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 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 70 lb uplift at joint 4,148 lb uplift at joint 2 and 69 lb uplift at joint 5. 6)'Semi-ri6id pilchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1.&12, 51 lb down and 11 lb up at I-&12, 70Ib down and 44 lb up at 4-4-12, 70Ib down and 44 Ill up at 4-4-12, and 93 lb down and 77 orb up at 7-2-11, and 93 Ib down and 77 Ib up at 7-2-11 on top chord, and 7 Ib down and 2 Ib up at 1-6-12, 7 Ib down and 2 Ib up at 1-6-12, 17 Ill down at 4-4-12, 17 lb down at 4-4-12. and 33 ID down at 7-2-11, and 33 lb down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1.4=60, 5-8=20 Concentrated Loads (lb) Ven: 13=53(F=27, B=27) 14=4(F=2, 8=2) 15-10(F=5, 8=5) 16=35(F=17, B=17) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - V.V Onrgn parameters and READ NOTES ON TMS AND MULMED AMK REFERENCE PAGE MI11,7473 nr. MANU afS BEFORE USE. Design vaN for use only with MffeI® contractors This design Is based only upon parameters shown, and a for on individual budding component. not a tons system Before use, the building designer must verify the appItAbil y of design parameters and properly Insolporaro the design into the Wara0 _ bu9dingdesign. Bracing kldlrated is to Wwad budding of indwaualbuss web ondrdr chord members only Addalonaltemporaryand permanentoneLfp is arways requued for srabmy and to prevent cobapse with possible personal inturyand properly damage. For general gul0ance regarding the faftvAbon, storage, delhery, ereMW and bracing of trussesand truss systems, a" ANS11107PI1 Quality Cnteria, DS849 andSCSI Building component SON Parke East ShodSafetyInformationavaleblefromTrussPaleIndite, 218 N Lee SUM. Sus& 31Z Alax&rtdra, VA 22314. Tampa, FL 36510 Job Truss Truss Type ty Pty Park Sit HmrTdbeCi S@&A-TIo T11374273 P1998A•T K.rT SPECIAL 1 1 Mrdflorala Lumber, Woe, FL. 7 640 s CApr192015MiTekIndustries, V Thu Jun 15 14'39'3e 2017 Pape 1 ID:3zzrE5595gHSgKdROwR6OYzkwee-Gh7LFz6r*OxmZy81tL00DbiuXEUGH4vNOf83WWkJ 3.1.13 I 6+9 I 9.10.13 I1-5-0 3.1.13 3.2.12 3-64 1.50 34 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.93 TCDL 10.0 Lumber DOL 1.25 BC 0 64 BCLL 00 ' Rep Stress Ina NO WB 0 29 BCOL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 20 SP No.1D BOT CHORD 20 SP No.2 'Except' 3.9: 20 SP No.3, 3.6: 2x6 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 5=83/Mechanical, 2=64610-&7, 6=351/Mechanical Max Horz 2=142(LC 21) Max Upldt5=42(LC 8), 2=239(LC 8). 6=127(LC 8) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 3-4=10211364 BOT CHORD 3-16=-409/957, 8-16=4091957. 8-17=4091957. 7-17=409/957 WEBS 4-8=1351382, 4-7-10211436 State = 1 23 0 N DEFL. in (loc) Well Ltd PLATES GRIP Vert(LL) 0.13 3-8 >886 240 MT20 244/190 Vert(TL) -0.28 3-6 >428 160 Horz(TL) 0.11 6 nta nla Weight: 46 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4310 oc purlins. BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. Except: 6-" oc bracing: 2-9. NOTES- 1) Wind: ASCE 7-10; Vuft=14Omph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psfbottom 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 othermembers. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 5, 239 lb uplift at joint 2 and 127 Ili uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and I lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, and 87 Ili down and 62 Ib up at 7-2-11, and 67 Ib down and 62 lb up at 7-2-11 on top chord, and 7 lb down and 2 lbup at 1-&12. 7 lb down and 2 lb up at 1-6-12, 67 lb down and 64 lb up at 4-4-12, 67 lb down and 64 lb up at 4-4-12. and 35 lb down and 19 lb up at 7-2-11. and 35 lb down and 19 lb up at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=% 3-5=-00, 9-1O=20, 34=20 Concentrated Loads (Ili) Printed copies of this document are Vert. 14=21(1`=11, B=11) 15=4(F=2, 8=2) 16=133(1`=-67, 8=67) 17=58(F=29, 8=29) not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - VsA/y design parameters end READ NOTES ON TMS ANO INCLUDED aOTEK REFERENCE PAGE daa•7473 rev. 1407/7015 BEFORE USE. Design valid for we only with Mrekm con is This design is based only upon parameters shown, and a for an individual Wading component. not a truss system. Before use. the budding designer must vanity the applKablkly ofdesign parameters and property incorporate tho design vao the overall-,__ building design Bracing mil"ed isto prevent bwAng of individual bussweband/or Nord members only Additional temporary and permanent bracing itsahvays requiredfor stabilityand to preventwilepse with possible personalmiuryandpropertydamage. For general guidance regarding the MR fabrication, storage. delivery, eredon and bracing of trusses and truss systems, we ANSUTPII Quality CAteds, 05641and SCSI Building Component 6904 Parke East Blvd. Safety lnfoma0on evadable from TrussplateInstitute. 210 N LeeStreet, Suds 312. Aloundna, VA 22314 Tampa, FL 36610 Job Truss Truss Type 0ty Ply P.aSig Hn0fibets1966•MT 711374274 P19WA T MG1 JACK 1 1 nvrulm bum wnw, R r C4D aApr leLAID MI IOR InabeDiea, Inc Imr Jai 1J' 14.TJ.JV 2a1 r lvage 1 ID:-,— 5595gHBgKdROwR60Yzkwee4dr*TJ6PVAdA6jyR3XFIpEEddrWOW)XFJucPFz60kl 3-7-8 1 74)-0 I3.7-8 3 8 Scab - 123.7 axd 4.4 =4 I 3-7-81:;L I 7.0.0 13+8 Plate Offsets (X.Y1— 11:0-3-12.0.141 LOADING (psQ SPACING- 1." CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -002 5-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 SC 0.52 Vert(TL) -0 05 5-7 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.38 Horz(TL) 0.01 4 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 40 lb FT = 2D% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc purfins, except BOT CHORD 2x6 SP No.2 end verticals WEBS 20 SP No.3'Except' BOT CHORD Rigid ceiling direly applied or 10 0 oc bracing. 3- 4: 2x4 SP No.2 REACTIONS. ( lb/size) 1=974/0.4-0, 4=788/Mechanical Max Horz 1=57(LC 21) Max Uplift 1=226(LC 8), 4=209(LC 8) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1209/272 BOT CHORD 1.8=284/1081, 5-0=284/1081, 5-9=284/1081, 4-9=284/1081 WEBS 2-5=2291992, 24=1233/324 NOTES- 1) Wind: ASCE 7-10, Vint=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Dpsf,, h=25ft: 8=45ft; L=24ft; eave=oft, Cat. If. Exp B; End., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This buss has been designed for a 10.0 psf bottom chord live load nohconcurrent 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 buss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 lb uplift at pint 1 and 209 lb uplift at joint 4. 6) " Semirigid pdchbreaks including heels' Member end fixity model was used in the analysis and design of this buss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 496 lb down and 130 lb up at 1. 0-12, and 496 lb down and 130 lb up at 3 12, and 496 lb down and 130 lb up at 5-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the buss 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 (pIQ Vert: 1-3=30, 1-4=10 Concentrated Loads (lb) Vert: 7=496(B) 8=496(8) 9=-496(13) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q w-ma - Vertly design paramems end READ NOTES ON Ties AND INCLUDED WTEK REFERENCE PAGE Ml1.7473 raw. foeJUMS BEFORE USE. Deogn valid for use only woh MITekM connectors This design is based sny upon parameters shown, and d lot an indrAdual baking componem. not a miss system. Before use, the bubdng designer must verity me adplicabiliy of design perameten and properly incorporate this design imo the overall buildingdesign. Bracing ndWVled Is IDpreventbueldsip ofindnadualmiss webandfr chord membersany Addaxinal temporaryand pemtamra bracingIs Nvays required for stability and to prevent corbpse with possible personal injury and prapedy damage. For general guidance regallop oa fabrication, storage, delivery, ereamn and bracing of bussesand miss systems, No ANSUTPH Quality Cdtails, DSB49 and SCSI Building Component 6904 Parke East Shod. StonyInformationavailablefromTrussPotsInsutias, 218 N. Les Sbset, Suite 312, Alexandra, VA 22314. Tampa, FL 36810 Symbols PLATE LOCATION AND ORIENTATION 4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. O'y18 r For 4 x 2 orientation, locate plates 0- 'old' 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 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings 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. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 1 2 3 TOP CHORDS 61.2 CZ-0 p WEBS °Y 4 u UCL O CL F BOTTOM CHORDS JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352. ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. C 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes 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 aftemetive 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 ANSIrrPI 1. 7. Design assumes trusses will be suitably protected from the environment In accord with ANSVTPI 1. 6. Unless otherwise noted, moisture content of lumber shall not exceed 19% at timeoffabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice Is to camberfor dead load deflection. I I. Plate type, sae, 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 then that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 R. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cotor altertruss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 16. Use of green or treated lumber may pose unacceptable environmental, health or performance nsks. Consull 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 ANSlrrPI 1 Ouality Criteria. 9 A 1 1 1 O 4 TR I BECA 1986 - A / P 1986A 10-0-0 J 19-4-0 _ I _ 9-4-0 N M 0 T. b ALL cb Print to PDF without this message by purchasing novaPDF (http://www.novapdf.com/) 0 CD N M 0 0 v 0 0 0 co Cb 11 28-8-0 DOW i o6o LON Llo p ILE SAF VIA 010, 16-0-0 12-8-0 0 Cb 6 N 1 1 1 2 3 4 5 2 2 2 cfl 1 1 1 3 0 0 0 RECORD COPY City of Sanford Building and Fire Prevention Product Approval Permit # 1-7- a3 l(p Specific7INGorm Project Location Address Zn9y boa Yyjn rs"n cr):) 17-2316 As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding. ogq. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 1: Exterior Doors Swinging Therma - Tru Single Door w/Sidelites FL8871.7 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 & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows 8 Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected Mullions MI Windows 8 Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category/ Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits - Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles! Cambridge FL7006.1 Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shinales 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 Signature Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 4 BQS Home I Log In I User Registration t Hot Topics I Submit Surcharge I Stara & Fads ; Publications I FBC Staff { BCIS Site Map I Links Search tl w Product ApprovaldbpUSER: Public User ProtluR Approval Menu > Product or Application Search > Application List > Application Detail FL # FL8871-117 Application Type Revision Code Version 2014 Application Status Approved Comments Archived E3 Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 nckw@rwbldgconsultants.com Authorized Signature Vivian Wright rlckw@rwbldgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registereq 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 12/31/2018 Validated By Ryan ). King, P.E. r. Validation Checklist - Hardcopy Received Certificate of Independence FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.odf Referenced Standard and Year (of Standard) Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL8871 R7 Eouiv of STANDARDS (a).odf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ii Wak2nHrpk... 9/7/2017 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option D 10/13/2016 12/13/2016 10/21/2016 12/15/2016 FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 lI (al 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 (al EVAL 8871, I.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R7 AE (al EVAL 8871.2.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 'Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelrte (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 "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ) 8871.4 d. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.4.odf specific Model and for any other additional use limitations Created by Independent Third.Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.S.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://,A,ww.floridabuilding.org/Prlprapp_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrpk... 9/7/2017 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations and installation instructions. 8871.6 f. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.6.odf Approved for use outside HVHZ: Yes Venfied By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "3" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) IN 8871.7.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraR" or "ClassicCraR Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.8.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.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 L "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impart" Opaque Fiberglass Double Door with ClassicCraR" or "ClassicCraR Sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.9.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.9.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 rlatlt Nut Contact Us :: 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone, SSO-487.1824 The State of Florida is an A VEEO employer. Coovnoht 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 e-mail address released in response to a public -records request. do not send electronic mall to the entity. Instead, Contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1395. "Pursuant to Section 45S.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an entail address it 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 Nick &JX. Product Approval Accepts: http://NkmAu.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrpk... 9/7/2017 Florida Building Code Online Page 4 of 4 Credit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?pararn=wGEVXQwtDgty3Ij Wak2nFIrpk... 9/7/2017 THERMANTRU 411 THERMA TRU DOORS 1 1 8 INDUSTRIAL DR., EOGERTON. H 4351 i SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE "IMPACT" DOOR w/ "NON -IMPACT" SIDELITES INSWING / OUTSWING GENERAL NOTES This product has been evaluated and Is In compliance with the Sth Edition (201 N( Florida Building Code (FBC) structural requirements Including the "High Velocity Hurricane lone• (HVHz(. 2. Product anchors shag be as listed and spaced as Mown on details. Anchor embedment to base material shag be beyond wag dressing or slucco. 3. When used in Ihe'HVHr the opaque door complies with Section 1626 of the Florida Building Code and does not require an impoct resistant covering. Then"pact sidelite must be protected with an Impact resistant covering complying with Section 1626 of the FBC.• 4. When used In areas outside of the'HVHr requiring wind borne debris protection the opaque door complies with Section 16W.1.2of the F8C and does not require an Impact resistant covering. The door panel meets missile level MD and Includes Wind Zone N as dented in ASTM Et996 and Section IM9.1.2.2of the F8C. The nonNmpocl sidables must be protected with anImpact resistant covering complying with Section I609.1.2 of the F8C. S. For 21 stud framing construction, anchoring of these units shag be the some as that shown for 2x buck masonry construction. 6. Site condition that deviate from the details of this drowing require further engineering anolysis by a licensed engineer or registered architect. 7. OutsvAng configurations using coastal sillitem RN under active doors, and all sills used under the sldefites, meet water Infiltration requirements forHVHr. 8. Inswing configurations and outswing configuratlons using A Item 95 under the door do ratmeet the water Infiltration requirements for the'HVHr and shag be Installed only In non•twbllable areas or at habitable locollons protected by an overhang or canopy such that the angle between the edge of canopy or overhang to slit Is less than 15 degrees. TABLE OF CONTENTS SHEET/ DESCRIPTION 1 Tvalcol elevations, design ressures S eneral notes 2 Door panel details jSmoofh sta 3 Door ponel details (Fiber closdc( N Sidegle panel details 5 Horizontal cross section 6 Vertical crosssecllons 7 Vertical cross sections 8 Buck and from anchoring - 2X buck masonry construction 9 Frame anchoring -1 Xbuck mosonry construction 10 Components d Glazing delolls 11 Bill of Materials 71. 75 MAX.O.A. FRAME WIDTH 37. 7S' MAX. FRAME WIDTH 36. W MAX. PANEL WIDTH m m id a a 6/ t' O O 1' N Z 8 A rI5. STMAUX. I, FRAME WIDTH/// rr 11 Ps 1s $ ii °D i N •; 13. 15' MAX 4 8 rn x i PANEL WIDTH g o z m °c w 9 oam7ioqevmp_ a d o= r7' DOORri1! FE r•r iM.. yt(..RALL DESIGNPRE• DIiNEA1510N PASIIr1kE11f NfkGAil%K INSWING 71. 75" x 98.00" 60.0 60.0 SMOOTH OUTSWING71. 75" X 96.50" 65.0 65.0 STAR INSWING71. 75" x 98.00" 60.0 60.0 FIBER CLASSICOUTSWING 71. 75" x 96.50" 65.0 r-65.0See Sheet 10for designpressure amilaliorn. zz g o z W f444JJJJ!!! m _ o GGGniiia owc. er: OWS as er LFS FL-8871. 7 L or 1 I L DETAIL A -A J DOOR PANEL10Smoolhstar 46 47 41 EXTERIOR INTERIOR 1 HORIZONTAL CROSS SECTION TYP.1 CORNERSG%%%%%/7j/, OF PANEL llLLLLD d I 11HIl llu 12 TOI RAIL 19 LOC mLE 0000000000000000000000 43 1•I 00000000 000000laI'-I-` 00000000I I000000046 000000000000000 000000000 1 0000000 _! 000000000 0 1 00000 M0000000 C HI G LE IS I 00000000 [ 00.0.0 28.86% OPEN 0000000 . 00.000 AREA MAX. 00000000 45 000000000000000 DETAII A -A Ponel reinforcement tDE o 0O, u a EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION owc er: DWS MK Bry LFS awrox sro.: FL-8871.7 i-1L L— DETAIL A -A J 00 ANEL o d0 Hber v,,..H 00000000000000000000000000000000000000000000000000000000000a000000000000000 0000 0 o0000 000000000000000000000000000000000000000000000000000000000000 DETAIL A•A Ponel reinforcement 0 28.86%OPEN AREA MAX. INTERIOR 1 HORIZONTAL CROSS SECTION 3 Ill.I..LL.L.L.LJ p 62 TOP RAIL m 6r LNG STILE Ililli il dS 80TTOM RAII EXTERIOR Ile! SV'.•• Z R o z 111aaaJ 4 p E, z Tor INTERIOR 2 VERTICAL CROSS SECTION 3 w. OWS er: LFS xN0 No.: FL-8871.7 I 3 OF J_1 7• MAX. D.L EXTERIOR INTERIOR 1 HORIZONTAL CON 4 (CIMSICCFO" arustk T MAX. D.L! EXTERIOR INTERIOR 2 HORIZONTAL CROSS SECTION 4 IRW c.,k) MAX. D.L EXTERIOR INTERIOR 3 HORIZONTAL CROSS SECTION j ISmooth $toll ci EXTERIOR INTERIOR EXTERIOR INTERIOR EXTERIOR INTERIOR x o dMRRrzd69a 1 26 73 73 73 srst N.T.S. in mw°. an DWs ° cm ar. LFS ; auwwo w° 4 VERTICAL CROSS SECTION 5 VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION FL_887T 7 c 4 (CIOSSIC uOH a n $IICj 4 ( classic) 4 (Smoolh star) Na .. NOTE: G C N•, ir n SmJ :Y co n Sidelite ass'y fastener, C from pi % 4 • : ', •` ' ' each end and 6 more screws y 8 '''rs sills o o z equally spaced between. N 8screws total per jamb.) a = b 8 LAlZ m ° W 19 INTERIOR 70 .. FG l m 0 A 5 S 6 301 a EXTERIOR SEE M A row NOTE I EMB.IfYP.) 4 HORIZONTAL CROSS SECTION 1 E G 5 Shownw/IXsub-buck I o D B o 3 3 d d d d 7 7 }} m L 0.1s, d S d 5 7 r— nPI d d 7 L L to 9 8 8 9 g; N a •, 8 9 9 8 8 9 70 p8 4aC INTERIOR 70 X0 10 10 0 L INTERIOR r a Irbr IZI u: m h rrr q/O1NQ M 8 EXTERIOR u° SEE M 70 M SEE N 12 12 40 EXTERIOR 40 N M SEE — 05 22 08 r: L ldNOTENOTE114 OTE I sMr N T.S. 9 1-I/4'MIN. C 11 60 60 awc srr DWS m EM9.(ttP.) auc or LFS 3 1 HORIZONTAL CROSS SECTION 2 HORIZONTAL CROSS SECTION 3 HORIZONTAL CROSS SECTION aim pro.: Oulswing shown -inswing S Oulswing shown - Inswing S Outswing shown - Insvdng FL —BB71.7 nalsoapprovedalsoopprovedalsoapproveda sin 5 u 1 a a EXTERIOR -" 71 - INTERIOR 1 VERTICAL CROSS SECTION fi oko=td - Ong EXTERIOR 4 VERTICAL CROSS SECTION IjIrw rg conilgurationseegeneralnotessheet 1 for'HVHr woter Infdhallon requirements INTERIOR EXTERIOR ""7/----' INTERIOR Y VERTICAL CROSS SECTION 6 Shownw/lxwb•bucic EXTERIOR INTERIOR INTERIOR r'% F COS! e i•'•••..*... g`>j a nutP•• OKI i%%;TERno; rrt> E Z U 0 Le 0 31 VERTICAL CROSS SECTION i seetgeennwal noteshconfiguration 1 for liVHr woter InlBlratlon requirements INTERIOR EXTERIOR is sheet 1 we general noses sheet 1 Inl' lirolionlor'HVMr wolerIn@Irotb1 requirements x N.T.S. M DWS e e -. LFS 4 mra Ma a a FL- 8871.7 °a a 6 oi_LL g 7p y 9 8 c =^ NOTE I NOTE 1 EXTERIOR INTERIOR EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION 1 VERTICAL CROSS SECTION 7 Shown w/IX sub•twck 7 Out o gpproved n - Inswingalso NOTE. 1. Screws thru head and sW Iamb located 3. from each end and O.C. (TYP.) line. EXTERIOR INTERIOR EXTERIOR INTERIOR 9 j 4 VERTICAL CROSS SECTION 7 Inswing configuration S VERTICAL CROSS SECTION 7 Inswing configuration r tot C INTERIOR EXTERI "' ' ' zn RSEEsuu i m 3 N uNOTE M w g Em § m 7p z aoILmam44 y• in A IL4 v 3 VERTICAL CROSS SECTION 7 OulswingconfigurollonI c INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION 7 j Outswing configuration M N.T.S. tn: OWS a fro. LFS 4 m FL-8871.7 aa n 7 or 11 G II II II 4 II G II I I TYP. HEAD d l lMASONRYJAMBS OPENING II II II II II II 2X BUCK I MULUON I I uoIISHOWNFORII REFERENCEII I I ONLY I I II II II II II II II II BUCK ANCHORING CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortar joints. 2. Concrete anchor locations noted os'MAX, ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER' dimension ore not exceeded. 3. Concrete anchor table: ANCHOR.Z. ANCHOR::.::::;'MIN.;. MIN.:CLEARANCE, MIN.. CLEARANCE. TYPE SITE EMBEDMENT. TO. MASONRY...; TOADJACENT':: EDGE:. ANCHOR . ITW 4' 1.1/4" 2" 4' TAPCONELCO e 1 4" 1.1/4' 1" 4" ULTRACONI WOOD SCREW INSTA"11ON NOTES: 1. Maintain a minimum 5/8" edge distance. ?*end distance. d l' o.c. spacing of wood screws to prevent the spRHing of wood. h J L T eel• 1 MASON OPENIN FRAI 2X B T jyhi. IE 0. TYP. SILL L TYP ICK I F MULUI R K I R IYP. SILL 7. HINGE JAMB FRAME ANCHORING Masonry 2X buck construction HINGE DETAIL N I 1lilt V ZU ZXID0 a 9o a mnnLO ? W uo VU zCO, U jO W 5 mmYY STRIKE JAMB LATCH R DEADBOLT DETAIL LE N.T.S. e en DWS 8 Mr+ C pro.: a 0 FL-8871.7 c an= oi1 0 r J f` 4 T TYP. HEAD & "T JAMBS IAl L R TYP. F TYP. SILL TYP. K LP. SILL L Lind LJ I HINGEJAMR fRAMf ANCHORING CONCRETE ANCHOR NOTES: Mos= IX buckconstruction 1. Concrete anchor iocallons at the comets may be adjusted to maintain the min. edge distance tomortorjoints. 2. Concrete anchor locations noted as MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortor joints, additional concrete anchors may be required to ensure the 'MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: MASONRY OPENING fRAME IX BUCK THESE (2) ANCHORS REQ'D ONLY WHEN DP > b1lA PSf ANCFIOR.: ANCHOR MIN,.`;.: ; MIN• C[EARANGE NIN..CLEA ANCE TYPE'.. SIZE EMBEDMENT TO'MASONRN : TO ADJACENT EDGE ...,;:.:: ANCHOR: ITW to Tj4.. T T 4, 4" TAPCON I• WOOD SCREW INSTALLATION NOTESWOODSCREWINSTALLATIONNOTES• Molntah a minimum Wedge distance. I"and distance, tt I' o.c. spacing of wood screws to prevent the splitting of wood. STRIKE JAMR in N Z14 i0 oa LATCH A DEADROLTDETAIL HINGE DETAIL yy all% N •: V 8Lzmguokz { 9 u m 0. 6 eozgE83a U m q X 3U iQI er: DWS a tn: LFS 3 nwo gym.: FT.-8871.7 c 7 9 OF N t7 INNER - N 447" T k L THRES OlD O lm coostat r ig 1 2 FS D hSWhg Odfllitobb 5.75 R rs n ESN LD Oulswhp standard 2D 1 SWI SIDESpocaG 1/TGLASS——{ 3/4"THK. BITE . I I F— GLASS 1 /8' TEMP. AIR SPACE 1 /8' TEMP. SWIGGLE GLAZING 24 SPACER G G DETAIL1Z3/Phs i l.d 9oss 7/16• GLASS BITE 5.87' S RES O D hivNp seUadJusl SAY 6 ESNOLD hsv3rp MAX. DESIGN PRESSURE _ +/- 50 PSF 2.11• ci 1 INSWI IDE Spocer GY G ZI G I Phsubted Alms 1"THK. GLASS 1 /8" TEMP. AIR SPACE 1 /8• TEMP. WIGGLEGLAZING SPACER I'll N n II' I P n o UH•• o yU[ • Z c 7 d 4 m4uo E Kcz° N O B -PE D IDb 7/16" GLASS BITE 1 /2"THK. GLASS I , 1 /8"TEMP. AIR SPACE 1/9 ' 8" TEMP. 25• STEEL 24 INTERCEPT SPACER GiaZING QUALGS1/rhwbledglms..... c N.T.S. Br. DWS or. LFS mic r+a: FL-8871.7 i 10o j,j BILL Of MATERIALS REM DESCRIPTION MATERIAL REM DESCRIPTION MATERIAL A 1X BUCK SG >= 0.55 WOOD 40 SMOOTH STAR DOOR •SEE DOOR PANEL DETAIL SHEET FOR DETAILS Florida Building Code Online Page 1 of 3 FUR= Up ItEI DOS Rome I lop In User RepiSOation Hot TOPICS Submit Surcharge Starts 6 Facts ; Publications FaC Start ! SCIS Site Map Unks Search bMpr Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > 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 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered.Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Unch, PE C Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R3 COI FLCOI.odf Standard AAMA/WDMA/CSA 101/1.S.2/A440 Method 1 Option 0 Year 2008 http://www. floridabuilding. org/prlpi_app_dtl.aspx?paratn=wGEVXQwtDgtH85 72gvdWldk... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/2015 Date Validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Date Revised 08/11/2017 Summary of Products FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R3 II 08-00500D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 51D807C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 11 08-00498D.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 FLIS332 R3 AE 510805C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R3 11 08-02248B.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 512968B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R3 11 08-02249B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 512969B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96' REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R3 11 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 FLIS332 R3 AE 512970B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLi5332 R3 11 08-D0499D.r)df Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510806C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R3 11 08-00501D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports http://www.floridabuilding.org/prlpr_app_dtl. aspx?param=A,GEVXQwtDgtH 8572gvdWldk... 9/7/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"z80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 it 08-00502D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510809C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"z96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00503D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510810C.odf PRESSURE RATINGS Created by Independent Third Party: Yes Back IV© Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone: SSO-487-1924 The State of Florida is an AA/EEO employer CaovnaM 2007.2013 State et Flenda..: Privacy Statement :: AggtjgbWbL5M&C= : Under Florida taw, email addresses are public records. Ifyou do not want your e-mail address released in response to a pudic -records request. do not send electronic mail to this empty. Instead, Contact the office by phone or by traditional man. 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 Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick hM. Product Approval Accepts: 0 Gm Credh Card Safe http://vvww. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd)h7ldk... 9/7/2017 NOTES: 1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK 15 NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 6 UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. B. SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 DO NOT REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE # 10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13 ALL FASTENERS TO BE CORROSION RESISTANT. 14.INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90. GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 5063—T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX I TABLE OF CONTENTS SHEET NO DESCRIPTION 1 NOTES 2 — 3 ELEVATIONS 4 — 10 INSTALLATION DETAILS REVISIONS DESERNRON DALE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L REVISED INSTALLATION DETAILS 08/03/15 R.L. SIGNED: 10/23/2015 MI WINDOWS AND DOORS LLC1900LAKESIDE FLOWER MOUND. TXRKWAY75028 EN`S•/y9dii 0y 5 = SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" R 96" NOTES O SEoTAT OF AQIORIOri• DRAWN: oWC NO. REV 08—SU2,249 B i itS.iO A11 0` swa a1ENTS 10/30/13 1 OF 10 i FI HI 6" MAX - 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART N3 FOR NUMBER OF LOCATIONS REOUIREO r-r 170 " MAX C. 6" MAX 17" MAX O.C. 16" IAX AME IGHT 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t35.0PSF NONE SEE CHARTS / I AND 12 FOR OTHER UNITS RATINGS REVISIONS ' REV OESCRIP"ON OA1E APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.I. 8 REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART RI WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE9SHEET I Design pressure chart (pso Frame Single Panel and Total Frame V6dlh (in) Height In) 30.0 60.00 26.0 72.00 42.0 84.00 48.0 96.00 Poa Nee Pas Nap Poo Nap 84.0 40 0 58 4 40.0 45.7 40.0 42.0 88.0 40.0 55.2 E40.O45 40.0 43 0 39.4 39.4 92.0 40.0 52.4 40.0 40.6 37.1 37. 96.0 40 0 49 8 38.4 38.4 35.0 35.0 CHART02 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I Design pressure chart (psQ Frame Seigle Panel and Total Frame Vddlh (In) Height In) 30.0 36.0 42.0 48.0 60.00 72.00 84.00 96.00 Pas Neg Poo Reg Pas Neg Pas Neg 84.0r52.4 4 58.4 50.9 50.9 45 7 45.7 42.0 42.0 88.0 2 55.2 48.0 48.0 43.0 43.0 394 39.4 92.0 52.4 45.4 45.4 40.6 40.8 37.1 37.186.0.8 49.8 43.1 43.1 38.4 38.4 35.0 35.0 Number or anchor locations required Frame Single Panel and Total Frame Vddth (in) Height In) 30.0 60.0 36.0 72.0 1 42.0 84.0 48.0 96.0 H6S I Jamb HAS Jamb HAS Jamb HAS Jamb 84.0 4 6 5 6 6 6 8 6 88.0 4 6 5 6 6 6 8 6 92.0 4 6 5 6 6 6 6 8 96.0 1 4 6 5 6 6 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 420 SCD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAWN: IRrC NO REV V.L. 08-02249 8 w"E NTS I D"'E 10/30/13 ISNW2 OF 10 SIGNED: 1012312015 GI-NS S*` 20 , AATOF ,mow It- s'V•'clOR10; • \ i40NA11'caG` c fr FR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD do JAMBS SEE CHART s4 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX — {-- L 17" MAX0C. I 6" MAX 17" MAX O.C. 6" T 4X LME GMT 6" MAX 6" MAX 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART A4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACT RATING REQUIRED t35.0PSF NONE SEE CHARTS #1 AND 42 SHEET2 FOROTHER UNITS RATINGS REVISIONS DESCRIPIION DAIS APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS I Ga/03/I5 IRL CHART 44 Number o/ anchor face glans required Singe Panel and Total Unit V4dth (in) Frame Height ti) 30.0 60.0 36.0 72.0 42.0 64.0 46.0 96.0 H65 I Jamb H&S Jamb H&S Jamb H&S Jamb 04.0 4 6 5 6 6 6 6 6 66.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 1 6 6 1 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION DRAWN. DWG NO R V.L. 08-02249 SME NTS JDATE 10/30/13 SNEE'3 OF 10 SIGNED: 1012312015 1/2- MIN. EDGE DISTANCE 1 3/8' MIN W000 FRAMING EMBEQMENT OR 2X BUCK I BY OTHERS 1/4- MAX. SHIM 10 WOOD SPACE SCREW 010 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II 11INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. ENT AIN. cuuc uUTANCE 1 3/8' MIN. EMBEDMENT T- 1/2- MIN EDGE DISTANCE p10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS RLV1SKM DESCRWWN arc Avvgwco ADDED FLANGE AND FIN INSTALLATION 12/10/13 RL. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 /4' MAX. F SHIM SPACE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORSLLC 11R 11Lp i LAKESIDE PARKWAY FLOWER MOUND, TX 75028 v,•GENs 4s% NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 96" z 96" FRAME INSTALLATION DETAILS TAT OF-';w z: AND JOINT SEALANT BY DRAWOWD NO REv 50 , ioieFS.R PINACCORDANCEWITHASTME2EZSTOBEOESIGNEOTER08249a44014AL1SsNTS °ATE 10 30 13 sOE um0E 10 S`_ METAL STRUCTURE BY OTHERS 3/4" MIN. I EDGE DISTANCE 1/a" MAX. r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR II II II II INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: I INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 I2 T- 3/4 MIN. EDGE DISTANCE I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS REV GESCR N DATE I MRUWP A ADDED FLANGE AND FIN INSTALLATION 12/1D/13 R.L. B REVISED INSTALLATION DETAILS 00/03/15 R.L. 1/4" MAX SHIM SPACE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 7502E SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATION DETAILS DRAWN: ONC NO. REv V.L. 05-02249 B Scu>: NTS pi11E 10/30/13 5"E115 OF 10 SIGNED: 1012312015 2 1/2" MIN. EDGE DISTANCE a 1 1/4" MIN. e• EMBEDMENT CONCRETE/ MASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I 3/16" TAPCON 3/ 16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR II II II II INTERIOR SILL TO SET IN A BED OF APPROVEDESEALANT 7 1 1/4" MIN. a•' EMBEDMENT 1•• REVISIONS ' DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 1/4" MIN. EMBEDMENT 1/4" MAX 2 1/2" v SHIM SPACE MIN I EDGE DISTANCE a 3/16" TAPCON CONCRETE/MASONRY v BY OTHERS Via.. OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR X EXTERIOR JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES. I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS l0 BE DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/2" MIN. EDGE DISTANCE SIGNED: 1012312015 VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLCCONCRETEMASONRYINSTALLATION 1900 LAKESIDE PARKWAY 111111I/II7j/ R. Lpy4 LOWER MOUND. TX 75028 g v •\GENs-% SERIES 420 SGO REINFORCED WITHOUT ADAPTER 0 6 * 96" x 9IOFRAMEINSTALLATION DETAILS is E a ; p TAT Of wz DRAWN. owc NO. REv i'Tt.S'clOR10* G\ 08 B VALE Sl illAilt?\\\` NTS DATE 10 30 13 5NELT690f 10 1/2" MIN. r EDGE DISTANCE WOOD FRAMING I 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. SHIM SPACE 10 WOOD SCREWS EXTERIOR U_jj U-U INTERIOR f0 BE SET IN OF VED SEALANT 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS MIN. IAENT LVUL Ug1ANUL VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 REVISIONS DESCRIPTION MTE APPNOV[0 ADDED FLANGE AND FIN INSTALLATION 12/10/13 RL REVISED INSTALLATION DETAILS OB/03/15 RL. 1 3/8" MIN. 1/4" MAX. EMBEDMENT I SHIM SPACE INTERIOR 1/2" MIN 13EDGEDISTANCE ILJI N 1 SCREWS WOOD-11 A lllll1L-JM==:Alll EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK WOOD FRAMING OR2X BUCK INSTALLATION BY OTHERS MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" z 96" FLANGE INSTALLATION DETAILS ORAWN: 0WG NO. R V.L. 08-02249 uwuE NTS ID"E 10/30/13 5-E77 OF 10 SIGNED: 1012312015 3/4' MIN. EDGE DISTANCE r METAL 1/4- MAX STRUCTURE SHIM SPACE BY OTHERS f 10 SMS OR SELF DRILLING SCREW EXTERIOR LL U LLIJ INTERIOR L TO BE SET IN BED OF PROVED SEALANT 10 SMS OR SELF DRILLING SCREW I METAL STRUCTURE BY OTHERS 3/4' MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 ROASIONS OESCRIPTION OAIE I ".WA; ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 1 R.L. REVISED INSTALLATION DETAILS 1 08/03/ 1S IRL 1 /4' MAX. SHIM SPACE 3/4' MIN. INTERIOR EDGE DISTANCE 10 SMS OR f aSELFDRILLING SCREWS METAL STRUCTURE III BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC rr 1900 LAKESIDE PARKWAY 1111111IIr iJxSR• L041 ZZ 9 i FLOWER MOUND, TX 75028 v,•GENs o 6 *= SERIES 420 SGD REINFORCED WITHOUT ADAPTER 9T L 96" FLANGE INSTALLATION DETAILS E tvp , TAT OF nF•'c OR10P• OPAWN. Oft NO. RLv 08-02Y49 uuE NTS as 10 30 13 8 OF 10 RENSIDNS ' 2 1/2" MIN. REV DESCRTPMN DATE APPROVED EDGE DISTANCE A ADDED MANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 05/03/15 R.L. 1 1/4" MIN. e, n• ', EMBEDMENT 1 1/4" MIN CONCRETE/ EMBEDMENTMASONRY1/4- MAXBYOTHERSSHIMSPACE t/a- MAX. TIONALBUCK1 I r SHIM SPACEEPERLY21 /2" a INTERIORPROTOMIN. SECURED EDGESEENOTE3 SHEET 1 DISTANCE F3/15- TAPCON n F- 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR LLU ILJ INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT T • • y 1 1/4" MIN. n EMBEDMENT VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE 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. Z PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM EZI IZ SIGNED: 1012312015 MI WINDOWSD DOORS C LAKESIDE PARKWAY vFLOWERMOUND, TX 75028 GENS.9 i D 61 = SERIES 420 SOD REINFORCED WITHOUT ADAPTER 9x 96" FLANGE INSTALLATION ALLATIONDETAILS e A = D • 1'ATOF O'^ F•'O[pR 0;• DRAWN. m NO. REV 08 a WALE °' TE S"T99 NTS1030130F10 WOOD FRAMING BY OTHERS 1 1/4- MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN 8 WOOD SCREW APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 1/4• MAX I SHIM SPACE 7/16" MIN EDGE DISTANCE ,IAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE 7/16- MIN EDGE DISTANCE INTERIOR EXTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2XBUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4.9 IAITFAIn= TRIM RMSIONS ' RN DESCRIPTION OATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 5/8' MIN. EDGE GIST. - a TRIM ' 1 1/4' MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS IX BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED n 3/I6 EXTERIOR - PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRY)CONCRETE 1/2• MIN. EDGE DISTANCE METAL STRUCTURE 3/4' MIN. BY OTHERS r EDGE DISTANCE TRIM 1 3/8• MIN. EMBEDMENT INTERIOR HOOK STRIP HOOK STRIP W000 10 SELF DRILLING SCR SSCREW ! SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKANOOD FRAMING METAL STRUCTURE SIGNED: 1012312015 MI WINDOWSOOLAKESIDO PARKWAY LLC ```\\\51tR to41 FLOWER MOUND, TX 75028 •GEN6:4,p SERIES 420 SGD REINFORCED WITHOUT ADAPTER >4 a 6 • *= NOTES: x 96" J' . = flf 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS.96" ='O NOT SHOWN FOR CLARITY. NAILfIN & HOOK INSTALLATION DETAILS p • AT OF 2. PERIMETER AND JOINT SEALANT BYO THERS TO BE pp„ per, 1q, aM j0'°F • [ ORtC: • DESIGNED IN ACCORDANCE WITHASTME2012 sV.Li. wTE 0850E2E249 B X//SS ONAit aO`\ NTS 10/30/13 10 OF 10 Florida Building Code Online Page 1 of 6 uf; geqU 0Qi BCIS Home I Log In I User Registrabon j Hot Topic Submit Surcharge Stars 8 Facts Publications ; FBC soft BUS Site Map I links Search I rilia r P ER:Pub Approval a USER: Public User Product Approval Menu > ProduR or Application Search > Application Lit > ApplioUon Detail FL # FL15279-R4 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived n 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 sham ilton@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 Ji Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL35279 R4 Eouiv 20150319 - FBC - DASMA 108 eouiv.odf FL15279 R4 Eouiv 20150319 - FBC - DASMA 115 eouiv.odf Product Approval Method Method 1 Option A http://www.floridabuilding-org/pr/pr app_dtl.aspx?param=wGEVXQwtDgv")yVVKJZIQR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted 03/19/2015 Date Validated 06/12/2015 Date Pending FBC Approval Date Approved 06/21/2015 Date Revised 08/10/2017 Summary of Products Go to Page Q 8 FL * Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.2 002 W3-09 DSIE-1A471: GD1SP, GR1SP, GD1LP, GRiLP, AR1SP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 0 0 Page l/8d 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.odf FL15279 R4 C CAC W3 Listing Intertek.adf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101655-Revl2.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W3 Listing intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103952-RevOl.odf Verified By: Intertek 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 9W wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door18131,8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.4 004 W3-16 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (97" to 16'0" wide) WINDCODEO W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.odf FL15279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101820-Revl3.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspa?param=wGEVXQwtDgv;yVVKJZ 1 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: GDISP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GR1LP, ARISP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) ARILP, EDISP, ED1LP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODE® W3 Garage 6132, SFC38, MFC38 I Door Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.6 006 W3-16 DSIU-IA171:9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131,8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.7 007 W3-16 PAN-21`153: 73,1500, 75, 190, 84A, 94, 42, 48, 55, 42B, 148B,SSS,4RST,6RST,4RSF,6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). 15279.8 008 W4-09 DSIE-1F171: 4300, 4301, 4310, 4400, 4401, HOG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201,6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FLi5279 R4 C CAC Letter with proof of contract and proof of inspection.odF FLi5279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLi5279 R4 11 104028-RevOl.odf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FLi5279 R4 C CAC W3 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLi5279 R4 11 104168-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FLi5279 R4 C CAC Letter with proof of contract and proof of inspection.odf FLi5279 R4 C CAC W3 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLi5279 R4 II 101308-Revl2:pdf Verified By:'Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLi5279 R4 C CAC Letter with proof of contract and proof of inspection.0 FL15279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLi5279 R4 II 101652-B-Revll.odf 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 FLi5279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.pdf Impact Resistant: No FLi5279 R4 C CAC W4 Listino Intertek.pdf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ1 QR... 9/7/2017 Florida Building Code Online Page 4 of 6 Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 05/21/2028 Installation Instructions FLIS279 R4 11 103969-B-Rev02.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSIU-1F171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 8201, 8203 Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 Ustina Intertek.adf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 104183-RevOl.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.11 O11 W4-09 DSIUO-1K479: Canyon Ridge/Brookstone Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A 515279 R4 C CAC W4 Listina Intertek.odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 11 104456-RevOl.adf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN-2F151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODEO W4 Garage Door 428, 48B, 555, 4RST, 6RST, 4RSF, 6RSF, 2RST, GOSS, GDSSV, GRSS, GRSSV, ARSS, ARSSV, EDSS, EDSSV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4, C CAC Letter with proof of contract and proof of mspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FLIS279 R4 C CAC W4 Listino Intertek.odf 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 FLIS279 R4 II 300159-B-Revl6.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.13 013 W4-09 PAN-2F441: G4S, GS4, Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single- G4L, GL4, GD4S, GD4L, GR4S, Car (up to 9'0" wide) WINDCODE® W4 Garage Door GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, EO4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odf FLIS279 R4 C CAC W4 Listina lntertek.odf Approved for use outside HVHZ: Yes Impact Resistant: No 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 103486-8-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=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-2F449: Grand Harbor, Stone Manor Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). 15279.15 015 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. Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinsoection.pdf FL15279 R4 C CAC W4 Listino intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-Rev06.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.pdf FL15279 R4 C CAC W4 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101481-B-Revl3.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.16 016 W4-16 DSIE-IF471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double- Car (9'2" up to 16'0" wide) WiNDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLI5279 R4 C CAC Letter with proof of contract and proof of inspection.odFApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listino Intertek.odf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the budding code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 II 104029-B-Rev03.pdf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.17 017 W4-16 DSIEO-IF479: 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-1F171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 18201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 279a. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 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 inspection.pdf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104169-Rev01.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.tloridabuilding.org/pr/pr_app_dtl.aspx?param=vGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the impact resistant requirement for windbome Evaluation Reports debris regions (ref 1609.1.4 FBC). I Created by Independent Third Party: 15279.19 019 W4-16 DSIUO-1K479: Canyon Ridge/Brookstone Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (9'2" to . 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FLIS279 R4 C CAC W4 Listina Intertek.odf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 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 windbome Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (97" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE® W4 Garage Door 411ST, 6RST, 4RSF, 6RSF, GOSS, GD5SV, GR5S, GR5SV, ARSS, ARSSV, ED5S, EDSSV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.odf Impact Resistant: No FLIS279 R4 C CAC W4 Listina Intertek.Ddf Design Pressure: +24 PSF/-24.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 11 101711-B-RevlS.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 G 10 a Page 1 / 8 Back Next Contact Us .: 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone: 850-487.1624 The State of Florida is an AA/EEO employer. copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under FlorWa law, email addresses are public records. It you do not want your e-mall address released in response to a publK-records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. "Pursuant to Section 455.2750), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455. F.S. must provide the Oepartment with an email address If they have one. The !mails provided may be used foroffidal communication with the licensee. However emailaddresses are publicrecord. If you do not wishto 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 dKk b=. Product Approval Accepts: Credit -Card Safe http://wwm,.floridabuilding.org/prlpr_app_dtimpx?param=A,GEVXQwtDgv3yVVKJZ1 QR... 9/7/2017 mmN= AlmaBj a Bi': MF s>• LAZ113' A 0 01111110 0111 1110 0 111 1114 0 no t,:sa' rAs ar SHEET 1 OF 2 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS. MAIL STANDARD SIZE 0 42-1/2.00% IMPACT RESISTANT GLAZING IS 21-6/e•.,4-1/e•. k M11111% \A A ` anon WNW mu toga romm l aw. am vm - tr-' nAmr Poll NVZP- n DOW VlMVWa 1W11><' iD e W1aaf rtwsm+.rn a A&M At+tam urn' aRur roanroan e u eam 1MQ 11Ti SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. RL / as4ae. .rP'LommEat x7a7; Eut7Tvn+ e 1' e r m SNIP LAP JOINTS. - I/ DENSITY POLYSTYRENE FOAM INSIAXION 1-e/ 1e• THICK WITH VINYL MWRCELL SAME7R (INSULATED MODELS ONLY) 25 CA MIN. CALV. STEEL SKIN WITH A BAKED -ON PRIMER. AND A BAILED -ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF 57M SKIN. 110 OOe1 ema OR aka sw ®11a10 N "a MLa.a w M VID W3w I®eao A e(aa wam. name COXam 110) a00b am mmusi tYO'amRAZOL oo upamAY/a000VIRYQ.I1Mi 40owa1. Ili ISOIA W rIbmwWwas-e WI alauooa n A awso 1twNtara aarroct eMi1s m m mg cm wca wca we we a 1rAR Aa1 1m11 s v v o s 4F SECIIDN A - A (SIDE NE1YL 3• TALL U-BAR 20 Gl LALV. STEEL MIN. YOLD STRENGTH; 50 R51 2• THICK r 3• r T 12 OA. GALV. STEEL TOP BRACKET ATFACHED IT/(4) ArrACKED GA. UAW. ROLLER HINGEH HINGE FASTENEDTOENDESHRH ( 4) fla.S/e• ET METAL SCREWS AND (4)•.3/4• SELF TAPPING EWS. SEE VIEW V. 3• TALL 20 GAL OIALV. STEEL U-BARS ONA 2-1-2-1 PATTERN (LE. TWO U-BARS ON BOTTOM SECTION. ONE U-EAR ON NEXT SECRON. ETC.). EACH U-BAR ATTACHED PER E) 1/ / N. SFli TAPPMO SCREYYS SiVI.IEIXTAG110ElOElOM EIVACKET. WITH (2) / 14.5/e• SHEET METAL SCREWS. Clopa MPC: PAN-2FI53 Y MTV 1/3/97 alga MIKE BLVD. ° Tng Products N.I* C S13) 70-G[iQn CmaWv QWP-hAl N/bw MWW DESIGN LOADS: +24.0 PST k -24.e PSTI TEST NK: +3e.0PSF ! -37.0 PSF wYso I AMR. 11171 tam I B'O'W . 16.0•H CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, IOV +24/- 24.5 PSF a tuloon von 101711 IBC cwlnln mw PAMM rmn IfmCLt D GA 193 G M 1CJimr t n mn wary cwfafa Iola rm vav w m Ncsrt • ar Lwet Lw fame a u anm MA1-1 m a90 Amfem Lb faiq rr a aafamfa PN1 an'iA Imar'ae IWaI LaNOLIfmwA. N Lwm a rn LOIY a L Ola'w ANDrr fall a mnm L:A1f rA Iel faom4 aL1 1CIOm aM aDK YOD6 an 1/4•r1• iwaal 112MVIS a aorauem mL ra fan0a r almaL0-f0 f1oD0. 1• OLD4Asms 1m1 ar0a6 w m rR st mf11,11m alr IIR maO tO=0A f tool IAIMaO afr11Q. NaaaNOL IMfO a Itl1 IR6 t m f M1ft Rifil7f,111 m wa/a Ave OaaOfmO6 rotas er rrs w med 1R! IWaO R OOa faa7ltA fm am fA Ia[ LMa%m M IfL OILY. <tm [la fad D O\ ONII. on wm dAta IMPACT RESISTANT ASSEMBLY DETAILS( DRAWING 10 171 1-A SECTION R- R (IMPACT -RESISTANT GLAZING OPTION( a1°tt" 0101R. amrml mr'i'0as41001) q reRNm nova 11• M 0,M. fort"wn AA" rarllNne mo nemm n Ore 11a tIA R . L/r ,IM NOa row aaaa POW A4aISTANDARD ASSEMBLY DETAILS ORAWINO 10171 1-B SECTION R- R (NON -IMPACT RESISTANT GLAZING OPTION! mom Tana am av amm a aII1101 allrwZ mm 1 wr mart mm a aveasl rwA @saw. auno II Um Aly/4• IM MGO sMe. n1t1rL tot ao a 1 wawA: LRD AVIf/AS. ar11aNL ACaACaAOto "Atom" area am L"mf CP llam Lrran r149aa AIDaA1wQ an ea/m plat om waaatl fewlm a com LN4fa am no =nm rnn M Vm Lea Idiom m or M (IOW aa OfA am anNt1leafwnwK I 1maO101f TOOL ffelora Ames oar. coda 1s ra jma SHEET 2 OF 2 nnl-oK ya51= u1a fanr -q l n a aw. Iw. and rm fa/aar. r• In a ' gal l wa0 a famtown Is" a9m Iwo r Nlm tv. swin n1a 1m107j, toa &a. SimnisawaeR1am 10MSOLDwm (4) elalaK .Isarl4" i/4• lW tooffa miea (° W : TRICK CONFIGURATION ADMTHEDOOR aPDMO a 1/ DOES NOT AFFWf THE TRND LOAD M10LG OF INB DOOR. e L 1Nar nra al nmSamanWILLwalnaNMIIOa1m a/r N'uoOaIIA /Q YIaIatr11 f rDLLOAIYNIWI0® 1 QI M O/rONfO sINIK11 a000f WNL t< M Imra®111' O M /IO/6aaK Q/ R®O /011 M VOO aMUM FT GRACM If s< low. s m (ILO 1Mam. wm MUM& m Twit fRalalre Ala NAOOON&UMOMawmrlLa01AaaoMMIAOIQImaMawls1 .1-O/r us swam fa6r1 EEO l 4 t• I nmQnmM> lm• am 1/ r tf eAa111. an mm terser. NI W" 11MM rO OR. mm PORK m om ama ova rvaal° 10 w l WarmaLwa— Clopay MPC:-2` alnm 1 3 27 r°°'L/a e./N we"1sT°° mn PBulldingProducts wsoN IE u - I'll Off. JAC P.0 fLW2, Company (013) ,o-+Soo 03 PL 01a13 Co— Al arrla Mww ri iNat Rf 6! & WL a to= lINmfweanra?nmOalfLr OW ON WAR OD. O1al / II DESM LOADS: +24.0 PSF ! -24.0 PSF TEST LOADS: +3E.0 PSF & -37.0 PW etas 'sal t® 4 1 s•o•w N 1 D• o-, CLASSIC AND CH RP STEEL PAN B I—• w """'" 101711 I IBC Florida Building Code Online Page 1 of 3 ausine- ss:& Rrofe jonala / • BCIS Home I Log In I User Regatraoon i Hot Topic Submd Surcharge Scats 6 Facts Publiaoons FSC Stall BCIS Srte Map Links Search rida ra Product Approval USER: Public userd Product Approval Menu > Product or ADDI'rcatbn Search > Apolrcation LiSt > Application Detail FL # FL17499-RI Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email 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 I* MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Unch, PE Ei Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 07/19/2016 08/05/2016 OB/OS/2016 Year 2006 200E http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=,",GEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 119 Summary of Products FL # IModel, Number or Name Description 17499.1 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 21.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Design Pressure: +55/-55 FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 3),odf Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 2).odfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 5).odf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R1 11 08-02544A.odf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.pdf 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(133621E1725.01-109-47-RO 185 SH(FLG waiver)5-SIG 1-8A 52 1-SX84 R60(1009181.odfApprovedforuseoutsideHVHZ: Yes FL17499 Rl C CAC MI Windows - 185 SH (Fin) (10).odfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).adfDesignPressure. +60/-60 FL17499 Rl C CAC MI Windows - 185 SH (Flange) (9).DdfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 111 11 08-02546A.odf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A,odf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact 4 1. ndfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Imoact (5) Done.odfDesignPressure: +55/-55 Other: R-PG5S`, Missile Level D. Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 3).DdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 4).odf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02545A.ndf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 RI AE 513321A.odf Created by Independent Third Party: Yes 17499.4 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RI C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 RI C CAC MI Windows - 185 SH (Fin) (11).pdf FL17499 Rl C CAC MI Windows - 185 SH (Fin) (12).DdfDesignPressure: +60/-60 FL17499 R1 C CAC Ml Windows - 185 SH (Flange) Other: R-PG60 10).adf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 II 08-02549A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513327A.pdf Created by Independent Third Party: Yes 17499.5 1 185 SH 136x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://wvwv. floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +60/-60 Other: R-PG601 Certification Agency Certificate FL17499 RI C CAC APC(133631F1729.01-109-47-RO 185 SH (FLG walver).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (13).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (14).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Flanoel 1 . df Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 11 08-02550A.Ddf Verified By: Luis R Lomas PE-62514' Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.Ddf Created by Independent Third Party: Yes 17499.6 185 Triple SH 111x72 Fin Frame IG/SG Single Hung 110x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin) Approved for use outside HVHZ: Yes 3).Ddf Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Finl 41.DdfDesignPressure: +50/-50 Other: R-PG50' FL17499 R1 C CAC MI Windows - 185 SH Triple (Flanoel 3).odf FL17499 R1 C CAC MI Windows - 18S SH Triole (Flange) 4).odf Quality Assurance Contract Expiration.Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02548A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 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 111 C CAC MI Windows - 185 SH Twin (Fin) 31.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 RI C CAC MI Windows - 185 SH Twin (Finl Design Pressure: +45/-45 41.Ddf Other: R-PG45 FL17499 RI C CAC MI Windows - 185 SH Twin (Flanoe) 3).odf FL17499 R1 C CAC MI Window_ s - 185 SH Twin (Flanoel 4 1. Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02547A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513323A.odf Created by Independent Third Party: Yes Betlt Nert Contact lls :: 2601 Blair Srone RoaA_ Tallahassee FL 32399 Phone: BSO.487-1824 The State of Florida is an AAfE-EO employer. Copyright 2007-2013 State of Flonda. •: Privacy Statement :: Acttsslblllry Statement :- Refund Statement Under Flonda law, email addresses are pudic records. If you do not want your e-mall address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. It you have any quesbons, 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 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 are a licensee under Chapter 455, F.S., please cLtic here . Product Approval Accepts: ram.• ® 10-57 ~ M Credit. Card Sate http://v%-A,v.floridabuilding.org/pr/pr app_dtl.aspx?pararn=wGEVXQwtDgtCUGgvjQiz6BP... 9/7/2017 m NCII ES - I. rHE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENIS OF IHE FLORIDA HUILUINC CODE 114CLUDING IHE HVNZ. 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 ARCHNECI OR ENGINEER OF RECORD 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WI IERE SHIM OR RUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED 114R000II III[ rRAMC IN ACCORDANCE Willi MAHUFACrURCR'S PUULISIIEU INSTALLATION INSTRUCTIONS, ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MAIERIAL. 5. WHERE WOOD UUCK THICKNESS IS 1-1/2" OR GREAIER. UUCK SIIALL BE SECURELY FASICNEO 10 MASONRY. CONCRETE OR OTIICR STRUCTUPAL SUBSTRATE. WINDOW UNITS MAY RE ANCHORED THROUGH FRAME TO SECURED W%)n BUCK IN ACCORDANCE WITH MANUFACrURER'S PL18LISHEO IN:"rALLAl10N INSIRUCIIONS 6. WHERE 1r, DUCK. IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARAICU WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE P,ESPONSIRILITY OF RIC ARCI.111ECr OR ENGINEER or RECORD. 7 RUCKS SHALL EXTEND 017YONO WINDOW INTERIOR FACE. SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. Fort FIN INSTALLATION SHIM AS NEEDED. FOR rPAME INSTALLATION SHIM AS REOUIRED AT EACII ANCHOR LOCATION WITIJ LOAD DEARING SHIM. SIIIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE S141M STACK TO BC 1/4", 9. SHIMS SHALL BE I.r)CATED, APPLIED AND MADE FROM MATERIALS ANC: THICKNESS CAPABLE Or SUSTAINING APPLICABLE LOADS. 10. WINO LOAD DUCv1TION FACTOR Cd-1.6 WAS USED FOR WIwD ANCHOR CALCULATIONS 11. FRAME MATERIAL- EXTRUDED RIGID PVC 12. U141TS MUST BE GLAZED PER ASIM E1300-04/09. SEE SIIEEI 14 FOR GLASS DETAILS. 13 APPROVED IMPACT PROTECTIVE SYSTEM IS NQl P,EOUIRCO FOR ImS PRODUCT IN WIN() BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INro WOOD FRAMING OR 2X BUCK USE #8 1w)0U SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1 /4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DCIAILS I TABLE OF CONTENTS RFVISIMA I REV I OESCWTION I MIE I P.RavEn A I REVISED ANCHOR SPACING k CHARTS 107/11;*2016I R.L. ' 15. T-OR AIJCI IORING TIIROUCI-I FRAME INTO WOOD 1'RAMING OR 2X BUCK USE k 10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBaITiATC. LOCATE ANCIIORS AS SHOWN IN CLCVAITONS AND INSTALLAIION UL"IAILS. 16. FOR ANCHORING IIIROUCII FRAME INTO IAASONRY/CONCRETC USE 3/16" rAPCQNS WITH SUFFICIENT LCNGTII TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE LOCATE ANCIIORS AS SHOWN IN ELEVATIONS ANO INSTALLATION UCIAILS. 17. FOR ANCUORI.IG TIIROUGI I FRAME INTO METAL STRUCTURE USE if 10 SMS OP. SELF DRILLING SCREWS WITII SUFFICIENT LENGTH TO ACIIIEVC 3 TIIREAOS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCAIE ANCHOP.S AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS, 18. AI_I_ FASTENERS TO BE CORROSION RCSIST.ANI. 19 IIISIALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUI'ACIURER'S INSIALUrION INSIRUCIIONS AND A14CHORS SIIALL N01 UE USEII IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED RELOW: A. WOOL', MINIMUM SPECIFIC GRAVITY OF G=0.,12 H. CONCREIE: MINIMUM COM11RESSNF SIRENGIH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED ULOCK PER ASIM C90 WITH I'm=2.000PSI MINIMUM 0 METAL STRUCTURE: STEEL 18CA. (.048') Fl=33KSI/FU-52KSI OR ALUMINUM 6063-TS FU=30KS1 .048" THICK MINIMUM SHEET HD.1 DESCRIPTION I1NOrCS 2 - 4 I CLEvAr ONS 5 - 13 JINSTALLATION DETAILS 14 1COMPONENTS SIGNED: 0711212016 MI WINDOWSARKETAND DOORS ft I1Lo lll GRATZ, PA 17030-0370 I ter •GENSF:9p 1e• 01 6 •• * = SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT q` NOTES A: 'ATE OF • $Q vmvm CUM W. 08 A pNAL1E` 5022546curnAcNTS12/09/14 1 OF 14 84" MAX FRAME IIEI( ITT 15" MAX 0 52, MAX FRAME WIDTH YJAX 16" MINX O.C. I IJN r C. I r O 1 X/ I I I_ 52" MAX FRAME WIDTH 2" MAX 2" MAX 16 MAX 0 C 2" MAX c. l4A.X 4" MAX FRAME HEIGHT I / X 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE d FINLESS INSTALLATION FLANGE 5 FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART AFT FOR SMALLER UNITS REOUIREO ANCHORS SEECHART NI FOR SMALLER UNITSREQUIREDANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.007SF NONE NUT E5. I MAXIMUM SASH SIZE: 51" X 35" 2. MAXIMUM SASII U.L.O.. 47 5/B" X 32 1/2". 3 M01MUM FIXED D L.O • 49 1/4" X 4Ci". BLOCK AND TACKLE BALANCE AT JAMBS al \i:IM14 r OF:.CNInhON DA15 I .1—oviv REVISED ANCHOR SPAC04G & CHARTS 07/1 1 /70151 RL. CHART #1 UNITS INSTALLED WITHOUT FILLERS INmber of anchor locations repulrod Fromo HaIght (in) Frame Width In t5.00 Heed Jamb 24.00 Heed Jamb 30 Head 1 Lamb no0 Head Jemb 4z00 Hoed Jomb 45.00 Hand Jemb 52.00 Heed Jamb 24.00 2 3 3 3 3 3 3 3 4 3 4 3 4 7 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 35.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42.00 2 3 4 3 4 3 4 4 4 4 4 4 4 15.00 2 4 3 4 3 4 3 4 4 4 4 4 4 34.00 2 5 3 5 3 5 3 5 A 5 4 5 4 5 W.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 25 3 5 3 5 3 5 4 5 4 5 4 5 20 3 8 3 0 3 0 4 0 4 84 0I26303030404050 2 0 3 1 0 3 0 3 1 B 4 0 4 7 5 7 MI WINDOWS AND DOORS 650 'NEST MARKEI SIREEI GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE & FINLESS ELEVATIONS N.G. 1 08-02546 Srur NTS 0A'r 12/09/114 5HI112 OF 14 SIGNED: 0711212016 f 6 1'R HE 52" MAX FRAME WIDTH — 2. MAX t 6o CA:< - 2" MAX 1 _J 1 y L IG" MAX O T— - I" I n:< 1MI: cHr X L_2_ 52" MAX FRAME WIDTII — 2' MAX - _ 16" MAX 2• MAX1D.C. 2" la 16" MAX 0 C. O 84" MAX FRAME HEIGHT 4 X 1 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE A FINLESS INSTALLATION FLANGE A FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART 02 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART /2 FORSMALLER UNITS REOU/RED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 150.0PSF NONE NGIES. I, MAXIMIJIA SASII SIZE: 51" X 36". 2 MAXIMUM SASII U.L.U.• 47 5/8" X 32 1/2" 3. MAXIMUM FIYEU Q.L.O.: 49 1/a" X 45". METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE AT JAMBS afwSrofR ' flf:J:RinTMIN DATE AnnaOv[D REVISED ANCHOR SPM:INC k CHARTS 1 07/11 j20I Oil R.I. CHART rY2 UNITS INSTALLED WITH FILLERS Number etanchor Ncatlono ra u red Rome Height (in) Frema Width In ta.a6 24.00 20.00 3a00 42.00 46.00 Sz00 Nud Jamb Had IJ&mb Nand IJamb Head 1.1amb I Head IJ#mb Hood Jamb Head Jamb 2400 2 1 3 3 1 3 1 3 3 3 4 4 3 4 3 20.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 29.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 5 3 S 3 5 4 5 4 5 4 5 60.00 2 5 3 5 3 5 5 4 5 4 5 4 5 dodo 2 5 3 5 3 5 3 5 4 5 4 5 4 5 72M 2 a 3 6 3 6 3 6 4 6 4 6 4 0 78.00 2 a 3 6 6 3 6 4 a 4 a 4 0 64.00 2 9 B 3 a1 3 9 4 9 1 4 1 6 1 4 0 MI WINDOWS AND DOORS 650 .VEST MARKET SFREEI GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE LI FINLESS ELEVATIONS MUM: WIG NO Nf V N.G. 08-02546 A 51-11L NTS DA'r 12/09/14 ISIIE113 OF 14 SIGNED: 0711212016 ldr NI,YISONs 5)" MAX FRAME WIDTH — 52" MAX FRAME WIDTH — RFv 0r:.l:mrlgN M1E srrrOVLn 2" I.40 - r- i0. - 2" MAX 2" MAX - - 10" - - 2' MAX A REVISED ANCHOR SPACING R CM11iS 07/11/701SIP L MAXO.G. MAX 0 C. C - 1 I I 10" MAX O ( 10" MAX I O I CHART #3 O. C. O.C. Wor o ,_ i mbarofanchlolbnarequiredFrameFremv V4dth ( 1n) E+_ 84" Wighl ( in) 7a.00 74.0030.00 30.00 4zoo 40.0a Sz00 MAXMAX H6S Jamb H65 Jamb H6S IJs.b I H65 Jamb H & S JambR l FRAME IRAME34. 00 3 3 3 3 4 3 5 3 5 3 3 6 3 HEIGHT 30.00 7 . J 4 44545 4 46. 36.00 3 5 3 5 4 5 5 5 5 5 5 6 5 z00 3 5 3 5 4 5 555 5 0 5 3 a 4 6 5 0 5 0 a 6 6 64.00 3 e 3 e . s se s e e e 6 60.00 3 7 3 7 4 7 5 7 5 7 7 6 7 X 5590 ?zoo 3 6 3 a 4 a 5 6 5 8 0 a 6 a I Iz00 3a3a46561590aaaITaco3 1a 7 1 9 1 4 9 5 9 5 9 0 9 0 9 6..00 3 I 9 I 3 I 9 4 9 5 9 15 9 0 9 0 9 185 ALUMINUM SINGLE HUNG WINDOW 165 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART N3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART I3 FOR SMALLER UNITSREQUIRED ANCHORS DESIGNPRESSURE RATING IMPACT RATING t60.0PSF NONE SIGNED: 0711212016 MI WINDOWS AND DOORS 0%%Iilllll/l IIOT MAXRJUM SA` I I SIZE. S1 " X .36" 650 WES STREET037E 2. MAXIMUM SASIiUL.0 • 47 5/8" 11 32 1/2". PA 1703E rJ\S G E NS'4i F . 3. MAXIMUM I' IXEU U.L.O: 49 1/4" X i". SERIES 155 ALUMINUM SINGLE HUNG WINDOW 0 5u 52"X84" NON - IMf'ACi FIN ELEVATION jjj EE ow HARDWARE SCHEDULEUR. WN: o+A: NO RtvF•'P(QR10P• A. 2 METAL SWEEP LOCK AT8"FROM EACH END INTERIOR MEETING RAIL N.G. 08-02546 A//S i/IIONA11 0 B. 2) BLOCK ANDTACKLE BALANCE ATIAMBS rcu[ nut S11rI1 I4T5 1 209144OF1 4 WOOD FRAMING OR 2Y RUCK Ol OTIIERS BACKER ROD f< APFRUVEI? SEALANT EXTERIOR N4CKER Rou A APrr.OvrU SEALANI WOOQ FRAMING OR 2x BUCK MY OTHERS 1/2" MITI EDGE DISTANCE 1 1/4" MIN. EMP.E(?h1ENT I SI IIM SPACE 10 WOOL) SCREW INTERIOR SILL TO BE SET 1rl A BED OF ApVK( VED 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. PERIMETER ANDJOINTSEALANT BY OTHERS TOBE DESIGNED IN ACCORDANCE W1TH AS TM E2112 METAL STRUCTURE MY OTNERS APPROVED SEALANT BACKER ROD —•, ft APPROVED \ SEALANT METALSTRUCTURE 13Y OTHERS S/4" MIN L"06E DISTANCE 1 / 4' MAX. 0 r SHIM SPACE" 10 SMS OR SELF DRILLING SCREW VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION INTERIOR PEN=KNC AN OF.SCDR'DON MIE PPOVED A REVISCO ANCIOR SPACING At C/TARTS 07/I I/7016 R.L. 1 1/4" MIN. 1/4' MAX. EMBEDMENT SHIM SPACE 1 1 % INTERIOR NMIN EDGE DISTANCE H 10 WOOD - SCREW WOOD FRAIdING J/ OR 2x uuCK EXTERIOR BY OTHERS pacKER RUG fe APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SIIIM SPACE 10 SMS OR INTERIORSELFDRILLING SCREWS 3/4.wdMIN. SILL TO BE SET EDGE IN A BED OF DI.:T JAPPROVED -- STRUCTURAI \ EXTERIOR SEALAN I METAL STRUCTURE ` BACKER ROD 1/4' MAX. BY OTIAERS At APPROVEDSHIMSPACESEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 071I Z2016 M6soWINDOWS EST MARKEAND DOORS IREEr`\`\`51R 11 0' i GRATZ, PA 17030-0370 'r •GENs 4'i SERIES 185 ALUMINUM SINGLE HUNG WINDOW = • N •• #= 52"x84" NON -IMPACT g, ` FLANGE INSTALLATION DETAILS WITHOUT FILLERS Sp. AT OF wawa: ua; go IILv %'s;:c OR10: N.G. M:[ 08eoc 546 n 'i/S ONAj1Sa NTS 12/09/14 5 OF 14 2 1/2" MIN. RNIeiwR rEDGE DISTANCE RN OFKmr law FATE -PPMLR CONCR rC/MA5)IJIlY .h REVI$CR ANCHOR SPACING h f,"AR7$ 071'1I/7016 R.1.. BY OTHERS a OhIIGI4AL 1X BU%Y. • ° ° 1 1/4" MIN. SEC NOTES 3 - 7 , EMBEDIAEIJT 1 1/4" MIN. SIICE' l t EMBEDMENT 1 - LAIAk. CONCRETE/MASONRY SHIM SPACE 1/ 4" MAX. _ DY OTNCRs — UACKI- R ROD - I SHIM SPACE it APPROVED SEALAI. 11 SCALANI \ v 3/ 16" TAPCON 3/ 15" TAPCON INTERIOR EXTERIOR INTERIOR 7 MIN2 J EDVE DISTANCE EXTERIOR BACKER ROD APPROVED OPTIONAL 1X BUCY. 51-ALANi SEE NOTES 3 - 7 SHEET I JAMB INSTALLATION DETAIL IHABED /- SILL DE SET CONCRETE/MASONRYINSTALLATION FtnCtiER POD n-PRovED It APPROVED •' STRUCTURAL SEALANT _ SEAUVITOPTIONALIX RUCK \ -m NOTES: SEE NOTE 3 - 7 ^ \,. _ r 1 f•1" NJJ( 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. SHEET 1 I 1 SHIM SPACE NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINTSEALANTBYOTHERS TOBE 444 DESIGNED IN ACCORDANCE WITH ASTM E2112 C-)N . RETE/MASONRY UY UIIICIcS SIGNED: 07/12/2016 MI WINDOWS AND DOORS \\111111/1/j, 650 WEST MARKEI SIREEr \\\\S R• Lo4f 1 1 GRATZ, PA 17030-0370]OWS GENS • U, SERIES 185 ALUMINUM SINGLE HUNG WIN' * AAG 52"X84" NON -IMPACT FLANGC INSTALLATION DETAILS WITIIOUT FIL VERTICAL CROSSSECTION rye CONCRET&MASONRYINSTALLATION UPA"'. us; HO. ri 0R1CPN.G. 08-02546 iis/0NAL\r NTS 0"'r 12/09/14 s"E116 OF 14 01111I110\\ I000 ERASING OR 2W BULK UY (3f1IERS i• HACKER ROD — F. APPROVED SEALANT RIGID J FILLER, 1 / 2" MIIJ EDGE DISTANCE 1 1/4" MIN. I EMP_EOMENT 1 /4" MAY.. J SHIM SPACE 10 WOOD SCREW I n INTERIOR EXTERIOR BACKER ROD h APPROVED SEALANT ROOD FRAMING OR 2x BUCK BY (IIIIERS METAL iTl'.UCTURE BY OTIIERS APPROVED SEALANT RIGID TILLER a 6Tscmlmal+ QA1E Artiv+Ov[n 3/4" MIN A REVISED ANCHOR SPACING & CHARTS 07/11/7016 P.L. 1 EDGE. DISTANCE 1 1/4" MIN 1/4" MAX. EMBEDMENT SHIM SPACE 1/4- MAX. FSHIM SPACE J 1 /2" INTERIOR EDGE 1 f1 OISTANCr I Z _ EXTERIOR ) I 1 SILT. TO BE SET IN A BED or APPROVED STRUCTURAL SEALANI 1/4" MAX. BACY.EP ROD r SHIM SPACE w APPROVED SEALANT r META STftUCTUR BY OTHER VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINTSEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 0 WOOD SCREW / 10 SMS OR SELF DRILLING W000 FRAMING JJ SCREW OR 2X BUCK EXTERIOR BACKER RODBYOTHERSRIGIDhAPPROVED FILLER SEA LAIi T JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR METAL 1/.I" MAX STRUCIUP.E SHIM SPACE BY OTHERS 10 SIAS OR SELF DRILLING INTERIOR SCREWS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 3/4" y MINILLr0BESETEDGE r• IN A EEO or Ols APPROVED STRUCTURAL / EXTERIOR SEALANT RIGID J BACI<LR ROD1/4" MAX. 1 ILLEN h APPROVEDSHIMSPACESEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 M650 IwDDWMARKErS O DOORS R IILI0f/ IREET GRATZ, PA 17030-0370 v,•\GENSF•• SERIES 185 ALUMINUM SINGLE HUNG WINDOW*• 5ALLATI NON -IMPACT FLANGE INSTALLATION DETAILS WITH FILLERS 9ATOPOFO' Stv na wrl. tron uo ]- A OR10 OB-025760E OIIIAIIt?`\`` rN Ni5 6ArE 12/09/14 14 L 2 1/2" MIN, EDGE DISTANCE a[vl:vpr.. alv ormmmml M1E •mhNEP C0N( R1=rC/mASOIJNY ^•: A REV*Cn AIJCIIOR SPACING k CHARTS 07/11/%016 P.L. BY OTHERS 0111101JAL 1)( BUCK . " a 1 1/4" MIN. SEC NOTES 3 - 7 EMBED_ME10 1 1/4" MIN SNCC7 1 . 1 • LMBEOMENI n~ I' CONCRETE/MASONRY 1/4" MAX DY OTIIErt5 Or-110NAL 1X 1.3UCK 17ACKER I70D SHIM SPACE - SEE NOTES 3 - 7 Lk APPROVED K SHEET I S[ALANI RIGID FILLER Sr' IG" TAPCON 3/ 1 G" 7AaCON 1 /L" MAX, 51IIM SPACE r INTERIOR1 jT 2 IEXTERIORrINTERIORMINN.. J 1 EDGE DISTANCE \ EXTERIOR BACKER ROD RIGID APPROVEDFILLERSEALANT SILL TO BE SET JAMB INSTALLATION DETAIL BACKER P.00 I % III A BED OF CONCRET&MASONRYINSTALLATION APPROVED PROVED GEAL, 11 \\\ STRUCTURALSTRUCTURALT SEALANT' OPTIONAL IX RUCK •\ SEC NqlE 3 - 7 7L.- I 1 /•1" MAX SIIIM SPACE NOTES' 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. SHEET I 2. PERIMETER ANDJOINTSEALANTBY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 CONCRETE/NJSONRY SIGNED: 0711212016UYOTHERS •. a MI WINDOWS AND DOTORS11IIIIrr1j a r " •• G50 MARKET rS Vt q•P1jii 1.__ a GRATZ PA 17030 0370 J` S G E NSF •• SERIES 185 ALUMINUM SINGLE HUNG W1140OW 0 5 #= 52"X84" NON -IMPACT VERTICAL CROSS SECTION FLANGE INSTALLATION DETAILS WITH FILLER Al E OF CONCRETE/MASONRY INSTALLATION Da•wa• ow; I:o. uEv N.G. ORIpP • s/pNAt08-0254G A Ir111111110Sr•JL NTS "E 12/09/14 S1D18 OF 14 1/2' MIN EDGE DISTANCE WOOD FRAMING OR T.X 81Y K UY UTIIERS HACKER ROD MAX. APPROVEDN. J SEALANT •IIIM SPACE 10 WOOD SCREW 1—• UC INTERIOR EXTERIOR UACKER ROD be APPROVED SEALANT WOOD FRAMING LJR 2X BUCK DY OIIIERS METAL - STRUCTURE BY OTHERS APPRO` CD SEALANT r t 4' MIN EDGE DIS LANCE 1/4' MAX. r 1-10A SPACE EXTERIOR f Ff I is J SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT SACKER ROO 1/4' MAX. & APPROVED SHIM SPACE SEALANT r STRUCTURE 13Y 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 BYOTHERS l0 BE DESIGNED IN ACCORDANCE WITH ASTM E2112 I, •.IS OR SELF DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVEn STRUCTURAL SEALANI 1/4- MAX. SIIIM SPACE PEN<_Iql$ • IRNOF%CWIl0N AAIE A I REAST.O ANC11OR SPACING R CHARTS 07/11 /201 fil P.L. 1 1/4" MIN. _ _ 1/4' MAU, EMBEDMENT SIRM SPACE 1- INTERIOR 1 MINN / EDGE DISTANCE 1. J ?j(—C`T R t 0 WOOD J I— SCREV/ / J EXTERIOR WOOD FRAMING J OR 2X DUCK BY OTHERS ` BACKER ROD APPROVED SEAIl•N I JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4 MAX SHIM SPACE 10 SMS OR INTERIOR SELF DRILLING SCREWS MIM. 1J EDGE olSraNCE EXTERIOR METAL WKCR ROD SIRIICTURE At APPROVED TTr OTIIERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MWINDOWS DOORS KNDI,sG GRATZ, PA 17030-0370 i•VGENs•9in'. 0 6 •• SERIES185ALUMINUMSINGLEHUNGWINDOW52" X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITHFILLERS gip•• TATE pFk • t O'S SIo111n111?\\\` nRAWN. OY> i NO. 08 25 PI.v AC NTS DA°r 12/09/14 S 960E 14 L 2 1 /2- IJIN. LOGE DISTANCE CONCRETE/MA:011R'f -` •-- —i IBYOTHERS a e 1 1/4" M114 OPI I6NAL IX BUCK SEE" NOTES 3 - 7 EMBEUMENI SHCEI 1 1/4" MAX. I r IJACKCR 1400 - ' SHIM SPACE Af APPROVED SEALANT 3/ 1G" TAPCON EXTERIOR G1 `L INTERIOR SILL TO BE SET 1 Iw ABED OFBACKERR00 / APPROVEDdoAPPROVEDSTRUCTURALSEAALANT \ Jjj SEALANT t= OPTIONAL IX BUCK \ - 1/4" ALAX. SEC NOTE 3 - 7 \ SHEET I - r SHIM SPACE CONCRETE/MASONRY VY OTHERS " VERTICAL CROSS SECTION CONCRETEAMASONRY INSTALLATION REv191Ar, • IREVQr%cRnmw WE wwP1Mn h REVISED A1JCI+OR SPACIN(= & CIIARIS 07/11/%016 PL. I 1/4" MIN. EMBEUML'IJI CONCRETE/MASONRY Y OTHERS 0INIONAL 1X DUCK SEE NOTES 3 - 7I, • o SHEET 1 3/ 1 G" TAPCON 1 /4' MAX. 51-11M SPACE INTERIOR 1 5 1IT= MIN, EDGE DISTANCEDISTANCE \ EXTERIOR BACKER ROD k APPROVED SEALAN, JAMB INSTALLATION DETAIL CONCRETEAMASONRY INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED INACCORDANCE WITH ASTM E21Y2 SIGNED: 0711212016 M650WINDOWSWDOORS EST KND ETSTREET GRATZ, PA 17030-0370 R . L0'ffi r •\GENse:9 1 i' SERIES 185 ALUMINUM SINGLE HUNG WINDOW it• #= 52LATIO NON —IMPACT HTPOF FINLESSINSTALLATIONDETAILSWITHOUTFILLERIU2•' NN: urn, NO. 0'^ F•'°( 0RIOP• R1vN. G. 08-02546 A/ASS% 6\ 0111111% 0 S"'r NTS u;C 12/09/14 1 S110110 OF 14 1i2" MIN EDGE DISTANCE WOOD FRA61II1G OR ZY RUCK UY U1IIERS BACKER ROD — 1 /4" MAX. rr. APPROVED SEALANT IIIM SPACE RIGIO FILLER 10 WOOD SCREW INTERIOR EXTERIOR BACKER ROD k APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY 01HERS mein STR11-J 1 URI BY OD4[k APPROVL'I SEALAN' RIGID FILLER - EXTERIOR I Z SILL TO BE SET IN A BCD OF APPROVED STRUCTURAL SEALANT 1/4" MAX. BACKER ROD SHIM SPACE R APPROVED SEALANI r STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS. NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS l0 BE DESIGNED IN ACCORDANCE WITH ASTM E2112 I S/4" MIN I LOGE DISTANCE I I 1 /4" MAX. S141M SNACL" r 1S OR SELF DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 511_1. TO RE SET IN A BCD OF APPROVED STRUGTURAL SCALAN1 1 /4" MAX. SHIM SPACE RFN9Vi G MIE [RALJ REVISE() ANCHOR SPACING k CHARTS 07/11/9016 R.L. 1 1/4" MIN. _ 1/4" MAX LMUEDMEHT SHIM SPACE 1 2' INTERIOR MIN EUGE DISTANCE_^ Tr 10 WOOD 1 SCP. CWWOOD rRAMIN0, / - J/ EXTERIOR OR 2X BUCK BY OTHERS BACKER R00 APPROVED PAJSEALANTFILLERERJAMB INSTALLATIONDETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL — STRUCTURE 1/ 4" MAX SY OTHERS SHIM SPACE cy y 10 SMS OR INTERIOR SELF DRILLING SCREWS ulurll . I q" — -_ MIN. EDGE OISrANCE EXTERIOR 1 RIGID - ON.' KCR ROD FILLER k APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 M6sa iWoowEST s AND DOORS .05 a 11Lo q'4 GRATZ. PA17030-0370 ! ,,••I\cENSE •+ SERIES 185 ALUMINUM SINGLE HUNG WINDOW _ *r• 0,,,66 225 #= 52"X84" NON -IMPACT (r` YOF FINLESS INSTALLATIONDETAILSWITHFILLERS0. cR. vm va; Rtv i'° •A,ORIOP• vulE NTS o" [ 12/09/14 08 sOc 51 6 Of 14 A SSj0 AL1%\aO` CONCRCI C/MASO+II?" BY OTHERS 01'•I10NAL 1X BUC.'K SEE- NOTES 3 — 7 SIICCT 1 UACKCR ROD car APDROVED SCALANI RIGID FILLER L 2 1/2" Mill EDGE DISTANCE e EMDEDMCNI 1/A" MAY.. SHIM SPACE 3,/ 16" TAPCON EXTERIOR 1 }}, ••_I INTERIOR i r — SILL TO DE SET IIJ A BED OF BACKER ROD r — 0PRoVCD S A -PROVED L 57RVCTVRALSEALANT \ 37 SEALANT OPTIONAL 1X BUCK \ + __1L— 1/4" MAX. SEC NOTE 3 — 7 SHILL SPACE SHEET I \ CLNCRETE/IJ,ISONRY UY OTHERS d e • VERTICAL CROSS SECTION CONCRETEJMASONRY INSTALLATION REASKAM 016CRim10N M1E nnnWCn REVISED NJCIlOR SPACING Ic CHARTS 07/I1/7,015 R L. 1 1/4" L11.Y. IEMBEDMENI CONCRETE/MASONRY BY OTHERS 1X BUCKI: EE NOTESSEErITEi 3 — a SHEET II. F 3/ 16" TAPCON 1 1 /4 ' MAX I 1 SHIM SPACE I INTERIOR yR• 9 tC MIN, c EDGE DISTANCE J EXTERIOR BACKER ROD APPROVFFiNlGlli FILI_FR SEALAN, JAMB INSTALLATION DETAIL CONCRET&MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SIfOWN FOR CLARITY, Z. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WRH ASTM E2112 SIGNED: 0711212016 DOORSM65WIwDOWESTM Vt IILJ0Jy, RKk,' D GRATZ, PA 17030-0370 v • *\G E N'y' '. J+ii 5 #- 0IAT SERIES 185 ALUMINUM SINGLE HUNG WINDOW*• NON —IMPACT c INSTALLATIONFINLESSIIJSTALLATION DETAILS WITH FILLER A ` jOF i•••'P(ORMORSWNI110; NO. REV N.G. 08-502546 A A SS NA'1 6\\ optNTS 12/09/14 12 OF 14 a6 w000 SCITEW 7/1G" MR, EDGE DISTAN EXT 7/ 16" MIN E()GE DISTANCE b8 WOOD SCREW VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS 1 / 4' MAX. SHIM SPACE WOOL) T RAMINIj BY OTIIERS 1 1/4' / MIN. EMBEDMENT 46 WOOD SCr.EW 7/16• MIN _ EDGE DISTANCE 1 / 4'• MAX r- SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION aLvls;ar, DESOPTI01; OAIC AaPOCKA ReASCO ANCHOR SPACING h CHARTS 07/11/2016 R.L 1/4` MAX NOTES: SHIM SPACE 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 14000 FRAMING 9( OTHERS MI WINDOWS AND DOORS 650 WEST MARKEF STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FIN INSTALLATION DETAILS dt.W" U1M: N9. N.G. 08-02546 A'I• NTS 0A1C 12/09/14 5"`--1113 OF 14 SIGNED: 0711212016 ICO q,'. v.\GEN6%.`' o ATE OF •rv REVL•11r, • T 2 3/ 16' 1 7/6' • 1 3/8 - R[v OFSGRRTON DATE +1'RRMD f 2 3/16" --{ i `I'.. h REN$FO ANCIIDR SPACING h CIIAR75 07/11/7711, R.L. 2 3/16" _ -1 I z 3/Ic" 13/16" - I I ( I_, I II U.JL t 5 / I O" 1 , FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD FINLESS FRAME JAMB CM-18501 CM-18503 CM•16553 CM-18513 5/8" ALUMINUM 6063-T5.050' THICK ALUMINUM 60G3•T5.050' THICK ALUMINUM 6063•T5.050' THICK ALUMINUM 6063-T5.050' THICK 16" --I 1 5/' I G" --I 1 /8" ANN. - - 1/El" ANN r 1 •— ME1:1- RE114FORCED ATERIORBUI:1L PACER 3/ i 6" - EXTERIOR I:- a- 2 13/1 3 3/•1" r SIUCUWC c JL-- 'j I SEALANT 1 2 S/ 16" l SCTIING ULOCK — FLANGE FRAME SILL FINLESS FRAME SILL I GLAZING DETAIL A CM.18502 CM- 18554 FIN FRAME SILL FIN FRAME HEAD ALUMINUM6063-T5.055"THICK ALUMINUM 6063- T5.055' THICK CMA 4E CM-18508 - [-.3/lt-" ANN ALUMINUM 6063-T5.055' THICK ALUMINUM 6063•T5 050' THICK 1 7/16" EXTERIOR INTERIOR I I SILICONE25/16" 2 / I 2 S/16" 5/8" BITE SEALANT jI I I r L LL SETTING, LOCK RAIUSTILE FIN FRAME JAMB ©LOCK SASH BOTTOM RAIL MEETING RAIL GLAZING DETAIL B CM-18505 CM•18555 CM-18504 CM-18510 ALUMINUM6063-T5 062'THICK ALUMINUM 6063•T5.050'THICK ALUMINUM 6063-T5.055' THICK ALUMINUM6063•T5 050'THICK X. 1 SASH STILE GLAZINGBEAD GLAZING BEAD 18507 CM•3- TS. ALUMINUM6063.75.050'THICK V- 663 V-185 RIGID PVC 060' THICK RIGID PVC .050' THICK MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17050-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON -IMPACT COMPONENTS DRAWN U•; N0. N. G. 1 08-02546 trvc NTS I DAM 12/09/14 5"EE114 OF 14 SIGNED: 0711212016 Florida Building Code Online Page 2 of 3 Summary of Products FL # IModel, Number or Name Description 15351.1 HS 188 Fin and Flange Frame 73x62 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS351 R4 C CAC APC 97429.01-109-47 Fin and Approved for use outside HVHZ: Yes 97435.01-109-47 Flange.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +55/-55 02/16/2019 Other: LC-PG55. Glass must comply with ASTM E1300-04. Installation Instructions FLIS351 R4 II 188 HS FIN 73x62 DP55 As Tested 97429.01. odf FL15351 R4 11 188HS Flange Non -impact Fastener Schedule 08-01023B.Ddf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 5115886.odf Created by Independent Third Party: Yes 15351.2 HS 188 Fin and Flange Frame XOX 120x62 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS351 R4 C CAC APC 99775.01-109-47 Fin and Approved for use outside HVHZ: Yes 99780.01-109-47 Flange.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +40/-55 04/15/2019 Other: HS-LC40 Installation Instructions FL15351 R4 11 188HS XOX Flange Non -impact Fastener Schedule 08-01156B.odf FL15351 R4 11 Installation Instructions - 188 HS (XOX) As Tested 99775.Ol.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511725B.pdf Created by Independent Third Party: Yes 15351.3 HS 188 Fin Frame 73x62 Laminated Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 97356.01-109-47-RO 97429.01- 109-47-RO .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 02/16/2019 Other: HS-LC55. Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed outer lite, air space, 1/4" FL15351 R4 Il installation Instructions - 188 HS Impact FIN 73x62 Product 3.Ddfannealedlaminatedglasscomprisedof2sheetsof3/32" glass and 0.090" thick PVB by Solutia. Glass was bedded in Verified By: American Architectural Manufacturers Dow 995 silicone with a 5/8" glass bite. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15351.4 HS 188 Fin Frame 73x62 Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +50/-50 02/16/2019 Other: HS-LC50. Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 2 sheets of 3/32" annealed with 0.090" PVB by FL15351 R4 II Installation Instructions - 188 HS Impact FIN 73x62 Product 4.odfSolutia. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 115351.5 1 HS 188 Flange Frame 173x62 Laminated Glass 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 97354 01-109-47-RO 97433.01- 109-47-RO.odf Quality Assurance Contract Expiration Date O1/05/2019 Installation Instructions FLIS351 R4 IT Installation Instructions 08-01161B.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports http://www. floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIau... 9/7/2017 Florida Building Code Online Page 1 of 3 11 rofessjonal Requjatjon Lila- BOS Home I Log In I User Registration Hot Topics I Submit Surcharge I Slats 6 Facts Publications I FBC Start I BCIS Site Map I Links I Search ! 0 aa: Product ApprovalbrUSER. Public User fm, = Product Approval Menu > Product or Application Search > Application List > Applicatlon Detail FL # FL15349-RB 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 J Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sltlinger 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 GL Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 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 Year 2008 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd)NrIan... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 12786.odf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 12787.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R8 11 08-02357B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513124B.odF Created by Independent Third Panty: Yes 15349.2 185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 15350.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other: R-PG55 FLIS349 R8 Il 08-02949.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513783.odf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15454.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level 0, Wind Zone 3. Glass FL15349 R8 H 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created -by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FLIS349 R8 AE 513782.odf Created by Independent Third Party: Yes 15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 118• C CAC APC 8272.odf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-1155, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FLIS349 R8 11 08-01614B.odf annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 5122788.odf Created by Independent Third Party: Yes 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 7962.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant. Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FLIS349 RS II 08-016138.odf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FLIS349 R8 AE 5122778.odf 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.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 10/28/2017 Design Pressure: +55/-55 Installation Instructions Other: FW-LCSS, Missile Level D, Wind Zone 3. Glass FLIS349 R8 II 08-02947.odf http://warw.floridabuilding.org/pr/pr_app_dd.aspx?param=wGEVXQwtDgtH8572gvd WIan... 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 RB AE 513781.odf Created by Independent Third Party: Yes eadc Neat Contact Us :• 2601 Blair Stone Road, Tallahassee FL 32399 Phone, BSO-487.1824 The State of Florida a an AA/EEO employer. Coovricht 2007.2013 Sete of Florida.:: Privacy Statement :: Ai;mLg pity Statement .: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail It you have any questions, please contact 850.487.1395. 'Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one The emads provided may be used for official communication with the licensee. however email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which an be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick h=. Product Approval Accepts: Rg V Credi; Card Safe http://www. floridabuilding. org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWI an... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL S. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER. BUCK SHALL BE SECURELY FASTENED TO MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED. APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL EXTRUDED ALUMINUM 6063-T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE 16 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. RLVd016 OESCRVMN a1E APPROVED REVISED INSTALLATION DETAILS 1 06/01/15 JR.L REVISED NAME AND ADDRESS 1 10/27/16 1 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 8. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fme2.000PS1 MINIMUM. 0. METAL STRUCTURE: STEEL 18GA (.0487 FY-33KSI/FU-52KSI OR ALUMINUM 6063-T5 FU-30KSI .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS. CHARTS AND GLAZING DETAILS 4 - 12 INSTALLATION DETAILS SIGNED: 11/15/2016 MI WIND DOORS, LLC oww. MADKGRATZ, Xa!'t'o i, r EPA17030G N 0 6 * = SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT NOTES q 4 x1 AT OF W l CF•' OR10 0R0 NO RLV J.L. 08 B ss oiI1A111 aG``\ Luls R. Lomas P.E. FL No.: 62514 sr.r NTS MT[ 09/03/14 * 57 OF 12 LROBERTOLOU"RE. 1432VAXWF0RDRDLEVASVXLE.NC2702J 434.899.0609 .7a 20"*Mve tom 6" MAX _1- 72 1/2" MAX FRAME WIDTH 18" MAX O.C. I 6" MAX L j18' MAX O.C. 71 1/2 MAX FRAME HEIGHT REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW B EXTERIOR viEwFORNUMBEROF ANCHORS REQUIRED 72 1/2• MAX FRAME WIDTH 6- MAX -[-r 18- MAX Q.G. 1 6" MAX 71 1/2" 18 MAX FRAME MAX O.C. HEIGHT j j REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOWA1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES: 1. MAXIMUM O L.O.. 69 374' X 66 3/4' REVISIONS REV VESCRIP.." DATE APPRDVEO A REVISED INSTALLATION DETAILS 06/01/15 R.L. B 1 REVISED NAME AND ADDRESS 1 10/27/10 R.L. CHART#1 Number of anchors required (without rigid Fillers) Frame Frame width In He 24.00 70.00 36.09 42.00 46.00 54.00 60.00 46.00 72.50 D^I HAS Jambi HAS am; HAS Vomb HAS Jamb HAS Jo.bl HAS Jamb HAS Jambj HAS Jamb HAS Jamb 24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 S 2 30.00 2 2 1 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 3COV 2 3 2 3 3 3 3 3 3 3 4 3 4 3 S 3 S 3 42.00 2 3 2 3 3 3 3 3 3 3 4 3 S 3 S 3 e 3 46.00 2 3 2 3 3 3 3 3 3 3 4 3 s 3 0 3 e 3 5400 2 4 2 4 3 4 3 4 3 4 4 4 5 4 e 4 1 4 60.00 2 4 2 4 4 3 s 3 S 4 5 s 5 e s 7 5 ee o0 2 4 2 4 F 5 3 5 3 e 4 e 5 9 e e 7 e 71.50 2 5 2 S 5 3 e 3 6 1 7 1 5 7 1 9 7 7 7 CHART e2 Number of anchors roquired (with rigid Rile Frame Frame irldth IIn) Haight 2400 30.00 3e.00 200 Il.00 54.00 60.00 00.00 77.60 11^) NAS amb N65 amD HAS Jamb Nd5 emb HAS Lamb NAS Jamb HAS Jamb HAS Jamb Nd5 Jamb 24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 42.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 S 7 01.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 54.00 2 4 2 3 4 3 3 4 4 a 4 4 4 5 4 60.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 s 4 e6.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 S 4 71.60 2 5 2 5 3 5 3 5 3 S 4 5 4 S 4 5 5 5 SEE SHEETS 4.7 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE & FINLESS ELEVATION & CHARTS MAIM. ORO _ REV J.L. OB-02357 B ScAu NTS p4h 09/03/14 -2 OF 12 L. ROBERTO LOMAS P E 1432 WOODFORD RD LEWISVILLE, NC 27023 494.68e•0509 rlbmes@*Iwo Pe com SIGNED: 1111512016 ICl0 E ;hATOF 0' Fs; 01VA 11 a\` Luis R. Lomas P.E. FL No.: 62514 71 I FI HE 6' MAX 72 1/2- MAX FRAME WIDTH — I18' MAX O.C.-1Er- 18' jMAXO.C. 1/2' IAX AME IGHT j 6' MAX REFER TO CHART 03 J SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2' MAX FRAME WIDTH — 6' MAX —r F 18". MAX O.C. 6' MAX j 18' MAX O.C. 71 1/2' j MAX FRAME jHEIGHT I l oo EFER TO CHART r3 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REOUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES: 1. MAXIMUM D.LO.: 69 314' X 68 3/4' REVKANS OESCMPrp1N DATE APPRWEo REVISED INSTALLATION DETAILS 06/01 15 R.L. REVISED NAME AND ADDRESS 10/27/18 R.L CHART a3 Numbero/anehan required (fin Installation) Frame Frame w101h (ln 1l lehl 2400 2000 36.00 42.00 448 1 54.00 80.00 88.60 72.60 Ilnl HAS pambi Nt5 pamb Nt5 IJ&mb HAS Pamb HAS Jamb HAS amb HAS Jamb HAS amb Nt5 Jamb 24.00 3 3 3 3 3 3 4 3 4 3 4 3 S 3 5 3 6 3 30.00 3 2 3 3 3 3 4 3 4 3 4 3 s 3 5 3 6 3 36.00 3 3 3 3 3 3 4 3 4 3 4 3 S 3 S 3 a 3 42.00 3 4 3 4 3 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 5 4 5 4 0 4 s4.00 3 4 3 4 3 4 4 4 4 4 4 4 S 4 S 4 a 4 60.00 3 S 3 s 3 S 4 S 4 5 4 S S S 5 S a 5 88.00 3 S 3 S 3 S 4 S 4 5 4 S s S S S 6 S fld0 2 6 6 3 6 1 6 4 6 4 6 s 1 6 S a a a 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 R CHART OR"It. O6C tA. J.L. 08-02357 sa4E NTS 0/1n 09/03/14 —3 OF 12 L. ROBERTOLOMAS PE. MV WOODFORD RD LEWISVILLE. NC 27023 4.24488.0609 r0om4s®MOamspV.Oam SIGNED: 11/15/2016 S itIIL/0//i G E N SE•'9;r' 0 6 • k= IE 0' F ;..L4,, aEv o ccS` OR10; e S ONA11Ea Luis R. Lomas P.E. FL No.: 62514 REVISIONS 1/2 MIN. REV MKRIPRDN are AwRovEo I EDGE DISTANCE 3/4" MIN A REVISED INSTALLATION DETAILS 05/01/15 R.L. WOOD FRAMING 1 1/4" MIN. METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L OR 2X BUCK BY OTHERS EMBEDMENT STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE 1/4" MAX. BACKER ROD SHIM SPACE BACKER ROD k APPROVED APPROVED SEALANT SEALANT OR 10 WOOD SCREW SELF DRRISELLLING SCREW EXTERIOR EXTERIOR INTERIORINTERIOR 10 SMS OR 10 WOOD SCREW SELF DRILLING SCREW BACKER ROD RIGID FILLER BACKER ROD RIGID FILLER do APPROVED 1/4" MAX. APPROVED SEALANT SHIM SPACE SEALANT 1/4" MAX. SHIM SPACE WOOD FRAMING OR 2X BUCK 1 1/4" MIN. METAL STRUCTURE NOTES. BY OTHERS EMBEDMENT BY OTHERS I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, IL NOT SHOWN FOR CLARITY. 3/4" MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 1/2" MIN, EDGE DISTANCE DESIGNED INACCOROANCEWITHASTME2112 I— EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT I r SHIM SPACE 1/2" MIN. EDGE DISTANCE I F AL INTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 /4" MAX. SHIM SPACE 3/4' MIN. EDGE DISTANCE INTERIORi 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS do APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS DRAWN- DWC NO. R J.L. 08-02357 su'Ls NTS I WE 09/03/14 sNEE14 OF 12 L. ROBERTO LOMAS P.E. 11132 WOODFORD RO LEWISVILLE. NC 2M23 431.6CE-0m dbmaFvftwvpv cw. SIGNED: 1111512016 J v,•v C. E fVS "9Jii 7 TATE OF QAllz- Luis R. Lomas P.E. FL No.: 62514 REVISIONS REV DESCRIPTION DATE APPROVED 2 1/2" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE I 8 REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. OPTIONAL 1X BUCK 1 1/4" MIN. EMBEDMENT SEE NOTES 3 - 7 EMBEDMENT SHEET 1 CONCRETE/MASONRY BACKER R00 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK ISEENOTES3 — 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/ 16" TAPCON v INTERIOR 3/16" TAPCON BACKER ROD APPROVED SEALANT 1/4" MAX. 2 1/2" OPTIONAL I BUCK SHIM SPACE MIN. SEE NOTE 3 - 7 r EDGE a SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY 1_ BACKER ROD BY OTHERS 1 1/4" MIN. APPROVED EMEMBEDMENTn'• . SEALANT JAMB INSTALLATION DETAIL e Q • CONCRET&IWASONRY INSTALLATION 2 1/2" MIN EDGE DISTANCE ' VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 11/15/2016 MI WIND DOORS, LLC 11111`r0/"'' oWw. MARKET ST.```J'SGRAT2, PA 17030 V,GENS:9+ NOTES, SERIES 185 ALUMINUM FIXED WINDOW 0 B • I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOTSHOWNFORC(AR1TY 73" X 72" NON -IMPACT FINLESS INSTALLATION DETAILS WITHUT FILLERSPERIMETER O•• TAT Of fv` 2 AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWN- DNC NO. aEV nl • ; 0 R101' • ` ll S/008-SOE357 B SCALE DATENTS 09/03/14 5 OF 12 11E1 G` L RORERTO LOADS RE 1432 WOODFORD RD LEWISVILLE. AC 27023 LU19 R. Lomas P.E. 4a44 4606 nkmae mbmaapsayll FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN EDGE DISTANCE 1 1/4' MIN. 1 EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX. SHIMSPACE MIN. EMBEDMENT 1/ 2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR ZX BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT I SHIM SPACE T_ r RIGID FILLER 1/ 2" MIN. EDGE DISTANCE INTERIOR 10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER ROD BYOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR ZX BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT METAL --, BY OTHERS 3/ 4" MIN EDGE DISTANCE r3/ 4" MIN I EDGE DISTANCE 1/ 4- MAX. n r SHIM SPACE RIGID FILLER J10 SMS OR SELF DRILLING SCREW INTERIOR p10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/ 4' MAX. r SHIM SPACE I 3/4" MIN F EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/ 4" MAX. SHIM SPACE RIGID FILLER INTERIOR 10 SMS OR SELF DRILLING SCREWS ZPF fEXTERIOR METALSTRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION RensroNs JnLv DESCRIPTION DATE AMR ovEOA REVISED INSTALLATION DETAILS o6/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS MARK DOORS, LLC 11.. 4 4,, ST.`\\J\511R GRATZ. PA 17030 ET QC, E N r, f SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT Oy$ 25 •• l rIq= FINLESS INSTALLATION DETAILS WITH RIGID FILLERS A TATE OF ; Lys F' uwwMowcNo08 57 aLv ORIOP sfG . swLE aTe s02 NTS09/03/14 6 OF 12 L ROBERTOLOMASPE. 1432W000FOROROLEWISVILLE. NC27023 Luis R. Lomas P.E. FL No.: 62514 434-M-0609 / amasokkMIM mm REVISIONS ' REV DESCRIPTION DALE APPROVED 2 1/2 MIN A REVISED INSTALLATION DETAILS 06/01/15 RL EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 RL CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN, EMBEDMENT OPTIONAL IX BUCK EMBEDMENTSEENOTES3 - 7 SHEET I CONCRETE/MASONRY BACKER ROD 1/4" MAX BY OTHERS I/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK IRIGIDFILLERSEENOTES3 - 7 SHEET 1 RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/I6" TAPCON INTERIOR 3/16" TAPCON BACKER R00 APPROVED RIGID FILLER SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN SEE NOTE 3 - 7 EDGE SHEET 1 DISTANCE EXTERIOR r CONCRETE/MASONRY BACKER ROD BY OTHERS e 1 1 4" MIN. APPROVED SEALANT EMBEDMENT JAMB INSTALLATION DETAIL CONCRETEMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE44ASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS DRAWN OWO NO REV J.L. 06-02357 8 SCALE NTS o"t 09/03/14 I SNEET 7 OF 12 L. ROBERTO LOMAS RE 14M WOODFORD RD LEWISVILLE NC27023 494•688•0609 dl*lMSBbRbM&U*a m SIGNED: 1111512016 5 jzR IIi/o v GENS q'r'_ 006• * = o;• 6TATE OF ; Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE F 1/2" MIN I EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX SHIM SPACE p10 WOOD SCREW EXTERIOR INTERIOR p10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4" MAX. BEHIND FLANGE SHIM SPACE WOOD FRAMING 1 1141 MIN OR 2X BUCK EMBEDMENTBYOTHERS 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT I F SHIM SPACE 1/2" MIN. EDGE DISTANC INTERIORI p10 WOOD SCREW X_ WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE I --I- 3/4- MIN ^ r 1/4" MAX. SHIM SPACE 10 SMS OR ELF DRILLING CREW EXTERIOR INTERIOR p10 SMS OR SELF DRILLING SCREW BACKER ROD & 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 j 1/4" MAX. SHIM SPACE 3/4" MIN. INTERIOR EDGE DISTANCE p10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 RL B REVISED NAME AND ADDRESS 10/27/16 R L NOTES' 1 INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS DRAWN pwC NO R J.L. 08-02357 SCALE NTS I GAZE 09/03/14 1 SKEET OF 12 L. ROBERTO LOMAS P.E. 1132 WOODFORD RD LEM7SIA&LE. NC27023 034.6t9.0609 rRDmasLD:Aamsaps rnmr SIGNED: 1111512016 J\51Vt1111` o','',' v,•v CENSF9iP M0 AT POF z Luls R. Lomas P.E. FL No.: 62514 REVISIONS ' REV OESCRWIION MlE aPPRavEO 2 1/2' MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE I B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS a' ' 1 1/4" MIN. A. a 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 o CONCRETES ONRY BACKER ROD & 1 4 MAX. OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE a I SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON a EXTERIOR INTERIOR 3/ 16" TAPCON INTERIOR 3/16" TAPCONBACKERROD1!< APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX 2 1/2" SHIM SPACE MIN • SEE NOTE 3 - 7 EDGE a SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY J BACKER ROD do BY OTHERS 1 1/4" MIN. APPROVED SEALANT e a EMBEDMENT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETE/MASONRYINSTALLATION e °'. 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 11/15/2016 MI WINDOWSDOORS, LLC 1R Ilto650W. MARK ST.\`\\5 GRATZ, PA 17030 ET E NSA.. v•G NOTES. SERIES 185 ALUMINUM FIXED WINDOW 6 *- 1 INTERIOR AND EXTERIOR FINISHES, BYOTHERS. 73" X 72" NON -IMPACT NOT SHOWN FOR CLARITY. FLANGE INSTALLATION DETAILS WITHOUT FILLERS 11 $ ATQQQQQQ OF a 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE u DESIGNED IN ACCORDANCE WITH ASTM E2112 ORAwN: OwC N0. aEV 0 • : l0 lIt ' ` OB502E357 8 NA 11 aG`\` SCALE a1ENTS 09/03/14 9 Of 12 L. ROBERTO LOMAS P E. Luis R. Lomas P.E. 1432 WOODFORD RDLEWISVILLE, TIC 27023 FL NO.: 62514UI.666460s M&USSWOM 0 Mn 1 /2" MIN. rEOCE DISTANCE WOOD FRAMING 1 1/4" MIN. 3/4" MIN OR 2X BUCK EMBEDMENT METAL EDGE DISTANCE BY OTHERS STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE 1/4" MAX BACKER ROD & SHIM SPACE APPROVED SEALANT BACKER ROD do BEHIND FIANCE RIGID FILLER APPROVED SEALANT RIGID FILLER 110 WOOD SCREW BEHIND FLANGE 10 SMS OR SELF DRILLING SCREW EXTERIOR EXTERIOR INTERIORINTERIOR 10 SMS OR 10 WOOD SCREW SELF DRILLING SCREW BACKER ROD & RIGID FILLER BACKER ROD do RIGID FILLER APPROVED SEALANT 1/4" MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4" MAX. r SHIM SPACEIWOODFRAMING11/4" MIN. METAL OR 2X BUCK 1 EMBEDMENT STRUCTURE BY OTHERS BY OTHERS 3/4" MIN 1/2" MIN EDGE DISTANCE EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX EMBEDMENT ` SHIM SPACE I I RIGID FILLER 1/2" MIN. EDGE DISTANC INTERIORI 10 WOOD SCREW XAPWOODFRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD k APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR ZX BUCK INSTALLATION ir 1/4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN. INTERIOR EDGE DISTANCE 110 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS ' REV DESCRIPTION DUE I M+PROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES, 1. INTERIORAND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETERAND JOINTSEALANT BY OTHERS TOBE DESIGNED IN ACCORDANCE WITH ASTM EZ 112 SIGNED: 1111512016 MI WIND DOORS, LLCoWw. MnDK GRATZ, PA V11II`Io/'' E NSF: 17030 G SERIES 185 ALUMINUM FIXED WINDOW*• 0y626 *= 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS TAT OF t DRAWN: DWC 11D. REV OR1O*• 0802E357 t;fl G SCALE wiENTS 09/03/14 10 OF 12 L. ROBERTO LOMASPE 14" WOODFORORD LEWISVILLE, NC27023 Luis R. Lomos P.E. FL No.: as 434-w-060s AWRASvkbn Mw W. CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET 1 BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK - SEE NOTE 3 - 7 SHEET I CONCRETE/MASONRY - BY OTHERS 2 1/2" MIN EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 1/4" MAX SHIM SPACE RIGID FILLER 3/16" TAPCON INTERIOR 3/16" TAPCON RIGID FILLER 1/4" MAX. SHIM SPACE 1 1/4" MIN. a EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4' MIN EMBEDMENT o CONCRETE/MASONRY BY OTHERS OPTIONAL IX BUCK SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON 2 1/2" MIN EDGE DISTANCE I REVISIONS ' REV OESCRIPrION MIE APPRDKD A REVISED INSTALLATION DETAILS 06/01/15 R.L 8 RLMSEO NAME AND ADDRESS 10/27/16 R L. I 1/4" MAX. SHIM SPACE r RIGID FILLER INTERIOR 7-EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETEAMASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC alltoi NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 650 W. MARKET ST. E fVNOTSHOWNFORCLARITYGRATZ, PA 17030 Se SERIES 185 ALUMINUM FIXED WINDOW2. PERIMETER AND JOINT SEALANT BYOTHERS TOBE 1A'• 0 6 ••* DESIGNEDINACCORDANCEWITHASTME211273" X 72" NON -IMPACT 107¢= r70TEFLANGEINSTALLATIONDETAILSWITHRIGIDFILLERSOF !L, i 0• ts: c[ORIOP G DRAWN: owc NO. aEv 08 02 57B Y i7SONA 11a\`` SCALEarENTS09/03/14 11 OF 12 L ROBERTOLOMASP•E• 1432 WOODFORD RD LEWISVILLE. NC 27023 4344W. 0609 AbM"*&A meSp@=1 Luis R. Lomas P.E. FL NO.' 62514 REVISIONS RE`/ DESCRWTIDN DATE APPROKD A REVISED INSTALLATION DETAILS 05/01/15 R L APPROVED 0 REVISED NAME AND ADDRESS 10/27/18 R.L. SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT 6 WOOD WOOD SCREW FRAMING BY OTHERS I 1/a- MAX SHIM SPACE WOOD FRAMING 1/4" MAX 3/8" MIN BY OTHERS SHIM SPACE EDGE DISTANCE 06 WOOD INTERIORSCREW INTERIOR EXTERIOR 1 1 /4" MIN. EMBEDMENT T— NOTES, 1 /4" MAX I INTERIOR AND EXTERIOR FINISHES. BY OTHERS. SHIM SPACE APPROVED NOT SHOWN FOR CLARITY. I SEALANT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE BEHIND FIN EXTERIOR DESIGNED IN ACCORDANCE WITH ASTM E2112 3/8" MIN3/8" MIN — EDGE DISTANCEEDGEDISTANCE 6 WOOD WOOD JAMB INSTALLATION DETAIL SCREW I FRAMING WOOD FRAMING OR 2X BUCK INSTALLATION APPROVED IF-- 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS OR"". owl: No. J.L. 08-02357 SME NTS I 0"TE 09/03/14 ISKET12 OF 12 L. ROBERIO LOMAS P.E. 1432 WOODFORD RD LEW/SV4LE. NC 27W3 436-movm wnas ebm>,soscom SIGNED: 1111512016 I`IOA,'/',iENS•,91(1 i AT rO tO'. T . • Lule R. Loma3 P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 0141` rt a 90S Home I Lop In I Use, Repistrabon I Not Topi6 I Submit Surcharge I Stats & FaCtS I Pubkapons FaC Staff I SCIS Site Map Links search Product Approval eay ra USER, PublicUser aa+sr-'m Product Approval Menu > Product or Apahcation Search > Application lFst > Application Oetall FL # F1.15353-112 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 bsltlinger@miwd.com Authorized Signature Brent Sitlinger bsltlinger@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 L 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://%% ww.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWIS... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 06/15/2015 Date Validated 06/15/2015 Date Pending FBC Approval 06/21/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01448A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512072A.odf span: 52-1/8". Created by Independent Third Party: Yes 15353.2 5764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01439A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL35353 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 FL35353 R2 II 08-01449A odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL35353 R2 AE 512073A.odf span: 104-1/4" Created by Independent Third Party: Yes 15353.4 5765 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL35353 R2 II 08-01440A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512064A.Ddf span: 83". Created by Independent Third Party: Yes 15353.5 CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01442A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512066A.odf length - 83". Created by Independent Third Party: Yes 15353.6 CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-014S1A.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 512075A.odf span - 104-1/4" Created by Independent Third.Party: Yes 15353.7 CM-18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01452A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512076A.Ddf span - 104-1/4". Created by Independent Third Party: Yes 115353.8 1 CM-18531 I Vertical Aluminum Mullion I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Installation Instructions FL15353 R2 11 08-01443A.Ddf Verified By: Luis R Lomas, PE PE-62514 http://vA nAr.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwrtDgtH 85 72gvd WI 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.odf span - 83" Created by Independent Third Party: Yes 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 Il 08-01453A.odf Approved for use outside HVHZ: Yes Venfied By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512077A.odf span - 104-1/4' Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 Il 08-01444A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant. Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512068A.0df span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 11 08-01454A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512078A.odf span: 104-1/4". Created by Independent Third Party: Yes Batlt neat Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850.487-182s The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accesshbllhty Statement :: Refund Statement Under Florida law, email addresses are public records. It you do not want your e-mall address released Inresponse to a public -records request do not send electronic mail to this entity. Instead, contact the of a by phone or bytraditional mall. Ifyou have any questions, please contact $50.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address it they have one. The emails provided may be used forofficial 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 address which an be made available to the public. To determine If you area licensee under Chapter 455, F.S., please tln* here . Product Approval Accepts: a® gg Creidit Gird ecuri try le x1 cs http://w-A-Ar.floridabui lding.orglprlpr_app_dtlmpx?param=wGEVXQwtDgtH8572gvdWIS... 9/7/2017 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) 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 REOUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EOUAL OR GREATER THAN REOUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = W1 + W2 2 REWSIDN5 REV I DESCRRIMN I DATE I "PROVED IAIREVISEDINSTALLATIONDETAILSIO6/10/I5 I R.L. ANCHORING NOTES' 1) FOR ANCHORING INTO WOOD FRAMING OR ZX BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4" TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1. 1/4" MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS. AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF C=0.42 B CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE —DRILLED BY MANUFACTURER TABLE OF CONTENTS SHEET NO.1 DESCRIPTION NOTES CONFIGURATIONS AND DP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN. DWr ND V.L. 08-01439 SwE NTS IDAE 01/11/12 1 SNEE71 OF 3 SIGNED: 0611112015 ILIOT!////iEM6, A TAT 6OF , ry i0F 'ZOR10 • ss1NAi L0 " 6\ 107 3/8' 3 WIDTHCOM8 W1- 83- 1 1FRAME HEIGHT WINDOW WINDOW MULLION SPAN) L 1 1 Ff Hf MI S' 107 3/8' COMBINED WIDTH W1-IrW2- 83" Lw 1FRAME HEIGHT WINDOW MULLION SPAN) COMBINED WIDTH 1 WINDOW AME IGHT WIN00 ( WINDOIA LLIO) AN) TA W1 IF^ W2 107. 3/8' Desi n ressure ratio s Mullion span (In) Tributary 18.13 25.50 width (In) 36.00 12.00 18.00 52.13 25.00 130.0 130 0 130.0 1300 130.0 130.0 37.38 130.0 130.0 1272 1270 127.0 127.0 49,83 1207 94.3 77.9 73.8 72.1 720 62.00 710 52.2 39.7 35.9 33.4 323 66.63 59.6 4..7 33.0 29.6 27.4 26.3 72.00 44.9 32 7 244 21.8 19.9 19.0 8/.00 28.1 203 150 132 11.91 11,3 LARGE AND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. FI HI MI S 107 3/8' COMBINED WIDTH W1 Lw I.D. FRAME HEIGHT MULLION SPAN) L COMBINED WIDTH w2 A1 IGHT LLION 1 WINDOW 1 1 I 1 W1 L W2 1073/8 FI HI MI S RENSIDNS . IREVDESCRN7IONDATEAPPROAD A REVISED INSTALLATION DETAILS 06/10/15 R.L. COMBINED WIDTH I1 IGHT 1 1 WINDOWAME WINDOW LION 1 1 1 w2W1....._ 107 3/8' I APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107"' AS SHOWN HEREIN. Design pressure rating (psi) with rebar lion Mullion span (In) MDT butary width (In) 18.13 26.50 36.00 12.00 I8.00 62.13 25.00 130.0 130.0 130.0 130.0 130.0 1300 37.38 130 0 130.0 127 2 127.0 127.0 127.0 49.63 120.7 94.3 77.9 73.8 72.1 72.0 62.00 92.4 70.0 53.3 48.1 44.8 43.4 6S.63 80.0 58 6 442 39.7 36.7 35.3 72.00 60.3 43.9 32 8 29.2 267 25.5 84.00 37.7 27.3 201 17.7 16 O 15.1 URGE AND SMALL MISSILE IMPACT, LEVEL D. WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS V.L. 1 08-01439 SCALE NTS a" E 01 / 1 1 / 12 ISHM2 OF 3 SIGNED: 0611112015 OIr,/ AAT4'y OFO. PSONA 11 aO\y`. 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS J ' ''4" MIN EMBEDMENT 1/4' TAPCON SECT5795 CLIP OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP 10 WOOD SCREW I 1 3/5" MIN. EMBEDMENT 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION MASONRYAANCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. WOOD FRAMING/ ZX BUCK BY OTHERS 3.261" I 1.375" 1 o.3" 3.250" 4.000" REVISIONS DESCRIPTION DATE APPROVED REVISED INSTALLATION DETAILS 06/10/13 R.L. 3.750' 1.000" 0.375" 0.422" 2.032' 2 875" 0.8-443- I SECT5796 CLIP \- 2x 00.210" FOR CONCRETE INSTALLATION ALUMINUM 6063-TS 125• THICK MT000022 CLIP 16GA (.063-) GALVANIZED STEEL 3.750' 2.159" 1.0 0' 0.375" F-- 2.14D" —I 1. 125" 0. 843" I 1 562" 2x mo.210" SECT5764 MULLION ALUMINUM 6005-T5. IZ5' THICK T 1. 562" I 0. 688" SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125• THICK 1. 531 " n--L SIGNED: 0611112015 MI WINDOWS AND DOORS 111 III)I RF- li IEBAR 16 GA (.062) GALVANIZED STEEL 650 WEST MARKET STREET GRATZ, PA 17030—D370 5 R'• LOM i/// r • *\E N p Pp., G5764 — VERTICAL MULLION*• 0 * 83 MULLION SPAN VOFW INSTALLATIONDETAILSANDCOMPONENTSD • TAT ;Wy DRAWN mm ND. REV 10R1Qr• F08 A 90FATsciENTS °E 01 / 1 1 / 12 s"' 3 3 Florida Building Code Online Page 1 of 3 Pr e - o'Regulation Bps Home I Log In User Registration ; Hot Tapia submit surcharge I stab a Facts Publications FBC Stag SCIS Site Map Links Search' rNrWi 1 r Product Approval q USER: Public user 11=* . ' Product Approval Menu > Product or Application Search > Apalecateon Lest > Application Detail FL # FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@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 2- Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald 1. Ogawa the Evaluation Report Florida Ucense PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. E Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COI RIO - Certificate of Indeoendence.PDF Referenced Standard and Year (of Standard) Standard Year ASTM C1186 2007 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Ucensed Professional Engineer or Architect FL13223 R3 Eouiv ASTM C1186 Equivalency Sioned.odf http://www.floridabuilding.org/pr/pr_app_dd.aspx?param—wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 I fry Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 08/09/2017 FL # Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 11 ER RIO-2578-15 Panel to Furrino.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 11 Install Cemoanel Sidino.Ddf Design Pressure: N/A FL13223 R3 11 NOA 15-0122.04.Ddf Other: For use Inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04 Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 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-IS Panel metal-wood.odf FL13223 R3 11 ER RIO-2578-15 Panel to Furrino.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 11 Install HardiePanel Sidino.Ddf 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.Di f FL13223 R3 AE ER RIO-2578-15 Panel to Furrdna.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 11 ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 11 ER RIO-2578-15 Panel to Furrino.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL13223 R3 11 Install Prevail Panel Sidino.odF Design Pressure: N/A FL13223 R3 11 NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA IS-0122 04.Ddf Created by Independent Third Party: Yes Balk Nei Contact lh :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone 11SD-497-1R24 The State of Florida is an AA/EEOemployer. Coovricht 2007.2013 State of Florida..: 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 mad to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact B50 487.2395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4S5, F.S. must provide the Department with an email address It they have one The emads provided may be used for official communication with the licensee. However emall addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: http://www.floridabuilding.org/prlpz_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Credh Card Safe http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 113, 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 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO.255&15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-838-542-7343 info@jameshanfne.com EVALUATION SUBJECT HardiePaneW Siding James Hardie ProductTrade Names covered Inthis evaluation: HardiePaneW Song, CempaneW) Siding, Prevail- Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building Code@ EVALUATION PURPOSE: This analysis is to determine the mandmurn design 3-second gust wknd speed to be resisted by an, assembly of HardiePsnd (Cempanel. Prevail Panel) siding fastened to vhood or metal framkg with rags or screws. REFERENCE REPORTS: 1. Intertek Report 30671113 (ASTM C1186) Material properties HaidiePanel Siding 2. Ramtech Laboratories Report.IC-1270.94 (ASTM E330) Transverse load Test. 5116' Thick by 48 Inch wide HardlePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center With a 6d common galvanized nag 3. Ramtech laboratories Report IC, 1271.94 (ASTM E330) Transverse load Test 5116' Thick by 48 Inch wide HardnePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 Inches an center with a 6d common galvanized nag 4. Ramtech Laboratories, Inc. Report 10868.9711475 (ASTM E330) Transverse Load Test. 5f16' Thlek by 48 Inch wide HardiePanel Siding irealled on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center vtth a 4d, 0.091 Inch shot* by 0.225 inch head diameter by 1.5 inch lorg rag shank nag 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Trensverse Load Test, 1/4' Thick by 48 inch wide Hardel anal Siding installed on 20gauge Metal studs spaced at 16'inches on center with a No 6X1 In, long X 0.323in head diameterribbed bugle head screw 6. Ramlach Laboratories, Report IC-1055-89 (ASTM E330) Transverse toad Test. 1/4' Thick by 48 inch wide HardisPanel Siding Installed on 20gauge Meal studs spaced at 24 inches on center with a No8 X 1 in. king X 0.323in head diameter ribbed bugle head screw 7. Ramtech laboratories, Report 11149.98/1554d (ASTM E330) Transverse toad Test,114' Thickk by 48 inch wide Hardheloartel Siding installed an 20gauge Metal studs spaced at 16 and 24 inches on corder with a ET&F 0.100 in. knurled shank X 1.5 in. long X 025 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273.94 (ASTM E72) Racking Shear Test, 5f16' Thick by 48 Inch wide HardiePanel Siding Installed on 2X4 Hem -Fe wood studs spaced at 16 ices on center with a 6dcommon gaNrsnlzed nail 9. Ramtech laboratories Report IC-1274-94 (ASTM E72) Racking Shear Test. 5116' Thick by48 inch wide HardnePanel Siding installed on 2X4 Hem -Fa wood studs spaced at 24 i ct an center mth a 5d common galvanized nail 10. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E72) Racking Shear Test. 5I16' Thick by 46 inch wide HardePanel Siding installed. on 2X4 Group III SG=0.36 wood studs spaced at 16 aches on corder with a 4d, 0.09i itch shank by 0.225 inch head diameter by 1.5 inch lorg rkkg shank nag 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Teal SH 6' Thick by 48 inch wide HardlePonel Siding installed on 2X4 Hem -Fa wood studs spaced at 16 and 24inchesoncenterwithaNo8X1tn." X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Test. 5fl6' Thick by 48 inch wide Hardkftnel Siding installed on 2X4 Herk,-Fr wood skids spaced at 16 and 24 inches on carter with a ET3F 0:100 in. knurled shank X 1.5 in. long X 025 in. head diameter pin fastener JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO.2556-15 Fastener Sparing tin 1 Allowable Ultimate Design Thickness Width Perimeter Field Load Load' Report Number Test Agency ill fin.) Frame T flFrame Supports Supports Fastener T PSF PSIC-1270.94 Ramtech 0.3125 48 2X4 wood Hem-Fo6 6 6d common 149 49.7 IG127D-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 4 4 6d common 236 787 IG1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 6 6 6d common 94 31.3 IG7271-94 RamteCh 0.3125 48 2X4 wood Hem -Fir 24 4 1 4 6d common 143 47.7 1086&97/14T5 Ramieeh 0.3725 48 2X4 wood, SG a 0.36 16 4 8 4d, 0.091 in. shank 0.225 in 9D 30.0HDX1.5 in. b shank marl Min. No 2D gauge X 3.625 in. X Min No 8 X 1 in. long X 0.323 In IC-1054-89 Ramtech 025 48 1.375in metalstud 16 6 6 head diameter ribbed bugle 169.9 56.6 head screw Min. No 20 gauge X 3.625 in X Min No 8X 1 In. long X 0.323 in IG1055- 89 Ramtech' 025 48 1375 in metal stud 24 6 6 head diameter ribbed bugle 91.9 30.6 head screw Min. No. 20 gauge X 3.625 In. X ETBF O.100 in. knurled shank X 11149- 9&1554d Ramtech 0.3125 48 1.375 Inmetal stud 24 4 8 1.5 in. long X 025 in. head 170 56.7 diameter pin fastener Min. No. 2D gauge X 3.625 in. X ETt1F 0.100 In. knurled shank X 11149. 98/1550d Ramiech 0.M2548 1.375 in metal stud 16 4 8 1.5 In. long X 0.25 in. head 1D1 33.7 diameter pin fastener 1. wrowaore LOW IS trte Uirrrnate Joao GIVIOW by a taetor of sarery or 3. 2. HardiePanel Siding complies with ASTM C1186. Standard Speaf eLion for Grade 11, Type A Non -asbestos Fiber-CBrnard Rat Sheets. Table 1b, Shear Values Allowable Loads in Pounds Per Lineal Foot for Panel Shear Walls" Fastener Spacing fin 1 Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Loads Load' Report Number Test Agency in ) in.) Frame Type in ) Supports Supports Fastener T IC- 1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC- 127394 Ramlech 0.3125 48 2X4 wood Hem-Rr 16 4 4 6d common 698.8 237-9 IC- 1274-94 Ramlech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 46D.0 153.3 IC- 1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fr 24 4 4 60 Common 637.5 212.5 1DB6' 8.9711475 Ramtech 0.312548 2X4 wood, SG a0.36 16 4 B 4d, 0.091 in shank X 0.225 in. 595. 4 198.5 HDX1.5 in. shank nag MinNo20 gauge X 3625 inX Min No8 X Vin. long X 0.323 in IG1057-89 Ramtech 0. 2548 1.375 in metal stud 16924 6 6 head diameter ebbed bugle 99D.0 123.8 hea0 screw Min. No. 20 gauge X 3.625 in. X ETBF 0.10D in. lowded shank X 11213099/1580 Ramtech 0. 3125 48 1.375 in metal stud 16 4 8 15 in. long X 025 in head 1227.0 153.4 diameter pit fastener Min. No. 20 gauge X 3.625 in. X ETBF 0.1001h. knurled shank X 11284-99/1580 Ramlech 0. 3125 48 1 375 in metal stud 24 4 a 1.5in long X 0.25 in. head 10W.0 132.5 diameter pin fastener 1. AD board edges shall be supported by framing. Parcels shall be appliedwith the long dimension either parallel or perpendicular to studs. 2. The matdmum height-fit4wVth ratio for construction in this Table's 2:1. 3. In the steel framed assemblies the alki"ble bad is based on the average load at 1/8 Inch net deDeetion. RONALD 1. OGAWA ASSOCIATES. INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714:847-4595 FAX PROJECT. RIO.2556.15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-883-542-7343 info@jameshardie-corn DESIGN WIWD LOAD PROCEDURES: Fitia cement siding transverse bad capacity (wind bad capacity) is determined via compliance testing to transverse load national test standards. Via the transverse bad testing an allocable design bad is determined based an a factor of safety of3 applied to the ultimate test bad Since the allowable design bad is based on factor of safety of3, allowable design beds on fiber-cemem siding cometate directly to required design pressures for Allowable Stress Design, and therefore should beused with combination loading equations for Allowable Stress Design (ASD). By using the combination loading equaliore•for Allowable Stress Design (ASD), thetested allowable design beds for firer -cement siding are aligned with the wind speed requirements InASCE 7- 10 Figure 26.5.1A, Figure 26.5-18, and Figure 26.5.1C. For this analysis, to calculate the pressures in Tables 3.4. and S. the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design, load combination 7. Load combination 7 usesa badfactor of 0.6 applied to the wind velocity pressure. Equation 1, qr=0.00256-K='Kj-V,'Vt (ref. ASCE 7-10 equation30.3-1) velocity pressure atheightz K. , velocity pressureexposure coefficient evaluated at height z Ka . topographic factor w , wind directionardy factor V , bask wind speed (3-second gust MPH) as determined from 120t2 IBC, 2014 FBC) Figures 1609A, B, or C; ASCE 7-10 Figures 26.S1A, B, or C Equation 2, V--V' (W. 2012 IBC d 2014 FBC Suction 16OZ 1 da6nCuons) Va , ultimate design wind speeds (3-second gust MPH) determined from 12012 IBC. 2014 FBC) Figures 1609A, B, or C; ASCE 7.10 Figures 26.5.1A. B,orC Equation 3, P=(6'(GCp-GCP) W. ASCE 7.10 equation 30.6-fi GC` , product of external pressure coeffnent and gust -effect factor GCo , product of internal pressure coefficient and gust -effect factor p . design pressure (PSF) for siding (allowable desgn load for siding) To determine designpressure, subsUtuld qr into Equation 3, Equation 4, p=0.00256'K; KWK,'V."• GC. -GC,) Allowable StressDesign, ASCE 7-10Section 2.4.1, load combination 7 Equation 5, 0.60 + 0.6W (ref. ASCE 7-10 section Z4.1, load combination 7) 0 , dead bad W , wind bad To determine the Allowable Stress Design Pressure, apply the bad factor for W (wind) from Equation 4 top (design pressure) determined from equation 4 Equation 6, P. = 0.6101 Equation 7, pit = 0.6'10.00256'KsKn•Ka'Va7'(GCp-GCp-M Equation 7is used topopulate Table 3, 4, and A To determine the allowable uffimate basic wind speed for Hardie Siding it Table 6, solve Equation 7 for Vie' Equation 0, Va = (p.JO.6'0.00256'K'l(,'(G -P-GC,))as Applicable to methods specified in Exceptions 1 through 3 of (201219C, 2014 FBC1 Section 1609.1.1., fo determine the allowable nominal design wind speed (Vasd) (or Hardie Siding in Table 4 apply the conversion formula below. Equation 9, V-d = V,e' (0.6)03 (ref. 2012IBC d 2014 FBC Section 1609.11) Vr , Nominal designwind speed (3-second gust mph) (mf. 2012IBC 82014 FBC Section 16OZ1) Table 2, Coefficients and Constants used in Determining V and p, N Wm Zane s Height (it) Exp B Exp C Exp O K= Kd G G 0.15 0.7 085 1.03 h550 1 0.65 1.4 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 0.16 35 073 1.01 1.19 1 0.85 14 0.18 40 0.76 1.04 1.22 1 085 1.4 0.18 45 0785 1.065 1.245 1 0.85 1.4 0.18 50 0.81 1.09 t.27 1 0.85 1.4 0.18 55 083 29 1 0.85 1.4 0.18 60 o.as 1.13 1.31 1 0.85 AA 0.18 100 0.99 1.26 1.43 h 60 1 o.es 1.8 a1e GtzOFlq 24121--) STATE R RONALD I.OGAWA ASSOCIATES, INC. 16M ALGONQUIN STREET 0"3 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RID-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 3, Allowable Stress Design . Component and Cladding (CAC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B. Wind S (3-secondgust) 100 105 110 115 120 130 140 150 t6D 170 1BD 190 1 200 210 Height (it) B B B B B B B BJ-38.6 B B B B B 0-15 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 2B.3 32.5 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 17.5 19.1 2D.8 24.4 28.3 32Z41.7 46.8 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.541.7 46.B 52.1 57.8 63.7 35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.943.5 48.8 54.4 6D.2 66.4 40 15.7 17.3 19.0 20.7 226 26.5 3D.7 35.345.3 50.8 56.6 62.7 69.1 45 16.2 17.9 19.6 21.4 23.3 27.4 31.7 36.4 41. 46.8 52.5 58.5 64.8 71.4 50 16.7 18.4 20.2 22.1 24.1 282 32.7 37.6 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 226 24.7 2B 9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5 ITT 10D 2 . 282 3 .0 3 .8 36. 0 .3 2 57. 6 .5• 74.0 82.9 1 -924 1024 1129 Table 4, Allowable Stress Design - Component and Cladding (CAC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed (3 secondgust) 100 105 110 t15 120 130 140 15D 160 170 180 190 20D 210 Height (it) C C C C C C C C C C C C C C 0.15 17.E 19.3 21.2 23.2 25.2 29.6 34.4 39.E 04.9 50.7 56.8 3 3 70.1 77.3 20 18.6 2D 5 225 24:B 2&7 31.4 36.4 41.8 47.E 53.7 6D.2 67.0 74.3 1.9 25 19.4 21.4 23.5 25.6 27.9 32.8 3B.0 43.6 49.6 56.0 62.8 70.0 77.6 85 5 30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 514 58.4 65.5 73.0 80.9 89.2 35 20.8 23.0 25.2 27.6 30.0 J5.2 40.0 46.9 53.3 60.2 675 75.2 83.3 91.9 40 21.5 23.7 26.0 28A 30.9 W.3 42.D 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 242 26.6 29.1 31.6 37.1 43.1 49.4 56.2 63.5 71.2 79.3 87.9 96.9 50 22.5 24.8 27.2 29.7 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 99.2 55 22.9 25.2 27.7 3D.3 33.D 38.7 4.9 51.E 56.6 662 742 827 91.6 101.0 60 4 0 4 1 1 Jl 10D 32.6 35.9 394 43.1 4&9 1 •55.0 63J3 73.3 83.4 94.1 105.E 117.6-143.6 Table S, Allowable Stets Design . Component and Cladding (CAC) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D. Wind Speed 3-second gust) 1D0 105 110 115 1 12D 130 14D 150 160 170 180 19D 200 210 Height (it) D D D D D D D D D D D D D D 0-15 212 23.4 25.7 211.1 3D.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27 D 29.5 32.1 37.7 43.7 5DA 57.0 64.4 72.2 8D.4 89.1 9&2 25 23.1 25.5 28.0 30.6 313 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9 30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 692 77.5 85.4 95.7 105.5 35 24.5 27.1 29.7 32.5 35.3 41.5 48.1 55.2 628 70.9 79.5 88.6 98.2 108.3 40 25.2 27.7 30.5 33.3 36.2 42.5 49.3 56.6 64.4 72.7 81.5 9D.9 100.7 111.0 45 25.7 28.3 31.1 34 0 37.0 43.4 50.3 57.8 65.7 74.2 83.2 927 102.7 113.3 50 262 28.9 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 4.9 94.6 W4.8 115.5 55 26.6 29.3 32-2 35.2 38.3 45.0 52.2 59.9 68.1 76.9 86.2 96.1 106.4 117A 4 100 37.0 40.8 d4.7 46.9 53.2 62.5 72.E 83.2 94.6 106.8 1198 7133.4 7147.9 163.D Tables 3, 4, and 5 are based onASCE 7.10 andconsistent with the 2012 IBC. 2012 IRC and the 2014 Florida Building Code wQGpwZ1FlC;q,; 9 ED 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.eom P (mph) 9( fyNca/ Metriod in ASCE 7.10 Chapter 30 CdC Part 1 and Part 3Je ,J`O .q,Y,9''i Table 6, Allowable Wind Speedfor HardiePanel Sidin Ana 201218C, 2014 FBC 201218C. 2014 F8C V 4 ;irs2412 11 9 : STATE FQ C•• V/ r. O RiOP:` ection ., R f11 IUL,`N Cosfiiclams used In Table 6 calculations for V,a Allowable, Ultimate Design Wind. Speed, Vu . 3-second gust mph) Allowable, Nominal Donn Wrid. Speed, Vm4A 3-second gust mph) Appli tomelhodss apedfied in 1201218C. fi09.1'i FOCIiae J201218C, 2014 F6C] F 1609A. B. orC. 41 Applicable mme0lods specified F- xceplions 1 avough 3cf(M1218C, 2011 F 09...1. 1ti09.1.i. Wind exposure category Wind exposure cat siding K Product Product Thickness iflches) Width Indies) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building HeghP feet) 8 C D B C D Allowable ate" Load nn trip 8 E= C 6m O Ka Ke 1 GCo I GC. HardiePanelS 51% 48 sd common 6 2X4• wood Hem -Fir 16 0.15 186 168 153 144 130 116 49.7 0.7 0.55 1.03 h560 1 0.85 1.4 0.18 20 166 164 149 144 127 116 49.7 0.7 0.9 108 1 0.65 14 O.t8 25 186 160 147 144 124 114 49.7 0.7 0.94 1.12 1 0.55 1.4 0.16 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 0.85 1:4 0.18 40 178 152 141 138 118 109 49.7 0.76 1.04 122 L 1 0.85 lA 0.18 45 175 150 139 136 117 108 49.7 0785 1.065 1245 1 0.65 1.4 0.18 50 172 149 138 134 115 107 49.7 0.81 1.09 127 1 0.65 4 0.18 55 170 147 137 132 114 106 49.7 0.63 1.11 129 1 0.85 1.4 0.18 60 168 146 136 130 113 t05 49.7 0.65 1.13 1.31 1 0.05 1.4 0.18 100 139 124 116 108 96 90 49.7 0.99 126 1.43 h>60 1 0.85 1.6 018 HardlePanel® 5116 48 6d common 4 2X4 Wood Hern-Fir 16 0.15 233 212 192 181 164 149 78 7 0.7 0.65 103 hf60 1 0.65 1.4 0.18 20 233 206 188 181 159 146 78.7 0.7 0.9 1.08 1 0.65 1.4 0.18 25 233 201 185 181 156 143 78.7 0.7 0.94 1.12 1 0.85 14 0.18 30 233 197 181 181 153 140 781 0.7 0.96 1.16 1 0.85 1.4 0.18 35 229 194 179 177 151 139 76.7 073 1.01 1.19 1 0.85 1 4 0.16 40 224 192 177 174 146 137 75.7 0.76 1A4 122 1 0.85 1.4 0.18 45 220 189 175 171 147 136 76 7 0 785 1.065 1245 1 0.65 1 4 0.18 187 173 3 145 134 787 0.8t t09 1.27 t 0.85 14 0.18 214 185 172 166 144 133 76.7 0.83 1.11 129 1 OAS 1.4 0.180500421218417116414213278.7 0.85 t.t3 1.3 1 0.85 1.4 0.18 175 155 146 136 120 113 78.7 0.99 126 1.43 h40 1 0.85 1.0 0.16 HardiePaneW 5116 48 comft1N1 6 2X4 wood HemFir 24 0.15 147 134 121 114 103 94 31.3 07 0.65 1.03 11560 1 0.65 1 4 0.18 20 6.7 130 119 32659 101 92 313 0.7 0.9 1.06 1 0.85 1.4 0.18 25 7 127 116 5 98 90 313 07 0.94 7.12 t 0.85 1.4 0.18 30 147 124 114 114 96 89 313 0.7 0.98 1.16 1 085 1.4 0.18 35 1" 123 113 112 95 87 313 0.73 1.01 1.19 1 0.85 1.4 0.16 40 141 121 112 109 94 66 313 0.76 1.04 122 1 0.85 14 0.18 45 139 119 110 108 92 86 313 0.785 1465 1245 1 0.85 1.4 0.18 50 137 118 109 106 91 85 313 0.61 1.09 127 1 0.65 1.4 0.16 55 135 117 108 105 91 94 313 0.83 1.11 129 0.18 60 134 116 106 103 90 83 J13 0.85 1.13 1.91 1 0 a5 1.4 0.18 100 111 98 92 86 76 71 313 0.99 1.26 1.43 l,>60 1 0.85 1.6 0.10 HardiePaneW 5116 48 ad 4 2X4 wood Hem Fir 24 0.15 192 165 150 141 126 116 47.7 0.7 0,65 1A3 h560 1 0.65 1.4 0.16 20 182 160 146 141 124 113 47.7 0.7 09 1.06 t 0.85 1.4 0.18 25 162 157 144 141 121 111 47.7 0.7 0.94 1.12 1 0.85 1.4 0.10 30 182 154 141 141 119 109 47.7 0.7 098 1.16 1 0.85 1.4 0.18 35 178 151 139 138 117 108 473 0.73 1.01 1.19 1 015 1.4 0.18 40 174 149 135 135 116 107 47.7 0.76 1.M 122 1 0.65 1.4 0.18 45 172 147 136 133 114 106 47.7 0.785 1.065 12a5 1 0.65 1.4 0.18 50 169 146 135 131 113 105 47.7 0.81 1.09 1 127 1 0.65 1.4 0.18 55 167 1" 134 129 112 104 47.7 0.83 1.11 i.29 1 0.65 1 a 0.16 60 165 143 133 128 111 103 47.7 0.851.13 1.31 1 0.95 A.4 0.16 100 131 121 114 106 94 as 47.7 0.99 125 1.43 h>60 1 0.85 1.8 0.16 HardtePaneW 5116 48 4d.0.091 in. shank X 0.225 in. HDX 1.5 In. long ring shank nall 4 edge 8 field 2X4 wood SCZO.36 16 0.15 144 131 119 1 112 101 92 30.0 07 0.65 1 1.03 h560 1 0.85 4.4 10.18 20 144 127 116 112 98 90 30.0 0.7 0.9 1.08 1 0.65 A 0.16 25 144 124 114 112 96 88 30A- 0.7 094 1.12 1 0.65 1.4 0.16 30 1" 122 112 112 94 87 30.0 0.7 0.98 1.16 1 0.95 A.4 016 35 141 120 111 109 93 86 30.0 0.73 1.01 1.19 t 0 a5 1.4 O.la 40 138 118 109 107 92 85 30.0 0.76 104 122 1 0.65 1.4 0.18 45 136 117 108 105 91 84 30.0 0.765 1.065 1.245 1 0.85 1.4 0.18 1 50 134 1 116 107 104 89 83 30.0 0.61 1.09 127 1 0.95 1.4 018 55 132 11a 106 103 89 82 30A 083 1.11 129 1 0.85 1.4 0.18 60 131 113 105 101 88 82 30.0 0.85 1.13 1.31 1 0.65 4.4 0.16 100 108 96 90 84 74 70 30.0 0.99 1 1.26 1.43 h>60 1 0.85 1.8 0.18 RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292.2602 714-8474595 FAX PROJECT: RID•2556.15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-88.542-7343 info@jameshardie.com 111t11111 IIII!!!/ r! % 201218C, 2014 FBC 201218C, 2014 FBC 202 Allowable, Ultimate Allowable, Nominal: Design Wind, Speed. V.1. Design Wind. Speed. v " STATE F 3-second gust mph) 3-second Bust mph) C/S; ..; D RIO.• Get:,` Applicable to i all cis Applicable to methods specified220 specified in Exceptions TEREDttEN,,.•``. FBgSection2012 1609.1.1. os detwmined B111110119113t;1 20t4 FOCI SectionP0121BC, 2014 FBC) 16CIaSectionnFigures16D9A. B, or C. LoefBdenu used in Table 8 nleutadons row V. Wind exposure category Wind exposure category siding K. Product Stud Building Allowable Product Thickness Width Fastener Fastener Frame Spacing HeighP-t B C D B C D Design inches) inches) Type Spacing Type inches) feet) LoadLoad SF) Exp B Exp C F-x9 D Ka Ki GC. GCa 0-15 198 18D 163 153 139 126 56.6 0.7 0.85 1.03 hs6D 1 0.85 1.4 0.18 Min. No 8 X 20 198 175 159 153 135 123 56.6 0.7' 0.9 1.08 1 085 14 OAF 25 1 198 171 157 1 153 132 121 56.8 0.7 094 1.12 1 0.85 1.4 0.18 1 in. long X Min. No. 30 198 167 154 153 130 119 56.6 0.7 0.98 1.16 t 0.85 1.4 0.180.323 in 20 gauge 35 194 165 152 150 128 118 S6.6 0.73 1.01 1.19 1.4 D 1eX3.625 40 190 162 ISO 147 126 116 56.6 0.78 1.04 1.22 1.4 0.18HardiePanalt1/4 48 diameterAleer 5 in. X 16 45 187 161 148 145 124 115 56.6 0.785 1.065 1245 1.4 O.tBbugleribbed1.375in 5D 104 159 147 143 123 114 56.5 D-61 1.09 1.27 DM 14 0.18headmetal 55 182 1S7 146 141 122 113 S6B D.83 Lit 129 IA 0.18strewnstud 6D 180 156 145 139 121 112 56.6 0.85 1.13 t 31 1.4 0.18 100 149 132 124 115 102 96 56.6 0.99 126 143 h>60 1 0.85 1.8 0. 88 0-15 146 132 120 113 102 93 3D.6 0.7 0.85 1.03 h9W 1 D.85 1.4 0.18 Min. No 8 20 US 128 117 113 99 91 3D.6 0.7 0.9 1.08 1 0.85 1.4 0.18 25 146 126 115 113 97 89 3D.6 0.7 094 1.12 1 0.86 1.4 0181in. long X Min. No. 30 146 123 113 113 95 88 3DA 0.7 0911 1.16 1 0.95 1.4 OAS0.323 in 20 gauge 35 143 121 112 110 94 86 3D9 0.73 I Dl 1.19 1 D.05 14 0.16head ' X 3.625 40 140 119 11D 108 93 85 3D.6 0.76 1.04 122 1 D.115 1.4 0.18HardiePaneW11448diameter6in. X 24 45 137 118 109 106 91 85 306 0.7e5 1.065 1245 1 0.85 14 0.18d1.375in 50 135 117 108 105 90 84 30.6 D.81 1.09 127 1 0.95 1.4 0.18buglleeheadmetal 55 134 116 107 1D4 90 83 30.60.93 1.11 1.3 1 0.86 1.4 0.18studstrewn601321151061028911230.6 OAS 1.13 1 1.31 1 10.85. 1.4 0.18 100 1D9 97 91 85 75 70 30.6 0.99 126 1.43 hs60 1 10.851 1.6 0.18 ETdF D-15 198 18D 163 153 139 127 58.7 0.7 0.85 1.03 hs60 1 0.95 1.4 018 2D 198 175 160 163 135. 124 66.7 07 0.9 1.08 1 0.85 14 0.18DADDin. 25 19B 171 157 153 132 121 56.7 0.7 0.94 1.12 1 0.85 1.4 0.18knurledMin. NO. 30 198 167 154 153 130 1 119 56.7 0.7 09e 1.16 1 0.85 14 016shankX2Dgauge 35 194 165 152 150 128 118 56.7 0.73 1.01 139 1 0.05 1.4 0.181.5 in. long 4 edge X 3.626 40 190 163 150 147 126 116 66.7 0.76 1.04 122 1 0.18HardiePanelt511648X0.25 in. 8 field in. X 16 45 157 161 149 145 124 115 567 0785 1.065 1.245 1 14 0.18head1375in 50 194 159 147 143 123 114 56.7 0.81 1.00 t27 1 14 0.18diametermetal 55 162 157 146 141 122 113 56.7 1.1t 129 1 IA 018studDin fasleneP 180 156 145 139 121 112 SG7 0A5 1.13 1.31 1 1.4 016 100 149 132 124 115 102 96 56.7 0.99 126 1.43 h>BD 1 IS- 1.4 ta 0.18 0-15 153 139 126 118 107 98 33.7 0.7 085 1.03 ha6D 1 1.4 0.18 ET3F 0.10Din. 20 153 135 123 11B 104 95 33.7 0.7 0.9 Too 1 14 0.18knurled251531321211181029433.7 0.7 0.94 1.12 t 1.4 0.18Min. No. 3D 153 129 119 lie 1DO 92 33.7 0.7 09B 1.16 1 1.4 01eshankX. 20 gauge 35 150 127 117 116 99 91 43.7 0.73 1.01 1.19 1 0.85 1.4 Ole1.5 in. long 4 edge X 3A25 40 147 125 116 114 97 90 33.7 0.76 1.04 122 1 0.85 1.4 0.48HardiePanel® 5116 4B X in. 8 field in. X 24 45 144 124 115 112 96 89 33.7 0.785 1.065 1245 1 0.95 1.4 0.18headhead1375in 50 142 122 113 110 95 8B 33.7 0.81 1.09 1.27 1 0.85 14 0.18diametermetal 55 140 121 113 109 94 87 23.7 0.83 1.11 129 1 0.85 14 0.18panstud 60 139 120 112 107 93 87 33.7. 0.85 113 131 1 0.85 t.4 0.18fasteane 100 115 102 95 89 79 74 33.7 o.99 126 1.43 ro6D 1 O.eS 1.8 D.te I. screws shau penetrate the metal iramu g at least three twt threads. 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 eave height shall be used for roof angle O less than or equal to 10' (2-12 roof slope). 4. Vuh = the ultimate design wind speed (3-second gust mph) as determined by 12012 IBC, 2014 FBC) Figures 1609A, 1609B, or 1609C; ASCE 7-10 Figures 26.5•11A, 26.b-1S, or 26.5-1C. 5. Vasd = the nominal design wind speedapplicable to methods specified in Exceptions 1 through 3 of 12012 IBC, 2014 FBC) Section 16D9.1.1. S. The wind speeds in )2D12 IBC, 2014 FBC) Figures 16D9A,1609B and 1609C are ultimate design wind speeds, Vult, and shall be convened inaccordance with 12012 IBC, 2014 FBC) Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions ofthe standards referenced in (2012 IBC. 2014 FBC) Section 16D9.1.1. Exceptions 1 through 3 are used. 7. Linear interpolation of building height and wind speed is permitted. S. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Pan 3: Kr=1, Ke=0.85, GCp=1.4 (hs6D), GCp=1.8 (h>'60), GCp--0.18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. PROJECT RIO-2578-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE9 BRAND FIBER -CEMENT -PANELS TO WOOD FURRING SOLUTIONS - - — -- JAMES HAROIE-BUILDING PRODUCTS, INC. 10901 ELM AV.&UE FONTANA, CA92337 TABLE OF CONTENTS - _ _ • _ COVER PAGE .:. _ _. _ _ :. - ' PAGE _ v EVALUATION SUBJECT EVALUATION SCOPE EVALUATION PURPOSE 2 REFERENCE REPORTS ;2 TEST RESULTS ; i _ - . _ '2 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING - - •- - - ' 2 TABLE IS. ANALYSIS OF ALLOWABLE LOAD FOR #f8 SCREW AT 10' O.C. JUSTIFICATION OF USING THE RESULTS OWLIGHT GAUGE STEEL FRAMING _ . _ '2` DESIGN WINO LOAD PROCEDURES TABLE 2, COEFFICIENTS AND CONSTANTS USED IN OETERMINING•VAND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B - 4 TABLE;,, ALLOWABLE STRESS DESIGN-C&C PRESSURES EXPOSURE.C. TABLE 5, ALLOWABLE STRESS DESIGN C3C PRESSURES EXPOSURE D 4 TABLE 6, ALLOWABLE WIND SPEED (MPH)'FOR HARDIEPANEL SIDING - 5.6 . AS•PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE -LISTED PRODUCTS ARE -IN C& LIANCE %MTH-THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA'BUILOING CODE, AND THE 20i2 INTERNATIONAL BUILDING CODE. PREPARED BY: - - - RONALD I.OGAWAd ASSOCIATES, INC.• 16835 ALGONQUIN STREET 0"T HUNTINGTON BEACH, CA92649 714-292-2602 744-8474595 FAX_ 0: %S E ' FSSLoIOP1 \1 RONALD 1. OGAWRASSOCtATES, INC. 161M ALGONQUIN STREET 0443 HUNTINGTON BEACH, CA926t9 T) 714.282.2602 (F) 714-847-4S95 PROJECT. R10-2S78.15 EVALUATION SUBJECT Hanl)ePana)SSidling James Hadle Product 'rods Muse 4ovemd In Ihis eva)uafferr Ha.•O*P MD Sleep. Campanile Sleep. Prewl- Panel Slav EVALUATION SCOPE: A50E 7.10 2014 Florida Bui6np Cede 2012 blxna.ofa! Buldfp Code 2D12 lrcvma'Jotef Recidalbd Code EVALUATION PURPOSE: IWO w"vis is to demsr+e dre ma vwm duipn 3seeeb Drat rb0 Speed to be muted by an assemby of HedWPww (Gmpw*L Prevai Panels eidhp 00ebd to ee00 homw on *Wwwaod ormew baring wlh nab ar Serum. REFERENCE REPORTS: 1, bewsak Rapm 10202436.1000001IL Tre:nwse loan tea on HadisPrel TEST RESULTS: Table Is. Rasulb at Transverse Load Toxft Frame Fuse er Mil" Amwaa4 Tale TNOAD" Spaft Spaoeg Fdaener Type. Lane es •nLawa Rwm Number A fn) 1h1dT (Y+.) Rome T ' Nt, fin 1 ane Dimenslanf PSF) 1PSF) Fafee Lima 1C2024363C00001A hos11ek 0,3125 48 2)L4 Brood Sail 3+4' oi& by 3.5' 18 6 Mo. Dx 125• We x R3=' HD 1tD] S3 6 pA Itsou,T'trtenmwiiSPFhefgr-bed buys bad sours 102024363CO04)DIA htynsk 0.3125 40 2x4 wood au0. 3r4' via by SX 1s 6 MD. D x 12V late x D.3Zr ND 131,4 13.D ouD L1mupAwideSPFlWlelpnbbe:d bu pe headscarf if::tRa]83C000OtA hLs:eA 0.3125 to 2X4 wood Wad, we- dike by 35- 1B 2 No, 6 x 125' lag x 0227 rap 101.1 SSa Orel ttvonynrraiSPFhmVdinedwooteedsteers 1020243650000014 Is1;vk 0.3126 46 2X4 wood ' atidt 3 S 1s 6 OMW a m* x O2) S HD a 1B lt7.6 62 PAtrmuptAram" wide SPF lwri g Iag rug as" rail 132024363C00 MA helmet O212S aD 2X4 wood sank 3W Cum by S,5' 2a o Mo. 5x 125' IM2 x 0,323' HD a"i.7 27.6 PA Ltwr AnalCawtiSPFns+s+p niabe0 bugle deadsacra A4 laurels were Mated on tL1Rfp wvALa pa w=m3 rRO de rwmv maan9rv, 2. Alpva*leMacs isaslary itad Isom utu-utoWed Made* bya falser o1 sdeaq of3. S. HamiPw* Sisap mmpim AnAM C11Do, Sranild Spsodeaamr far G.•ame 2 T"w A Abn.aaaosur FbenCersae fide SAeofs. Table 1b. Angsle ofAssemble Load for N Screw al ID' O.C. se Spew spscft Far rw Saack fm D 12 10 Frame (m. 16 16 1s Festafa Tnb• e.va I0' 089 1.33 1.11 Ala ob"Ift loaf 43D Me 38J8 Istdladual bslmr bad fb. 36A 472 43.1 Ile bruter bad for98seewst 10' O.C. was calculated as 0e evempe of the I= rea isfa rMA1r O.C, Trr alarehia lea* 1w 08 SowneIIse % c vof 10' O.C. ilao heftcanbe cak11leledbyieerpolasp dtr reaft of salefealwm a1ram1r O.C., aline bd:t leashadsame ta% m moleo• fntrnar pR iM1' rnh h¢1t Dta Peners. Ar atlo.e+ in Ce tabb, eta aOoraD4 bed far 18svews helala0e110' O.C. le woodtteit "s >aJ! pay. juse0adon of Using the Resu7b on NpM Coup Steel Fmm11t In dessgea oadgldetinu. as hswwe wen+ aaamw to fmlhtf`, only. so wheL'erbekawls; Is &tamed b0=0 ornewtmiig amnot adsCpaeu' va:tsvmsa loadcopa=W. Ira Me I)MINdengineersmapWwwf b emrae ae hannC sda0lmam red asmft mrnebrs to have adfcere bad elpwbas. F, y,rrrrrr itsis 5•' STATE F `cq FSS 0NAk- ' • RONALD L OGAV^ASSOCIATE6, INC. 16635 ALGONQAN STREET 6443 IfLINTINGTON BEACH. CA92W0 1)7/4-M4SM (F) 71"47-ASItS PROJECT: FOO.2578-15 DESIGN WIND LOAD PROCEDURES: FOiw-=nad sbM m. wvelw Iwo 1 tsdd bad capaop) to datam*nd via dmnpWno 0 wwanswso load ndblul ba eandgda. VIs ti rawwwW bad rarer an stsazbW design I= Is awwmnsa eaT.don a t l a salop a a a oc ro a. leiman oen bad. Eguatb111, pr0A0258'N's6*N'VI JW ASCE 7.10 agtabo 20La) q, , oabdy swaawa at hapN z K . 0' Pnasswa apamea dlsEcind sra4tdad a hrpldz he , bpoorapldGtatSol Equation 2. K , wine dime iam ito= V . but wind ahead 04own0 Wd MPIq as dgom* dttoa: 201210C F101ao 160K 0, or Q ASCE 7.10 R9aas 26.5.1A, S. or VW: (al. 2012 0)C S96301502.1 deffr m" V.. W&ROW deign wind Woods (Ysaw d put MPH) d6lmm*W Gam 2.1210C FOwn 160L 0. orC. A= 7.10 Figum 6 S1A 0. orC Equation a, P•q,,W--GCJ Od.. ASCE 1.10 egua5on 30.6.1) GC• . Pocked of aaml wseasnas cammom andOma w daw GC.. proao of ieneui wesswa aosmom and 6meJad taaw P'. do4p pomrs (PSF) for siding (abaa64 doa011 bad hat LWO To dow aim design p zw. moca s q, i7o Epuahat 3. Equa6an 4. 0•0.00256'K'K'K'tr.tGrvGC.l AO -SW S-- Design. A= 7.10 &-Wm2.4.1. bad 0mrn,1 m%o7 Egnatiwn 6. 0.60 • 0.6W W. ASCE 7-10 aaton 14.1. aa0a0maradon 7) O ; dead bae W . wind bad To aesw *-- teeMageb Sean GasVaFros aw. awryshe Mad /sawtorWWnd) OwnEquation dMp (asaiPnPrasrno) 0eeeM&WOar_ equa*w I Egualbn 6. P.. • OA IP) Equation 7, p., • 0.0 0.00.58' 'K'K.'K'V.~(GG rCJ) Eov"m 7is used m pagdate Taafe 14. and 5, Todeimua des 872aihfa uRewts 01sie wind rpmd forHan[e S;dm to Tam 6. nba E?u;Lbw 7 hsrV- Eguedon 6. V. • (p./06 OJ0256'It; K. K'(GC. GC.II's ApAM t0 ma'Osda4wd5odin Ess06w0 1 mrotgh 3of20-2 /8C $when 1609.1.% 1a de nine tee aso&b*W nomsaldesFooacrdapwdtVWJ /1rHat1_¢ Sift in AokC. spryOret mvri 7n ftmwbbeioa: Equation 6, V., • . • (0.61" gel. 201218C Se3:0n 160.2.1) V— . Nw.ww asai6n wind Woad (34amw 0uk mm (eor, 20:2ISC Se: io: 1632.1) RONALD 1. OGAWAASSOCIATcS. INC. 16835 ALGONOM S7BEET0"3 HUNTINGTON BEACH. CA MAD T) 714-2B2-rom n 714447-4595 PROJECT: RID-2576.15 Table 2. CoNOelaras and CarMants used in Dnsmining V and p. Table xAtlortfa Sbaa,Dalgm - Canparbt and CbdeanY (City Prwlaioa (PSF) to a RaaLfad itbAoiu Wbd Spsada • Wb1d Eapoauro Calgary B. - mmm maa mlsxm MIZEMM MMEAM staftm SEEM= MUD yam NEELIM WREM=lmML mmcnmM IM MMMEMI nim T'=lmnA W scsxmri-.l. id MrLm EIM=ULMM MIrLm M111111 mix= a BIIId7yy1 MW{•iM mr_Pm' E, t_' b) a• EI l Ems'® t16:a>a MIIIII®' E=E`L mmlc• lm E Z>• 1a T1[ 1b 1r a l tr 3:! Tbbls a. ADowabls Sm" Design - Campopnd and Ctsddblg (CaC) Preaum (PSF) tobe Ralibd ofVarlous Wind spoofs -VOW Eapbsun Category C. wo Saab rs4om%b ows1 100 IDS- 11 1 1 17 1 IUD 1 IIa ) 1 - D•t t 0 3 23 2 2 24 34a J9.5 sa,B 56.3 F3.] 01 3 2D Is s 2a.6 7 11.s Yea a1.B a 3.7 D2 A7.0 a3 1.6• 25 16 • 21 a J-.2656 Z . 8 0 136 1:.6 tt.8 rO D r .6 30 2D2 2L9 26.7 24.1 Ja.2 296 5 t.b SB.a FS.S 0 0. - a>2 35 2 •.B 23.0-.6 300 3S 2 4D 876o.B 40.2 67.5 7b.2 63.3- 40 2t 23. 2 a SD,9 J6 Z b. 9 @ 0 m r a 456 4c 6 • as 722.D212• 2BJ 31b t 43.1- t4.4 Sb2 81.5 1 3 9 9b9 - c. 8 Sla 0 aa.t o 6 6 4L%D 72.4 912 04 B3 Q . 5 2jZg 33D J8. M.9 St 6 662 c.201.6 DtA i i. i,. DD 326 3S9 Rc 43.1 16.4 55.0 t3.6 i3 63e 4M.1 IO5.5 40.8 30.9 ic] 6 Table C AD.Mkable Sboss Design • COWWO ld and CtadduM (CAC) Pressures (PSF) to be Roaklsd at lhriuu Wind Spouts -Wind Espbsuri Cabrgbry D. MO 1340oorro P=1 1DD IDS 11D lis 120 130 1 ISO ibO 170 150 ISO 200 210 maim ml 0 D D D D D D D D 0 D D D D• 1 7212 234 2 .t 9 at. 4.8 a bt.c 46.9 6.7 d&.D 63. 20 22.3 c 6 27.0 . 24.5 72.1 31.7 - 43.r- W1 7 5 Bt.a 7LT. 804 932 25 Z•23t 2SS 280 JO 3 J4 4.3 0 69.1 We 7c.4- b7s 42a 101.4 30 23. 26.a 0 Jf.6 Ja 7Da 6,4 0f3 WE fie 46, 106's- 35 24. 2.1 24. V_5 3 Z1 4B.1 W.6 0 9779.5 88.5 SBJ. 08.3 40 Ye 45i31.1 3a.0 3.D 434 3 B Ji5 2 1il.2 F]_ fa2. 1133 B 6 1. 3a. sa 13 SB.4 6:.4 4.- 0,6 11 55 266 243 32T Js2 38.3 aS.O S22 SB.9 68.1 76A B6.Y D6t 06A tt7.a i i. b. b 1 0 aa, 6 Di.E 114 tii.a 1a .B 1 Tables S. 4. and 5" based on ASCE 7.1 Datt0oo WCM Son be 2012. 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I o,o ea w all eoaaare. •..,a.arrlrp p,.yr. alere,s•aIr haw tape malty wall wom e p aonalas. dow" W' 0,0od Wall) 3 c.. ta1..r aeR..1e tsam -, 1•y+amewp.r Pm aIa.1...er.lr., r.ip e.yl.bt5w a.tsrapmarL sell a.a•alaaA atlreaa.R•aaee/. aaaCl/•17nape,DNC•MIaelm L: tfrl,sllgCti.. down Gr-1JpiLayeY. 7.hD01t0'.,mIC.2nGw:.RLaat.w.a.a.l.l.w se stress. I YM t.a"olf. Mattewa.Ia..ama..Ms, m11M pM np.tC. earl a1. eKVe,..r steal n•>.1.1I 1...0Y 00'. Ka. n0C ae,7.wraV.ti UMITAUD" OF USE: 1121 N61 V MCaSMe=m Snw pMi17itaelPet LGett"emColleyFMlds. 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A:: a 8a a 88 RIr- A.^.9 adR,Q4t::aauN 1S a nalii Rail, NIPS igh H O am W REPORT NUMBER: 102024363COO-001A ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30, 2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COOUITLAM, BC V3K 7C1 RENDERED TO JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 PRODUCT EVALUATED: HardiePanel@ EVALUATION PROPERTY: Transverse Load Testing Report of HardiePanelm tested in accordance with Standard Test Method for Structural Performance Doors, Skylights and Curtain Walls by Unifo Difference rm 2) ETAS/0 L E rr/Irrrl ASTM E330-200212014. of Exterior -Windows, Static Air Pressure This report is for the exdusive use or lntertzk s t7ent and is provided pursuant to the agreement behveen !n!zrkk and its Gier.!. inrerteks responslbllity and liability are limited to the teams and conditions of the agreement_ lnrerrek assumes no fabilly to any party, other than to the Client in accordance with the agreement. for any loss, expense or dzmage owAsioned by the Ise of this report; Only the Client is aud+orized to copy or distribute this report and then only In its entirety. Any use of the Intertek name or one of its marks for the sale or advertisement of the tested material, product or service must first be approved in asriting by lntertek. The observations and test results in this report are relevant only to the sample tasted_ This report by itelf does no: imply that the material, product, or service is or has ever been under an Interek certi.?catfon program. James Hardie B Aft Products, Inc. Repon No. 1020Q MC00-001A 1 Table of Contents Apn130, 2015 Page 2d7 1 Table Of Contents.............................................................................................................. 2 2 Introduction........................................................................................................................ 3 3 Test Samples..................................................................................................................... 3 3.1. Sample Selection........................................................................................................ 3 3.2. Sample And Assembly Description............................................................................. 3 4 Testing And Evaluation Methods ................ _.................................... .................................. 3 4.1. Conditioning............................................................................................................- 3 4.2. Transverse Load......................................................................................................... 3 5 Testing And Evaluation Results.......................................................................................... 5 5.1. Results And Observations.......................................................................................... 5 6 Conclusion......................................................................................................................... 6 Appendix A Transverse Load Test Data.....................................................................17 Pages RevisionSummary ............................................................................................................ 1 Page FSS nN Intertek Florida Product Approval HardiePanel° Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the- Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering'Evaluation Report RIO-2556-15. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. e Hardie Panel "IZW. JamesHardie Vertical Siding EFFECTIVE SEPTEMBER 2013 0 INSTALLATION REOUIREMENTS RESIDENT141 SINGLE FAM ONLY - MED 8, COLORPLL -'O PRODUCTS V -. vwJameftrdie.M for the most recent version. SMOOTH • CEDARMILLO • SELECT SIERRA 8 • STUCCO IMPORTANT: FAILURE TO INSTALLAND FINISH THIS PRODUCT IN ACCORDANCE WITHAPPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ1 OTM PRODUCTS OUTSIDE AN HZ1 Ov LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and comers from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. CUTTING INSTRUCTIONS OUTDOORS INDOORS 11.15 aAtirlg station so drat viand willblow dust avay from user1. Cut only using score and snap, or shears (mantra), electric or pneumatic). and otlnaus b tvdrl ing area 2. Position cuffing station in rued -ventilated area 2. use me of the bbvkV methods: a Best. I. Scare and strop G. Shears Gam, electric or plteurnadcl - NEVER use a Dover saw indoors b. Bettor I. Dust reducing tuefar sax etnipped wth a - MiR use a circular saw Dade fret does not carry the i 11 a11ade say.- bade trademark HartieRpde' saw blade and HEPA vacuum ermacnn NEVIN dry sweep - Use wet suppression or HEPA Vacuum c. Good: I. Dug: reMV circular sinv with a HardleBlade saw blade jmly use la low>o modeaN ImportantNote: For rnelfmum p rolmdoo (lo'est respirable "productiail, James Haute recommends allays mm'Best'-le d nfktg meivol; where teasibla NIODI-approved respirators Can be used in eonji urMi with above cutting practices to fur tlr reduce dust apaures. Additional Wire i forataton is avarWe at nw .,# mevlerdle.com to help you defurnme the most approtyiale cutting method for yw job r3cpiremPnls. If. morn still aft about eoosue levels or you donot comply v.ith the abaeprutiM you shaft al vat's cahsuta cli fired industital ftaim or m w Janes Hants for tulle information. sooatnas GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commercial / Multi -Family installation requirements go to www.JamesHatdiecommercial.com HardiePanels vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genemal fastening requirements. Irregularities in traming and sheathing can minor through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreentfurrino as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at w1wl. 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 HardieWrapm Weather Barrier, a non-vrmven non -perforated housewrapl, which complies with building code requirements. When installing James Hardie products all clearance details in. figs. 5,6.7:8,9,10&11 must be followed. Adjacent finished grade must slope away from the building in accordance with local building codes - typically a minimum of 6" in the first 10'. Do not install James Hardie products, such that they may remain in contact with standing water. HardiePanel vertical siding may be installed on vertical wall applications only. DO NOT use HardiePanel vertical siding in Fascia or Trim applications. Some application are not suitable for ColorPlus. Refer to CoforPlus section page 3. DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie® Products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into considerationthecoefficientofthermalexpansionandmoisturemovementoftheproductintheirdesign. These values can be found in the TechnicalBulletin8 "Expansion Characteristics` at www.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contaci (fig.1), alternatively Position fasteners3/8" from panel edges and no closer than 2" away from corners. Do not nail into comers. joints may also be covered with battens, PVC or metal jointers or HardiePanel Vertical Siding Installation • caulked (Not applicable to ColorPlus Finish) (fig. 2). Framing must be provided at horizontal and vertical edges for nailing. Horizontal Joints - Provide Z flashing at all horizontal joints (fig. 3). HardiePanel vertical sidingmust be joined on stud. Figure 2 Figure 3 1 %ater•resistne barrier water-resisWe barrier Double stud may be required to maintain minimum edge P 4 surd / ` 2 4 sa,e ,w zorxrve ,-o e nailing distances. l l stud C., upper Dane Do not V<• gaP upper Dane) Dunol 1/4' gap water -resistive I j Caulk barrier v' sheathing HardiePanelBatten Joint "H"Joint rlastwhp t Z flashing I C. O vertical sitting keep nags i warer•resislboric water -resist" 2a4stu0lowerrixorative 3B' nun. from panel I O O panel Imver panel g jplate o Figure 4oleaveappropriate gap between panels, then raullrRecommendation: When W=Ilmg Sierra E, provide r— — l I moderate contact Caulk Joint Not aoplcable to C*rPIDS• HnWV a double stud at panel joints la avoid nailing keep fasteners 2- i AppP; caulk In a cordance with caulkIluDugh grooves. away from comers T1' nanufaC.urer's writtenapplication instructions. t For additional information on Hardiftapn`i Weather Barrier, consult James Hardie at 1-866-4Hardie or w,nnv.hardietvrap.com WARNING: AVOID BREATHING SILICA DUST James HadO products eerlrabn impsable7ystalDne silica, which isknown ID Irestateof Csfnetoearsse cuterands Wireda; Wit. and M09f to bea causeacancerfromsome ecarpv7bnal sou= Breamfog recessiveamamts of resarabne slice dusl can also cause a 6satAirg and potentiallytaW krn7 disease Wed sducoss, MJ to Dean baked wrM Cc dleeenes. Sara: saud;es suflpst smoking maymcrease these nstm Dairy rosooauan OF rending. ( 1 ) WA In OIACDe Weas vnlh a"o vorrdbtbn: 21 usefiber coned m iaas for ciAow or, wners ncl MUM. use a Hardlefilade sew blade and dust-roawng dredar saw =tied w a HEPA vacuum: 3) Warn cones in at Irinedrate aea: (4) wear a pt7pgriy-bled, MOS4-apprmeo drat mask or re*amr fe g *95) in aaudance silh ao2kaofe gavernme.7 repulati nsand manufacturer irsuctiors b Wier lucid respkaole sda stpesures During ckan-tip, use I{?4 x mms a wail dear^. memods - neka dry sweep For funner Inromalba, refer w our ansvJlatim mswct.oa arc Materal Satsty Data Sneer mralla ile at c.vwtamesterde.com oby calW 1-aDD•9HA4pIE (1-aDfr9;2.7343). FAIIAE iD ADHERE TO OM W44ANGS. M SDS, AND INSTALLATION ISM-.1TIONS MAY LEAD TO fEPomlb PERSDNI I INJURY OR OEM. HS1236 - P1/3 1113 CLEARANCES Install siding andtrim products in Maintain a minimum 1" Maintain a minimum 1" 2" clearance At the juncture of the roof and vertical Maintain a 1/4" compliance with local building code 2" clearance between between James Hardie products surfaces, flashing and counterflashing clearance between requirements for clearance between James Hardie* and decking material. shall be installed per the roofing manufacturer's instnctions. 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 „ d Figure 6 siding water siding and trim. Figure 8 Refer to fig. 3 on page 1. 9 r _ II i II! 4 I 1111 j1--7min. I h; .. r ,., amaeee 6' min. Maintain a minimum 1" gap between gutter end caps and siding & trim. Figure 9 gutter and end cap 0I-h al:i< 1:-7'in deck Do not bridge floors with HardlePanele siding. Horizontal joints should always be created between floors (hg.10). BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 36' or larger such as dryer vents should have a block of trim around point of penetration. r GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, gaWized, or stainless steel. Electrb-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hat -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Consult applicable product evaluation or listing for correct fastener type and placementto achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have speck jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). Rig. A) Do not over -drive nail heads or drive nails at an angle. If nail is countersunk, fill nail hole and add a nail. (rig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace nail). 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 3 Flush y Countersunk, fill 8 add nail Figure A EM Figure B do not under drive nails Do NOTSTAPLE KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a roof intersects a sidewal. The roof must be flashed with step flashing. Where the roof terminates, install a kddrout to deflect water away from the siding. It is best to Install a self -adhering membrane on the wall before the subtascia and trim boards are nailed in place, and then come back to install the kickout. Figure 11, IGckout Flashing To prevent water from dumping behind the siding and the end ofthe roof intersection, install a "kickout" as required by IRC code R905.2.8.3 :'...flashing shall be a min. of 4' high and 4" wide." James Hardie recommends the kickout be angled between 1000 - 1100 to maximize water deflection Figur 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 witn a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P2/3 8/13 A- >o. CAULKING For best results use an aastomeric Joint Sealant compying 1vi'J1 ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be applied in accordance with the caulking/sealant manufacturer's ivillen instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT Faulk 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.1 DO% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet. for application rates refer to paint manufacturers specifications: Back -rolling is recommended if the siding is sprayed. COLORPLUS* TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie@) ColorPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus® Technology touch-up applicator. Touch-up should be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel'siding with ColorPlus Technology. Laminate sheet must be removed immediately after,installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus° product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPIus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For CoIDrPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE• SIDING AND TRIM PRODUCTS WITH COLORPLUS° TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100°% acrylic topcoats are recommended DO NOT use stain, oiValkyd base paint, or powder coating on James Hardie° Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOM110N: In a=--daImMhICC-ESMuaftReportESA-1&14, % d0anelO word Ong is reooynl¢ed as a sulable atzurkle to than specified in: the 201162009, 8 201210ematbral Residenlial Cow for ore -and Tw4amk- DrMlings and the 2006, 2OD9, 6 2012 IntemaWnal Building Code. Hard:r.Partd vedreal Ong is also recognierd for application in the folbtrng: City d Los Angeles Reseamh Report No. 2062, Ste:e.of Raba Ishm FL9889. Dade County, Roddy NOA No. 02.072-0 02. U.S. Dept. d HLm k!ate:bls Release 1263c, Terns Depment of Insurance Product Evatistim EC-23, Coyd New York rAEA 223-93-1, and rardomia DSA K-019. These documents should aso oe mrsrulteil for 3dLWnal Information o3ncemng 0+e s0radluy of this product for mimic ap, licaboru. 2013 James Hardie Building Produce;. All rights reserved. TM, SM, and ® denote trademarks or registeredtrademarks of Additional Installation Information, James HardieTedlnolo?y Llmrred B Is a registered Warranties, and Warnings are available at Ja mesHardie trademark of James Hardie Tecrmlogyy Limited. www.jameshardie.com 101 HS1236 - P3/3 6113 MIAMI•DADE MIAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTNIENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE AD1 ENISTRATION DWTSION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eov/economy James Hardie Building Product, Inc. 10901 Elm Avenue' Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This 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" Plaults and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CernSofiit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I.Ogawa, P.E., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the manufacturer's name or logo, Plant City, Florida, and.the following statements: "ASTM C 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 ifthere has been a revision or change in thb materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement ofany 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 N 13-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2615 03 13 1 1s Page 1 James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Sttb nitted «nderNOA # 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 tinder 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 Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 50' edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. D3/3o1 015 Carlos M._ Utr era, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E-1 plt4 WALL An 4EIGHT aq i cry WALL LENGTH SEE Stud Spacing at 16" O.C. DETAIL A BN Nails at 16" O.C. (typ.) 36' Minimum Edge Distance Ol~T9>4A Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanel, Cempanel, r!Z—' i /i— Prevail Panel Siding caww /, Water -resistive barrier per Florida Building Code Section 14042 59' thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 23223 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. US' thick /5ply APA rated i ph%%vod sheattrerg in accoadance with Florida Bruld' ng Code Section 23223 Z Water - resistive t tbarrier per Florida Building Code Section 1404.2 i' wood Studs PRODUCT DESCRIPTION liardiePaneM. CempaneM- 8 Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. P NEI- DIMENSIONS Width Length Thickness 4' 8.9,10' 5/16" DESIGN PRESSURERA71NG Installation Design Pressure Wood Studs -76 psf f? JI HardiePanel, Impact Resistant — SECTION 13-B Cempanel, Planks installed aver SN' thick / 5 ply Prevail Panel APA rated plywood sheathing Siding jjARDIEPIN_ L,_CEMPANne ELP_RgM4&yANEEL SIDING INS T/ML]1-TLONDE_T_AllAll installation shall be doin conformance with this Notice of Acceptance' the manufacturer's installation recommendations, and the applicable sections of the FloridaBuilding Code. Wood studswhereHarciePanel, Cempanel, Prevail Panel Siding will be installed shall be designed byanEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthis N.OA Note 115/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance withFloridaBuildingCodeSection23223. APA rated plywood sheathing supported The sidingpanelsshagbeInstalledover518' thick 16 ply by aminimumof2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 2] The siding panel fastener shall be a 2' long. 0.223" head diameter, 0.092" shank diameter, corrosionresistantsidingnail; the fasteners shall be spaced at 6" O.C. at panel edges and intermediatestuds; the fasteners shall be driven through the SM' thick 15 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shallhaveaminimumedgedistanceofIV' 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 92337 own; No I Pv A I I PNL-PLKSOFF 1/L' = 1'-0' I Elate: 4/24/2013 `sir 1 OF 12 Fastener Spacing per Florida Cladaing Building Code.Section 2322.3 16.00in. I • • ' Framing I I•I M%"AC7 Fastener Spacing per Florida Sheathing e NAOMI4 i* *C•Floeidra Building Code Section 2322.3 I I.IA 7 yew. Phxw Cmrd • I I rrrr,' r"G . moDUCTREVISED - - • I `, eoawlying Sri& fhe Fkwift ACOMMKO No BY I z` STA Fzo.. ti. FRAMING • NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREWITH-3-1/2' 16d COMMON NAILS (2 PER 70P AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 518" 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 CLADDIX-G. James Hardie Building Products, Inc. THE PANEL IS FASTENED WITH 2' LONG, 0.223 HEAD 10901 Elm AvenueDIAMETER, 0.092" SHANK DIAMETER, CORROSION o RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone: 909356-6300 SIZE FSCM No DWG No RE Fax 909 427-0634 A PNL-PLK-SOFF 1 Creator E. Gonzales SCALE t" = r-0" Date: 4/24/2013 SHEET 2 OF 12 ALL LENGTH SEE MO-DLICT-DESCRIPT ON HardiePa Stud Spacing at 16" O.C. DETAIL A nel®, Cempanel®, & Prevail® Panel Siding materials are nonasbestos B-*--- 1 fiber -cement products tested ini / 5/8" thidc /5 ply APA rated p ASTM C1186 Grade Itr—=---=--- ' accordance withplywoodsheathingfastenedr - ; - to metal studs as describedType A and meeting the requirements of in Note the Florida Building Code. ji i a¢aombjyia c REVLSOFloride ' + , - PANELDLMENSIONS BpdtdiCoAe r Water-resistiveWidth Length Thickness I j i i f^ ' 3i!'•0 i i No. 1 barrier per Florida 4' 8,9,10' 5/16, HE GHT ' ?' I :: ' i• ` Building Code O j ' Section 14042 pESIG_N Pj3ES_S_U_RE_RATING i • eoavgCaeaa6 STATE Installation Design Pressure I F40RM ' 20ga, 3-5/8"x 1-5/a" Metal Studs -104 psf j• i j I ' =_ ........." - Metal Cstud i — t_ .--_.-.-TS `S ONA till' HardiePanel, Impact Resishdnt- ply Cempanel, Panel installed over idc / 5 C_ IJQK1APA rated plywood sheathing BE--- I prevail Panel 3/ 8" Minimum Edge Distance Nails at 6" O.C. (typ.) Siding HA EMP N PEZE1/ALL PANEL SIDING INSJ AL-LAnQNDETAl1,iS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's D-ETJ tLA- installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, Cempanel. Prevail Panel Siding will be installed shall be Sheathing fastener, as designed by an Engineer or Architect per the Florida Building Code and the requirements of this described in Note 1. N.O.A. O©U¢ C ED \ [Note 11 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"ocIwo On - Florida at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter x 1-1/4" long CO Panelfastener, as described in 2 t a wZiaNoebuglehead screw o The siding panels shall be installed over 5/8" thick 15 plyAPA rated plywood sheathing 1 supported by a minimum 20ga, Nominal 3-5/8" X 1.5/8" Metal C•5tuds spaced a maximum of 16" O.C. r++ar I [Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-5/8' HardiePanel®Sidinglong' ribbed bugle head screw ('or screw shall have at least 3 full threads penetrating.metal framing); thefastenersshallbespacedat6" O.C. at panel edges and intermediate studs; the fasteners shallbedriventhroughthe5/8 thick 15 ply APA rated plywood sheathing into metal Water -resistive barrier per studs located at 16" O.C. Florida Building Code Section Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from 1404.2 Comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL 6/8" thick 15 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened James Hardie Building Products, Inc. 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 s-,M Fscer No owc No REV The wall and soffit frames are to be designed Phone: 909.356-6300 by the Architect or Engineer of Record in Fax 909 27-0634 APNL-PLKSOFF 1 compliance with the Florida Building Code. Creator. E. Gonzales sG u_' 12" =1'-0" Date: 424/2013 sHeer 3 OF 12 I 6.00in. MODUCT REVLS17ir m,6,0ying wilt the Fbxids Cosa AcccytaDce No / ! lr By Min—"proo t crutrd II I' I II I• I6.Win. I II• II II I• II PROMCT REVISED e an+i1°.vah t s Fltsar eMeW By rmdm . I—R- 6 MIN_G. FASTIENED NAL WITH 5/6, WAFER HEAD SCREWS (28!' STEEL D , PEROP AND BOTTOM CONNECTION) THEWALLANDSOFFITFRAMESARE TO BE DESIGNED BYTHEARCHITECTORENGINEEROFRECORDINCOMPLIANCEWITHTHEFLORIDABUILDINGCODESHEJ4THJJ IG NOMINAL5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X1-1/4" LONG BUGLE HEAD SCREW CLADDING THEPANELIS FASTENED WITH NO.B-18, 0.315" HEAD DIAMETER X 1-5/8' LONG CORROSION RESISTANT RIBBEDBUGLEHEADSCREWS (SCREW SHALL HAVE AT LEAST3FULLTHREADSPENETRATINGTHEMETALFRAMING), PLACE SCREWS 6" O.C- AT PANEL EDGES AND INTERMEDIATE STUDS Cladding I I I /I I i Framing II I' I Sheathing II so OGA I• I II II I • I, I I.I II II 0. 121 I I.I `. h = •k `. STATE OF SIONA\- FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND LOAD NOT PARTF THSAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONSFOR THESE LOADS)RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Ina 10901 Elm Avenue s Fontana, CA 92337 phone: 909 56-6300 E FSCM NO OM No PNL- PLK-SOFF Fax 90g-427-0634 A Creator. E. Gonzales SCALE 1" = V-0" Date: 4242013 SHEET 4 OF 12 I T WALL Stud Spacing at 16" O.C. WALL LENGTH B 4---. 1 1 _ I as ooeably Vui% * nNilds L3 rSS10 N NO Nails at 16" O.C. 3/4" Minimum Edge Distance «' Qt; -i-tl& Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 Pit yu wah Iloridr+ cod, 1 HardiePlank, Cemplank, Prevail Lap Siding DY Gw.r1 Water -resistive barrier per Florida Building Code Section 1404.2 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in comoliancewith the Florida Building Code. SEE DETAIL A pp ,gDUCT DESCRIPTIQN HardiePlankS. Cemplank®, & Prevaile Plank lap Siding materials 518"thick 15 ply APA are nonasbestos fiber -cementproductstestedinaccordance withratedplywoodASTMC1186GradeIt, Type A and sheathing in accordance meeting the requirements of thewithFloridaBuildingCode. Florida Building Code Section 2322.3 PANEL,,p-(MENS]ON$ water -resistive Width Length Thickness barrier per Florida 59-1/2• 12' 5/16" Bulld'ug Code Section 14042 pESIGGN PRESSURE R{_tT_INC s, 2-X 4" S-P-F Installation •Design Pressure I Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant Planks installed over 5/8" thick / 5 Ply 1-1/4" tall X 5116" APA rated plywood sheathing thick starter strip I•AftpIJZPLgI!1,1C,_C MPLA,NK.PREyA 4LA 510_INGJN$TALLg710_N D Tf 1.5. All installation shall be done in conformance with this Notice ofAcceptance, the manufacturer'sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemplank, Prevail Lap Siding will be Installed shall be designed by anEngineerarArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OANote1] 5/8" thick! 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with IIAW widelapsatthetopoftheplanksuchthattheexposureareaofeachplankis58-1/4" vertically. Note 21 The siding fastener shall be a 2-1/Z long. 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened 5 6-1/4" O.C. vertically and 16, O.h openersfastenersaredrivenintowoodstudsthrough5/8" thick / 5 ply APA rated plywoodg• are placed in the overlapping area approximately 3/4' from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. sheathing supported b aTheplanksshallbeinstalledover518" thick / 5 ply APA rated plywood 9 ppo Y minimum of 2'%4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/8". HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, (ne. 10901 Elm Avenue Fontana, CA 92337 A I I PNL-PLK-SOFF Creator. E. Gonzales . .E 12" =1'-0" I • Date: 4/242013 IsHEEr 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 0.75in as wffl0ymg wilhdwFdwida Bm7i05 CO& T 0,251n. FRAMNG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEAT[ i1NG NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 C- LADDIN_ _Q PLANKS. OVERLAP 1-114" THE EXPOSURE IS s8-114" THE PLANKS ARE FACE NAILED WITH 2-1/2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSIO14 RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. OC—•-- / Cladding Framing Fastener Spacing per Florida Building Code Section 2322.3 I I Sheathing PRODUCT REVISED ' • I e stivd fo Fb" er> sNo. 21 ANN- STATE OF Al - FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND6AA(f6 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, Ina 10901 Elm Avenue Fontana, CA 92337 A I I PNL-PLK-SOFF Creator. E. Gonzales 1" = 1'-0" 1 Date: 4/24R013 6OF12 WALL BF- i B at 16, O.C. winb the Florida i t e be RodmatC..oe9rl i 314" Minimum Edge Distance Nails at 16" O.C. (typ.) DEMLA 1 Sheathing fastener,as described in Note 1 dw ftiwide i eeaoe rOSIOJZW-17 byi7by 11Ga 71r Cad Siding fastener, as described in Note 2 I HardiePlank, Cemplank, Prevail Lap Siding w Water -resistive Li1+ barrier per Florida Building Code Section 1404.2 518" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 209a, 3-5/8" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Floda Building Code. 04 SEE PR_ooucrD-EsLCtPT_Q{-. JDETAIL A HardiePlank®, CemplanW, and thick 15 pry APA Prevail® Plank Lap Siding materials arenonasbestosfiber -cement 1ratedplywoodproductstestedinaccordancewith sheathingfastenedASTMC1186GradeII, Type A and tometalstudsasdescribed in Note 1 meeting the requirements of the Florida Building Code. Q``.. 1. ,;, VMaterresistive barrier per Florida PLgNK DIMENSIONS F 1 Building Code Width Length Thickness 1 Section 14042 s 9-11Z 12' 5/164 c i 20ga, 3-5/8" X 1-5/8' DESIGN PRE$,SUgE RATt.NG Metal C-stud b A F _ ` * Installation Design Pressure HardiePlank, Metal Studs -92 psf mplank, Prevail SCJ1- O Lap Siding Impact Resistant — NAL Planks installed over 5/8" thick / 5 ply 4' tall X 5J16' thicc starter strip APA rated plywood sheathing HARDIEF` kANKCEMPLANIPREVAIL _nM SIDING_1NSTA LATIQSI DEJAIJ.s AllinstallationshallbedoneinconformancewiththisNoticeofAcceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePlank, Cemplank, Prevail tap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O.A. Note 115/8" thick / 5 ply APA rated plywood sheathing shaft be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head d'rameterx1AX long bugle head screw Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4' wide laps at the top of the plank such that the exposure area of each plank is:5 8-11e vertically. Note 21 The siding fastener shall be a minimum No. 8-18.0.315" head diameter X 2-1/4' long` bugle head screw aver metal studs ("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 5/8" thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" from the bottom edge of the overlapping plank. vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick / 5 pry 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 3/8". HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Fax 909427-0634 A PNL-PL -SOFF Creator. E Gonzales SCALE 1/2" = V.W Date: 424/2013 1 SHEET7 OF 12 6.00in. I 6 00in. i 0.75in M oompfl -&* wig &C fkwwo quiNkfooft T Br aR.X4DadeRod 58.25in. F12gM1N_G_ NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATFjJNG NOMINAL SW THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-1/4' LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-1/4' THE EXPOSURE IS 5 8-1/4" THE PLANKS ARE FASTENED WITH NO.8.18, 0.315" HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION in. REYMW 6 viAb As Florid Cladding Framing Sheathing o. 121 ` o I 7ATE OF FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARENOTPARTOFTHISAPPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue o Fontana, CA 92337 Phone: 909-356-6300 skm FSOM.NO °r. NO Fax 909-427-0634 A PNL-PLK-SOFF Creator. E.Gonzales SCALE 1" = V-0" Date: 424/2013 SHEET 8 OF 12 REV 1 I i WALL EIGHT i D_E~TAII.A WALL I ENGTH Stud Spacing at 16" O.C. D ___ I I I 3/8" Minimum SEE PRO_17.—QESCRIP710N DETAIL A HardieSoffit® & Cemsoffit& materials are nonasbestos fiber-cemegt products tested in accordance with ASTM C1186 Grade It, Type A l and meeting the requirements of the Florida Building Code. SOFFIT DIMENSION$ 2" X 4" S-P-F Width Length Thickness Wood Studs 4' 81 1/4" AySIGN PRkSSUJtJETtATjNG HardieSoffit, Installation Design Pressure Cemsoffit .Wood Studs -70 psf its# We Nails at 4" O.C. (typ-)meouCi'RlEVIl%W Distance ba FINid. 0 ey offit fastener, as escribed in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. g No. 4 21 STATE OF HARDIES_O_EF_ITiCI;(NS_O.FFIT, pAN L IIISTj LLAT'I' i, E_T All 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. Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OAThesoffitshallbeinstalledoverminimum2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16 O.C. Fasteners shall have a minimum edge distance of 31W and a minimum clearance of 2" from comers. PRODUCTREVEM ms - tl, dw Florida euftaita coax A«cpraee Atot By D2* *= M*M oit HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 FSCN f'M I DWG NO PNL PLK-SOFF Creator E. Gonzales ISCALE 11r= t'-o' I Date: 4124120131SHEET9OF12REV 4.00m. l6.ourn. Cladding Framing• 4.o01n.1 . siitdrmg Comeaaetsrw.lb '4 wco o®oe No t 9 ! 07 . NO. 121 STATE OF• , FRAMLG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE CONNECTION)- NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING ' HARDIESOFFIT, CEMSOFFIT PANELTHESOFFITISFASTENEDWITH2' LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAIL'S 4" O.C. AT PANEL (&' EDGES AND INTERMEDIATE STUDS James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA WW7. Phone: 909-35M300 SIZE FSCM NO r NO RE Fax 909-427-0534 A PNL-PLK40FF t Creator. E..Gonzales SCALE 1" =1'-0" Date: 4124/2013 SHEET 10 OF 12 WALL E-,7A L-A ALL LENGTH Stud Spacing at 16" O.C. Nails at 6" O.C. (typ. 3/8" Minimum Edge Distance t fastener, as ribed in Note HardieSoffit, Cemsoffit 20ga, 3-5/8" 41-5/8" Metal i -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 DETAIL A 209a, 3-5/8" X 1-5/8" etal C-stud HardieSoffit, Cemsoffit PFZO_D_U_CT DESC1R(P_7L0W HardieSoffrg & Cemsoffit® materials are nonasbestosl'iber-cement products tested in accordance with ASTM C 1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. S0_FF_17_Dj IF,NSION_-S Width Length Thickness 4, 8, Y„ DEAIGN PRESSURE RA7]NG Installation Design Pressure Metal Studs -SSf SECTlQN ` MODUCT R EVISEDS: •• :. a t»• &dldi Cie 1 \ twoscoe M«v NO t3 31/. 21 waegrree trs/ Expirffi u/ S7A OF 9 ARpIES_0_FF T CEMSOF ITpANSI.INSJA.L.LATION QETAILSAll)nstallation shall be done in conformance with this Notice of Acceptan,'4 1r(nufacturees instaltation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffd, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.O kThesoffitshallbeinstalledoverminimum20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315' 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 corners. HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DWG NO REV PNL-PLK-SOFF I 1 Creator. E. Gonzales. Isau:' 1/2-= 1'-0" I Date:4/2412013 1s EET 11 OF 12 . 5.00in. Cladding Framing do 6.0I0in. • I• s wwpj> Wc..gY' f1wft FRODUCTStEASIM, I 19trPawcoftofb s www0 awnrids b r.,7 ' AWq BY SAP • FLOoP• 09 •• RA C fij JFFSSIONP fBA_INING. NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD AREFASTENEDWITH5/8" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED ` BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE 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 RESISTANTRIBBED (BBUGLEHEADSCREWS (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 92337 STUDS Phone: 909-356 300 size FSCM NO DWO "P RE' Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE V =11-V Date: 41242013 SHEET 12 OF 12 Florida Building Code Online Page 1 of 2 Business & Professional e i I CIS Home I lop In I User Registration i Hot Topics Submit Surcharge stats & Facts ; Publications FeC Staff E &CI5 site Map Links Search a MUSER:Product Approvaldb=. 7 Public User Product Approval Menu > Product pr Aophcabon Search > Application ltst > Application Oetall FL # Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method FL12194-R5 Revision 2014 Approved 0 Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Gareth Rahman grahman@aluminumcoilsinc.com Paul Frost 5001 West Knox Street Tampa, FL 33634 813)249-9742 PFrost@aluminumcoilsinc.com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer CEvaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden C Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - F1NAUndf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http:// www. floridabuii ding.org/prlpr_app_dti.aspx?param=wGEVXQm,tDquk24AUC%2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 06/14/2017 06/14/2017 06/19/2017 08/08/2017 09/06/2017 FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R5 11 ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +BO/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R5 AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.Ddf Created by independent Third Party: Yes Bad NetR Contact lh :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850.4117-11124 The Slate of Florida is an AJVEEO employer. Convnoht 2007.2011 Slate of Flonda.:: Privacy Statement :: Acm5siblhn Statement :: Refund Statement Under Flonda law, !mall 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 the entity. Instead, contact the office by phone or by traditional mad. If you have any questions, please contact BS0.487.1395. 'Pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, VS must provide the Department with an email address if they have one. The emads provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to Supply a personal address, please provide the Department with an !mall address which can be made available to the public. Todetermine Ifyou are a licensee under Chapter 45S, F.S., please click here . Product Approval Accepts: Credll Card Safe http://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDquk24AUC`/`2fE... 9/7/2017 CREEK Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 TECHNICAL SERVICES, LLC (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 5T" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued June 6, 2017 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: . Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES glibf Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. ALC15001.2 FL12194-R5 Paae 1 of 3 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 PRODUCT DESCRIPTIONS 318" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit ?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 ?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 ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 01ufu11111"1aYR, p 'r",; GENS' Q;••' No 74021 753 STATE OF : 1JJ tc'• s;ON A; 1%% CERTIFICATION OF INDEPENDENCE 2017.06.06 15:48:16 04'00' Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (8 pages). 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.2 FL12194-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 614320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Loc lion b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" 04 Soffit —16-inch o.c. Fastener Fastener Location Loc tion ALC15001.2 FL12194-R5 Page 1 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit — 8-inch o.c. Fastener Fastener Fastener Location Location Location ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J4 Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 1 Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# I Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x. 0072-inch dia. x min. 3/16- 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 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x0.072-inch dia. x min. 1/4-inch 4812F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-Inch o.c. head diatrip nail spaced 48- 64.2 spaced24-inch o.c. and securing each panel lap inch o.c. One ( 1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F- 3 Max. Masonry One (1) 14 ga. 5/84nch long T nail Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48 16- inch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. ALC15001. 2 FL12194-R5 Page 2 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 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 z 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- 353.312-inch spaced max. 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 pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- 153.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long 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 125.8 inch o.c. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 84nch 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 psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- 43.316-inch spaced 8-inch o.c. o.c. and securing each panel inch head spacedlap16-inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16-inch Wood inch leg staples in diamond pattern Wood 1o. ch leg staple spaced 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 23.616J116-inch Wood crown staples in diamond pattern spaced 24-inch o.c. Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-Inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch 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) 16 ga1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 11inch 0.072-inch diameter 24F- 1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One ( 1) min. 1.75-inch inch o.c. 3/16-inch head spaced spaced 16-inch o.c. 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 ga1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 80/ 24F-212-inch Wood smooth shank rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 roofing nailspaced1) 7d z 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 ga1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter BO/ 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 spaced 8-incho.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. 3/164nch 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 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 Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga.1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in min' _ each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 diamond pattern ininx 7d ring rinInch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24- inch o.c. x 0.072-inch diameter finishing nail with min. 3/ 16-inch head spaced 4- inch O.C. One ( 1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One ( 1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F- 5 16-inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16- inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/ 16-inch head spaced 4- inch o.c. ALC15001. 2 FL12194-R5 Page 6 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits 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 crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-Inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/164nch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 7 of 8 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed through the rafter 124nch o.c. securing each panel One (1) min. 1.75-inch anchored to ga.1/4-inch crown into the end of the lap One (1) 18 ga.'/.- x 0.072-inch diameter 24J-1 Max. ratter with one x 1-inch leg batten or two (2) Wood inch crown x 1-inch finishing nail with min. t60 12-inch min. 2.25- staples in diamond min. 2.25-inch x 7d One (1) min. 1.75- leg stance spaced 3/164nch head spaced ininch z 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 through the rafter female lock or spaced 16-inch o.c. One (1) 18 ga.'/.- One (1) min. 1.75-inchanchoredtoga.1/4-Inch crown into the end of the securing each panel inch crown z 1-inch x 0.072-inch diameter 24J-2 Max, rafter with one x 1-inch leg batten or two (2) lap Wood leg staple spaced finishing nail with min. 253.3 16-inch 1) min. 2.25- staples in diamond min. 2.25-inch x 7d 8-inch o.cand 3/16-inch head spaced inch x 7d ring pattern spaced 16- ring shank nails toe- One (1) min. 1.75- securing each panel 16-inch o.c. shank nail inch o.c. nailed on either side inch x 0.072-inch tan 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 4-inch o.c. 24- inch o.c. ALC15001. 2 FL12194-R5 Page 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 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. NCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section ofthis report for additional installation details of a selected system and maximum design pressures limitations. No. I Installation Detail Min 3/8" Lead Jia. null wlt6 min. 14" engoywmantl[gf• w.ka vu17e1,1.e1:el or min. 0.097" rile. T-nnli, or wf.uh will wiLb min. 510" enyo3ementlt^r cvncrete u: block t9libnLra Le) , IfllUCwri ne noL4il fibnVe. FASCIA SLIP BOARD FASCIA TRIM 12F-1 & I I I II \—"r CHANNEL SOFFIT OVERHANG WIDTH VARIES) 12F-3" Hood. Concrete or rflook N FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 1 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. C RE E K ALUMINUM COILS, INC Soffits TECHNICAL SERVICES} LLC Appendix B System No. Installation Detail I W ` SOFFIT STAPLE OPEN RAFTER 3/a• x 1/4" I DIAMOND PATTERN DETAILiCROWNSTAPLES1 USING A DIAMOND --2.,r KTWMI sr.aas PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4' X 1/4' CROWN FACIA BOARO1-3/4' TRIM NAILa" STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHED.C. NAILING FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFIT- max. 12'-inch span WO00 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 System No. I Installation Detail 12J-1 OPEN RAFTER 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN LCHANNEL 1-3/4' TRIM NAILscrewedtosoffitPAINTEDS.S. 48" with one(1) 1121/2" x 3/a" hD.C. diameter screw, 15" o.e. SOFFIT - max. 12-inch span WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B aWSTKTVESM ` SOFFITSTAPLE APL L 'DIAMOND PATTERN FACIA BOARD 1`an• arvMII DETAIL 4fMUS i ASCIA CAP 3/4- X 1 /4- CROWN STAPLE '8. ON CENTER. 1-3/4TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/ 4- X 1/4- CROWN STAPLE SOFFIT & FASCIA D ETAI L ALC15001.2 FL12194- R5 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 i' TRIM NAIL FASCIA BOARD PAINTED S'S*---\ ' FASCIA CAP SOFFIT 1-11- CROWN STAPLE OPEN RAFTER FASCIA BOARD ICA SW I•NAE 16F-1 SOFFIT & FASCIA 16F-5 OETAIL FASCIA CAP. REFER TO SOFFIT B FASCIA DETAIL F' [NANNEI SOFFITS MAX. Ir SPAN NASONRY SUBSTRATE ALC15001.2 FL12194-R5 Page 4 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 Min. 3/6" head dio. nail with min. 1!S" en•_Ogement(for woc4. substrate) or min. 0.0?7" dia. T-nail or stub nail with min. 5/e" ongagamont(for concrete or' block substrate) . sNacA as no"d above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL WOCKI . l'OI I(:t'et4 or Block Wall STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. YFPAINTED3S.S, FASCIA LIP 1 /4" 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-135 Page 5 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLEOPENRAFTER _* 3/4' X 1/4' II DIAMOND PATTERN j DETAILCROWNSTAPLES1 USING A DIAMOND 2M KTVCMI stew isPATTERNFACIABOARD i FASCIA CAP 16F-4 3/4" X 1/4" CROWN FACIA BOARD B' 1-3/4' TRIM NAILSTAPLEONCENTER 1-3/4" TRIM NAIL PAINTED S.S. F' CHANNEL CAN 8E INSTALLED WITH THE PAINTED S.S. 4B" FASCIA CAP NAILING FLANGE UP OR D.C. 3/4" X 1 /4' DOWN CROWN STAPLE SOFFIT-max. 16-inch span WOOD SOFFIT SUBSTRATE SOFFIT &FASCIA DETAI ALC15001.2 FL12194-RS Page 6 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. 0 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Apoendix B System No. Installation Detail 1 I' TRIM NAIL FASCIA BOARD PARITEU S.S. FASCIA CAP SOFFIT 1'd' CROWN STAPLE OPEN RAFTER FASCIA BOARD 1'4' CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND DETAIL1617-2 $ PATTERN: REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER TO SOFFIT i FASCIA F' [HANNEL DETAIL 3ie SOFFIT; MAX. 16' I SPAN wA SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notity CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 2-j K ` SOFFIT STAPLE otsr I I PATTERN j DETAILDT-- amFACIABOARD1 I"W MIII STMLU 3/ 4- X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J- 13/4" X 1/4' CROWN a' ' CENTER 1—CHANNEL FACIA BOARD 1- 3/4' TRIM NAIL STAPLE ON jS.S. PPAINTEDS.S. 48' FASCIA CAP O.C.3/ 4-X1/4- CROWNSTAPLE SOFFIT — max. 16-inch span S WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAIL ALC15001. 2 FL12194-R5 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Apbendix B System No. Installation Detail 1 t- TRIM NAIL FASCIA BOARD PAINTED S.S. 1-rt- CROWN FASCIA CAPSTAPLES USING A DIAMOND SOFFIT PATTERN: REFER TO 1-sj' CROWN STAPLESOFFITSTAPLE DIAMOND PATTERN DETAIL 1 t- TRIM NAIL FASCIA BOARDPAINTEDS.S. SOFFIT & FASCIA DETAIL 24F-1 8 24FA 1-at- EROWN STAPLE FASOA UPI REFER i0 SOiF1T i FASCIA DETAIL Nominal I'll*SYP 3/8' F-ENANNEL Batten Anchored to SOFFIT; MAX. ?A' Rafters with one Td I IR" Shona Nail at WOOD SUBSIRAI[ eery Rafter SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 ?AIM NAIL (ASCU BOARD PAIN IEDS.S. 14* SMOOTH SHANK FASCIA CAP ROOF "AILS SOfFIT i'e!' CROWN STAPLE I I- TRIM NAR FASCIA BOARD FAINTED S.S. SOFFIT b FASCIA 24F-2 & DETAIL 24F-5 1'at' CROWN STAPLE FASCIA CAP. REFER 10 SOFFIT A FASCIA DETAIL Haminal 1'12' SYP Batten Anchored to SOFFIT; MAX. EL' F-CHANNEL Rallera with one Id Rim Shank Had at every Railer WOOD 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 vohlch this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIM NAIL FASCIA BOARD PANTED S.S. IWA ' T-NAILS IASEIA CAP SOFFITI 1'4* CROWN SIAPCE 1 I' TRIM NAIL FASCIA BOARDPANTEDS.S. SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 CROWN STAPLE FASCIA CAP, REFER TO SOFFIT & FASCIA DETAIL Nominal 1's2' STP F•CNAN"EL Bellen Anchored to SOFFIT; MAX. it' Rafters vilh one id Ring SAanM Nail at every Relief 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 1 t' TRIM NAIL FASCIA BOARD PANTED S.S. 1'a4' CROWN FASCIA CAPSTAPLES USIXO A DIAMOND SOfflT PATTERN; REFER TO ANTIIEYEREO 1'1j' CROWN STAPLESOFFITSTAPLERAFTERDIAMONDPATHAN DETAIL FASCIA BOARD SOFFIT & FASCIA I !- TRIM NAIL PAINTED S.S. DETAIL 24J-1 & 1'S' CROWN STAPLE 24J-2 FASCIA CAPS REFER To SOFFIT L FASCIA DETAIL 7SNominal1' t 2' SYP battens acabbad between'tallem and SOFFIT; MAX. 26' 1-CHANNEL aeculed wllh one (1 7d ring alvrok nail strolght•naOed W000 SUBSTRATE through the rafter Into the and of the batten at two (217d ring ahank nags toe-nalled an either aide of the benem at (he battenhoRar Intersection 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, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V,,,, 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C pi.'W Desi"n-Wind.Pressuees.fo _Soffits'in'Ex oadre,BLWgib Building : f•, Zonev- Meari Roof,.y, Hei"ht' ft12030:rF' di r ";-'+' w: 'e,XBasic,WRKS'-eedt ftli r, p.r= K 140forr,}?.:r_ :- 150 16U•, i°1a4`-s,, ,,r ti i t+ S, f 1 701 a 1;80 rW. wer,. 190 a 200 a pt Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 141.7 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 1 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 1 29.5 32.9 36.4 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 TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C 2; M 40• 91. Ink -"W'T awtgi P01cling- Rodfid., Heioht;(ft)L-[;' Wit,- 6 IwiZ10W 0I 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 4 2.5 48.3 54.6 61.2 68.2 75.5Negative Loads) 5 20 26.7 31.4 36.4 4 1.8 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 65.5 710 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 35.0 392 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 26.3 29.9 33.7 37.8 42.1 1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 1 48.4 ALC15001.2 FI-12194-135 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C 1- "- ' k-, n". .. - -Wh' - Wihd;P essu4V6r,S6ffits. -N 013uildin T pe jrr A.,• 1 6Vkl* Mean -vi ; ke,66ditt), 14 Wifid S666611 16i Z* 1 ' M-! 1W 16 E t4y 170 EM 12 JE2W0,: Enclosed 4 20 26.0 30.5 35.4 A0.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 A2.1 A7.9 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 1 -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 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 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 1 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 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 5' A I ALC 15001.2 FL12194-R5 Page 4 of 4 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply varranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/8" J-Channel 3/4" — 1/B" HEM E . T 7 3/4" ISOMETRIC VIEW 3/11- PROFlLE ISOMEIRIC VIEW 3/6- PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 5 3/4" 7/81, r 1/8" HEM T 6"FASCIA T' BLANK 1/4" 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 0 25, Tip 0. iis• TYv 18' BLANK' 3../ 8 OROFILE 2115110. d d000 00 00000 000a F 00000 0000 ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 7/8" 3 1/8" 7/8" 3 1/8" S/16" 1/2" 1/2" 1/2". q 1/2" 1/2" 3/4" --%1/8" E,,, 3/8" 02S'M 0 t]S'TYP 13.75" BLANK 3/8" PROFILE 7 oaood 000 oaooa s oaoaa aaor END 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 P-rdessio'nal ReOulationi BCIS Home I Lop In User Registration Mot Topic Submit Surcharge ! Suits B Facts Publications FBC Stall ; BCIS Site Map Links Search Product Approvaldbpr,r USER:Pubbcuser Product Aoorcr, l Menu > Product or Aoobution Search > Application list > Application Detail FL # FL7006-R9 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission If necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By C IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext 200 rmetz001 @ta mpa bay. rr. com Robert Metz rmetzOOI@tampabay.rr.com Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetz001 @tampabay.rr.com Don Shaw IKO Industries LTD 120 Hay Rd. Wilmington, DE 19808 717) 579-6706 don.shaw@iko.com Roofing Asphalt Shingles Certification Mark or Listing FM Approvals - CER Locke Bowden G Validation Checklist - Hardcopy Received Standard ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2009 2009 2008 2007 http://v,nA v.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option A Date Submitted 06/28/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/06/2015 Summary of Products FL * Model, Number or Name Description 7006.1 Cambridge, Cambridge HO and CRC Laminated architectural fiberglass asphalt shingle Bdtmore AR manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.DdfDesignPressure: N/A Other: 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 11 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.Ddf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by independent Third Party: 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 Approved for use outside HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .Ddf Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter 15.DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 53 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 11 Hio and Ridge C40 Shingle Installation Instructions.odf FL7006 R9 11 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.Ddf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by independent Third Parry: 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 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter l5.DdfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 53 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 11 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.Ddt FL7006 R9 11 Roofing -Prod ucts-Leading-Edoe-Plus- ADDlication-EN(i l.odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 Marathon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO's M25AR Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, 1L plants http://wvwv.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM 113161 letter - 4-15- 2015 .Ddf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 11 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Contact Its :. 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone: 850-497-1924 The State of Florida is an AMEEO employer. Copyright 2007-2011 Sate of Floncia.:: 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 mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.139S. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012. licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The 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 an email address whichcan be made available to the pubic. To determine if you are a licensee underChapter455, F.S., please dock ne er . Product Approval Asse pts: C(edlt Card Safe http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 CONSTRUCTION MATERIALS TECHNOLOGIES March 30, 2015 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2014 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab_Appins_8AGXEFS-2012-11 reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN -Laminated Appins_8TTEFS-2012-04 reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidgel2_3HRT6-2013-08_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: rG Brad Grzybo ski Duc T.M u en Managing Director Florida Re eyed 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 PFJ Consh cfion Materials Technobgies, LLC. 6412 Badger Drive Tampa, Fl 33610 Tel: 813.621.5777 Faa: 813-621.5840 a -mall• materialstesGng@pdcnt.com WebSite: http:1Avww.pdcmt.00m 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 SEALING SMP • • • • — 6-Iff rr I I 61I8- 1: NAILS 4 NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PMConsin ction Materials Teclnwbgies, I.I.C. 6412 Badger Drive Tampa, FL 33610 Tel. 813-621.5777 Fax: B13.621-SB40 e-mail: matenalsteshng@pdcrnt.rom WebSde, NlpJhvww.pricmL00m 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 NAILING - STEEP SLOPES APPLICATION Use six nails as shown NAIL LINE PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Conswdon Matenals Tedmobgies, LLC. 6412 Badger Dnve Tampa, FL 33610 Td: 813-0.5777 Fax• 813.621.5640 e•ma l- matedalsies6ng@p6cmt oom WebSite- httpJMwww.pricmt.00m IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. f,s nc4 TAM CW 1 6.W 062=n5 PRI Consh ction Materials Technobgies. LLC. 6412 Badger Drive Tampa, FL 3361D Tel: B13-621.5M Fax, 813.621.5BO a mail: mmnalstesting@*ft com WebSite: htipJMvww.pricmLcom IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required. 2. Each 39 3/8" x 131/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower 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. PPo Consh cWn Matenats Technologies, LLC. 6412 Badger Drive Tampa FL 33610 Tel: 813-621.5M Fax• 813.621-5840 a -mail. matedaisteshng@pnantoom WebSde: http•IAvww.picml.com Florida Building Code Online Page 1 of 2 man BCIS Nome I Log In I User Registration Hot Topic Submit Surcharge Suits & Facts Putifications FBC Staff BOS Site Map Links Search bFloddaY Product Approval IUSER: Public User Product Aporoyal Menu > Produtt or Applicanon Search > Application List > Application Detall FL 9 FL2346-RS Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 115 Steven@ WarriorRooring. net Authorized Signature Steven Crew Steven@WarriorRooring.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext1024 Steven@WarriorRooring.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. 13 Validation Checklist - Hardcopy Received Certificate of Independence FL2346 R5 COl PRI CMT Cert of Indeoendence.odf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By 1 affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. http://www.floridabuilding.org/pr/pi _app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity OYes ONo ON/A Product Approval Method Method 1 Option B Date Submitted 02/13/2015 Date Validated 02/13/2015 Date Pending FBC Approval Date Approved 02/19/2015 Summary of Products FL * Model, Number or Name Description 2346.1 15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2346 R5 II Installationlnstructions.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 If Installationlnstructl0ns.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 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 Blarr Stone Road. Tallahassee FL 32399 Phone: 850-497-1824 The State of Florida is an AMEEO employer. COovribht 2007.2013 Sdt! at Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statemenr Under Florida law, email addresses are public records. If you do rat want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact $50.487.1395. •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 oepartment with an email address which Can be madeavallable to the public. To determine If you are a licensee under Chapter 455, F.S., please click her! . Product Approval Accepts: MM Credit Card Safe http://ww%k,. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 im WARRIOR® ROOFING MANUFACTURING P.O. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (205) 553.1734 • FAX (20) 553.1755 I 193 LEROY ANDERSON ROAD • MONROE. GA 3= • PHONE (770) 2074M • FAX (770) 207.0775 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 • PHONE (717) 7OM23 • FAX (717) 709-M7 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 ofdebris and moisture prior to installation of the roofing felt. Roofing felt should be installed from the bottom ofthe 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 roofedge and should overlap the previous course two inches (sometimes referred to as head lap). • In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with. a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom ofthe initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length ofthe 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 toinsiirepzopewater. shedding. "_: _ '._ . In the event some wrinkles are created while fastening down a course of felt, slice the wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement. Installation 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. Revisio Response to Comments 3 Permit # 1—) • c •-51 Lo City of Sanford t Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date I a - 1 q - F1 Project Address: 3 1 G Contact: Ph: WO-1 k 6a'Qt • Fax: Email: Mpo..r h N o•r\,So v s2 c cm-es• Com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water VVPlanning Engineering Fire Prevention General description of revision: ROUTING INFORMATION Approvals Ok to construct single family home with setbacks and impervious area shown on plan. 1i3 .y °jo i me. RNP 110oeco. -Al G?- Building =.or Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Certificate of Authorization # 9177 Altamonte Springs, FL 32714 montaconsulting.com Structural Engineering, Truss Engineering, Third Party Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders Park Square Homes Wyndham Preserve— Lot 15(1986 Tribeca, Elv `A') Date: 12/06/17 Frame Walk Revisions: Per frame walk of site completed by Park Square Homes, they asked us to make the following changes on the Structural drawings: Change under stair closet to pantry / storage. Add wall, shelves to pantry and a 30 high door in garage for storage Add 2' to back of entire house — 2' is to be added to: master bedroom, master bath, master closet, gathering room, covered lanai Replace SH 3050 in loft with (3) 2020 F.G Add A/C chase in master bedroom closet, The (2) 2020 F.G. placed in foyer to be relocated across from kitchen. A 41h one is to be added so we will have a total of 4 Replace 2x4 wall in kitchen island with 2x6 wall Replace the (2) SH 3050 in gathering room with double SH 4050 Add 2x8 wall in laundry behind w/d Delete fixed glass window in water closet & Add 1040 F.G. in master bath shower We updated the structural drawings per the list above provided by Park Square Homes. All changes have been clouded and marked with Delta 2. Sheet(s) revised: 00, 01, 02, 03, 04.A, 05.A, 07, 08, SC, SIA, S2A, S4A, S5A & S7A 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 15 1986 Tnbeca A RHG - E Builder Name: One Stop Cooling and Heating vllD/Nc Street: 3794 SALTMARSH LOOP f Permit Office: rif Vfford 2 3 1 6City, State, Zip: Sanford , FL , 2 7 % Permit Number. - SANFORDOwner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Sanford County:: Seminole (Florida Climate Zone 2) 10-gRivli 1. New construction or existing New (From Plans) 9. Wall Types (2674.7 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1368.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1050.00 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 256.67 ft' 4. Number of Bedrooms 4 d. N/A R= ft' 5. Is this a worst case? No 10. Ceiling Types (1313.0 sqft.) Insulation Area a. Under Attic (Vented) R=30.0 1313.00 ft' 6. Conditioned floor area above grade (ftl 2087 b. N/A R= ft' Conditioned floor area below grade (ftJ 0 c. N/A R= ft' 11. Ducts R ft' 7. Windows(226.0 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 397.2 a. U-Factor. Dbl, U=0.55 115.00 ft' SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.29 a. Central Unit 41.0 SEERA6.00 C. U-Factor. Dbl, U=0.54 47.00 ft' SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft' a. Electric Heat Pump 39.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.059 ft. Area Weighted Average SHGC: 0.246 14. Hot water systems a. Electric Cap: 50 gallons8. Floor Types (2087.0 sqft.) Insulation Area EF: 0.900a. Slab -On -Grade Edge Insulation R=0.0 1028.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 774.00 ft' None c. other (see details) R= 285.00 ft' 15. Credits Pstat Total Proposed Modified Loads: 63.83Glass/Floor Area: 0.108 PASSTotalBaselineLoads: 67.32 1 hereby certify that the plans and specifications covered by Review of the plans and Sr this calculation are in compliance with the Florida Energy specifications covered by this itv0 = ; FO Code. S Digitally signed by LuisMoralesLuisMoraleSNtc2017.11.1715:43:40 calculation indicates compliance 4., 0s'W with the Florida Energy Code. f. rnr •` :. ,,.,„ O PREPARED BY: Before construction is completed a oDATE: this building will be inspected for c9 - compliance with Section 553.908 I hereby certify that this build i as d ign is in comp nce Florida Statutes. COpwiththeFloridaEnergyCo we v OWNER/AGENT: BUILDING OFFICIAL: DATE: ATE:- Compliance requires ificatio fi air handier unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordanc 'th R403.2.2.1. Compliance requires an Air Barrier aAd 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. 11l17I2017 3:40 PM EnergyGauge® USA - FlaRt es2014SectionR405. Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 15 1986 Tribeca A RHG - Bedrooms: 4 Address Type: Lot Information Building Type: User Conditioned Area: 2087 Lot # 15 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: 0 Street: 3794 SALTMARSH LO Permit Office: City of sanford Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, New/Existing- New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Sanford FL_ORLANDO_SANFOR 2 39 93 70 75 677 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2087 19091.4 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1028 9560.4 Yes 0 0 1 Yes Yes Yes 2 2nd Floor 1059 9531 No 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor — _ 184 ft' 11 0.29 0 0.71 2Raised Floor 2nd Floor _ _ 101 ft' 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1st Floor 112.5 ft 1028 ft' 0.29 0 0.71 4 Floor Over Other Space 2nd Floor _ 774 ft' 0.29 0 0.71 ROOF J Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1578 ft' 0 ft' Dark 0.9 N 0.9 No 0 33.7 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1313 ft' N N 11/17/2017 3:40 PM Ener you eel - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5trgY99 R A" ,r 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 1313 ft' 0.1 Wood WALLS Adjacent Space Cavity R-Vallie Width Ft In Height Ft in Area Sheathing Framing Solar R-Vahle Fraction Ahsor Below Gratip% 1 N Exterior Frame - Wood 2nd Floor 11 47 0 9 0 423.0 ft' 0 0.25 0.8 0 2 N Exterior Concrete Block - Int Insul 1st Floor 4.1 32 6 9 4 303.3 ft' 0 0 0.8 0 3 E Exterior Frame - Wood 2nd Floor 11 29 0 9 0 261.0 ft' 0 0.25 0.8 0 4 E Exterior Concrete Block - Int Insul 1st Floor 4.1 10 0 9 4 93.3 ft' 0 0 0.8 0 5 S Exterior Frame - Wood 2nd Floor 11 47 0 9 0 423.0 ft' 0 0.25 0.8 0 6 S Exterior Concrete Block - Int Insul 1st Floor 4.1 41 0 9 4 382.7 ft' 0 0 0.8 0 7 W Exterior Frame - Wood 2nd Floor 11 29 0 9 0 261.0 ft' 0 0.25 0.8 0 8 W Exterior Concrete Block - Int Insul 1st Floor 4.1 29 0 9 4 270.7 ft' 0 0 0.8 0 9 Garage Frame - Wood 1st Floor 11 27 6 9 4 256.7 ft' 0 0.25 0.6 0 DOORS Omt Door Type Space Storms U-Value Width Area Ft In FHeightln 1 E Insulated 1st Floor None 39 3 8 24 ft' 2 Wood 1 st Floor None 39 2 8 8 21.3 ft' WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang V Omt 10 Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Low-E Double Yes 0.55 0.22 15.0 ft' 1 ft(I in 1 ft 4 in Drapes/blinds None 2 N 1 Metal Low-E Double Yes 0.54 0.25 4.0 ft' 1 ft(I in 1 ft 4 in Drapes/blinds None 3 E 3 Metal Low-E Double Yes 0.55 0.22 15.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 4 E 3 Metal Low-E Double Yes 0.54 0.25 12.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 5 E 4 Metal Low-E Double Yes 0.54 0.25 4.0 ft' 5 ft 4 in 1 ft 4 in Drapes/blinds None 6 S 5 Metal Low-E Double Yes 0.55 0.22 15.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 7 S 5 Metal Low-E Double Yes 0.54 0.25 4.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 8 S 6 Metal Low-E Double Yes 0.54 0.25 16.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 9 S 6 Metal Low-E Double Yes 0.54 0.25 4.0 ft' 1 ft 0 in 11 ft 0 in Drapes/blinds None 10 W 7 Metal Low E Double Yes 0.55 0.22 30.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 11 W 7 Metal Low-E Double Yes 0.54 0.25 3.0 ft' 1 ft 0 in 1 ft 4 in Drapes/blinds None 12 W 8 Metal Low-E Double Yes 0.55 0.22 40.0 ft' 1 ft 0 in 11 ft 0 in Drapes/blinds None 13 E 4 Metal Low-E Double Yes 0.58 0.29 64.0 ft' 8 ft 0 in 1 ft 4 in None None 11/17/2017 3.40 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 1 394 ft' 394 ft' 44 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000407 2227.3 122.28 229.96 .3657 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 39 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 41 kBtu/hr 1230 drn 0.75 1 sys#1 HOT WATER SYSTEM System Type SubTpe Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 60 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 HVAC # Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 397.2 ft Attic 99.3 ft' Prop. Leak Free 2nd Floor — dm 62.6 ctm 0.03 0.50 1 1 11/17/2017 3:40 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Coolin anJanl: Venting Feb WMaar r Ma Jun Junn Jul i X Au Se X Oct Oct Nov Nov Dec Dec Jan Feb Mar pr May Jun Jul Aug Sep Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) 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 11/17/2017 3:40 PM EnergyGaugeO 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: 3794 SALTMARSH LOOP Permit Number. Sanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. D 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. D 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 parry. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be 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 cfin per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfrn per square fool (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 dm (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. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. O R403.2.2 Sealing (Mandatory)WI ducts, air handlers, and filter boxes and building cavities that forth 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 ofthe 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 a1 a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm (85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions. The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 11/17/2017 3-41 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as duds 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 % inches (89 mm) in the hot water distribution line and cold water line located as dose as possible to the storage tank. O R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water healing 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 dearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees oftrue 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 dose 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 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its -total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturers product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 11 /17/2017 3:41 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. A variable capacity system sized for optimum performance during base load periods is utilized. p R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55'F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. 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. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights O R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have suffrcent space, R-10 is allowed. 11/17/2017 3:41 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* = 95 The lower the EnergyPerforrnance Index, the more efficient the home. 3794 SALTMARSH LOOP, Sanford, FL, 'i12 771 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 (ftJ 7. Windows- Description a. U-Factor: Dbl, U=0.55 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.29 c. U-Factor. Dbl, U=0.54 SHGC: SHGC=0.25 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: New (From Plans) 9. Wall Types Insulation Area Single-family a. Frame - Wood, Exterior R=11.0 1368.00 ft' b. Concrete Block - Int Insut, Exterior R=4.1 1050.00 ft' 1 C. Frame - Wood, Adjacent R=11.0 256.67 ft' 4 d. N/A R= ft' 10. Ceiling Types Insulation AreaNoa. Under Attic (Vented) R=30.0 1313.00 ft' 2087 b. N/A R= ft' Area c. N/A R= ft' 115.00 ft' 11. Ducts R ft' a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 397.2 64.00 ft' 12. Cooling systems k8tu/hr Efficiency 47.00 ft' a. Central Unit 41.0 SEERA6.00 ft' 3.059 ft. 0.246 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1028.00 ft' b. Floor Over Other Space R=0.0 774.00 ft' c. other (see details) R= 285.00 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 Efficien4 Construction through the above energy saving f tures which will be in this home before final ins Othe - e, a new EPL Display I based on installed Code molian featur s. /J Builder Signature: Address of New kBtu/hr Efficiency 39.0 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. 11/17/2017 3:40 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 wrightsof° Project Summaryry Job: Date: Lot 15 1986 Thbeea A RG... . Entire House LF017 One Stop Cooling and Heating Plan. RHG 7225 Sandsome Court, Winter Park. FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wmm0neStopCoolrnp.00m License: CAC032444 For. Park Square Homes 3794 SALTMARSH LOOP, Sanford, FL Notes: Weather. Orlando ExecutiveAP, FL, US Winter Design Conditions Outside db 44 OF Inside db 68 OF Design TD 24 OF Heating Summary Structure 18308 Btuh Duds 2797 Btuh Central vent (0 dm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 21105 Btuh Infiltration Method Simplified Construction quality Fireplaces Average 0 Heatinngg Codinngg Area (fe) 2180 2180 Volume (It") 19906 19906 Air changeslhour 0.41 021 Equiv. AVF (dm) 136 70 Summer Design Conditions Outside db 93 OF Inside db 74 OF Design TD 19 OF Daily range L Relative humidity 50 Moisture difference 46 grAb Sensible Cooling Equipment Load Sizing Structure 20885 Btuh 20 tuBtuhnCentralvent (0 cfm) none) Blower 0 Btuh Use manufacturer's data n Rate/sNing multiplier 0.98 Equipment sensible load 29578 Btuh Latent Cooling Equipment Load Sizing Structure 3164 Btuh Duds 1924 Btuh Central vent (0 dm) 0 Btuh none) Equipment latent load 5088 Btuh Equipment Total Load (Sen+Lat) 34666 Btuh Req. total capacity at 0.75 SHR 3.3 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6042H1 Cond 4TWR6042H1 AHRI ref 7563302 Coil TEM6AOC42H41++TDR AHRI ref 7563302 Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER Heating input Sensible cooling 30750 Btuh Heating output 39000 Btuh @ 47°F Latent cooling 10250 Btuh Temperature rise 0 OF Total cooling 41000 Btuh Actual airflow 0 Cfim Actual air flow 1367 dmm Air flow factor 0 dmBtuh Air flow factor 0.045 cm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.86 Capacity balance point = 29 OF Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017-06.131714.42wrighttsoft, Right-SuiLouni ersa12o1717.026 RSU16793 Pape 160K .-Tribes A RHG%Lot 151986 Tnbera ARHG - E rup Cale = MJB From Door faces- E wrightsof , Right,JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 151986 Tribeca A RHG - E We: 07/01/2017 LF/LM Pan: RHG 7225 Sandscov a Coun. Wnter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: vA%w0neSlopCoding.mm License: CAC032444 1 Room rwne En6neHale FOY 2 6posedwall 275.5 It 18.5 It 3 Room height 9.1 4 d 9.3 6 heatbool 4 5 Roomdirnensons Ram area 2179.5 W 1.0 x 73.0 1t 73.0 W Ty CortWuckn U-value Or HTM Area (6) Load Area (4) Load number Bbdttl!'-'F) Aft" or paimetw (I4 m4b) err pgintew 04 ebb) Heat Cod Gross NiPG Heat Cod Gross NiPIS Heat Cod 6 4pl 12B-O&N 0.097 n 231 289 450 431 995 1244 0 0 0 0 4A5.2om 0.550 n 13.09 13.51 15 0 196 203 0 0 0 0 485.211n 0.540 n 1285 13.78 4 0 51 55 0 0 0 0 w 13A-40s0.143n 340 3.00326 328 1108 975 0 0 0 0 11 L 12B- OsN0.097 a 231 2.89261 234 540 675 0 0 0 0 4AS- 2om 0.550a 13.09 27.55 15 0 196 413 0 0 0 0 GG485- 21n a540 a 1285 29.73 12 0 154 357 0 0 0 0 13A- 40cs 0.143 a 140 3.0093 65 221 195 56 32 108 95 485. 2tm 0.540a 1285 13.784 4 51 55 0 0 0 0 11 DO 0.390a 9.28 1254 24 24 223 301 24 24 223 301 128- O9w 0.097 s 231 289 450 431 995 1244 0 0 0 0 4A5. 2om 0.550 s 13.09 13.7215 12 196 206 0 0 0 0 485- 2kn 0.540s 1285 13.784 4_ 51 55 0 0 0 0 l L 13A400s 0.143 s 3.403.00405 389 1322 1164 116 112 382 336 4B5. 2h 0.540 s 1285 1170 12 12 154 165 0 0 0 0 G465. 2kn a540 s lies 15.084 0 51 60 4 0 51 60 1qJ 12B-09w 0.007 w 231 289 261 227 524 655 0 0 0 0 4AS2om 0.550 w 13.09 27.55 30 0 393 827 0 0 0 0 r GC 4135.2trn 0.540w 1285 29.734 0 51 119 0 0 0 0 QJ 13A4= 0.143 w 3.40 3.00 270 176 598 526 0 0 0 0 4A5. 2om 0.550w 13.09 27.55 30 0 393 827 0 0 0 0 11_GG 4A5-20rnd 0.580w 13.8024.10 64 43 883 1542 0 0 0 0 R 1._._p 12C- 0wv0.091 217 1.57 256 234 508 368 0 0 0 0 11 DO 0.390 n 9.28 1254 21 21 198 267 0 0 0 0 C 161330ad 0.0320.761.78 1291 1291 983 2299 48 48 37 85 F 19A-0b9tp0295 264 206 131 131 346 271 0 0 0 0 F 19C-190=_ 0.0490.400.32191 191 77 60 0 0 0 0 F 22A-pm 1.180 28.080.00 969 118 3300 0 73 19 520 0 6 c)AEDamrsion 1487 28 En% dopeWmgain14762 16615 1321 850 12 a) Inliltabon 3547 1420 243 97 b) Room venblaton 0 0 0 0 13 InhundOn& Ooapenb@ 230 5 1150 0 0 AppliancesbQter 1700 0 Strbbtei pines6 to 13) 18308 20885 1563 947 Low warnalload 0 0 0 0 Lessba nib 0 0 0 0 Redtsbibubon 0 0 1563 947 14 Sd3b3d 18308 20885 0 0 15 Dudloads I 15% 45%1 2797 9420 15% 45% 0 0 Total roan load 21105 30305 0 0 Air mgWred (dm) 0 1367 1 10 0 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. 2017. OoL1317:14:42 wrightsoft' PoghFSuiW0Urdrersal201717.0.28RS1n6793 Pagel Tdbeta AFM%Lot 151986 Tribeca ARHG - Entp Calc = MJB Front Door laces: E wrightsoft Right -A) Worksheet Entire House One Stop Cooling and Heating Job: Lot 151986 Tribeca A RHG - E Date: 07/01/2017 LF/LM Pan: RHG 7225 Sandsw%eCourt. WnterPark FL 32792Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Mb: w.w 0neStopCooling.com License, CAC032444 1 Roan name HALL MBED 2 6wan 4.0 ft 29.0 1t 3 Room height 9.0 It healknol 9.0R heatbool 4 Room dimensions 1.0 x 168.8ft 1.0 x 220.5 R 5 Room area 168 8fe 220 5K Ty Contnudon U-%Wue Or HTM Area (M Load Area (fe) Load number Btuhkt? 'F) Ihih" ar perimeter (IQ tee) or perimeter (19 Btjh) Heat Cod Gross NPIS Heat Cod Gross NJP6 Heat Cod 6 12B4)9w 0.097 n 231 289 0 0 0 0 0 0 0 0 f 4A5-2on oS50 n 13.0913.510 0 0 0 0 0 0 0 f 4B5-2fm 0.540 n 1285 13.780 0 0 0 0 0 0 0 w 13A40ts 0.143 n 3.403.000 0 0 0 0 0 0 0 11 12B4kw 0.097 a 2.31289 0 0 0 0 0 0 0 0 4A5- 20n 0.550 a 13.0927.55 0 0 0 0 0 0 0 0 GG 4B5-2fm 0.540 a 1285 29.73 0 0 0 0 0 0 0 0 13A40cs 0.143 a 3.40 3.000 0 0 0 0 0 0 0 4B5- 26n 0.540 a 1285 13.780 0 0 0 0 0 0 0 I--G D 11 D00 390 a 928 1254 0 0 0 0 0 0 0 0 1ql G 12B- 0sw 0.097 s 231 289 36 36 83 104 126 126 291 364 4A5- 2om 0.550 s 13.091172 0 0 0 0 0 0 0 0 G 4B5-2rm 0.540 5 12.8513.780 0 0 0 0 0 0 0 J 13A-40Cs 0.143 5 3.403.000 0 0 0 0 0 0 0 s 4B5-26n 0.540 s 1285 13.780 0 0 0 0 0 0 0 GG 4BS.2fm 0.540 s 1285 15.080 0 0 0 0 0 0 0 1q! 12B-09w 0.097w 231 289 0 0 0 0 135 105 242 303 4A5- 20m 0.550 w 13.09 27.55 0 0 0 0 30 0 393 827 II-G 4B5- 2fm 0540 w 12a5 29.73 0 0 0 0 0 0 0 0 wJ 13A4= 0.143 w 3.403.000 0 0 0 0 0 0 0 I---( f- 4A5-2om 0.550 w 13.0927.55 0 0 0 0 0 0 0 0 4A5. 20n* d 0 580 w 1180 24.10 0 0 0 0 0 0 0 0 R I- p 12C- 09w0.091 217 1.57 0 0 0 0 0 0 0 0 71D0 0.3M n 928 17-540 0 0 0 0 0 0 0 C 16B-30ad 0.0320.76 1.78 169 169 129 301 221 221 168 393 F 124asop 0295 264 2-060 0 0 0 0 0 0 0 F 19C-19mm 0.0490.400.3228 28 11 9 0 0 0 0 F 22A-gm 1.180 2&08 0.00 0 0 0 0_ 0 0 0 0 6 c)AED exwrson16 250 Envelope losstgain 223 397 1094 2135 12 a) IrtIbubon 51 20 368 147 b) Room u9rtlamon 0 0 0 0 13 Intemalgairlx 000upards@ 230 0 0 2 460 Applrarloesb1her 01 0 SubmAal Pines to 13) 274 418 1462 2743 LesseAernalload 0 0 0 0 Lesstrardw 0 0 0 0 Redrstribuban 274 418 19 28 14 Subtotal 0 0 1481 2771 15 Dud loads 1 15%1 450/610 0 156/61604 226 1250 Total roan load 0 0 1707 Q21 Air required (elm) 0 0 0 1 e1Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017- OmI317:14A2 wrightsoft• Ibght Suite®Llni ersM 201717.028 RSL116793 Page 2TribecaARHGtIot 1 S1988 Tnbece ARHG - Ejup Calc = MJB Front Door faces E wrightsoft' Right,J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 151986 Tribeca A RHG - E Date: 07/01/2017 LF/LM P an: RHG 7225 Sandscore Court Writer Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 W3b• vA4w0neStopCoolinp.com Ucense: CACo32444 1 Room name MBTH MTOI 2 Ewall 5.5R 3.5 It 3 Room height 9.0 It heaftal 9.0 R heattod 4 5 RoOmdmensions Room area 1. 0 x 104.3 it 104. 3 W 1. 0 x 17.3 ft 17. 3 W TY CarlStnrraon U-%due Or HTM Area (t) Load Area (9) Load number BudtAt'--F) Btt01" or peri Im 00 m1uh) or perimew #Q Bkh) Heat Cod Gross NAPS Heat Cod Gross NPro Heat Cod 6 128-0sN0.097n 231 289 0 0 0 0 0 0 0 0 4AS- 2cm0.550 n 13.09 1151 0 0 0 0 0 0 0 0 4B5. 2hn 0.540 n 1285 13.78 0 0 0 0 0 0_ 0 0 W 13A-4ocs 0.143n 3.403.00 0 0 0 0 0 0 0 0 11 r 128-09N 0.097 a 231 2.89 0 0 0 0 0 0 0 0 4A5. 2cm 0.550a 13.092755 0 0 0 0 0 0 0 0 L-- G 4B5. 2hn 0.540 a 1285 29.73 0 0 0 0 0 0 0 0 Vpl 13AAocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 4B5. 2h 0.540 a 1285 13.78 0 0 0 0 0 0 0 0 11DO 0.390 a 928 12.54 0 0 0 0 0 0 0 0 12B- 0sw0.097 s 231 289 0 0 0 0 0 0 0 0 4A5. 2om 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0 485. 2hn 0.540 s 12.85 13.78 0 0-- 0 0 0 0 0 0 qJ G 13AAocs 0.143s 3.40 3.00 0 0 0 0 0 0 0 0 485. 2hn 0.540 s 1285 13.78 0 0 0 0 0 0 0 0 485. 2hn 0.540 s 1285 15.08 a 0 0 0 0 0 0 0 1qJ 12B-09N0.097 w 231 289 50 50 114 143 32 28 63 79 4A5. 2am 0.550 w 13.09 2755 0 0 0 0 a 0 0 0 485. 2hr1 0.540 w 1285 29.73 0 0 0 0 4 0 51 119 13A- 4oc s0.143 w 3.40 3.00 0 0 0 0 0 0 0 0 0A5. 2wn 0.550w 13.0927.55 0 0 0 0 0 0 0 0 4A5. 2omd 0580 w 13.80 24.10 0 a 0 0 0 0 0 0 R 1- 12C- 0sw0.091217 1.57 a 0 0 0 0 0 0 0 11130 0.390n 928 1254 0 0 0 0 0 0 0 0 DC 168.30ad 0.0320.76 1.78 104 104 79 186 17 17 13 31 F 19A-0bscp0295 264 206 62 62 162 127 17 17 45 36 F 19C-190500 0.0490.40 0.32 0 0 0 0 0 0 0 0 F 22A Iprn 1.180 28.080.00 0 0 0 0 0.. 0 0 0 61 c) AED excursion 181 1 42 nelope laseyam 3% 438 174 307 12 a) Inhlhalion 70 28 44 18 b) Rocmvertllahon 0 0 0 0 13 InbOntalon& Occupants® 230 0 0 0 0 Appliancesbeter 0 0 Subtotalpines( ilo13) 426 466 218 324 LessexWmal load 0 0 0 0 Lesstarsfer 0 0 0 0 Redishibuhon 0 0 0 0 14 Std)bw 426 466 218 324 Dud loads 1 15% 45%1 65 210 15% 45% 33 146 r Total room load 491 676 251 471 Air required (dm) 0 30 0 21 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 2017- Oo-1317.14:42 Wrrights4atfiCRrghl-Suite®Unirersal 201717.020 RSU16793 Pape 3 AGG# .-Tribe<aA RHGUof 151986 Tribeco ARHG - E rup Celc = MA Front Door facesE wrightsoffIr Right,JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 151986 Tribeca A RHG - E Data: 07/01/2017 LFA A P an: RHG 7225 Sands00%e Coup, Wnter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Mb: wwaOneStopCooling.00mLicense. CACO32444 1 Room name MWIC BEDRM 3 2 Ewall 1&5 fl 11.5 ff 3 Room height 9.0 B heatkxtol 9.0 fl healtood 4 Room dmensons 5.0x 13.5 f( 1.0 x 154.3 fl 5 Room area 67.5r 154.3 12 Ty Consbumon U-%slue Or HTM Area (W) Load Area (8) Load number IBruhAi-*F) or peiiff (10 Mbjh) or perimeter (fA Heat Cod Gross NIPIS Heal Cod Gross NAPS Heal Cod 6 12B-0sv0.097n 231 289 122 122 280 351 104 89 204 255 I G 4A5-20m 0.550n 13.09 13.51 0 0 0 0 15 0 196 203 4BS- 2&n 0.540n 1285 13.78 0 0 0 0 0 0 0 0 w 13A-40rs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 J j 12130m 0.097a 231 2.89 0 0 0 0 0 0 0 0 4AS2om 0.550a 13.09 Z7.55 0 0 0 0 0 0 0 0 485- 2(m 0.540a 1285 29.73 0 0 0 0 0 0 0 0 13A = 0.143a 3.403.00 0 0 0 0 0 0 0 0 4B5. 26n 0.540a 1285 13.78 0 0 0 0 0 0 0 0 11 DO 0.390a 928 1254 0 0 0 0 0 0 0 D 1L- G12B-Osm 0.097 s 2.31 289 0 0 0 0 0 0 0 D 4AS2orn 0. 550 s 13.09 13.72 00 0 0 0 0 0 0 4B5-26m 0.540 s 1285 13.78 00 0 0 0 0 0 0 Vpl I-.- G 13A4oce 0. 143 s 3.40 OD 00 0 0 0 0 0 0 4115-21 n 0.540 s 128S 13.78 0 00 0 0 0 0 0 4BS.2kn 0. 540 s 1285 15.08 0 0 0 0 0 0 0 0 q! 12B-0sw 0.097w 231 289 45 45 104 130 0 0 0 0 4AS-tom a550 w 13.09 27.55 0 0 0 0 0 0 0 0 r GG 4B5. 26n 0.540 w 1285 29.73 0 0 0 0 0 0 0 0 16 13A40Cs 0. 143 w 3.40 3.000 0 0 0 0 0 0 0 4A5-20m 0. 550 w 13.09 27.55 0 0 0 0 0 0 0 D 4A5.2omd 0. 580 w 1180 24.10 0 0 0 0 0 0 0 0 F( I-p 12C- 09N 0. 091 217 1.57 0 0 0 0 0 0 0 0 11DO 0" n 928 12.54 0 0 0 0 0 0 0 0 C 168-30ad 0.032 D 76 1.78 68 68 51 120 154 154 117 275 F 1940MM 0295 264 2o6 53 53 138 108 0 0 0 0 F 19C-19c= 0.049 0.40 0.320 0 0 0 0 0 0 0 F 22AVm 1. 180 28.08 0.000 00 0 0 0 0 0 6 c)AEDexatrsion 29 37 Ernelopelossrpain 574 680 SIB 696 12 a) Irttlbetion 235 94 146. 58 b) Room %enlilabon 0 0 0 0 13 htwial gairm Omrparri @ 230 0 0 1 230 ApphanoesIodw 0 0 Subitbal pines 6 b 13) 809774 664 984 Lessexiemalload 0 0 0 0 Lessbarder 0 0 D 0 Red'isbibulion 0 085 130 14 Subtotal 809 774 749 1114 Duct bads I 1S'.6 45%1 124 349 15% 45% 114 502 r Total room bad 933 1123 864 1616 Air required (dm) 051 0 73 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed. 2017-Om I317: 14:42 wrightSOft' laght-Suite®uni%ersal201717.028RSU16793 Page Zc Tribe®ARHGtot1S1986TribeoARHG - E1upCelc = MJB Front Door faces: E wrightsoft, Right-M Worksheet Entire House One Stop Cooling and Heating Job: Lot IS 1986 Tribeca A RHG - E Date: 07/01/2017 LF/LM Pan: RHG 7225 Sands000e Court. Writer Park, FL 32792 Phone (407) 629 - 6920 Fax (407) 629 - 9307 Wkb www0neS1opCoo6ng=rn Ucense: CAM32444 1 Room name 8ED2 2 Expasedwall 13.0 R 0 ft 3 Room height 10 t heatuod 9.0 R heaWod 4 5 Roan dmensions Room area 1.0 x 135.8 R 135.8 W 5.5 x 3.5 It 19.3 fP Ty CawAxion uAdue Or HTM Area (It) Load Area (W) Load number MUW-'F) Aw or Perm (f0 811uh) or perimeter (f9 AM Heat Cod moss NAS Heat Cod Grow NrP/S Heat Cool 6 VqJ 12130sn 0.097 n 231 289 0 0 0 0 0 0 0 0 4A5.2orn 0.550 n 13.09 1151 0 0 0 0 0 0 0 0tl--GG 4135.21 n 0.540 n 1285 13.78 0 0 0 0 0 0 0 0 w 13A-4xs 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 r 1213.09N 0.097 a 231 229 0 0 0 0 0 0 0 0 4A5-2om 0.550 a 1309 27M 0 0 0 0 0 0 0 0I; G 4135.2fnt 0.540 a 1285 29.73 0 0 0 0 0 0 0 0 VpJ lip 13A 4ocs 0.143 a 340 W 0 0 0 0 0 0 0 0 4135.2frn 0.540 a 1285 13.78 0 0 0 0 0 0 0 0 1100 0.390 a 928 12.54 0 0 0 0 0 0 0 0 1ql 12130av 0.007 s 231 289 117 102 235 294 0 0 0 0 4A5.2an 0.550 s 13.09 13.72 15 12 196 206 0 0 0 0 485.26n 0.540 s 1285 13.78 0 0 0 0 0 0 0 0 1pI 13A4= 0.143 s a40 3.00 0 0 0 0 0 0 0 0 485.2fin 0.540 s 1285 13.78 0 0 0 0 0 0 0 0G t_ _G 4135.26n 0540 s 1285 15.08 0 0 0 0 0 0 0 0 1p1 12B.ftN 0.097 w 231 289 0 0 0 0 0 0 0 0 4AS2om 0= w 13.00 27.55 0 0 0 0 0 0 0 0 485-26n 0.540 w 1265 29.73 0 0 0 0 0 0 0 0 13A-4om 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0 4A5-20m 0.550 w 1a09 27.55 0 0 0 0 0 0 0 0 4A5.20rnd 12C ftm 0.w 0.091 w 13.80 217 24.10 1.57 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0Fj L-0 1100 03M n 928 12.54 0 0 0 0 0 0 0 0 C 16fi30ad 0.032 0.76 1.78 136 136 103 242 19 19 15 34 F 19A ftgt 0295 264 205 0 0 0 0 0 0 0 0 F 19C-19mm 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A4- 1.180 28.08 0.00 0 0 0 0_ 0 0 0 0 6 c)AEDexoarson 35 A Emelopelowjon 535 707 15 33 12 a) btbltration 165 66 0 0 b) Room %ettlabon 0 0 0 0 13 Internal gain& Ooaperrb@ 230 1 230 0 0 AP01anonkt1her 0 0 SubbW (lines 6 b 13) 700 1003 15 33 LesseAarnalload 0 0 0 0 Lessvansfer 0 0 0 0 Redistribution 53 90 15 W 14 Subtotal 753 1093 0 0 15 Ductbads 15% 454A 115 493 15% 45% 0 0 Total room bad 868 1597 0 0 Airregtdred (dm) 0 72 0 0 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. W r1 htsoft- 2017-Od-1317:14:429RighFSuite®Universal 201717.028 RSU16703 Page 5 TribeceARHt3u.a1151986TribeceARHG•Enrp Calc=MA Front Doorfaaes: E wrightsoft Right-JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 151986 Tribeca A RHG - E Date: 07/01/2017 LF/LM an: P RHG 7225 Sandsco%e Court, Wnter Par$ FL 32792 Phone. (407) 629 - 6920 Fax (407) 629 - 9307 Web. w+w 0neStopCooling.00m License: CACW2444 1 Roan name LAUN STH2 2 EI 14.5 b 6.0 8 3 Roan height 9.0 It healed 9.0 tt heaGmd 4 Roomdimensons 6.0 x 85 tt 6.0 x 6.0 It 5 Room area 51.0 re 36.0 M Ty Cwftumon U-%clue Or HTM Area (It') Load Area (r) Load number IBUAIAN-'F) BU K" or penmeter (to MtIAt) or perimeter (1) Bbb) Heat Cod Gross NAPS Heat Cod Gross NAPS Heat Cool 6 1qJ 12B-09w 0.097n 231 289 0 0 0 0 54 54 125 156 4AS2om O-W n 13.09 13,510 0 0 0 0 0 0 0 ll----GG 4BS-26n 0.540n 12a5 13.78 0 0 0 0 0 0 0 0 w 13A4= 0.143 n 3,40 3.00 0 0 0 0 0 0 0 0 11 12B-09w 0.097a 231 289 54 54 125 156 0 0 0 0 4AS- 2am 0.&% a 13,09 27.550 0 0 0 0 0 0 0 4BS- 2kn 0.540 a 1285 29.730 0 0 0 0 0 0 0 13A4= 0.143 a U0 3.000 0 0 0 0 0 0 0 4BS- 26n 0.540 a 1285 13.780 0 0 0 0 0 0 0 11DO 0.390 a 928 12.540 0 0 0 0 0 0 0 1qJ 12B4)sw 0.097s 231 289 77 73 167 209 0 0 0 0 4A5- 2om OAW s 73.0913.720 0 0 0 0 0 0 0 11----GG 485.26n 0.540s 1285 13.784 4 51 55 0_ 0 0 0 13A4= 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4BS26n 0340 s 1285 13.78D 0 0 0 0 0 0 0 4BS2bn 0.540 s 1285 15.080 0 0 0 0 0 0 0 VpI 12B-Oarr 0.097w 231 289 0 0 0 0 0 0 0 0 G 4A5-2an 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 G 4BS2bn 0.540 w 1285 29.73D 0 0 0 0 0 0 0 Val 13A-40s 0.143 w 140 3.000 0 0 0 0 0 0 0 G 4A5.2orn 0.&% w 13.09 27S5 0 0 0 0 0 0 0 0 Ida 4A5.20md 0.580 w 13,80 24.10 0 0 0 0 0 0 0 0 12C- 0sw 0.091217 1.57 0 0 0 0 0 0 0 0 11DO 0" n 928 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0.0320.76 1.78 51 51 39 91 36 36 27 N F 19A-0bscp020 264 206 0 0 0 0 0 0 0 0 F 19C-19rscp 0.0490.400.320 0 0 0 0 0 0 0 F 22A-tern 1.180 2&08 0.000 0 0 0_ 0 0 0 0 6 c)AED wcurson 39 9 Envelope low4on 382 472 152 211 12 a) btblbabon 184 74 76 30 b) Room senfilabon 0 0 0 0 13 Urtemalgain& Oavparris@ 230 0 0 0 0 Appliances ter 50o 0 Subbotal pines 6Io 13) 566 1045 228 241 Less eAwW load 0 0 0 0 Less transfer0 0 0 0 Redisbibuuon 541 832 32 49 14 Subbial 1108 1877 I= 290 15 Dua loads 1 15% 45%1 169 847 15°/0 45% 40 131 Total room load I I 1277 12724 300 421 Air nxpred (dm) 0 123 1 0 19 Calculations approved WACCA to meet all requirements of Manual J 8th Ed. 2017- 0oi-1317'14:42 A6 wrlghtsoft- Pogh4SuiL-OLWWFSW201717A26RSU16793Page Tribeca A RHGtLot151986 Tribeea ARHG - Enip Calc = MJB Front Door faces E wrightsoft, Right!® Worksheet Entire House One Stop Cooling and Heating Job: Lot 151986 Tribeca A RHG - E Date: 07/01/2017 LF/LM P an: RHG 7225 Sandswve Court Writer Park FL 32792 Phone, (407) 629 - 6920 Fax (407) 629. 9307 Wab: wwwOneSOopCoalinp.00m License: CAC032444 1 Room narne T012 BED4 2 Exposed wall 6.0 4 36.0 4 3 Roomheight 9.0 4 heatbool 9.0 4 heatbool 4 5 Room dmensions Room area 6.0 x &0 4 36.0 4' 1.0 x 146.3 4 146.3 4' TY ConskWon U-value Or HTM Area (w) Load Area (4) Load number BtuW-'F) or Perrone err (IQ W) or Penrrer (IQ Heat Cod Gr= NAS Heat Cod Gross NAS Heat Cod 6 12B ftN 0.097 n 231 289 54 50 115 144 117 117 270 336 4A5.2om 0.550 n 13.09 13.51 0 0 0 0 0 0 0 0 4B5.2hn 0.540 n 1285 13.78 4 0 51 55 0 0 0 0 w 13A4= 0.143 n 340 3.00 0 0 0 0 0 0 0 0 11 1u284?s 0.097 a 231 2.89 0 0 0 0 113 98 225 281 4A5.2om 0.550 a 13.09 27.55 0 0 0 0 15 0 196 413 4BS2h 0.540 a 1285 29.73 0 0 0 0 0 0 0 0 13A4= 0.143 a 340 3.00 0 0 0 0 0 0 0 0 4B5-Nm 0.540 a 1285 13.78 0 0 0 0 0 0 0 0 1100 a390 a 928 1254 0 0 0 0 0 0 0 0 l 12B-0sw 0.097 s 2.31 289 0 0 0 0 95 95 218 273 4A5-20m 0.550 s 13.09 13.72 0 0 0 0 0 0 0 0 t-----GG 4B5-26n 0,140 s 1285 13,78 0 0 0 0 0 0 0 0 J G 13A-400s 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4B5.2h 0.540 s 1285 13.78 0 0 0 0 0 0 0 0 t i 4B5.2&n 0.540 s 1285 15.08 0 0 0 0 0 0 0 0 128-0sw 0.097 w 231 289 0 0 0 0 0 0 0 0 4A5-20M 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 485.26n 0.540 w 1285 29.73 0 0 0 0 0 0 0 0 13A-40cs 0.143 w 3.40 3.00 0 0 0 0 0 0 0 0 4AS2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 4A5.20nid 0.580 w 1160 24.10 0 0 0 0 0 0 0 0 Fj 12C-09w 0.091 217 1.57 0 0 0 0 0 0 0 0 1100 0.390 n 928 1254 0 0 0 0 0 0 0 0D C 16B-30ad 0.032 0.76 1.78 36 36 27 64 146 146 111 260 F 19A4bap 0.295 264 205 0 0 0 0 0 0 0 0 F 19C.19= 0.049 0.40 0.32 12 12 5 4 146 w 59 46 F 22AVM 1,180 2&08 0.W 0 0 0 0 0 0 0 0 6 c)AEDe=rsion 11 6 Envelope losstain 199 256 1080 1618 12 a) bt5lMon 76 30 457 183 b) Room ventWon 0 0 0 0 13 Intergain& oowpants@ 230 0 0 1 230 Applianoest tier 0 0 Subtotal (lines6 b 13) 275 287 1537 2031 Lesse)&Wralload 0 0 0 0 Lessiransfer 0 0 0 0 Redisr ibuton 32 49 48 73 14 Sthtbtal 307 336 1585 2104 15 Dud loads 15% 45% 47 151 15% 45% 242 949 Total room bad 354 487 1827 3053 Airrequired (dm) 0 22 1 0 138 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. wri hlsofC 2017-Od1317:14:429RightSui"Uniwrsal 2017 17.0.28 RSU16793 Page 7ACCk .-TribecoA RFIGiLot 151986 Tnbera ARHG - Erup Calc = MJB Front Door faces: E wrightsoftRight,J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 161986 Tribeca A RHG - E Date: 07/01/2017 LFILM Pan: RHG 7225 Sandsw%e Court. Wnter Park. FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web- wwwOneSbpCootinp.00m License CAC032444 1 Room name STR2 DIN 2 Exposed wall 10.5 6 23.0 ft 3 Room height 9.0 8 heattod 93 6 heattool 4 Roomdmereoru 13.5 x 4.0 B 12.5 x 10.5fl 5 Roomarea 54.0 IF 131.3 fY Ty COr ojcbcn U-value Or HTM Area (ft) Load Area M Load number BbrhC-'F) ftfl ') or Peri1T1ew M m1uh) or Perimeter M MUI) Herat Cool Gross NiPIS Heat Cod Gross NiPIS Heat Cod 6 4pl 12B-0sw 0.097n Z31 Z89 0 0 0 0 0 0 0 0 4A5- 2an 0.550 n 13.0913.510 0 0 0 0 0 0 0 I G 4B5. 2fm 0.540 n 12.8s13.780 0 0 0 0 0 0 0 w 13A-40Cs 0.143 n 3.403.000 0 0 0 98 98 332 293 11 J j 128- 09w 0.097a 231 289 95 83 190 238 0 0 0 0 4AS- 2om 0.550a 13.09 27.55 0 0 0 0 0 0 0 0 4BS26n 0.540 a 12.85 29.73 12 0 154 357 0 0 0 0 13A40s 0.143 a 3.403.000 0 0 0 0 0 0 0 4B5- 26n 0.540a 12.85 13.780 0 0 0 0 0 0 0 DD 11D0 0.390 a 928 12.540 0 0 0 0 0 0 0 ILI12B4) sw 0.097s Z31 Z89 0 0 0 0 0 0 0 0 4AS2om OAW s 1109 13.720 0 0 0 0 0 0 0 4BS2fM 0.540s 1225 13.780 0 0 0 0 0 0 0 6pl 13A40rs 0.143 5 3.40 3.000 0 0 0 0 0 0 0 4135. 26n 0.540s 12.85 13.780 0 0 0 0 0 0 0 l- GC 4BS21m 0.540s 12.8s 15.08 0 0 0 0 0 0 0 0 1qJ 12B-0sw0.097w 231 2.890 0 0 0 0 0 0 0 4AS2om 0.550w 13.0927M 0 0 0 0 0 0 0 0 I--.-. GG 4135-26n 0.540w 12.8529.73 0 0 0 0 0 0 0 0 J 131440cs 0.143 w 3.403.000 0 0 0 116 52 178 157 G 4AS20m 0.550w 13.0927M 0 0 0 0 0 0 0 0 Ili 4AS2omd 0sw w 13.8024.10 0 0 0 0 64 43 883 1542 R 1- 0 12C- Osw 0.091 217 1.57 0 0 0 0 0 0 0 0 11D0 0.390n 928 12.540 0 0 0 0 0 0 0 C 1613-30ad 0.0320.761.78 54 54 41 96 0 0 0 0 F 19A4bsp D295 Z64 Z06 0 0 0 0 0 0 0 0 F 19C-19rsw 0.0490.40 0.325 5 2 2 0 0 0 0 F 22A-tpm 1.180 28.08 0.000 0 0 0 131 23 646 0 6 c)AED exanson54 1250 Er - lope bss4on 388 747 2040 3241 12 a) In616abon 133 53 302 121 b) Room uemlabon 0 0 0 0 13 6ltenta ons Omrperft@ 230 0 0 0 0 Appliancesbeter 0 0 Submolal pines6 b 13) 521 am 23411 3362 Lessexternalload 0 0 0 0 Lessi artier 0 0 0 0 Redisbibubon 521 4w 0 0 14 Siduotal 0 0 2341 3362 Duct bads1 15% 45%1 0 0 15°/0 4546 358 15t6 r Total room load 0 0 2699 4878 Air required (dm) 0 0 1 1 0 220 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. 2017- 0C1317:14:42 t 4awrightsft• Right.SuiLIOLIni%ersal201717.028RSU16793 Page TribecaARHG%Lot 151986 Tribes ARHG - E.rup Cale = MJB Front Door faces E wrightsofe Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 15 1986 Tribeca A RHG - E Date: 07/01/2017 LFAA P an: RHG 7225 Sandswve Court Wnter Park FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 V1kb wwwOneStopCoalingmm Ucense: CACW2444 1 Room name LATH l0T 2 Etpasedwall 58.0 t 14.0 t 3 Room height 9.3 t heatbod 9.3 t heaftol 4 5 Room dmensiorts Roam area 1.0 x 441.5 t 441.5 K 1.0 x 221.0 t 221.0 W Ty CarsovtMM number LUMue BUW-'F) Or HTM BbM Area (t) or ped"N"r (IQ load MW Area QF) or perimeter (l9 Load BILh) Heat Cod Cross NiPIS Heat Cod Gross NrPfS Heat Coal 6 1qJ L- C 12B-0sw 0.097 n 231 289 0 0 0 0 0 0 0 0 4A5.2om 0550 n 13.09 1151 0 0 0 0 0 0 0 0 4B5.21M 0.540 n 1285 13.78 0 0 0 0 0 0 0 0 w 13A4ocs 0.143 n 3.40 3.00 98 98 332 293 130 130 443 390 11 1284t9+v 0.097 a 231 289 0 0 0 0 0 0 0 0 4A5.2om 0.550 a 13.09 27.55 0 0 0 0 0 0 0 0 485.20n 0.540 a 1285 29.73 0 0 0 0 0 0 0 0 13A4ocs 0.143 a 3.40 3.00 0 0 0 0 0 0 0 0 485.2tm 0.540 a 1285 13.78 0 0 0 0 0 0 0 0 11130 0.390 a 928 12.54 0 0 0 0 0 0 0 0 1qJ 128 r 0.097 s 2.31 289 0 0 0 0 0 0 0 0 4A5.20m 0.5w s 13.09 13.72 0 0 0 0 0 0 0 0 48S2Im 0.540 s 1285 13.78 0 0 0 0 0 0 0 0 13A4ocs 0.143 s 3.40 3.00 288 276 940 826 0 0 0 0 485.2(m 0.540 s 1285 13.78 12 12 154 165 0 0 0 0 4135.20rn 0.540 s 1285 1508 0 0 0 0 0 0 0 0 1qJ 1284)9N 0.097 w 231 289 0 0 0 0 0 0 0 0 4AS2om 0.550 w 13.09 27.55 0 0 0 0 0 0 0 0 4B5.21in 0.540 w 1285 29.73 0 0 0 0 0 0 0 0 13A-40cs 0.143 w 340 3.00 153 123 420 370 0 0 0 0 4A5.2om 0.5w w 13.09 27M 30 0 393 877 0 0 0 0 4A5.2omd 0.5w w 13.80 2410 0 0 0 0 0 0 0 0 R p 12C-09w 0.091 217 1.57 0 0 0 0 60 39 85 61 1100 0390 n 9Z8 12.54 0 0 0 0 21 21 198 267 C 16B-30ad 0.032 0.76 1.78 0 0 0 0 0 0 0 0 F 19A-0bscp 0.285 264 206 0 0 0 0 0 0 0 0 F 19C-19csna 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 22A-Vrn 1.180 2808 0.00 442 58 1629 0 221 14 393 0 6 c)AEDexarsion 201 72 Envelopelossrgain 3869 2683 1119 647 12 a) Irdl bon 761 305 184 74 b) Room ven4don 0 0 0 0 13 Internalorm t>oojPaft@ 230 0 0 0 0 Applianoesb7rer 0 1200 Subtatal(lines6t113) 4629 2987 1303 1920 Lessememall ad 0 0 0 0 Lesstransfer 0 0 0 0 RedisMbi an 654 400 171 120 14 SttllOofal 5284 3387 1474 2040 Dud loads t15% 45% 807 1528 15% 45% 225 920 r Total room bad 6091 4915 1699 2960 Air required (dm) 0 222 0 133 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. t WPi httsOlFC 2017-001•1317:14:429Aght.S i"Liniwxwl201717.028RSU16793 Page Tribece A RHGrlot 151986 Tribece ARHG - E rup Calc = MA Front Door faces E wrightsoft• Right-l® Worksheet Entire House One Stop Cooling and Heating Job: Lot 16 1986 Tribeca A RHG - E Date: 07/01/2017 LF/LM Pan: RHG 7225Sandscove Coup, Winter Pad4FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web ww 0neSwpCoolingxom Lroense: CAM32444 1 Room name STR1 PV DR 2 Exposed wall 0 fl 4.0 fl 3 Room height 9.3 ft heattool 9.3 ft heaVccd 4 Room dimensions, 17.0 x 4.0 M 4.0 x &5 fl 5 Room area 680 if 34.0 fe Ty CcnslWon U-%slue Or HTM Area (ft) Load Area (ft) Load nunberI Btu W-'F) A tb" or Perimeter M BW or penrneter (fq M11h) Heat Cod Gross NIPS Heal Cod Gross NAPS Heal Cad 6 1q/ 12B-Osw 4A5-2om 4B5-2fm 0.097 0.550 0.540 n n n 231 13.09 1285 289 1151 13.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0I--f w 13A40os 0.143 n 3.40 3.00 0 0 0 0 0 0 0 0 11 12B-0aw 0.097 a 231 289 0 0 0 0 0 0 0 0 4A5-2om 0.550 a 13.09 27.55 0 0 0 0 0 0 0 0 4B5-26n 0.540 a 1285 29.73 0 0 0 0 0 0 0 0 13A4001 0.143 a 3.40 3.00 0 0 0 0 37 33 113 99 4135-21n 11DO 0.540 0.390 a a 1285 928 13.78 1254 0 0 0 0 0 0 0 0 4 0 4 0 51 0 55 0 12B-0sw 0.097 s 231 289 0 0 0 0 0 0 0 0 4AS2om 4BS2fin 0.5w 0.540 s s 13.09 1285 W2 13.78 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A4001. 0.143 s 3.40 3.00 0 0 0 0 0 0 0 0 4135-211rn 0.540 s 1285 13.78 0 0 0 0 0 0 0 0 4BS2fm 0.540 s 1285 15.08 0 0 0 0 0 0 0 0 16 12B.ftm 4AS20m 0.097 0.550 w w 231 13,09 2B9 27.55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4B5-2fin 13A400% 4AS2om 0.540 0.143 0.550 w w w 1285 340 13.09 29.73 3.00 27.55 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4AS2o nd OS80 w 13.80 24.10 0 0 0 0 0 0 0 0 R 12C4)av 0.091 217 1.57 116 116 252 182 79 79 171 124 r--D 11DO 0" n 928 1254 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.76 1.78 0 0 0 0 32 32 24 57 F 1mObsCp 0M 264 2-06 0 0 0 0 0 0 0 0 F 19C-19osty 0.049 0.40 0.32 0 0 0 0 0 0 0 0 F 224-on 1.180 2808 0.00 68 0 0 0 34 4 112 0 6 c)AEDexourson 7 13 Fnnelopeloss%on 252 176 472 323 12 a) Infillraton 0 0 52 21 b) •Roornwr*Won 0 0 0 0 13 Unemalgain& Omr ft@ 230 0 0 0 0 APPliarMSIUDW 0 0 Suluotalpines6b13) 252 176 525 344 Lesse)dernalload 0 0 0 0 LesstrarWw 0 0 0 0 Redistribubon 252 176 989 603 14 Subtotal 0 0 1514 947 15 Duct loads 1 15%1 456.6 0 0 15% 45%1 231 427 Tolal room load 0 0 1745 1374 Air required (dm) 0 0 0 62 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. 42 AC wrlghttsofV Rrght-Suiw0 Universal 201717.028RSU16793 2017-Oa13Pa19e10 TnbecaA RHG%Lot 151986Tnbeta ARHG - Euup Calc = KS Front Door faces E wrightsoft• Duct System Summary Job: Date: Lot 151986 THbeca A RIG... 07/0112017 Entire House By. LF/LM One Stop Cooling and Heating Plan: RIG 7225 SandsmNe Court, Wnter Park FL 32792 Phone- (407) 629 - 6920 Fax (407) 629 - 9307 Wab: wow OneStopCooling.mm license: CA0032444 For. Park Square Homes 3794 SALTMARSH LOOP, Sanford, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.236 / 0.104 in H2O 0.143 in/100ft 0 dim 238 Coding 0.50 in H2O 0.16 in H2O 0.34 in H2O 0236 / 0.104 in H2O 0.143 in/100ft 1367 dm Name Design Btuh) 49 dm) Gg dm) Design FIR Diam n) H x W in) Dud Mal Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 1587 0 72 0.194 6.0 Ox 0 VIFx 16.5 105.0 st2 BEN c 3053 0 138 0.187 7.0 Ox 0 VIFx 20.9 105.0 st2 BEDW 3 c 1616 0 73 0.197 6.0 Ox 0 VIFx 14.6 105.0 st2 BT 1z c 421 0 19 0.196 4.0 Ox 0 VIFx 15.1 105.0 st2 DIN c 4878 0 220 0.174 8.0 Ox 0 VIFx 25.6 110.0 st1 GArt•t c 2458 0 111 0.175 7.0 Ox 0 VIFx 24.5 110.0 st1 G9KA c 2458 0 111 0.173 7.0 Ox 0 VIFx 26.0 110.0 st1 Krr c 2960 0 133 0.186 7.0 Ox 0 VIFx 16.5 110.0 st1 LN c 2724 0 123 0.193 6.0 Ox 0 VIFx 17.0 105.0 st2 MBED c 4021 0 181 0.143 8.0 Ox 0 VIFx 34.8 130.0 st3 MBTl1 c 676 0 30 0.148 4.0 Ox 0 VIFx 29.0 130.0 st3 Wol c 471 0 21 0.147 4.0 Ox 0 VIFx 30.5 130.0 st3 MWC c 1123 0 51 0.148 4.0 OxO VIFx 28.8 130.0 st3 PWR c 1374 0 62 0.183 4.0 Ox 0 VIFx 19.0 110.0 st1 T012 c 487 0 22 0.186 4.0 Ox 0 VIFx 16.7 110.0 st2 Trunk Htg Cig Design Veloc Diam H x W Dud Name Type dm) drn) FIR fpm) in)- n) Material Trunk st1 PeakAVF 0 637 0.173 596 14.0 0 x 0 VinIFIX st3 PeakAVF 0 284 0.143 642 9.0 0 x 0 VinlFlx st2 st2 PeakAVF 0 730 0.143 682 14.0 0 x 0 VinlFlx 1 Z017-0b131wrightsoft• Fbghl-Sui"Universal 2017 17.0.2P 8RSU16793ageI ACC Pape K _ Tribec e AF**I of151 SWTribe® ARHG - E rup Celt: a NUBFront Door laom E Grille Htg Gg TEL Design Veloc Diam H x W Stud/Joist Dud Name Size (n) dm) dm) ft) FR fpm) n) in) Opening (in) Mad Trunk rb2 Ox 0 0 73 72.9 0.143 273 7.0 Ox 0 VIFx rt2 rb3 Ox 0 0 284 59.6 0.175 642 9.0 Ox 0 VIFx rt2 rb4 0x 0 0 72 47.0 0.222 268 7.0 Ox 0 VIFx rb1 Ox 0 0 939 66.1 0.158 672 16.0 Ox 0 VIFx rt2 Name Trunk Type Htg dm) CA dm) Design FR Veloc fpm) Diam n) H x W n) Dud Material Trunk rt2 PeakAVF 0 1295 0.143 594 20.0 0 x 0 VinlFlx 2017 Oct 131 wrightsoft' raphESuite®Unnemal 201717.028 RSU16793 Page AC4M .-Tribeca ARHGtot 151986 TiibeceARHG - Ejup Calc = KS Front Door races E Static Pressure and Friction Rate Job: Lot 15 1986 Tribeca A FM.. WI'1PubSOft' Date: 07/0112017 Entire House W. LFILM One Stop Cooling and Heating Plan. FM 7225 Sandscove CourL Wnter Park, FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 V*b: wwwOneStopCoclingmm License• CpC032444 For. Park Square Homes 3794 SALTMARSH LOOP, Sanford, FL Available Static Pressure Heating Cooling n H2O) n 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 Retum ft) ft) Measured length of run -out 13 7 Measured length oftrunk 22 16 Equivalent length of fittings 130 50 Total length 165 73 Total effective length 238 Friction Heating Coding in/100ft) in/100ft) Supply Duds 0.143 OK 0.143 OK Return Duds 0.143 OK 0.143 OK Fitting Equivalent LengthDetails Supply 4X=35, 11A=20,11 G=5,11 G=5,11 A=20,11 G=5,1A=35,11 G=5: Total E L=130 Return 6M=20,11G=5,11G=5, 5E1=10,11G=5,11G=5: TotalEL=50 2017-0cF131 wrightsoft' Rgh1•Suile®Universa1201717.0.2P 8RSU16793ageI Pape1AGDA .- TriberaARFri of 15 1986 Tribec a AFM - E rup Cale = MJ8 Front Door faces: E FORM R405-2014 - - TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 15 1986 Tribeca A RHG - E Builder Name: One Stop Cooling and Heating Street: 3794 SALTMARSH LOOP Permit Office: City of sanford City, State, Zip: Sanford , FL , Permit Number: Owner: Park Square Homes Jurisdiction: , 691500 Design Location: FL, Sanford COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. 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 11/17/2017 3:41 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 DESCRIPTION AS FURNISHED: lot 15, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Pork Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America v`S`oN LOT 16 SETBACKS AS FURNISHED FRONT a 25'(•) REAR 20' SIDE >a 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET - 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2)' IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED— FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS to 5,67' — 5.67' 5.67' — IV, BRISSON AVE (RAW VARIES) S 00919'09" E 40.00' 2.50' 10' BUFFER, WALL, LANDSCAPE, SIDEWALK EASEMENT { 39.47' J9.47' LOT 15 AC 16.7' 12.0 p LANAI p 12.0 PROPOSED RESIDENCE 1986-TRIBECA-A 2' EXTENSION 7 2 CAR GARAGE RIGHT a COV D. ENTRY 9.3' lV 19.3' 16 J WALK DRIVE j7 25.20' 25.20' r 10' UTIL. ESMT. 5' CONE WALK CURB S 00P19'09" EJ 40.00' 2316yob ZONIN • bi4TE Ok to construct single family home with setbacks and impervious area ' shown on plan. 43. 4 *to "p, V106 Tribecam.- A , CM 5,67' t Cb tp O O LOT 14 O O 5,67' h P.C. SALTHARSH LOOP PRIVATE ROAD)(WIDTH VARIES) PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY TOTAL LOT AREA 4,800 t SQUARE FEET PROPOSED DRAINAGE FLOW \y LOT GRADING TYPE A PROPOSED F.F. PER PLANS - 31.5' QF FLATWORK ON/OFF LOT - TOTAL t SQUARE FEET FLATWORK DRIVE 403/ 110- 5131 SQUARE FEET FOUNDATION/PAd 1,J54 t SOUARE•FEETWALKS157/ 300= 457 t SQUARE FEET REAR PATIOI 120 t SQUARE FEET SOD 2,705/ 130 a 2,835 t SQUARE FEET FRONT PORCH DECK POOL DECK 501 SQUARE FEET N/A f SQUARE FEET NOTE.' FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT FlELD VERIFIED CRUSETNMEEM?-SCOTT & ASSOC., INC. - LAND SURVEYORS. P PLAY F FIELD I.P. IRON PIPE Lit. IRON ROD GL CONCRETE M34M UT SET III. IM' IR. •/91,11 4396 RCC. RECOVERED P.O.S. POINT OF lEGINNOM ra— POINT OF COMNRNCENENT S CEMCRLINa[ N D MAIL L DISK R/W RIGHT-OF-VAY ESHT. EASEMENT DRAIN DRAINAGE VTR. U7ILITY Or CHAIN LINK rtrNu VDIC VOOD FENCE C/D CONCRETE ROCK P.0I.T. POINT Or CURVATURE POINT OF TNRGCNCT DESC. DESCRIPTION L ARC LENGTH D DELTA C CHORD CIL CHORD BEARING PJIL- POINT ON LINE TIP. TY IM PRC POINT Or REVERSE CURVATURE POINT OI COIVRIND CURVATURE RAP RADIAL HR. IVON-RADIAL V.P. VITNCSS POINT CALL CALCJLATED RA PERMANENTRCF[R[NCC MOMKENT rr. FINISHED FLOOR ELEVATIONBSLBUILDINGSETBACKLINE BAD.B. BENCHMARK DATE RCARINO NORTH THIS BUILDING\PROPERTY DOES NOT LIE WITHIN THE ESTABUSHED 100 YEAR FLOW PLANE AS PER FIRM' ZONE 'x' IMP / 12117COD90 F (09-28-07) 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 NOTES: 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY ME FLORIDA BOARD Or PROFESSOONAL SURVEYORS AND MAPPERS W CHAPTER SJ-17 FLORIDA ADMINISTRATIVE CODE PURSUWT TO SECTION 472.027, FLORIDA STATUES 2. UNLESS EMBOSSED WITH SURVEYORS SICNATURE AND ORKAW. RAISED SEAL THIS SURVEY MAP OR COPIM ARE NOT VALID. A THIS SURREY WAS PREPARED FROM TIRE WFDRMATION FURNISHED TO THE SURVEYOR THERE MAY BE OTHER RESTRICTIONS OR EASEMENTS THAT AFFECT THIS PROPERTY. 4. NO UNDEROROW O INPROVEMOM HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. —• A THIS SURVEY IS PREPARED FOR THE SOLC BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RCUIED UPON BY ANY OTHER CNY1rr 0. DIMENSIONS SHOWN FOR THE LOCATION OF MPROMWENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES. 7. BLIRWCS. ARE EASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (MD.) 0. ELEVATIONS, IF SHOWN{ ARC BASED ON NAIULVML GEODETIC VERTICAL DATUM OF I620. UNLESS OTHERWISE NOTED. D. CERTIFICATE OF AVRMRIJTION Nq 4390. I SCALE N- I' . 20' - 1 DRAWN BY: "I I i CERTIFIED BY. w _. _ _ORDER No: PLOT PLAN 07-24-2017 2915-17 REVISED PLOT PLAN (AC ONLY) 08-24-2017 REVISED PLOT PLAN (2' EXTENSION) 11-15-2017 5052-17 CRUS EVER . R.LS. / 8714 W. SCO , R.LS / 4801 Level 1 NC-1: 3.5 TON 16.0 SEER H.P. 1'010-2 1 OX10 2 PRE -WIRE120Cf171120CfmA;IT) CLG. FANAUTE r 711 OPT) PRE -WIRE T wP CLG. f GFI J 7 AF GA 10X10-1 DIN I ( 217 cfm AF 10X8 4 AF 1 132ch r l / 9 now FBB2 AF LOW F8"EL---- w I O II 42 AF j Sup RiserIt — KIT — — - FOY AF 1A 14 AFC GFI 0 GQtahAq T STR1A9 . 8,X4 42- PWDR?' GFI EF Afi I 1 EF1 = 50 CFM Fard V EF2 = 80 CFM Fan EF3 = 1n_CFM-Fan- — — — — EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan 11 VTR = Vent to Roof VTW = Vent to Wall.. DV = Dryer Vent RV = Range Vent Lineset Chase — — Condensate — - — - Thermostat 18/8 G SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box S Sup Riser 14" Level 2 EF1 = 50 CFM EF2 = 80 CFM EF3=110CFM EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 =110 CFM Fan VTR = Vent to Roof VTW = Vent to Wall DV = Dryer Vent RV = RangeVent Lineset Chase — — Condensate — - — - Thermostat 18/8 G SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box Zone Damper 1 -14" Zone Damper2 -14" Bypass Damper -10" rn 0 Dam CA z o Ftir v E O 0 b Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. oil RECORD COPY RE: P1986A-T - Park Sq Hm/Tribeca-1986-A-T MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PARK SQUARE HMS Project Name: P1986A-T Model: TRIBECA Tf9w,-Fk?JW. }115 Lot/Block: 15 Subdivision: WYNDHAM PRESERVE ytiii KIT Address: 3794 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 8.1 Wind Code: ASCE 7-10 [All Heighil Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 47 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. INo. I Seal# I Truss Name I Date I No. I Seal# ITruss Name I Date 1 T12535347 Al 11/17/17 12 T12535358 B3 11/17/17 12 IT12535348 IA2 111/17/17 113 I T12535359 I C 1 111 /17/17 I 1_ IT12535349IA3 111/17/17114 1T125353601C2 I11/17/17I 14 IT12535350IA3T 111/17/17115 IT12535361 10 I11/17/17I 15 IT12535351 IA4 111/17/17 116 I T12535362 ICJ 1 111 /17117 I 16 IT12535352IA4T 111/17/17117 1T12535363ICJ3 I11/17117I 17 IT12535353IA5 111/17/17118 IT125353641CJ3T I11/17117I 18 IT12535354IA6T I11/17117I19 IT125353651CJ5 I11117117I 19 IT12535355 161 111/17/17 120 I T12535366 I CJ5T 111/17/17 I 110 I T12535356 I B2 111/17/17 121 IT12535367 101 111/17/17 I 11 IT12535357 I B2G 111/17/17 122 IT12535368 I D2 111/17/17 I This item has been electronically signed and sealed by ORegan, Philip, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies REVISION 9pp 17-2316 The truss drawing(s) referenced above have been prepareNMiTek USA, Inc. under my direct supervision based on th- provided by Mid -Florida Lumber Acquisitions, Inc.. Truss Design Engineer's Name: ORegan, Philip My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification thattheengineernamedislicensedinthejurisdiction(s) identified and that the designs comply with ANSIfrPI 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 MTek'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 ANSIfrPI 1, Chapter 2. 1 l!" SUR" o : = STATE OF • .- MITek USA, Inc. Ft. Con 66M 6904 Parke East Blvd. Tampa Ft. 33610 Oats: November 17,2017 ORegan, Philip 1 of 2 RE: P1986A-T - Park Sq HmfTribeca-1986-A-T Site Information: Customer Info: PARK SQUARE HMS Project Name: P1986A-T Model: TRIBECA 1986 - A / TRAY Lot/Block: 15 Subdivision: WYNDHAM PRESERVE Address: 3794 SALTMARSH LOOP City: SANFORD State: FLORIDA INo. Seal# ITruss Name I Date 23 IT12535369 ID3 11/17/17 124 IT12535370 I F1 111/17/17 1 125 IT12535371 F1A 11/17/17 26 IT12535372 IF1B 111/17/17 I 27 IT12535373 I F1C 111/17/17 I 128 IT12535374 I F2 111/17/17 I 129 IT12535375 I F3 111/17/17 I 130 IT12535376 1 F3A 111/17/17 I 131 IT12535377 I F3B 111/17/17 I 32 IT12535378 JF3G 11/17/17 133 IT12535379 JF5 111/17/17I 134 IT12535380 I F6 111/17/17 1 135 IT12535381 I F6A 111/17/17 I 136 IT12535382 I FT1 111/17/17 I 137 IT12535383 I FT2 111/17/17 I 138 IT12535384 I FT3 111/17/17 I 139 IT12535385 I J3 111/17/17 140 IT12535386 I J5 111/17/17 141 IT12535387 I J7 111/17/17 142 IT12535388 I RT 111/17/17 143 IT12535389 1 KJ3 111/17/17 144 _ IT12535390 1 KJ5 111/17/17 1 45 IT12535391 IKJ7 11/17/17 146 IT12535392 I KRT 111/17/17 147 IT12535393 I MG1 111/17/17 I 2 of 2 IA0 2itV3A Job Truss Truss Type Oty Ply Park Sq Hmrrribeca-1986-A-T T12535347IP1986A-T Al COMMON 4 1 Job Reference (optional) Mid-Flonds Lumber. Bartow. FL. 8.130 s Sep 15 2017 MTek Industries, Inc Fn Nov 17 06:07:44 2017 Page 1 ID.37uE5595gHBgKdROwR6OYzkwee-&IAJTO_BquD4KWJO16DtKnSGuwSOthCyXk3lKylMlj rt-0-0, 743-11 + 14.4-0 214-5 28-M D9.8.O fI 7-3-11 7-0 5 7-0-5 7311 1-0-0 Scale = 1.50.0 40 _ e DO F,2 1 40 = 3x4 = 40 = 30 = 40 = LOADING (pso TCLL 20.0 TCOL 10.0 BCLL 0.0 SCOL 10.0 LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 20 SP No.2 WEBS 20 SP No.3 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014/TPI2007 REACTIONS. (lb/size) 2=1207/0-4-0, 6=12071"-0 Max Harz 2=155(LC 6) Max Uplift 2=315(LC 8). 6=315(LC 8) CSI. DEFL. in loc) Ude6 Ud PLATES GRIP TC 0.62 Vert(LL) -0.31 6-10 >999 240 MT20 2441190 BC 0.83 Vert(TL) -0.56 8-10 >610 180 WB 0.25 Horz(TL) 0.08 6 n/a nla Matrix -MS Weight: 131 lb FT is 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-3-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=19301466, 3-4=16961482, 4.5=16961482. 5-0=19301`486 BOT CHORD 2-10=33511704, 6.10=12711109. 6-8=335/1651 WEBS 4-6=153/697, 5-6=-414/223, 4-10=153/697, 3.10=-414/223 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vun=140mph (3-second gust) Vasd=108mph; TCDL=4.2ps1; BCDL=3 Opsf; h=25ft; B=45H; L=29R; eave=4R; Cat. II, Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber OOL=1.60 plate grip OOL=1.60 3) This truss has been designed for a 10.0 pal bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 lb uplift at joint 6. Phibp J. O'Regan, PE FL Ucense 58126 6904 Parke East Blvd. Tampa. FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • VarNy daalpn Paramafers end READ NOTES ON THIS AND INCLUDED 46TEK REFERENCE PAGE AUF7472 rar. 14=7015 BEFORE USE. T Design valid for use 0* with MTek® conneQara. This design is lased only upon parameters shown, and is for an individual budding component, not a lass system Before use, the building designer must verity the appkcablWy ofdesign parameters and property WArponte this design Unto theoverall budding design. Bracing indicated is to prevent buckling loqofindividualosweb anNa Chord mb embersonly. ddioral temporary and permanent bracing isalwaysrpurrodforstabilityandtopreventcollapsewithpossiblepersonalmerryandpoperydamage. For general guidance regarding the fabrication. storage. delivery, erection and bracing of trussesand truss systems, see ANSUIPII Ouslhy Cnterls. 05049 and BCSI Building Component 69U Parke East OWSafetyInformationavailablefromTeasPlateInslauts, 218 N Lee Street. Suite 31Z Alexandra, VA 22314. Tampa, FL 36610 Job Truss TrussType Oty Ply Park Sq HmrTribera19MA-T T12535348IP1986A-T A2 HIP 2 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 17 06.07.45 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-cVkhhm?pbCLxym3W kdSOXKguHKK9EhLBBTdHnyIM11 6.94 13-0-0 15A0 21-10.12 28.8.0 1-0-0 6.94 6.2-12 240 6-2-12 6.94 1 1 3x6 = LOADING (p6Q 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 4XS = 4x4 = 1.3 lL 1V IF 1.5x4 11 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TPI2007 REACTIONS. (lb/sae) 2=1207/0-4-0, 7=1207/0.4-0 Max Horz 2=142(LC 7) Max Uplift 2=315(LC 8). 7=315(LC 8) 3x4 = 30 = 3x8 = Scale =1:50.0 3x6 = CSI. DEFL. in (be) Udell Ud PLATES GRIP TC 0.44 Vert(LL) 00912-13 >999 240 MT20 244119D BC 0.53 Vert(TL) 0.26 12-13 >999 ISO WB 0 58 Horz(TL) 009 7 n/a n/a Matnx-MS Weight: 152 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1D-5 oc purlins. BOT CHORD Rigid ceding directly applied or 10 0 oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2.3=20D0/475, 3-4=1443/398, 4-5=1215/394, 5-6=1445/398, 6-7-1999/475 BOT CHORD 2-13=330/1716, 12-13=33D/1716, 10-12=151/1214, 9-10=330/1715, 7-9-33D/1715 WEBS 3-13=0/260, 3.12=584/206, 4-12=72/370, 5-10=73/372, 6.10=583/205, 6-9=0/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4 2psl; BCDL=3.Opsf; h=25ft; B=45tt; L=2911; eave=4tt; Cat. II, Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pondmg. 4) This truss has been designed for a 10 0 psf bottom chord five 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 315 lb uplift at joint 2 and 315 lb uplift at joint 7. Philip J. ORegan. PE FL License 58126 69D4 Parke East Blvd. Tampa. FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily daWtur Parameters and READ NOTES ON Ties AND INCLUDED WYEK REFERENCE PAGE 11110-7473 m. 10010L2015 BEFORE USE. Design valid for use only with MTek® connectors. This design isbased only upon parameters shown, and is for an indrAduel budding component, nottrusssystemBeforeuse, the budding designer must verily the appbcablby of design parameters and property mcaporate this design into the overall balding 0 sign. Bracing indicated is to prevent buckling ofindwidual truss web andror chord members only Additional temporary and permanem or" ins always required for stabddy and to prevent collapse with possible personel injury and property damage For general guidance regarding the No fabrication, storage, debary. erection and bracing oftrusses and truss systems. see ANSVIPII Quality Cnterta. DSB49 and BCSI Building Component 6604 Parise Fast Bay Safety Information available from Truss Plate Institute. 210 N Lee Sheer, Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss TrussType Oty Ply Park Sit Hm/rribece-1986-A-T T12535319IP1986A-T A3 HIP 1 1 Job Reference (optional Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 17 06:07:46 2017 Page 1 IDJzzrE5595gHBgKdROwR6OYzkwee4h13u5?SMWUoZveiYRShylsmlhgoum7VPrOAgOylMlh 5.94 11-0-0 I 174I.0 22.10.12 2t1$-0 T29_8_(1F]-0g-015 94 5 2.12 6-60 5-2-12 5 94 t-0-04x8 MT20HS = 4x4 = Sole 1,50.0 n CS1$ 13 12 10 9 30 _ tx4 II 30 = 30 — US MT20HS = tx4 II 3x4 = 5. 9-4 I 11-0-0178-0I 22.10.12 28bA I 5.94 52-12 6.9-05.2-12 5 94 LOADING ( psf) SPACING- 2-0.0CSI. DEFL. In loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -008 12 >999 240 MT20 2441190 TCOL 10. 0 Lumber DOL 1.25 BC 0.52 Vert(TL) -025 10.12 >999 160 MT20HS 1871143 BCLL 0.0 ' Rep Stress Ina YES WB 0.31 Horz(rL) 009 7 nla n1a BCDL 100 Code FBC20/4/rP12007 Matrix -MS Weight: 146 lb FT - 20% LUMBER- BRACING. TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing direly applied or 3-2-6 oc puriins. BOT CHORD 20 SP No.2 80T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 20 SP No.3 WEBS 1 Row at midpt 4-10 REACTIONS. (lb/size) 2=1207/04-0, 7=120710-4-0 Max Horz 2- 121(LC 6) Max Uplift 2= 315(LC 8). 7=315(LC 8) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=20361486, 3-4=16091428. 4-5=13841416, 5.6=1609/427, 6-7=20361486 BOT CHORD 2- 13=34811756, 12-13=34811756, 10-12=207/1383, 9-10=-348/1756, 7-9=34811756 WEBS 3.12= 439/162, 4-12=-43/399, 5.10"21399, 6.10=4391162 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf; h=25ft; 8=45ft; L=29ft; eave=oft; Cat. II, Exp 8, Encl., GCpi=0.18; MWFRS (directional); Lumber OOL=1 60 plate grip OOL=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.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2 0 wide will Mbetween the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 Ile uplift at joint 7. PNlip J. aRegan, PE FL License 58126 69N Parke East Blvd. Tampa. FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Va ll y designparametersand READ NOTES ON rMS AND INCLUDED WTEK REFERENCE PAGE M $.7472 rev. 1441M rS BEFORE USE. Design valid for use onlywith MTeli® connectorsThis design is basedonly uponparameters shown, and is for anindividualbuildingcomponerd. nota truss system Beforeuse, the bulldog designer must vent' the applicability of design parameters andproperty incorporate this design into the overall building design Bracing indicted is to prevent bucklingof individual tons web andlor chord members orgy. Additional temporary and permanent bracing Is y is alwaysrequired for stab9dy and to preventcollapse with posable personal injury and pmpariy damage. For general guldimm regarding the irrr aii fabrication, storage, delivery, erection and bracing of trussesandWessystems. see ANSVIPI1Duality Criteria, 05649 and BCSI BuildingComponent 6904 Parke East SM. Safety Information ation available fromTruss Pule Institute, 218N. Lee Street. Sude 312. Alexandra. VA 22314. Tampa, FL36610 Job Truss Truss Type Oty Ply Park Sq HnVThbera-1986-A-T T12535350 P1986A-T A3T SPECIAL 1 1 Job Reference 'oral Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc Fri Nov 17 06:07:47 2017 Page 1 ID:3zzrE5595gHBgKd ROwR6OYzkwee-YisR6RO47pdB3Du59fwVyWiySyddAreeVzjMyl Mlg 234 &7-10 11.0-D 22.10-12 2&9.0 t9A-0, 4$ 4-4$ 1$12 4114 52.12 590 6DD 12 axe 1 Sx1 II axe = 4 5 256 Stale e 149 9 7x6 3 30 24 7 nCS 20 11 2 qq 15 14 9 )modd 2x4 II 2x4 II 5x12 = d tx4 II 12 11 1D 64 = 30 1 Sire II 3x10 = 10 II 3x4 = LOADING (pso TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 100 SPACING- 2-" Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Ina YES Code FBC2014/TPI2007 CSI. TC 0.79 BC 0.74 WB 0.47 Matrix -MS DEFL. in (loc) Ildeft L/d Verl(LL) -0.16 15.20 >999 240 Veri(TL) -0.41 15.20 >835 180 Horz(TL) 0.24 8 n/a n/a PLATES GRIP MT20 2441190 Weight: 191 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 *Except* TOP CHORD Structural wood sheathing direly applied or 3-11-11 oc purlins. 1-3 2x6 SP No.1 BOT CHORD Rigid ceiling direly applied or 10-0-0 ce bracing. BOT CHORD 2x4 SP No.2 'Except' 2-13: 2x6 SP No.1, 5.12: 2x4 SP No.3 WEBS 2x4 SP No 3 OTHERS 2x6 SP No 1 LBR SCAB 1-3 2x6 SP No.1 one side REACTIONS. (Ile/size) 1=1170/0-", 8=1194/0.4-0 Max Herz 1=120(LC 6) Max Uplift 1=265(LC 8). 8=312(1.0 B) Philip J. O'Regan, PE FL License 58126 FORCES. (lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. 6904 Parke East Blvd TOP CHORD 1-2=515/156, 2-3=2638/608, 3-4=1868/470, 4-5=1701/470, 5-6=17031472, Tampa, FL 33610 6-7=1570/420, 7-8=2002/478 BOT CHORD 2-15=-454/2410, 14-15=45212389, 13.14=237/1623, 1D-11=342/1726, 8.10=342/1726 WEBS 3-14=-888/248, 4-14-92/492, 4-13=65/288, 11-13=188/1245, 6.13=89/552, 7-11=-453/165, 3-15=27/353 NOTES- 1) Attached 7$-13 scab 1 to 3, front facets) 2x6 SP No.1 with 2 row(s) of 10d (0.131 "x3") nails spaced To e.except : starting at 2-11-7 from end atjoint 3, nail 2 row(s) at 2" o c for 2-11-3. 2) Unbalanced roof live loads have been considered for this design 3) Wind ASCE 7.10; Vuh=140mph (3-second gust) Vasd=IDBmph; TCDL=4.2psf, BCDL=3 Opsf, h=25ft, B=45ft; L=29R; eave=oft; Cat. II, Exp B; Encl., GCpi=O 18; MWFRS (directional), Lumber DOL=1.60 plate gnp DOL=1.60 4) Provide adequate drainage to prevent water pending. 5) This truss has been designed for a 10.0.psf bottom chord live load nonconcurrent with any other live loads. 6) ' This trosrhas been designed fora live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 0 wide will fit between the bottom chord and any other members. 7) Bearing at johnt(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should venty capacity of bearing surface. B) Provide mechanical connection (by others) of truss to bearing plate capable ofwithstanding 265 lb uplift at joint 1 and 312 lb uplift at joint 8 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verify daV. parameters andREAD NOTES ON "Its ANDINCLUDED ABTEK REFERENCE PAGEaf11•T473M. 111103JMS BEFORE USE. Design valid for use onlywith MiTelrm connectors This demon is based only upon parameters shown, and isfor an individual building component, not a truss system Before use. the building desonet must verythe appliulr4ty ofdesign parameters and properly incorporate this design into1110 ovefaa building design Bracing u+ducefed isto prevent brtklso of individual truss web andfor chord members only. Additional temporary and permanent brace" is akvays required for peceey and to prsverx ceaapfe with posable personal injury and property damage. For general guidance regarding the Is fabrication, Storage, delivery, erection and bracing oftrussesandtruss systems, see ANSVTPI1 Ouallty Criteria, DS049 and SCSI BuildingComponent 6904 Parke East BNOSafetyInformationavailablefromTrussPlateInsimAe, 218 N Lee Street. Suse 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ply Park Sq Hmrrribeca-19WA-T 10ty T12535351 P1986A-T Ad HIP 1 1 Job Reference(optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 17 06.07 48 2017 Page 1 10:3zzrE5595gHSgKdROwR6OYzkwee-04OgJnliu7kWpDo5fs891AyCVVHMMi nt9iHu5ylMlf i 144.0 i 232.11.11-044994 9-05-4- 0 $2 I 24 29.8.Oi 3x6 = LOADING ( psf) TCLL 200 TCOL 10. 0 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- 0-0 Plate Gnp OOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/ TPI2007 REACTIONS. (lb/ size) 2=1207/0-4-0, 8=1207/04-0 Max Harz 2=101(1.0 6) Max Uplift 2=315(LC 8). 8=315(LC 8) 4x8 = 30 = 15x4 II Also = 20 ' 21 6 3x4 = US = 30 = Scale a 1:50.0 3x5 = CSI. DEFL. In (loc) Udell L/d PLATES GRIP TIC 0. 35 Vert(LL) 0.12 13.16 >999 240 MT20 2441190 BC 0. 77 Vert(TL) 0.34 13-16 >999 180 WB 0. 16 Horz(TL) 0.09 8n/a n/a Matnx-MS Weight: 145 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 4-0-8 oc purlins. BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less exceptwhen shown. TOP CHORD 2.3=2029/531, 34=1756/456, 4-5=1779/510, 5.6=-1779/510, 6.7 =1756/456, 7-8= 20291531 BOT CHORD 2-13=398/1763, 11-13=260/1524, 10-11=260/1524, 8.10=-398/1763 WEBS 3- 13=283/157, 4-13=25/347, 4-11=98/424, 5.11=3631147. 6.11=98/424, 6-10=- 25/347, 7-10=2831157 NOTES - I) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuN=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=29R, eave=oft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional): Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 315 lb uplift at joint 2 and 315 lb uplift at joint 6. Philip J. O'Regan, PE FL License 58126 6904 Parke East Blvd Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design parameters and READ NOTES ON TNS AND INCLUDED MTEK REFERENCE PAGE ale-7473 rev. 10AL2015 BEFORE USE. Design valid for use only with MiTek® connectors This design is based only upon parameters shown, and is for an individual Wilding component, not a truss system Before use, the budding designer must verify the applicability of design parametersand property mcarporste fhb design into the overall buildup design Bracing indicated is to preventlacking of individual truss web and/or chord members only. Additional temporary and permanent bracing is ahrays required for sabary and to preventcollapse withpossiblepersonal spay and propertydamage. Forgeneral guidance regarding Onfabrication, storage. delivery, erection and bracing oftrussesandtruss systems, weANSVrPH Oualky Criteria, OSS41 and SCSI Building Component 6904 Panes East OW Safety InformationavailablefromTrussPlataImblula, 218N. Lea Street, Suds312. Alexandra, VA 22314 Tampa, Fl 36510 Truss Truss Type Dry PlyPark Sq Hm/Tribeca-1986A-T rJob T12535352 P1986A-T A4T SPECIAL T 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 17 06.07:49 2017 Page 1 ID:3zzrES595gHBgKdROwR6OYzkwee-VG_CX72KfRsNONNHDaiOaNUGSveT525x6pSgOYyIMle 2.3.4 5.7.1D 9.0.0 12-8•12 M2.6 19•A-0 23-10.12 2B•&O 29-a-0 4fi 3 8 12 3 570 3 510 4 2-12 49 4 10 3 Still MT20HS = 1.Sx4 II 26 30 = 27 4x8 MT20HS = Scale = 1:49 9 600 12 3x4 4 3x4 1 > 3 8 n 2x4 II 2 1 15 9 17 18 Sx12 MT20HS = 10 , 14 2x4 II 3x0 = 1 2.4 II 1x4 11 14 13 12 11 4x12 1.Sx4 11 4x8 = 3x4 = 1x4 II 3x4 = LOADING (psf) SPACING- 24)-0 TCLL 2D.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Iner YES BCDL 10.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 1-4: 2x6 SP No 1 BOT CHORD 2x4 SP No.2 'Except' 2-15: 2x6 SP No.1, 5-14: 2x4 SP No.3 WEBS 2x4 SP No 3 *Except' 18-19: 2x4 SP No.2 OTHERS 2x6 SP No 1 LBR SCAB 1-4 2x6 SP No 1 one side CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TC 0.79 Ven(LL) 0.16 15.16 >999 240 MT20 2441190 BC 0.71 Ven(TL) 042 15.16 >823 180 MT20HS 187/143 WB 0.62 Horz(TL) 0.24 9 n/a n/a Matrix - MS Weight: 199 ID FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-13 oc puffins, except end verticals. BOT CHORD Rigid ceiling directly applied or 9.10.15 oc bracing. REACTIONS. ( lb/sae) 1=1169/0-4-0, 9=1195/0-4-0 Max Horz 1=10D(LC 6) Max Uplift 1=-266(LC 8), 9=312(LC 8) FORCES. ( lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=515/156, 2-3=2969/681, 3-4=2187/529, 4.5=2194/567, 5.6=218D/564, 6- 7=1689/475, 7-8=1714/446, 8-9=2027/483 BOT CHORD 2-17=541/2767, 16-17=541/2767, 15-16=-31811915, 12-13=25(V1487, 11-12=35511755. 9- 11=355/1755 WEBS 4-16=93/536, 4-15=971456, 13-15-28411623, 6.15=128/710, 6.13=725/177, 7- 13-81/413, 7-12-41/284, 8.12=325/122, 317=27/280, 3.16=-970/251 NOTES- 1) Attached 10-2.10 scab 1 to 4, front fare(s) 2x6 SP No.1 with 2 row(s) of 10d (0 131"xr) nails spaced Sr IS c except, starling at 1-" from end at joint 1, nail 2 row(s) at 2" o.c. for 2.11.3. 2) Unbalanced roof live loads have been considered for thisdesign. 3) Wind: ASCE 7-10: Vul1=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; 6=45tt; L=29h; eave=4tt; Cat. II; Exp B; Encl.. GCpi=0.18: MWFRS (directional), Lumber 1301=1.60 plate grip DOL=J-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 1D.0 psf bottom chord live load nonconcurrem with any other live loads. 7) ' This tnrss has been designedfor a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tallby 2 D wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of Dearing surface. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 266 lb uplift at joint 1 and 312 lb uplift at joint 9 Philip J. ORegan, PE FL License 58126 69U Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design pardmarrs and READ NOTES ON TOGS AND INCLUDED WTEx REFERENCE PAGE Ma-7473 rar. 100Ntef S BEFOREUSE. Design valid foruse onlywith kdTekV connectors This design isbasedonly upon parameters shown, and is for an individual budding component. not a trusssystem Belpre use, She building designer mustverily theapplicability of designparameters end property incorporate this designinto theoverall building design Bracing indicated rs 10 prevent bucNugl of mdroduAllIreBs web endlachord members only. Additional temporary and pemisnent tinting is shaysrequited for stability end to prevent collapse with possible personal injury and property damage. For general guidance regarding the Is to " on, storage, delivery, erection and orating of trusses andtrusssystems, see ANSVTPH Quality Crberla, DSBa9 and SCSI Building Component 6904 parka East BNd SalaryInformationavailablefromTrussplateInstates, 218 N Lee Sleet. Suite 312. Abxondna. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/rribeaa-19WA•T T12535353IP1986A-T A5 HIP 1 1 Job Reference(optional) Mid -Florida Lumber, Bartow, FL 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Nov 17 06:07:50 2017 Page 1 10 3zzrE5595gHBgKdROwR6OYzkwee•zSXakT2y0k E2XyTmHDd6b10hlWgS84KTBOzylMk1 rl-0-0, 3.9-4 7-0-0 11-10.1 169.15 21414 24-10.12 28A-0 100 394 32.12 4.141 ( 4-11.13 4-141 32 39 1-00 516 = 3x4 = 1 5x4 II Sx5 4 520 21 22 6 23 24 25 7 2 Scale = 1.50.0 a j 1 9 1o) d 15 14 13 26 27 12 26 29 11 08 = 30 = 6x8 MT20MS = 4x8 = 30 = 4x8 4X6 = 4 OA q LOADING (psf) SPACING- 2-0.0 TCLL 200 Plate Grip DOL 1.25 TCDL 100 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCOL 100 Code FBC2014frPI2007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 4-7: 20 SP No.1 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 2=1981/0-4-0, 9=2210/0-4-0 Max Horz 2=41(LC 6) Max Uplift 2=556(LC 8). 9=-648(LC 8) CSI. OEFL. in floc) Udell Ltd PLATES GRIP TC 0.62 Vert(LL) 0.25 12-14 >999 240 MT20 2441190 SC 0.92 Vert(TL) 0.62 12-14 >553 180 MT20HS 1871143 WB 0.82 Horz(TL) 0.14 9 nla nla Matrix -MS Weight 169 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-2 oc purling. BOT CHORD Rigid ceiling directly applied or 6-9-12 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3960/1090, 3-4=376811037. 4-5=502111444. 5.6=501911473, 6.7=5019/1473, 7.8=4287/1246,8-9=4477/1294 BOTCHORO 2-15=-90813521, 14-15=-806/331a, 12-14=130115021, 11-12=99213779. 9-11=108913980 WEBS 4-15=- 521286, 4-14=616/2161, 5.14=419/200, 6.12=576/298, 7-12=-416/1571, 7-11=-84I620 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=29ft; eave=oft; Cat. 11, Exp B, Encl., GCpi=0.16, MWFRS (directional), Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearingplate capable of withstanding 556 lb uplift at joint 2 and 648 lb uplift at joint 9. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 105 lb down and 106 lb up at 13.7-4. 105 lb down and 106 lb up at 15.7-4, 109 lb down and 106 It; up at 17-7-4, and 112 lb down and 106 lb up at 19.7-4, and 187 lb down and 207 Ib up at 21-" on top chord, and 778 lb down and 219 lb up at 12-9-6, 66 lb down at 13.7-4. 66 lb down at 15-7-4, 66 lb down at 17-7-4, 66 lb down at 19-7-4, and 66 lb down at 21-7-4. and 260 lb down and 100 lb up at 21-8-0 on bottom chord. The designiselection 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 (pin Vert: 1-4= wW. 4-7-60. 7-10=60. 2-9-20 ommnuea on page z Philip J. O' Regan, PE FL License 581266904ParkeEast Blvd Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - V.- Nit, design parameters and READ NOTES ON MS AND INCLUDED MTEK REFERENCE PAGE 110/I.7473 nv. IGGLI fS BEFORE USE. Design valid for use oMy, with MTek® ConnectorsThis design is based only upon parameters shown, and is tar an individual Building component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall buddig design Bracing indicated is to prevent buddingof individual muss web and/or chord members only. Additional temporary and prmarmed bracing is always requved for stability and to prevem collapsewithpossiblepersonal injury andpropertydamage For general guidance regarding the abrcatmon, storage. delivery, erection and braGN of trusses and trusssystems, seeANSUTPII Quality Criteria, OSS49 and 8C51 Building Component 6904 Parke East Blvd. Safety Information avalablehamTrussPlateInsblae, 218 N. Lee StreeL Suite 31Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qly Ply Park Sq Hm/Tdbeca1986-A-T T12535353IP1966A-T AS HIP 1 1 Job Reference toptionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 17 06:07:50 2017 Pape 2 ID:3zzrE559SgHBgKdROwR6OYzkwee•zSXakT2yOk E2XyTmHDd6b1ODIxPgSB4KTBOzyIMld LOAD CASE(S) Standard Concentrated Loads (Ib) Veil: 7=140(F) 13=778(F) 11=309(F=41) 21=97(F) 22=97(F) 24=97(F) 25=97(F) 26=41(F) 27=-41(F) 28=-41(F) 29=41(F) O WARNING - Verily disagn Parameters and READ NOTES ON TMS, AND INCLUDED MITEK REFERENCE PAGE Mis-74173 nv. /00"015 BEFORE USE. Design Valid for use any, with MiTek® adnnecors. The design isbased only upon parametero &town, and is for an ndwidual budding componnd, not e wu system Before use, the budding designer must vmay the appixabilay of design parameters and property incorporate the design intothe over&a budding design Broung indicted is to provem buciddt9 ofindmduai Vass web anNu chord members only Additional temporary and permanent bracing is skveys required for stabddyand to provem ce0apsewith possiblepersonal merryend propertydamage For generalguidance regarding the It ]on. Storage, delnery, erection and bracing of trusses and Vass systems, see ANSVT911 QualityCriteria, DSB49 and BCSI Building Component 6904 Parke Ems Brd. Safety Information ovadebbfrom This Plate Institute, 218N Lee Street. Suite 312. Alexandra, VA 22314 Tempe, FL 36610 Job Truss Truss Type cry Ply Sq Hn rribeca•19WA-T T12535354LarkP1986ATA6TSPECIAL1f2eference (optional) Mid -Florida Lumber, Bartow, FL. 8,130 s Sep 15 2017 MTek Industries, Inc Fri Nov 17 06:07:52 2017 Page 1 10:3zzrE5595gHBgKd ROwR6OYzkwee-wfK994CxMEyHg5suiF5CO6dZ6fhl LRNongU 1 tyltAb b3-d 5-0-0 7-0.0 17-2A; 21-9.0 24.10.12 2B-6.0 z9-fLO, 2-3-4 98 i M 3 2 2 t0 4.510 a510 3.2.12 39 a t-0-0 Scale = 1.49.9 5310 - 20 II 4x4 = 4x4 = Sx8 = 6.00 12 4 29 5 30 6 31 32 7 33 34 a did didk 2x4 II 3x4 = 34 = 2.4 II 1.5x4 II 15 37 39 1439 40 13 12 6xa - 20 II 014 = 3x4 = 1.50 II 3x4 = I s oa 7-0-0 + lzau ( n•24i I z1 e o I 2a•10 12 I 284L0 I2.34 2at2 200 302 2810 4.510 a-5.1O 32.12 394 LOADING (psf) SPACING- 2-0.0 TCLL 20.0 Plate Grip OOL 1.25 TCDL 10.0 Lumber OOL 1.25 BCLL 0.0 ' Rep Stress Ina NO BCDL 10.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x6 SP DSS 'Except' 4-8: 2x6 SP No.2.8.11: 2x4 SP No.2 BOT CHORD 2x4 SP N0.2 'Except' 2-16: 2x6 SP No.t, 6-15: 2x4 SP No.3 WEBS 2x4 SP No.3'Except* 20.21: 20 SP No.2 OTHERS 2x6 SP DSS LBR SCAB 1-4 2x6 SP DSS one side REACTIONS. (lb/size) 1=221510-4-0, 10=217010-4-0 Max Horz 1=79(LC 6) Max Uplift 1c-652(LC 8). 10-659(LC 8) e CSI. DEFL. in loc) Udell Ud PLATES GRIP TC 0.67 Vert(LL) -0.21 16 >999 240 MT20 2441190 BC 0.81 Vert(TL) -0.53 16-17 >644 180 WB 0.84 Horz(TL) 0.28 10 nla rVa Matrix -MS Weight: 397 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5.9.6 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-2=9831329. 2-3=-6797/2045, 33=572211766, 4-5=6345/1953, 5.6=-634511953, 6.7=702612162, 7-8=-4681/1469, 8-9=395011216, 9.10=399311182 BOT CHORD 2-19=181816343, 18.19=1818/6343, 17-18=148315191, 16-17=2039/7092, 6-16=0/354, 14-15=1141447, 13.14=973/3537, 12-13=982/3499, 10-12=982/3499 WEBS 4-1 8=43411405,4-17=-44811515, 14-16=1257/4384, 7-16=-802/2660, 7-10-10951681, 8.14=450/1492. 8-13=-63/522, 9.13=253/169, 6.17-10011293, 3-19=1511609. 3.18=1466/427 NOTES- 1) 2-ply truss to be connected together with 1 Od (0.131'k3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 20 - 1 rowat 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc, 20 - 1 row at 0.9-0 oc. Webs connected as follows. 20 - 1 row at 0-0-0 oc. 2) All loads are considered equally applied to all plies, except d-noted as -front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Attached 7-1-13 scab 1 to 4, front face(s) 2x6 SP DSS with 3 row(s) of 10d (0.131'x3') nails spaced 6' D.C. 4) Unbalanced roof live loads have been considered for this design. 5) Wind: ASCE 7-10; Vu0=140mph (3-secondgust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft, 8=45ft; L=29ft, eave=oft; Cat. It: Exp B: Encl., GCpi=O 16; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 6) Provide adequate drainage to prevent water ponding. 7) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other true loads. 8) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2.0.0 wide will fit between the bottom chord and any other members. 9) Bearing at joinl(s) 1 considers parallel to grain value using ANSI/TPI 1 angle to grain formula Building designer should verily capacity of bearing surface 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 652 lb uplift at joint 1 and 659 lb uplift at joint 10. Philip J O'Regan, PE FL License 58126 6904 Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Vanity design paremerrea MO READ NOTES ON rM6 AND INCLUDED a9TEK REFERENCE PAGE aUFT47 m. 140113112015 BEFORE USE. 1 Design valid for use only with MITek* connectors This design is based only upon parameters shown, and is Oar an btdrwdual bidding component, no atruss system Beforeuse, the building designer must verdythe applicability ofdesign parameters and propertyincorporate thisdesign into the overall budding design Bracing indicated is toprevent burAng of mdmdwl bussweb and/or chord members only. Additional temporary and permanent bracing is slways required for stabday and toprevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage. delnery. disown and bracing of bussesandwas systems, we ANSUTPII Owliry Criteria. 05549 and SCSI Building Component 6904 Parke Fast BlvdSafetyInformationavailablefromTensPlateInstitute, 215 N Lee Street, Suds312, Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oy Ply Parts Sq Hm/Tribera1986-A-T T12535350 P198SA-T A6T SPECIAL 1 fG Job Reference(optional) Mid -Florida Lumber, Barlow, FL. B 130 s Sep 15 2017 MTek Industries, Inc. Fn Nov 17 06:07:52 2017 Page 2 ID 3zzr£5595gHBgKdROwR6OYzkwee-vrfK994CtM1EyHgSsuiF5C06oZ6MILRNongUlylMlb NOTES- 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 29 Ib down and 90 lb up at 7.0-0, 26 Ill up at 9.012, 26 lb up at 11.0-12. 97 lb down and 106 lb up at 13.0.12, 97 lb down and 106 lb up at 14 4 0, 97 lb down and 106 Ill up at 15.74, 97 Ib down and 106 lb up at 17-74. and 97 lb down and 106 lb up at 19-74, and 189 lb down and 205 lb up at 21-8-0 on top chord, and 502 lb down and 231 lb up at 7-0-0, 180 lb down and 76 lb up at 9 12. 180 Ib down and 76 Ib up at 11-0-12. 66 lb down at 12-10.8. 66 to down at 14 4 0, 661b down at 15.7-4, 66 lb down at 17.7.4, and 661b down at 19.74, and 327 lb down and 97 Ib up at 21-7-4 on bottom chord. The designirselection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Undorm Loads (pIf) Vert. 1.23=-82, 4-23=60, 4-8=-W, 8.11=60, 16.22=20, 15-25=20 Concentrated Loads (lb) Verl: 4=-1(F) 8=142(F) 6=97(F) 18=502(F) 16-41(F) 13=327(F) 31=97(F) 32=97(F) 33=97(F) 34=97(F) 35=180(F) 36=180(F) 37=41(F) 38=41(F) 39=41(F) 40=41(F) 0 WARNING - VrrHy Msipn Parameters and READ NOTES ON TIdS AND INCLUDED MITEK REFERENCE PACE Nrl-7Q! nv, ftYDL20fS BEFORE USE. Design valid for use only win MTekm connectors This design is based only upon parameters shown, and is for an individual buddno component, nor atn"U system Belpre use, the budding designer must verily the appleabday of design parameters and property incorporate N s desgn into the overall budding design Bracing indicated isto prevent buckling of individual was web and/or chord members only. Adaaenal temporary and permanent bracing isalways required for staba0yandto prevent Collapse with possible pers"Iinjury and property damage For generalouidana regarding the WN CANson. Storage, delNery, ereChon and braCino of trusses and truss SYMMS. see ANSVTF41 Quality criteria, DS049 and BCSI Building Component 6904 Parke East Blvd. Safely Information available fromTensPlate Institute, 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory Ply Park Sq Hmrrribeca-1986-A-T T12535355 P1986A-T B1 SPECIAL 1 fL Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fn Nov 17 06:07:53 2017 Page 1 10:3zzrE5595gHBgKdROwR6OYzkwee-N1DjMV5nfMpv_g2SOmKkDfwwW1A1oeXOR02ZJylMla 3-3-0 fti-9 9.3-11 12-510 11 -2 18-11 33-0 3-08 + 3-0-3 3-1-15 3-1-15 3-311 1 Scale = 1:32.9 17 3x6 _ 3A = 40 II 6x10 MT20H$ = Zx4 II 7xl2 = 4x4 11 LOADING (psf) SPACING- 2." CSI. OEFL. in hoc) Vdeft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.88 Vert(U.) 0.29 12 >776 360 MT20 2441190 TCOL 10.0 Lumber DOL 1.00 8C 0.66 Vert(TL) -0.71 12 >317 240 MT20HS 1871143 SCLL 0.0 ' Rep Stress Ina NO WB 0.84 Horz(TL) 0.07 9 n/a n/a SCOL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 218 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-10.11 oc purlins, 4-8: 2x4 SP No.1 except end verticals. BOT CHORD 2x6 SP OSS BOT CHORD Rigid ceiling directly applied or 10-0.0oc bracing. WEBS 2x4 SP No.3 *Except* 4-12,6.12,6.10,8-10: 2x4 SP No.2 REACTIONS. (Ile/size) 1=1865/0-4-0, 9=2496/0.7-4 Max Harz 1-191(LC 8) Max Uplift 1=497(LC 5), 9=774(LC 5) Max Grav 1=2062(LC 13). 9=2878(LC 13) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-39831994, 4-5=12542/3415, 5-6=1254213415, 6-7=7129/1921, 7-8=7129/1921, 8-9=2499/687 BOT CHORD 1-14=998/3595, 13-14=2865/10458, 12-13=3104/11284, 11-12=3270/12085, 10-11=3270/12085, 9-10=1561573 WEBS 2-14=65412498, 5.12=-861/272, 6.11=-671375, 7-10=8721270. 4-12=326/1315. 6.12=1981478, 6-10=5178/1410, 8-10=1844/6851, 4-14=722911966, 2-4=35001943 NOTES- 1) 2-ply truss to be connected together with 1Od (0.131"x3') nails as follows Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc Bottom chords connected as follows 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected asfollows, 20 - 1 row at 0-9.0 oc. 2) All loads are considered equally applied to all plies, except ifnoted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered forthis design. 4) Wind: ASCE 7-10; Vutt=140mph (3-second-gust) Vasd_108mph; TCDL=42psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft, eave=4ft, CaL II; Exp B. Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads 8) ' This truss has been designed fora live load of20.Opsfon 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 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 497 lb uplift at joint 1 and 774 lb uplift at joint 9. 10) Girder carries tie-in span(s): 5-0-0 from 6-3-6 to 18.11-4 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The designlselection of such connection device(s) is the responsibility of others. onunueo on page z Philip J O'Regan, PE FL License 58126 69N Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VOMy designparameers end READ NOTESON INS AND INCLUDEDWEN REFERENCE PAGE MI-7473 rev. 1019773e15BEFORE USE. Design valid foruse only with WOWconnectors. This design is basedonlyupon parameters shown, and a for an individual building component, no a truss system. Before use. the building designer must verity the applicability ofdesign parameters and properly incorporate this design into the overall O idduigdesign. Bracing indicated Isto prevent buckling ofindividual trussweb *War chard members only Additional temporary and permanent bracing is slwaye required for slabidy andtopreventcollapse with possible personalinjury and property damage For general guidance regardingthe dbricatiom storage, delnery, erection and bracing of trusses and truss systems, see ANSUTPII Ouallty Criteria. 03549 and SCSI Building Component 6904 Parke fast a wSafetyInformationavailablefromTrussPineInstitute. 216 N. Lee Street, Suite 312. Alexandnu, VA 22314 Tamps. FL 36610 Job Truss Truss Type 0y Ply Park Sq Hm/Tribe 19B6A-T T12535355 P1986XT B1 SPECIAL 1 2 Job Reference (optional) Mid -Florida Lumber, Barlow, FL LOAD CASE(S) Standard 1) Dead * Roof Live (balanced): Lumber Increase= 100, Plate Increase=1 00 Uniform Loads (plf) Vert: 1-3=60, 4-8=252, 9-15=20 Concentrated Loads (lb) Vert: 4=429 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 17 06:07:53 2017 Page 2 ID 3zzrE5595gHBgKdROwR60Yzkwee-N1 DjMVSnIMpv_g2SOmKkDlwwWtAloeX0R02ZJylMla wARNiNo - vArModesign psremnns and READ NOTES ON base AND INCLUDED aOers REFERENCE PAGE aUFTQJ rev. building component. BEFORE USE. Design void hfr use only with MTeII®eonnaaors This design Is Dosed only upon parameters shown, one is lei an Individual DWdmD component, net ahues system Behxe use, the budding designer must vulry, the applcabrley or design parameters and property Irltelporate INS design into the overall budding demon BraOngmd"Sid IStoprevent buCMNlg ofIndividual truss web and/orChord membersonly. Additional temporary andpermanent brwft Isalwaysrequired for stability andtoprevent cottopss with possiblepersonal injury and property damage Forgeneral guidance regarding the fabrication, storage, delivery, erectlen and bracing of trusses andtruss systems, we ANSVTPrl Quality Criteria, DS849 and SCSI Building Component 6904 Puke East BindSafetyIntormadonavailablehamTrussPlateIn6fitWe, 218 N Lee Street. Suite 312. Alesandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ory Ply Park Sq HMrribece•198C.A-T I T12535356 P1986A-T 82 SPECIAL 5 1 Job Reference (opt Mid -Fonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mirek Industries. Inc Fri Nov 17 06:07:54 2017 Page 1 ID:3zzrE 5595gHBgKdROwR6OYzkwee-rEn5ar6TTzUgXSFE?7HZHRCShwJ?mEmgF59b6yIMIZ 3-3-0 &3-B 9.3.11 12.5.10 15-7-9 1&11.4 i 3.3.0 3-0b 3-M I 3.1-15 3,1-15 3.3-11 Scale = 1:32.8 2x4 II 3 US _ 5xlu = *X* 11 ax12110112umb = 2x4 It rx14 = 5x5 11 LOADING (psi TCLL 20.0 TCOL 10.0 SCLL 0.0 ' SCOL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Ina NO Code FBC2014rrP12007 CSI. TC 0.88 BC 0.88 WB 0.91 Matrix -MS OEFL. in Vert(LL) -0.39 Vert(TL) -0.89 Horz(TL) 0.09 hoc) Udell Ud 12 >579 360 12 >254 240 9 n/a nla PLATES MT20 MT20HS Weight, 109 Ill GRIP 2441190 187/143 FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 141-1 oc puffins, 4-8: 2x4 SP OSS except end verticals. BOT CHORD 2x6 SP OSS BOT CHORD Rigid ceiling directly applied or 6-9-7 oc bracing. WEBS 2x4 SP No.3 *Except* 3.13.4-14: 20 SP No.2, 4-12,6-12,6.10,8-10: 20 SP No 1 REACTIONS. (lb/size) 1-1366/0-4-0, 9=1230/0-7-4 Max Horz 1=191(LC 8) PhihpJ.O'Regan, PE Max Uplift 1=259(LC 5). 9=202(LC 5) FL License 58126 6904 Parke East Blvd. Max Grav 1=1578(LC 13). 9=1599(LC 13) Tampa, FL 33610 FORCES. (Ib) -Max. CompJMax. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=29791510, 4-5=8181/1365, 5-6=4181/1365, 6.7=4/401557, 7-6=-41401557, 8- 9=1404/189 BOT CHORD 1-1 4=56712700,13-14=148517613, 12-13=1580/8120, 11-12-105917195, 10- 11=105977195, 9-10=371292 WEBS 2-14=328/1821, 5-12=399155, 7-1 0=403151, 4-12=396/439, 6.12=362/1031, 6- 10=3192/524, 8-10-54414023, 4-14=51751967, 2-4=26111517 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=24ft; eave=oft; Cat. 11; Exp 8; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wideWill fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 259 lb uplift at joint 1 and 202111 uplift at joint 9. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert. 1-3=60, 4$=90, 9-15=20 Concentrated Loads (lb) Vert: 4-713 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - V.Yy destpn parametersend READNOTESON no$ ANG INCLUDEDMITEKREFERENCE PAGE M S-7473rev. 10003,7015 BEFOREUSE. Design valid for use only with MReke) connectors This design Is based only upon parameters shown, and is for an individual building component, not a trusssystem. Before use, the building designer must verity the epphubiliy of designparameters and properly incorporate this design wild, the overal budding design, Bracing indicated is toprevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing isalwaysrequiredforsiabday, and to prevent collapsewith possible personal inpuyandproperty damage. For general guidance regarding the fabrication. storage, debvery. erection and bracing of busses and buss systems, we ANSVrP11 Gusihy Criteria, OS829 and BCSIBuilding Component 6904 Parke East Bold Solely Information available from Truss Plate Institute. 215 N. Lee Street, Suds 31 ZAlexandria. VA 22314. Tampa, FL 36640 b Truss Truss Type Oy Ply Park Sq HirtrTribeca-1986•A•TrP1 T12535357 986A-T B2G SPECIAL 1 2 Job Reference o bonal Mid-Flonda Lumber, Bartow, FL 8.13D s Sep 15 2D17 MiTek Industries, Inc. Fri Nov 17 D6:07:54 2017 Page 1 ID.3zzrE559SgHBgKdROwR6OYzkwee-r£n5at6TTzUgX8FE77HZHRC88wJHmJmgF 59b6toM1Z 3.3-0 63.8 8-10.14 11.4.9 +3•+0.3 16&14 3.3.0 3-0 8 2.7.6 2 510 2.5 10 2-5 1D 2-75 Sale = 1.32 9 15x4 II 3x4 = 4x6 = 3x4 11 3x8 = 7,6 = 4x8 = 2x4 II 4x4 = B•10.14 111-9 13-1p•3 16-3-14 '1 1.41, 3 3-0 3-0 8 2.7$ 25+0 2s10 2-510 tab Plate Offsets (X.Y)— 11:0-1-8.0-1-81,14 0-3-0.0.2.41. 113:0-3-0.0-"1 LOADING (psf) SPACING- 2-00 CSI. DEFL. in (loc) Ilden L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 100 TC 0.66 Ven(LL) -0.24 14 >90 36D MT20 2441190 TCDL 10.0 Lumber DOL 100 BC 0.86 Ven(TL) -0.54 14 >414 240 BCLL 0.0 ' Rep Stress Ina NO WB 0.59 Horz(TL) 0.06 10 Na n/a BCDL 10.0 Code FBC20141TP12007 Matrix -MS Weight: 219 Ile FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 1=1417/0-4-0, +0=1257/0-74 Max Horz 1=191(LC 8) Max Uplift 1=278(LC 5), 10-212(LC 5) Max Grav 1=1637(LC 13), 10=1631(LC 13) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1.2=3140/556, 4.5=8450/1482, 5.6=8450/1482, 6.7=59561866, 7-8=5956/866 BOT CHORD 1.16=-608/2843, 15.16=1601/7985, 14-15=170418513, 13-14=12708061, 12-13=127018061, 11-12=491/3595, 1D•11=491/3595 WEBS 2.16=36011932, 2-4=-2748/556, 4-16=5417/1D47, 4-14=455295, 5.14=304141, 6.14=267/550, 6-13=221288, 6-12=22581433, 7-12=290135, 8-12=4D2/2532, 8-10=36321498 Structural wood sheathing directly applied or 3-9-13 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. 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 D-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except it noted as from (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distnbute 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=IDBmph; TCDL=4.2psf; BCDL=3.Opsf; h=25n; B=4511; L=24n; eave=4tt; Cat. 11; Exp B; Encl., GCpi=O 18, MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.S0 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' Thistruss has been designed for a live load of 20 Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.00 wide will f6 between the bottom chord and any other members. 8) Provide mechanical connection (by others) o1 truss to bearing plate capable ofwithstanding 278 lb uplift atjoint 1 and 212 lb uplift at joint 10. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The designlselection 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=1.00 ominued on page z Philip J. O'Regan, PE FL License 58126 69D4 Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vartly design parameters end READ NOTES ON Ties AND INCLUDED MTEK REFERENCE PAGE MLL7472 rw. 1001*015 BEFORE USE. Design valid foruse only with MTekm connectors Thisdesign is based onlyupon parornelers shown, andis for an individual budding component, not a truss "am Before use, thebudding designer must veritythe applrrubrley Of design paramelets andproperty rhoorWMD this designinto One overall budding design BMW* indicated is toprevent bucking of rndmilual fruits web andlOt chord members only Additional temporary and permanent breang is always required for stability and toprevent Collapse with possible personal injury and property damage For general guidance regarding the - rabrratron, storage, delivery, wricir n and braung of anises and trusssystems, see ANSVTPII Duality Cntefia, OS049 andBCSI Building Component 6904 Parke EastBald. Safety Information available from Truss Plate Instaule, 218 N Lee Street, Suite 312. Alexandria, VA22314 Tempi, FL 36610 Job Truss Truss Type Oty Palk Sq Hn iTribece-19WA-TJPlyI T12535357 P1986A T B2G SPECIAL 1 f2 Job Reference o tiortal Mid -Florida Lumber. Bartow. FL. LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-3=60, 4-9=90, 10.17=20 Concentrated Loads (lb) Vert 4=792 8.130 s Sep 15 2017 MTek Industries. Inc Fri Nov 17 06 07.55 2017 Page 2 10.3zzrE5595gHBgKdROwR6OYzkwee•JOLTrtA65EHcWSIgRZgpopekJuJNWmOpUN8eByl MIY 0 WAMWNG - V.01 d slpn P.O. and READ NOTES ON T10S AND INCLUDED AFTEK REFERENCE PAGE 04I1-7472 rev. 10V=018 BEFORE USE. Design valid for use onlywith 14Tekmconnectors This design is based onlyupon parameters Mown. and is klr an atdrvidualbudding component. not a truss system. Before use, the budding designer must verily, theapplicability of design parametersand properly incorporate this design into theoverall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members orgy. Additional temporary and permanent bracing is always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the faMcelan, storage, delivery. erectionand bracing oftrusses and truss systems, we ANSVTPII Ouallty, Cnterla, OSS49and BCSI Bullding Component 6904 Parke East Bhd. Safely Information available from Tans Plate Institute. 218 N. Lee Street, Suite 31Z Alexandria, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oy Ply Park Sq Hm/Tribeca-19II&A-T T12535358IP198SA-T 83 HIP 1 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 8.130 sSep 15 2017 Mirek Industries, Inc. Fri Nov 17 06:07:56 2017 Page 1 ID:3zzrE5595gHBgKdROwRSOYzkwee-ncW. W7j?akNmSPd7YK1 MsHXsj4YEILzIPeiAeylMIX 1•m-0 5.0-0 9A-0 14•0 79.4-0 2D•4-0 1-0-0 44 = 17 1s t.Sx4 II 19 4 20 21 22 4)0 = Scale - 1:34.8 3x4 = 1.Sx4 II Site = 1 5x4 II 3x4 = LOADING (pgq TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0.0 Plate Grip DOL 1.25 Lumber DOL 1.26 Rep Stress Incr NO Code FBC20141TPI2007 CSI. TC 0.46 BC 0.56 WB 0.27 Matrix -MS DEFL. in Ven(LL) -0.08 Ven(TL) -0.21 Horz(TL) 0.06 loc) UdeO L/d 9 >999 240 9.10 >999 180 6 nla Iva PLATES GRIP MT20 244/190 Weight 87 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3.511 oc puffins. BOT CHORD 2x4 SP No 2 BOT CHORD Rigid ceiling directly applied or 9.1-10 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (Ib/size) 2=1174/0-8-0, 6=1174/0-8-0 Max Horz 2=-58(LC 6) Max Uplift 2=-340(LC 8), 6=-340(LC 8) Philip J O'Regan, PE FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (1b) or less except when shown. FL License 58126 TOP CHORD 2-3=19911535, 3-4=2308/673, 4-5=2308/673. 5-0=1991/535 Tamp Parke East Bald. Tampa. FL 3367mBOTCHORD2.10=-421/1718, 9.10=-418/1727, 8-9=415/1727, 6.8=-418/1718 WEBS 3-10=01282. 3.9=219/697, 4-9=475/253, 5-9=2191697, 5-8=0/282 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.0psf: h=25ft; 8=45ft; L=2411; eave=08; Cat. 11; Exp B; Encl., GCpi=D 18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom Chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Dpsf on the bottom chord in all areas wherea rectangle 3-6-0 tall by 2-0-0 wide willfit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 340 lb uplift at joint 2 and 340 lb uplift at joint S. 7) Hanger(s) or other connection devices) shall be provided sufficient to support concentrated load(s) 170 lb down and 181111 up at 5", 93 lbdown and 77 lb up at 7-0-12, 93 lb down and 77 lb up at 9-0-12, 93 lb down and 77 lb up at 10-3-4, and 93 Ib down and 77 lb up at 12-3.4, and 170 lb down and 181 Ib up at 14-4-0 on top chord, and 86 lb down at 5". 36 lb down at 7.0.12. 36 lb down at 9-0-12, 36 lbdown at 10.3.4, and 36 lb down at 12-3.4, and 86 lb down at 14.3-4 on bottom chord. The design/selection of -such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1.3=60, 3-5=40, 57=-60, 11-14=20 Concentrated Loads (lb) Printed copies of this document areVera. 3=123(F) 5=123(F) 10=-64(F) 8=64(F) 1(F) 7=5119=51(F) 20=-51(F) 22=-51(F) 23=26(F=rnecoP) 24=-26(F) 25 26(F) 26=26( F) not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verify design Parameters and READ NOTES ON T 05 AND INCLUDED WYEK REFERENCE PAGE aDF7473 rev. 1000/2015 BEFORE USE. manif Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is for an vidwidual budding Componem. not a truss systemBefore use, thebudding designer must verify, the applicabilityof designparametersand properly incorporate this designinto theoverall buddingdesign Bracingind"ed is to preventbuckling ofindividual tru" web andlor dwrdmembers only. Additional temporary andpermanent brecing is always required for stability and to prevent Collapse with possible personal injury and property damage For general gndanCe regarding the fabrication, storage, delvery, eedon and bracing oftrusses andtrusssystems. we ANSITPII Quality Crlterfa, DSO-89 and SCSI Building Component 6904 Parke East Blvd Satiny InformationavailablefromTrussPlateInstaute. 21a N LaeStreet, Suet 312. AlexandN, VA 22314 Tampa. FL 36610 b Truss Truss Type Park Sit Hm/Tribece-1986•A-TrPI10tyJP1y T12535359 986A-T C1 COMMON 4 1 Job Reference(optional) Mid -Fonda Lumber, Barlow, FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fn Nov 17 06:07:56 2017 Page 1 10:3- 5595gHBgKdROwR6OYzkwee-ncvrlW7j7akNmSPd7YK1MsHZU7_EL_ziPeiAeylMIX 1-0-0 G-4-0 12-8-0 13-BO 1-0-0 6.4-0 40 = 3x4 = 1.50 II 3x4 = Scale - 1:24 4 a LOADING (psf) TCLL 20.0 TCOL 10.0 BCLL 0.0 BCDL 100 SPACING- 2-" Plate Grip OOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014rrP12007 CS1. TC 0.35 BC 0.34 we 0.10 Matrix -MS OEFL. in Vert(LL) -0 02 Vert(rL) -0 07 Horz(TL) 001 loc) Udell Ud 6-12 >999 240 6-12 >999 180 4 nla n/a PLATES GRIP MT20 2441190 weight: 48 Ile FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0.0 cc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=56710-4-0, 4=567/0.4-0 Max Harz 2=70(LC 7) F4Uce. O' egan. PE58126 Max Uplift 2=163(LC 8), 4=163(LC 8) 6904 Parke East Blvd. Tampa, FL 33610 FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=613/135, 3-4"131135 BOT CHORD 2-0=26/475, 4-6=261475 WEBS 3-0=0/253 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=4.2ps1; BCDL=3.Ops1; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. 11; Exp 8; Encl.. GCpi=0.18, MWFRS (directional), Lumber DOL=1.60 plate grip DOL-1.60 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide willfrt between the bottom chord and any other members. 5) Provide mechanical connection (by others) oftruss to bearing plate capable of withstanding 163 lb uplift at joint 2 and 163 lb uplift at joint 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - V4rNoonly with Wake, co and READ NOTES ON TNIS only INCLUDED Mters REFERENCE PAGE aIU TQ3 roil, rig component. BEFORE USE. Design valid for tail any with Wake, connectors. This design is baud Dray upon parameters dawn, and is for an akmdual building tamponmL not a truss system. Before use, the building designer must vent' the appbcabnbty of design parameters and property incorporate Oft design uilo the overall buddingdesign. Bracing indicated isto preventbuckling ofindividual busswebandlar chord members only Additional temporaryand permanentbracing isalways required for stability and to preventcollapse with possible personal injury and propertydamage For generalguidanceregarding the Mwet fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSUIPII Quality criteria. 03649 and BCSI Building component 6904 Parka East Blvd. Safety Information available hom Truss Plate Institute, 216N. Lee Street, Suite 312. Alexandria. VA22314 Tampa, FL 36610 Job Truss Thus Type Oy Ply Park Sq HmrTnbeca1986-A-T T12535360IP1986A-T C2 COMMON 3 1 Job Reference (optional) Mid -Florida Lumber, Banow. FL 8 130 s Sep 15 2017 MTek Industnes, Inc Fri Nov 17 06:07:57 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-GpTDCsBLmusEOc_phFrGv3gkE7TBznE6x3OFWyIMIW r 1-0-0 6.4-0 6-4-0 4a4 = Scale 12-=1' 1l 30 = t Sx4 II LOADING (psf) SPACING- 2 00 CSI. TCLL 20.0 Plate Grip DOL 1.25 TIC 0.36 TCDL 10.0 Lumber DOL 125 BC 0.34 BCLL 0.0 ' Rep Stress Ina YES WB 0.10 BCDL 100 Code FBC2014/TP12007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No 3 REACTIONS. (lb/sae) 4=506IMechanical, 2=567/04-0 Max Hoe 2=69(LC 7) Max Uplift 4-120(LC 8), 2-163(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3-6161137, 3.4=-615/137 BOT CHORD 2-5-531477, 4-5-531477 WEBS 3.5=0/254 3x4 = DEFL. in (be) VdeB Ud PLATES GRIP Ven(LL) -0.02 5-8 >999 240 MT20 244119D Ven(TL) -0.07 5-8 >999 180 Horz(TL) 0.01 4 n/a n/a Weight: 46 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 6-0.0 oc puffins. BOT CHORD Rigid ceiling direly applied or 10 0 oc bracing NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7.10; Vuh=140mph (3-second gust) Vasd-108mph, TCDL=4.2pst; BCDL=3.Opsi; h=25ft; B=45111; L=24ft, eave=4f1; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads. 4) '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 wide will rd between the bottom chord and any other members. 5) Refer to girder(s) for trussto truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 120111 uplift atjoint 4 and 163 lb uplift at joint 2. Philip J. URegan, PE FL License 58126 6904 Parke East Blvd Tampa, FL 33610 Printed Copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Vw* dasrynp4ramarasand READ NOTES ON170SANDINCLUDEDMITEK REFERENCE PAGE M67473 ray. laW,201S BEFORE USE. Design valid for use eMy with IIiTek® connectors Thisdesign is basedonlyupon parameters shown, and is for an ndNidwl budding component, not a buss system Before use, the budding designer must venty the applicability of design parameters end property in orporste the design into the overall budmnp design Bracmp uidrtated is to preventbudding ofindividual tonsweb anwchordochordmembers only Addaonal temporaryand perpermanent bracingnnbracingisalwaysrepumidforstalkyandtopreventcollapsewithpossiblepersonaleipuryendpropertydamageForgeneralguidanceregardingthe - fsor" ran, storage, delNery, erecuin and bracing of busses and truss "am$, lee ANSVTPI1 Dualhy Criteria, DSB4I9 and SCSI Building Component 6904 Parke East BNdSafety Information available from Tons Plate In=frWte. 218 N Lee Street. Suss 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq HmRnbeca-1986•A-T I T12535361 P1986A-T C3 HIP 1 1 Job Reference o banal Mid -Florida Lumber, Bartow, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Fri Nov 17 06.07:58 2017 Page 1 ID.3zzrE5595gHBgKdROwR6OYzkwco•k?OcPC9zXC 571ZOEzMVRHMxhXgpiEZGAi7pFYtylMN 1a0 540 7-e-0 12-8.0 13-8-0 d la0 5a0 2$-0 } Sao la0 Sate. 112-- V axe = 15 40 = 3X4 = t.Sx4 II 30 = 314 = Sao 2.10 sac Plate Offsets (X,Y)— f3:0.5-4.0-2-01 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in loc) VdeO Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Vert(LL) 0.02 8 999 240 MT20 244M90 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Vert(TL) 0.06 6.11 999 180 BCLL 0.0 ' Rep Stress Inv NO we 0.09 HOrz(TL) 0.02 5 n/a nla SCOL 100 Code FBC2014/TPI2007 Matrix -MS Weight: 54 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2=792/0.4-0, 5=79210-4-0 Max Harz 2=56(LC 6) Max Uplift 2=234(LC 6), 5=-234(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=1167/311, 3-4=992/302, 4-5=1168/310 BOT CHORD 2-0=2031983, 7-8=2001991. 5.7-2021%4 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-10 oc purling. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf: h=25ft; 8=45ft; L=24f1; eave=Oft; Cat. 11; Exp 8; Encl., GCpi=0.18: MWFRS (directional), Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 234 lb uplift atjoint 2 and 234 lb uplift at joint 5 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 170 lbdown and 181 lb up at 5-0.0, and 93 lb down and 77 lb up at 6-4-0, and 170 lb down and 181 lb up at 7-6-0 on top chord, and 86 lb down at 544. and 36 lb down at 6-4-0, and 86 lb down at 7-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3-60, 3-4=-60, 4-6=-60, 9.12=20 Concentrated Loads (lb) Vert: 3=123(F) 4=123(F) 8=64(F) 7=-64(F) 15=51(11c) 16=26(F) Philip J. CrRegan, PE FL Ucense 58126 6904 Parke East Blvd Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verily dringn parameters and READ NOTES ON TMS AND INCLUDED =TEX REFERENCE PAGE MO.7477 rev. 101e7J7015 BEFORE USE. Design valid for use only with MTek® conneCIdIa This design is based only upon parameters shown, and is for an 4Mrvidual building component, not a truss system. Before use, the buildup designer must verily the applicability ofdesign parameters and property incorporate this design into the overall budding desngn Broang indicated isto prevent buckling ofmdiwdual buss web and/or chord members only Additional temporary and permanent bracing a always required for slablity, andt0 preventcollapse with possible personal injury and property damage. Forgeneral guidance regarding the fabrication, storage. delivery, erection andbracingoftrusses and trusssystems, we ANSVIPn quality Crtterls, 03649and SCSI Building Component 6904 Parke EonBlvd Safety Intonation available from Thus Plate Institute. 210 N Lee Street. Suite 312, Alexandra, VA 22314 Tampa, FL 36610 Job Truss Truss Type Ory Ply Park Sq Hm/Tnbeca-1986-A-T T12535362 P1986A-T CJt JACK 18 1 Job Reference (optional) Mid-Flonda Lumber, Banow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 17 06:07:59 2017 Pape 1 ID 3zzrE5595gHBgKdROWR6OYzkwee-CBa dY9blV6ydvW"tk_Uv9FxEgRiDPPNIMnzyIMIU t•0.0 t-0-0 1.0-0 i LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.06 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 0.0 Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No 2 REACTIONS. (lb/size) 3=10/Mechanical, 2=13010-4-0, 4=-O/Mechanical Max Horz 2=42(LC 8) Max Uplift 3=3(LC 5), 2=73(LC 8) Max Grav 3=11(LC 13), 2=130(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 25D (lb) or less except when shown. Scale = 11.0 nd CS 20 = DEFL. in (loc) Vdeft Ud PLATES GRIP Ven(LL) 0.00 5 >999 240 MT20 244/19D Ven(TL) 0.00 5 >999 180 Horz(TL) 0.00 2 n/a n/a Weight 5 Ile FT = 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 14)-0 oc puffins. BOT CHORD Rigid ceiling direly applied or 1D-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; VUN=140mph (3-second gust) Vasd=lDBmph; TCDL=4.2psf; BCDL=3.Ops1; h=25ft: B=45ft; L=24ft; eave=oft; Cat II; Exp B; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.D ps1 bottom chord live load nonconcufrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 24)-0 wide will rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to thus connections. 5) Provide mechanical connection (by others) of thus to bearing plate capable of withstanding 3 lb uplift at joint 3 and 73 lb uplift at joint 2. Philip J. O'Regan, PE FL Lleense 58126 6904 Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING - VnsNo designparamurrs and READ NOTES ON rase AND INCLUDED aaers REFERENCE PAGE MLL build BEFORE USE. dualDesignvalidforusemywithMReio®conrlenors. This design iscased any upon parameters shown, and le for an individual Du90inp wmponad, notwithbuildingcomponent. atruss system Before use, the building designer must verity the appiirabrby of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent bucking of individual truss web andfa chord members only. Additional temporary and pemgnem braceg isalwaysrequired for stab9rty and to prevent collepsO with possiblepersonal injury and pmpeny damage Forgeneral guidance rapardi g the lab+icaton, storage, delivery, erection and bracing of trusses andtruss systems, see ANSVTPI7 Quality Cntens. DSB49 end SCSI Building Component 6904 Pale East BlvdSafetyInformationavailablefromTrussPlateInsidule. 218 N. Lee Street, Suite 312. Nexandna. VA 22314 Tampa, FL 36610 Truss Truss Type Oty Ply Park Sq Hm/rribece-1986A-TT12535363rP1986A.T CJ3 JACK 10 1 Job Reference (optional) Mid -Fonda Lumber. Bartow. FL. 8.130 s Sep 15 2017 MTek Industries. Inc. Fri Nov 17 06,07:59 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-CBa dY9blv6ydv8CogkUvSpxOmRiOPPNIMnzylMIU i 1-0-0 • 3-" 2x4 = Scale. 1tT 3-0.0 LOADING (psf) SPACING- 2-041 CSI. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.09 Vert(LL) -0.00 4-7 >999 240 MT20 2441190 TCDL 100 Lumber OOL 1.25 BC 0.08 Vert(TL) -0.01 4-7 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a SCOL 100 Code FBC20141rP12007 Matrix -MP Weight: 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0.0 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ile/sae) 3=71 /Mechanical. 2=188/0-441, 4=36MIechanical Max Harz 2=74(LC 8) Max Uplift 3=34(LC 8), 2=66(LC 8) Max Grav 3=71(LC 1). 2=188(LC 1), 4=52(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; 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 lass has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed fora live load of20.Opsf on the bottom chord can all areas where a rectangle 3-" tall by 2.0.0 wide will frt between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 66 lb uplift at joint 2. Pruhp J. CrRegan, PE FL License 56126 6904 Parke East Blvd. Tampa. FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies is 0 WARNING •Vanity design p Wakeco and READ NOTES is bads only INCLUDED pare metersMTEREFERENCE PAGE drAdua3 rev. budding com to BEFORE not USE. Design valid for use orgy with MTek®comaclon This design is based ony upon parameter sfawn, and a for an mdrvidwl Ouddrng component. not a truss system Before use. the budding designer mast verify the applicability of design parameters and property uoonporele Nu design into the overall budding design Bracing widrtaled is to prevent bucking of individual truss web andfor chord members orgy. Additional temporary and permanent bracing is always required for stability and to preventcollapse with passible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trussesand trusssystems, see ANSVTPN Quality Criteria, 05549 andSCSI BuildingComponent 6904 Parke Egg 61WSafetyInformationavailablefromTensPlateInstitute. 210 N Lee Street. Suite 312. Alexandria, VA 223u Tampa. FL 36610 Job Truss Truss Type Ply Park Sq Hm/Tribeca-1986-A-T 10ty I T12535364 P1986A-T CJ3T SPECIAL 2 1 Job Reference footionall, Mid -Florida Lumber, Bartow, FL. 8 13D s Sep 15 2017 MiTek Industries, Inc. Fri Nov 17 06:08:00 2017 Page 1 ID: 3zzr£559SgHBgKdROwR60Yzkwee 90BMquAE3pEpF3jOMOOzWiSJ4KXaA9TZd1LvJPyIMIT t.0.0 2.34 3-0.0 1-0.0 2-3-4 0 12 LOADING (psf) SPACING- 2.0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No 2 'Except' 3-6,2x4 SP No.3 REACTIONS. (lb/sae) 2=188/0.4-0, 5=111/Mechanical Max Horz 2=83(LC 8) Max Uplift 2=-64(LC 8), 5=50(LC 8) Scale: 1' -I' 2x4 = CSI. DEFL. in loc) Vden Ud PLATES GRIP TC 0.12 Vert(LL) 0.01 6 >999 240 MT20 244/19D BC 0.17 Vert(TL) -0.01 6 >999 180 WB 0.00 Horz(TL) 0.01 5 n/a n/a Matrix -MR Weight 13 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3.00 oil purtins BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7.10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psY BCDL=3.Opsf; h=25ft; B=45ft; L=2411; eave=oft; Cat. II; Exp B; Encl., GCp1=0 18, MWFRS (directional); Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a ID.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 thus to thus connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 2 and 50 lb uplift at joint 5. Philip J. O'Regan, PE FL License 58126 6904 Parke East Blvd. Tampa, FL 3361D Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vo* designpanimerws and READ NOTES ONTNISAND INCLUDED WTEx REFERENCE PAGE Me-7473 rev. 111100N 1S BEFORE USE. Design valid for use only with NbTeltm conneaonr TWO design is based only upon parameters shown, and is for an individual building component. not truss system. Before use, the budding designer must vent' the applicability of design parameters end property incorporate this design Intothe overall building design Bracing indicated is to prevent buckling of individual Vuss web andrer Nord members only Additional temporary and permanent bracing RrRr?dwl is always required for stability and to prows collapse with possible personal'ugury and properly damage For general guidance regarding the fabrication, storage, dowery, erection and bracing oftrussesandtruss systems, see ANSVTPII Oualhy, Criteria, DSB49 and SCSI Building Component 6904 Parke Fast Blvd. Safety Intortrution availablefrom TrussPlate Institute, 210N Lee Street. Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq HnVTdbeca-1986-A-T T12535365 P1986A-T CJS JACK 4 1 Job Reference banal Mid -Florida Lumber, Bartow, FL. 8130 s Sep 152017 MTek Industries, Inc. Fri Nov 17 06:08.002017 Page 1 10:3=E5595gHBgKdROwR6OYzkwe"OSMquAE3pEpF310MOOxWISFyKWEA9TZd 1cvJPy1MR f -0 0 5-0.0 1-0-0 5." 20 = Scale - 1.17.0 5-0-0 LOADING (psq SPACING- 2-" CSI. OEFL. in loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.03 4-7 >99 1 240 MT20 2441190 TCOL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.08 4-7 >'764 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(FL) 0.00 2 We We BCOL 100 Code FBC2014/TPI2007 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. 80T CHORD 20 SP No.2 80T CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=127/Mechanical, 2=264/04-0, 4=64/Mechanical Max Horz 2=108(LC 8) Max Uplift 3=-64(LC 8). 2=73(LC 8) Max Grav 3=127(LC 1), 2=264(LC 1). 4=91(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind. ASCE 7-10; Vub=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCOL=3.Opsf; h=25ft; 8=45ft; L=24ft; eave=oft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber OOL=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 Opsfon the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0.0wide will fin between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 73 lb uplift at joint 2. Philip J. O'Regan, PE FL License 50126 6904 Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design paramNrs and READ NOTES ON THIS AND INCLUDEO OTEN REFERENCE PAGE 11111(E7473 rev. 1e01113rWIS BEFORE USE. Design valid for use only with kbTeW connectors. This design is based only upon Parameters shown, and is for an indrvnlual building componW, not atruss system Before use, the buWuig designer must verifythe applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is 10prevent buckling of individual buss web andfor chord members only. Additional temporary and permanent bracing isallays requited for statdley and to prevent collapse with possible personal 6*ry andproperty damage. Fr general guidance regarding the Kew fabrication. storage. delivery, recton and bracing of trusses and truss systems, ails ANSVTPII Oualky Crllena, OSS41 and SCSI Building Component 6904 Parke EastBM. Safety Information available from Truss Plate Instdule. 218 N Lee Street, Sude 312, Alexandria, VA 22314 Tampa, FL Sale Job Truss Tnlss Type Oy Ply Parts Sq Hm/Tribeca-19WXT T12535366 P1986XT CJST SPECIAL 2 1 Job Reference tional Mid -Florida Lumber. Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries. Inc Fri Nov 17 D6:DB DI 2017 Page 1 ID 3zzrE5595gHBgKdROwRSOYzkwee-8aik2EBsg7MgsDHaw5wC3%_Pnk"isgMTsrylMIS 1411D 2.3.4 S." Ito 2-34 241.12 Scale = 1 17.0 2x4 = Plate Offsets (X,Y)— 12:Edge,0-D-41. 13:0.3.10,0.0-111 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 044 Ven(LL) -004 3 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.31 Ven(TL) -010 3 >577 180 BCLL 0. 0 Rep Stress Incr YES WB 0.00 Horz(TL) 006 5 n/a n/a BCDL 10. 0 Code FBC2014/TPI2007 Matrix -MR Weight: 19 to FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 5-0-0 oc puffins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied or 6.0-0 ocbracing. 3-0: 2x4SP No 3 REACTIONS. (lb/ sae) 4=114/Mechanical. 2=264/0.4-0, 5=78/Mechanical Max Horz 2=108(LC 8) Max Uplift 4=51(LC 8), 2=73(LC 8), 5=12(1_C 8) Max Grav 4=114(LC 1), 2=264(LC 1), 5=86(LC 3) PhilipJ. O'Regan, PE FL License 58126 FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown 6904 Parke East Blvd. Tampa, FL 33610 NOTES- 1) Wind ASCE 7-10; VuM=140mph (3-second gust) Vasd=lDBmph; TCDL=4.2psf; BCDL=3.0psf; h=251f; B=45R; L=24fi; eave=4N, 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 I D.0psf 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 rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of wMstanding 51 lb uplift at joint 4, 73 lb uplift at joint 2 and 12 lb uplift at joint 5. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - V oily designpaametrs and READ NOTES ON 7l05 AND INCLUDED MITEx REFERENCE PAGE MIN7Q! rev. /GOL20/5 BEFORE USE. 1 Design valid for use arty wall MUM connector This design is based only upon parameters shown, W is for an indmdual budding component, not a truss system. Before use. the budding designer must verily the applicability of design parametersand property incorporate this design into the overall budding design Bracing indicated is to preventbuckling of individual thus web andfor Guardmembers only. Additional temporary and permanent or" is always re4urcedforstabilityend Io preventcollapse withpossible personal upuy ariapropertydamage. For general guidanceregarding the fabrrcairon, storage, delivery, erection and bracing of trusses andtruss systems, see ANSVIPII Oualhy Criteria, DS649 and SCSI Building Component 6904 Parse East Blvd Safely InformationavailablefromTrussPlateInsMrae, 218 N Let Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Jab Truss Truss Type Oty Ply Park Sq Hmrrnbeoa-1986-A-T T12535367IP1986A-T 01 COMMON 4 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc Fri Nov 17 06 08.02 2017 Page 1 10.3zvE5595gHBgKdROwR6OYzkwee-cmGSFaCUbOVXUNsnToRRc7Xw8CUe21r5K5001y1MIR 1-0.12 d•114 9.11.4 1-0-12 4-11.4 4x4 = 1.5x4 11 3x6 1.5x4 1 iA Scale c 130 9 LOADING (psf) SPACING- 2.04 CSI. DEFL. in loc) 11deO Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.29 Vert(LL) -0.01 5-6 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.20 Vert(TL) -0.03 5.6 >999 180 BCLL 00 ' Rep Stress Inv YES WS 0.08 Horz(TL) 0.00 5 n/a Na BCDL 10.0 Code FBC2014rTP12007 Matrix -MS Weight: 60 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No 2 except end verticals. WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. REACTIONS. (lb/sae) 7=463/0.7-4, 5=38110-4-0 Max Horz 7=11O(LC 6) Max Uplift 7=134(1.0 8). 5=101(LC 8) Philip J.O'Regan, PE FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. FL License 56126 6904 Parke East Blvd. TOP CHORD 2-3=3201104. 3-4=317/100, 2-7=-420/146, 4-5=338/112 Tampa, FL 33610 NOTES- 1) Unbalanced roof true loads have been considered for this design. 2) Wind. ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf,, h=25ft; 8=45ft; L=24ft; eave=oft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left exposed; Lumber DOL=1.60 plate grip D0L=1 W 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live bads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 134 lb uplift atjoint 7 and 101 lb uplift at . joint 5. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Vaeloonly with paburmNbu and READ NOTES ON TNIS only INCLUDED seers REFERENCE PAGEalivdual build building co e1S BEFORE USE. Design veld la use only well Waists connectors Thisdesign a based only upon parameters slxlwn, and isfor an individual bubdrp component, to a truss system. Before use, the building designer mull verily the applicability or design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of mdrvidual truss web and/or dare members only Additional temporary and permanent bracing is always required for stabgey andto preventcollapse with possible personal injury andproperty damage. Forgeneral guidance regardingthe No labrrcabor. storage. delnery. erection and bracing of trusses and truss systems, sae ANSVTPII Oua9ty Cnteds. 03849 and BCSI Building Component 6904 Parke EnoBMd Safety information available from Truss Plate Insane. 210 N Lee Street. Suite 31Z Alexandra, VA 22314. Tampa, FL 36610 b Truss Truss Type Oy Ply Park Sq HmlTribeca-1986-A•TrP1 T12535368 9B6A-T D2 COMMON 1 1 Job Reference o tional Mid-Flonda Lumber, Bartow, FL. 1-0-0 3x4 = 6-" LOADING (psf) SPACING- 2-" CSI. TCLL 2D.0 Plate Grip DOL 1.25 TC 0.27 TCDL 10.0 Lumber DOL 1.25 BC 0 19 BCLL 00 ' Rep Stress Ina YES WB 0.07 BCDL 10.0 Code FBC2014/TPI2007 Matnx-MS LUMBER. TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. lb/sae) 2=468/0.4-0, 4=452/0-&O Max Horc 2=57(LC 6) Max Uplift 2=2D4(LC 8), 4=197(1-C 8) Max Gray 2=468(LC 13), 4=454(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=458/162, 3.4=4501161 BOT CHORD 2-6=-45/352, 4-6=45/352 8.130 s Sep 15 2017 MTek Industries, Inc. Fn Nov 17 06 08.02 2017 Pape 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-cmt'6FaCUbOVXUNsnToRRc7XcD8Cce2sr5K5001yIMIR 5-" 1-0-0 Scale a 1.21.9 04 = 1.Dx4 n 3x4 = DEFL. in (loc) ydefl Ud PLATES GRIP Vert(LL) -0O1 6-13 >999 24D MT20 244119D Vert( TL) -0.03 6-13 >999 180 Horz( TL) 0.00 4 n/a n/a Weight: 39 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing direly applied or 6-0.0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; VuM=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL-3 Opsf; h=25fl; B=45fl; L=24fl; eave=41; Cat. 11, Exp B, Part. Encl , GCpi=0.55; MWFRS (directional), cantilever left exposed. Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) ' This trusshas been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tallby 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint 2 and 197 lb uplift at joint 4. Philip J. O'Regan, PE FL License 58126 69D4 Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARMNG • VerNy dufgn paramerrs and READ NOTES ON ills AND INCLUDED 90TEK REFERENCE PAGE MLL7473 m. tad3d01S BEFORE USE. Design valid for use only with MiTekO connector& The design is based only upon parameters shown, and is for an individual budding component, nit a truss system. Before use. the budding designer must vent' the applicability of design parameters and popery incorpmete the design into the overall budding designBrecing rhilitated IS to prevent buckling of individual trussweb andfor chord members only. Additional temporary andpermanent or" is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the mum fabrication, storepe, delivery, erec on and bracing of basses andtruss systems, we ANSVTPtt Quality Criteria, DSB•89 and SCSI Building Component 69D1 Paine East Blvd. SafetyInformationavailablefromTrustPlateInsidde, 218 N Lee Street, Sus& 312, Akrandna, VA 22314 Tampa, FL 38610 Truss Type Oly Ply Park Sq HMrribeca-1986A-T JJob JTruss T12535369 P1986A-T 03 HIP 1 1 Job Reference clonal Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mirek Industries. Inc. Fn Nov 17 06:08:03 2017 Page 1 10:3zzrE5S95gHBgKdROwR6OYzkwee4ygVrw06MkdO6XRz 1Wyg8K3n9YXCNWO?K_rawkylMlO 1-0-0 3-0-0 7-0-0 10-M lily1-0-0 3-0-0 4-0-0 3-0-0 -0-0 i Scale - 1:22.2 3x4 = 4x8 = 40 = 150 it 3x4 = 1060411 2-0 0 4.0.0 3-0.0 LOADING (psq SPACING- 24-0 CSI. OEFL. in loc) Udefl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.01 7-6 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.30 Vert(TL) 0.04 7-8 999 180 BCLL 0 0 ' Rep Stress Inv NO WB 0.05 Horz(TL) 0.01 5 We We SCOL 10.0 Code FBC2014frPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/size) 2-51010-4-0, 5=487/0-8-0 Max Horz 2=39(LC 7) Max Uplift 2=214(1.0 8), 5=205(LC 8) Max Grav 2=517(LC 29). 5=494(LC 30) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=640/239, 3-4=598/243, 4-5=-679/253 BOT CHORD 2-0=167/548, 7-0=164/553, 5.7=183/581 20 = PLATES GRIP MT20 244/190 Weight: 44 lb FT = 20% TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuk=140mph (3•second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft, L=24ft, eave=oft, Cat. 11; Exp B; Part. Encl., GCpi=0.55: MWFRS (directional); cantilever left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) 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 otherlive loads. 5) ' This truss has been designed for a live load of20 Opsf on the bottom chord in all areas where a rectangle 340 tall by 2.0.0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 214 lb uplift at joint 2 and 205 lb uplift at joint 5. 7) Hanger(s) or other connection device(s) shall be provided suffiuent to support concentrated load(s) 131 lb down and 138 lb up at 3.0-0. and 82 lb down and 57 lb up at 5-0-0, and 131 lb down and 138 lb up at 7-" on top chord, and 51 lb down at 3-0-0, and 20 lb down at 5-0-0, and 51 lb down at 6-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loadsapplied to the face of the.truss are noted as front (F) or back (8)- LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert: 1-3=60, 3-4=-60, 4.6=60, 9.13=20 Concentrated Loads (lb) Vert: 3=11(F) 4=11(F) 8=20(F) 7=20(1`) 16=5(F) 17-9(F) Philip J. O'Regan, PE FL License 50126 6904 Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verhy design parameters and READ NOTES ON TWS AND INCLUDED IIOTEK REFERENCE PAGE 1140-7473 n . 100311015 BEFORE USE. minima Design valid foruse only with 14naltmconnector$. This designis basedonlyupon parameters shown, and is for an individual buildingcomponent, not alass system. Before use. the building designer must verifytheapplicability ofdesign parametersand propertyincorporate ties design intotiro overall budding design Bracing indicated isto prevent buclduig ofindmilual buss web and/or chord members ordy Additional temporary and permanent bracing Is always reared for slabady and to prevent collapse wdh possible personal injury and property damage For general guidance regarding the Imbrication, storage. delivery, erection and braang oftrusses and truss systems. a" ANSUTPII Qualitycriteria, 05849and SCSIBuilding component 6904 Parke East Blvd Safety Information available from Truss Plate InsWule, 216 N. Lee Street, Suds 31Z Alexandria, VA 22314. Tampa. FL 36610 Job Type Oy Ply Part Sq Hm/Tribeca-1986-A-TTruss ITruss T12535370 P1986A T F1 ROOF TRUSS 12 1 Job Reference (optional) Mw-Flonaa Lumber, Barlow, FL. 3.130 s Sep 152017 MTek Industries, Inc. Fn Nov 17 06.08.05 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-1LyFtbEMuLt6LgbM9x_SD197LL2Lrf GlnlKg?cylMIO 0.1.8 HFL3&1 F+ D Si:ate 1x3 = tx3 = 5x8 II 3xS FP = 3x8 FP = 5x8 II tx3 = 5"s II 4x8 II 24 II 2.6 II 24 II 46 II Sx8 II W = 1 2 3 4 5 8 7 8 9 10 11 12 13 14 15 18 17 33 32 31 30 29 28 27 28 25 24 23 22 21 20 19 1B 2x8 II Bx8 = 5.6 11 Bx8 = US MT20HS FP = 2x8 I I 3x8 MT20HS FP = Me = 54 11 Bx8 = 2x8 II LOADING (psf) SPACING- 14-0 CSI. DEFL. in (loc) Well Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.28 Ven(LL) -0.63 25 >533 36D TCDL 10.0 Lumber DOL 1.00 BC 0.96 Ven(TL) -0.99 25 >341 24D BCLL 0.0 Rep Stress Incr YES WB 0.73 1 Horz(TL) 0.12 18 n/a nla BCDL 5.0 Code FBC2014/TPI2007 Matrix-S LUMBER- BRACING - TOP CHORD 20 SP No.2(nat) TOP CHORD BOT CHORD 20 SP No.2(flat) WEBS 2x4 SP No.3(nat) BOT CHORD REACTIONS. (Ib/size) 33=1037/0-8-0, 18=1037/0-8-0 FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-33=1026/0, 17.18=1026/0, 1-2=1157/0, 2-3=3096/0, 3.4=-4654/0, 4-5=4654/0, 5-6=5738/0, 6-8=6391/0, 8.9---6624/0, 9-10=-662410, 10.12=-639310, 12-13=573710, 13.14= 4654/0, 14-15=4654/0, 15-16=3096/0, 16-17=115710BOT CHORD 31.32=0/ 2235, 3D•31=D/3935, 2930=0/5292, 27-29=0/6163, 26-27=0/6624, 25-26=0/6624, 24-25=016595, 22-24= 016166, 21-22=015291, 20-21 =0/3935, 19-20=0/2235 WEBS 17-19=011538, 1- 32=0/1538, 16-19=1427/0, 2.32=142710, 16.20=D/1140, 2-31=0/1140, 15-20=111010. 3.31= 110910, 15.21=D/933, 330=01932, 13.21=826/0, 5-21D -827/0, 13.22=0/590, 5- 29=0/590, 12-22=568/0, 6.29=564/0, 12-24=D/362, 6-27=14/469, 10.24-380/0, B- 27=576/130, 1D•25=3271439 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 225 Ib FT = 20% F, 11%E Structural wood sheathing directly applied or 6-0-0 oc purtlns, 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) All plates are MT20 plates unless otherwise indicated 3) All plates are 3x6 MT20 unless otherwise indicated. 4) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means 5) Due to span to depth ratio of this truss, the floor may exhibit objectionable vibration and/or deflection Building designer to consider providing means to dampen possible floor vibration. Philip J. O'Regan. PE FL License 58126 69D4 ParkeEastBlvdTampa. FL 33610 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 INS AND INCLUDED NI TEK REFERENCE PAGE M0-7473ray. /003/2015 BEFORE USE. Design valid for use only with MiTekm comiwaus This design is based only upon parameters shown. W is for an eWNNuel building componW, not a truss system Before use, the budding designer must vmdy the applcabil y of design parameters and propedy incorporatethis design Imo the overall oudding design Bracing md"Ied isto prevent Dt"mgofindividwttons web and/or WordmembersDrilyAddsiDrlal temporary andpermanent bracing is alwaysrequiredfor similarly andto prevent collapse with possiblepersoNlinjury and propertydamage. Forgeneral guidance regarding the !9 fabrication, storage, dewery, erection and bracing of trusses and truss systems, see ANSUIPnQualityCriteria. DSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from TensPlateInsidne. 216 N Lee Street, Suite 312. Alexandre, VA 22316 Tampa, FL 36610 Job Truss Truss Type Qty Ply jPorkSqn, 1TnbecaiA111SA*TH T125J5371 P1966A-T FIA ROOFTRUSS 1 1 41 30 = Ix3 = Ix3 = 1 2 32 31 14 II 30 = 30 tx3 II 3 4 5 29 3x5 = V., 10:3arE5595gHBgKdROwR6OY2kwee-e_PduRXajgOcgdYK6yWuroiniZTNn03Ffo21gylKnW 1--3 OT., 3x6 FP = 3x4 = Ix3 II 4x5 = 6 7 8 9 1037 11 26 27 26 25 24 23 22 21 30 = 1x3 II 4x4 = 3x6 FP = Ix3 II 12 13 14 20 3x5 = 16-2-12 I 2116-6 Ir16-2-12 12.3-12 Plate Offsets (X.YI— 18:0.1-B.Edoel.125:0-1-8.Ed0el LOADING (psQ SPACING- 1-4-0 CSI. OEFL. in (hoc) Udell Ud TCLL 40.0 Plate Grip OOL 1.00 TC 0.76 Vert(LL) 0.18 26-27 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(TL) 0.28 26-27 675 240 BCLL 0.0 Rep Stress Inv YES WB 0.57 Hoa(TL) 0.03 24 n/a n/a SCOL 5.0 Code FBC2014/TPI2007 Matrix-S LUMBER- BRACING - PLATES GRIP MT20 2441190 Weight: 148 lb FT = 20%F, 11%E TOP CHORD 20 SP No.2(flat) "Except* TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, 7-16 20 SP No. 1(flat) except end verticals. BOT CHORD 20 SP No.2(flat) 'Except* BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. 22-32: 20 SP No. I(flat) WEBS 2x4 SP No.3(flat) REACTIONS. All bearings 12-7-4 except (lt=length) 32=0-8-0, 24=0-3-8 lb) - Max Uplift All uplift 100 lb or less at loint(s) 20 except 21=263(LC 3). 24=168(LC 7) Max Grav All reactions 250 lb or less at joints) 17. 18. 19. 20, 21 except 32=546(LC 1), 23=1337(LC 1) FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 32.33=542/0, 33-34=54210, 1-34=54210, 1-2=515/0, 2-3=126510, 3-4=1648/0, 4-5=1648/0. 5-6=-159610, 6.7=116510, 7-8=116510, 8-9=567/0, 9-10=587/0, 1437=0/1064, 11-37=0I1064 BOT CHORD 3431=0/992, 29.30=011521, 28.29=011681, 27-28=011515, 26.27=01587, 25-26=0I587, 24-25=28910, 23-24=289/0, 22-23=58610, 21-22-56610 WEBS 1-31=0/700, 2-31=-66310, 2-30z:0/380, 3.30=357/0, 11-21=0/547, 11-23=72610, 6.27=-492/0, 10-23=1100/0, 8-27=Or794, 1425=a11189, 8.26=405/0, 9-25=437/0 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) All plates are 3x3 MT20unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 20 except (ll=1b) 21=283,24=168. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-1Od (0131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard Philip J. O'Reeggan, PEFLLicense56126 6904 Parke East Blvd. Tempe, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verfly daslgn panarefers and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M I-7473 rev. 104=15 BEFORE USE. Design valid for use only with MTeW Connectors. This design is based onlyupon parameters shown, and o for an individual budding comforters, not alass system. Before use, the building designer must venlythe applicability ofdesign parametersand propertyincorporate thisdesign adothe overall budding design. Braang indicatedistoprevent bmIdmg ofindividual trussweb andfor chord members only Additional temporaryand permanent bracing is envoys required for stebdnfy and to prevent collapse with possible personal tryury and property damage For general guidance regarding thefabricalert, storage, delivery. erectwn and bracing oftrusses and truss systems, see ANSVIPII Quality Criteria, 05549 and SCSI Building Component 6904 Parke East MWSafetyInformationavailablefromTrussPlateInstitute, 218N Lee Street, Suite 312, Alexandria. VA 22314 Temps, FL 36610 Job Truss Truss Type Oty Ply Park Sq HnVTnbeca-1986-A-T T12535372IP198SA-7 FIB ROOFTRUSS 4 1 Job Reference (optional) Mid-FIDnela Lumber, D-1-8 H FL3&1 4x4 = 1x3 = 1x3 = 1 2 33 32 14 II 4x4 = Bartow. FL 31 8 130 s Sep 15 2017 MTek Industries, Inc Fri Nov 17 06:08:07 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-zk3?IHGdPz7gb81kGMDcJAEMw9k1J9BaEcpn3VyIMIM F112-iF14-0iF141.8—9" Sx12 = 3x4 = 1x3 II 4x6 = 1rr3 II 3x6 MT20HS FP = 3 4 5 6 7 8 9 10 11 30 29 28 27 26 25 24 23 22 3x6 MT20MS = 3x6 MT20HS FP = Sid 11 7x6 = 3x6 = 06 = 5,6 1x3 II 12 13 14 21 20 19 30 = 16 MT20HS = 15.3-8 14.3142fa 12 16-3.4 12.11.12 a 4 10.4 12-3-4 04140-54 0-1-11 LOADING (psq SPACING- 2.0-0 CSI. DEFL. in (loc) Vdefl Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(L-) -0.18 29-30 >999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.95 Ven(TL) -0.27 29-30 >706 240 BCLL 0.0 Rep Stress Ina YES WB 0.71 Horz(TL) 0.03 23 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD BOT CHORD 2x4 SP No.2(flat) *Except' 17-28: 2x4 SP No. I(flat) BOT CHORD WEBS 2x4 SP No.3(flat) *Except' 9-24: 2x4 SP No.2(flat) REACTIONS. (lb/size) 33=731/0-8-0, 17=4801"-O, 23=1888/0-8-0 Max Grav 33=769(LC 3), 17=570(LC 4), 23=1888(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1-33=763/0, 16-17-564/0, 1.2=719/0, 2-3=1740/0, 3.4=2208/0, 4-5=2208/0, 5-6=202010, 6.7=130819D, 7.8=3241472, 8-9=324/472, 9.11=0/1417, 11.12=553/689, 12-13=1157/284, 13.14=-1157/284, 14.15=1115/51, 15-16=503/0 BOT CHORD 31-32=0/1382, 3D-31=0/2073, 29-30=0/2213, 27-29=0/1827. 25-27=-483/324, 24-25=-472/324, 23-24=2157/0, 22-23=1970/0, 21-22=936/116. 2D-21=-468/963, 19-20=144/1242, 18.19=01961 WEBS 7-25=1077/0, 8-24=314/0, 9-23-2360/0, 1-32=0/977, 2-32=92310, 2-31=0/498, 3-31=-463/0, 5-29=328/0, 6-29=0/322, 6.27=779/0, 7-27=0/1482, 16-18=0/684, 15.18=638/6, 12.20=01396, 12-21=700/0, 11-21=01736, 11-22-1087/0, 9-22=0/1121, 9-24=012396 0-ka Scale 2 1.4116 3x4 = 1x3 = 114 = 15 16 37 36 r d16 17 3x4 = tx3 II PLATES GRIP MT20 2441190 MT20HS 1871143 Weight: 156 Ili FT = 20%F, 11 %E Structural wood sheathing directly applied or 64)-0 oc purlins, except end venicats. Rigid ceiling direly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated 3) All plates are 3x3 MT20 unless otherwise indicated. 4) 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. 5) CAUTION, Do not erect truss backwards. Philip J. O'Regan, PE FL License 58126 6904 Parke East Blvd Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE MU-7473 rev. INOWDIS BEFORE USE. Design valid for use only withWirrekm Connectors This design is based only upon parameters crown, and is for an individual building component, not a trusssystem. Befre use, the budding designer must verily the applicability of designparameters and property inborporale this design into the overall bugling design Bracing indicated is to prevent bucking of individual truss web andfr chord members only AOddxlnal lemprry aandpermanent to" is aevays required for stabddy end 10 prevent collapse with possible persorW injury and property damage. For general guidance regarding the fabrication. storage, delivery, erection and bracing ofutilitiesandtrusssystems, see ANSVTPI1 Quality Criteria, DS049and BCSI Building Component 6904 Parke East Blvd Safety InformationavailablefromTrussPlateInstnute, 21B N Lee Sbeet. Suite 31Z Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Paris Sill Hmrrribeca-1986-A-T T12535373IP1986A-T FiC GABLE 1 1 Job Reference (optional) Mtd-Fonda Lumber. Bartow, FL. d-k6 1 2 3 4 5 6 7 a 9 48 47 46 45 44 43 42 41 40 8 130 s Sep 15 2017 MTek Industries, Inc Fri Nov 17 05:03,08 2017 Page 1 ID.3zzrE5595gHBgKdROwR6OYzkwee-RwdN WdGFAGFgCI Kxg3YrtOngiVw2nzkTGYKbxyl MIL Oka Scale =145a 3A FP = 10 11 12 13 14 15 39 39 37 36 35 34 3xa FP = 16 17 16 19 20 21 22 23 24 33 32 31 30 29 29 27 26 25 12.11.4 14.3.4 15.7-4 12..10 7.1 14 ILI11.4 l 2 1 i 7..7J El14 114-04214-0 M14 266-a24-1-01a V-04 217 7-04fitLtH4741fit2427 13.4-01 1-04..134 1.2 4. 1114a411 0412 47-5 1.2-4 LOADING ( psf) SPACING- 2-0-0CSf. OEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a We 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 000 25 n/a We BCDL 5.0 Code FBC2014/TP12007 Matrix-R Weight: 123 lb FT a 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(8al) TOP CHORD Structural wood sheathing directly applied or 6-" oc puffins, BOT CHORD2x4 SP No.2(flal) except end verticals. WEBS 2x4 SP No.3(Ilat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(0at) REACTIONS. All bearings 28.6-8. tb) - Max Grav All reactions250 lb or lessat joints) 48, 25, 36, 37, 39. 40, 41, 42. 43, 44. 45, 46, 47. 35. 34, 33, 32, 31, 30, 29, 2a, 27, 26 Philip J O'Regan, PE FL License 58126 FORCES. ( tb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. 6904 Parke East Blvd. Tampa, FL 33610 NOTES- 1) All plates are 1 x3MT20 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 a diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0oc and fastened to each truss with 3-10d (0.131" X 3") nails. SVongbacks 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 - Verily da&Vn parameters and READ NOTES ON TIES AND INCLUDED MTEK REFERENCE PAGE NO.7473 rev. 100=015 BEFORE USE. Design valid for useonly with MITekS connectors. This design is based only uponparameters shown, and its tar an admdual budding component, not a truss system. Before use, the budding designer must verity the appraGbty of design parameters and property incorporate this design ono the overall bWdrng design Bracing uMrruted is to preventbucking of individual buss web andfor chord members only. Additional temporary and permanent bracing is always required for stability arM to preventcollapse with possiblepersonal Injuryand property damage. For general guidance regardaq the fabrication, storage, delivery. erection and bracing of trussesandtrusssystems. $ee ANSVTPII Quality CdWda. OSS49 andSCSI Building Component 6904 Parke East Blvd SafelyInformationavadablefromTrussPlateImadute, 218 NLee Street. Sucre 312. Alexandria, VA 22314. Tampa. FL 36610 b Truss Truss Type Oty Ply Park Sill Hm/Tnbeca-1986-A-T rP1 T12535374 98BA-T F2 ROOFTRUSS 1 1 Job Reference (optional) mra-monaa LUITIDer, flanow, I'L. 0.1.8 H I 4x4 = 1x3 = Ix3 = 3x5 = 1 2 3 3 2 u.13u s sep 1S zun Mn ex mausines, mc. i-n Nov 11 0b:uB•09 zu11 rage 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-v6BmjzHbraNXgSv7On34ObJfwtOAn4KIiMuBDyIMIK 16 = tx3 II 4 5 Scale. 3/r--V 16 FP = US = 4x6 = 6 7 8 9 10 44 I.Sx4 11 4x5 = 3xB MT20HS FP = US = 4x6 = 3x5 = 7.10.8 &„-2 19.14f7.10-8 10.2-2 I Plate Offsets (X,Y)— 11 •Edae,O 1-81 LOADING (psf) SPACING- 2-00 CSI. DEFL. in (loc) Uden L/d PLATES GRIP TCLL 4D.0 Plate Grip DOL 1 DO TC 088 Vert(LL) -030 14-15 >761 360 MT2D 244119D TCDL 10.0 Lumber DOL 1.00 BC 0.90 Vert(TL) -047 14-15 >484 240 MT2DHS 1871143 BCLL D. 0 Rep Stress Iner YES WB 0.66 Horz(TL) 0 D7 11 nla nla BCDL 5. 0 Code FBC2014/TPI2007 Maft-S Weight: 99lb FT = 20%F, 1156E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, BOT CHORD 2x4 SP No.2(nat) *Except* except end verticals. 11-18: 2x4 SP DSS(flat) BOT CHORD Rigid ceiling directy, applied or 104)-0 oc bracing WEBS 20 SP No.3(flat) REACTIONS. (lb/ size) 21=1034/0-0-0, 11=1034/Mechanical FORCES. (lb) - Max. CompJMax. Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-21=1027/0, 10-11=1D27/0, 1-2=100310, 2-3=257910, 3-4=3547/0, 4-5=3966/0, Philip J O'Regan. PE 5-6=3966/0, 6-8=3574/0, 8-9=2608/0, 9-10=1048/0 FL License 58126 BOT CHORD 19.20=0/1940, 17-19=0/3184, 16-17=0/3966, 15-16=0/3966, 14-15=0/3886, 13-14=0/3217, 69D4 Parke East Blvd 12-13= 0/1978 Tampa, FL 33610 WEBS 10. 12=011395. 1-20=0/1364. 9-12=1294/0. 2-20=130310, 9-13=0/876, 2-19=0/889, 8-13=$47/0, 3-19=-843/D, 8-14=0/497, 3-17=0/573, 6-14=14310, 4-17=768/D, 6-15=219/504 NOTES- 1) Unbalanced floor live loads have been considered for this design 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 3x3 MT20 unless otherwise indicated 4) Refer to girder(s) for truss to truss connections 5) 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. 6) CAUTION, Do not erect truss backwards Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - V design rr1 city p Parameters and READ NOTESON /M5 AND INCLUDED IIaTEK REFERENCE PAGE MII.7Q3 M. faN3R015 BEFORE USE. Design valid fix use only with MTeIA connectors. This design is based only upon parameters shown, and is for an individual buildup component, not a Miss system Before use, the budding designer must verify the applicability of design peramelers end property incorporate this design I do the overall KIM budding design Bracing indicated is to prevent buck! 9 at individual bud webandfor chord membersonly AdddoWltemporary and permanent brar:thg isalways required for stabilityand to prevent collapse with possible personal ut uryend properly, damage. For generalguidance regarding the MM f rtincaborkstorage, delivery, erection and bracing of trusses and truss systems, we ANSUTPIIOualdy Criteria. DSMS end SCSI Building component 6904 Parke East BIM Safely Intomuuon available from Truss PlateInstitute. 218 N Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 38810 Job Truss Truss Type city Ply Park Sq Hm/rribece-1986-A-TI T12535375 P1986A-T F3 ROOF TRUSS 3 1 Job Reference(optional) Mid -Florida Lumber, Bartow, FL. 0.1-8 1-1 r 130 l 234 = 8.130 s Sep 15 2017 MTek Industries, Inc Fri Nov 17 05.08:09 2017 Page 1 10:3zzrE5595gHBgKdROwR6OYzkwee-v6BnyzHtxaNXgSv7On34obJgrzb4nDttiwluSOyl MIK Scale - 1 13.2 31x3 11 41x3 11 510 = 63x3 11 3x6 = 34 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. to loc) Well Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.18 Vert(LL) 0.02 9-10 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.21 Vert(TL) 0.03 9.10 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.13 Horz(TL) 0.00 7 n1a n/a BCDL 50 Code FBC2014/TPI2007 Matrix-S LUMBER- BRACING - PLATES GRIP MT20 2441190 Weiaht: 40 lb FT = 20%F. 1196E TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, SOT CHORD 20 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10 0 oc bracing. REACTIONS. (Ib/sae) 10=370/0-4-0, 7=376/Mechanical FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown TOP CHORD 2-3=522/0, 3.4=522/0. 4-5-52210 BOT CHORD 9.10=01349, 8.9=0/522, 7-8=0/350 WEBS 5.7=46610. 2-10-46110. 5-8=0/268, 2.9=0/269 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strangbacks, 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 theirouter ends orrestrained by other means. 4) CAUTION, Do not erect truss backwards. Philip J. O'Regan, PE FL License 56126 6904 Parke East Blvd Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - VerNy dwpn perameras and READ NOTES ON DOS AM INCLUDED WTEK REFERENCE PAGE MI1-7472 rev. MARMON BEFORE USE. OesW valid for use onlywith MTeItdt, connectors This design is band only upon parameters shown, and isfa an Indnidaal buildup component, not a truss system. Before use, the building designer must vedty the applicability of design parameters and properly mcorperale this design into the overall bubdurg design Bracing indicated isto prevent balding of individual buss web a dlor lord members only. Additional lempormy and permanent bracingissrwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregarding00 labrrcaudin, storage, delivery. inaction and bracing oftrussesandtruss systems, sea ANSVTPII Quality Criteria, OSS49 and SCSI Building Component 6904 Perks East Blvd Sately Information available from Tarn Plate Insiduse, 218 N Lee Street, Suite 31Z Alexandria. VA 22314. Tempe. FL 36610 Job Truss Truss Type Oy Ply Park Sq HMTribeca-198r1-A-T T12535376IP1986A-T F3A GABLE 1 1 Job Reference (optional) Nero-rlonaa Lumoer, tranow, I-L. 134 11 2 4 B.13u s bep 10 zui t ml i eK mausmes, mc. rn Nov w uo:un:iu zu1 f rage i ID.3zzrE5595gHBgKdROwR6OYzkwee-NJIBxJIViuVOScTJxUaJwpsODM OWhTlxalRggylMU Scale= 1:132 5 6 7 3x3 11 14 13 12 11 10 9 8 10 = 3x3 II LOADING (psf) SPACING- 2.)-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Ven(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Ven(TL) n/a n/a 999 BCLL 0.0 Rep Stress Inv YES WB 0.03 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Mabtx-R Weight 36 lb FT = 2D%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(0at) TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins, BOT CHORD 2x4 SP No 2(flat) except end verticals. WEBS 2x4 SP No.3(IW) BOT CHORD Rigid ceiling directly applied or 10.0.0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 7-1-0 lb) - Max Grav All reactions 250 lbor less at joints) 14, 8, 11, 12, 13, 10, 9 FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) All plates are Ix3 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 14-0 oc 5) Recommend 2x6 strongbacks, on edge, spaced at 1D-0-0 oc and fastened to each truss with 3.10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. Philip J O'Regan, PE FL License 58126 69D4 Parke East Blvd Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vardy chslpn parameters and READ NOTES ON "Its AND INCLUDED MTEK REFERENCE PAGE 0140-7473 ter. 100=01S BEFORE USE. Design valid for use only with MUM connectors. This design is based only upon parameters shown, and is foran indwrdual building con"Rem, nor - a trusssystem Before use, the budding designer must verdy Meapplicability of designparameters end propertyincorporate this designinto the overall budding design Bracing indicated is toprevent buctddrg of individual truss web and/or chord members only. Aodsronal temporaryandpermanentbring is always required requiredfor stability and toprevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of hissesand truss systems, see ANSVTPII Quality Criteria, OSB49 and SCSI Building Component6904 Parke Fan Blvd SafetyInformationavailablefromTrussPlateInstdute, 218 N. Lee Street, Susie 312. Alexandria, VA 22314 Tampa, FL 3651D Job Truss Truss Type oty Ply Park SQ HMrribece-1986-A-T T12535377IP1986A-T F38 ROOF TRUSS 1 1 Job Reference (optional) Mid-Flonda Lumber, Bartow. FL. alp 8.130 s Sep 15 2017 MiTek Industries, InC Fn Nov 17 05:05:10 2017 Page 1 10:3zzrES595gHBaKdROwR6OYzkwee-NJIBxJ[ViuVOScTJxUaJwps?UMvAWg01 xa1 RggyIMU Scale = 1:13.2 2 3x3 = 3 1)0 11 a 1)0 11 5 3X3 = 6 3x3 11 3x6 = 3x6 = LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.19 Vert(LL) -0.02 10-11 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.27 Vert(TL) -0.03 10-11 >999 240 BCLL 0.0 Rep Stress Ina YES WB 0.12 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-P Weight: 40 lb FT = 20%F, 1196E LUMBER- BRACING. TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0411 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(8at) BOT CHORD Rigid ceiling directly applied or 1a0-0 oc bracing. REACTIONS. (lb/size) 11=3161a3-8, 7=306/Mechanical, 9=124/0.3-8 Max Grav 11=323(LC 3). 7=306(LC 1). 9=174(LC 8) FORCES. (Ib) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=39010, 3-4=390/0, 4-5=390/0 BOT CHORD 10-11=01295, 9-10=01390, 8-9=0/390, 7-8--=68 WEBS 5.7-35710. 2-11=38910, 5-8=55/261 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) fortruss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0 131' X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means 4) CAUTION, Do not erect truss backwards. Philip J. O'Regan, PE FL License 56126 6904 Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE M1L7473 rev. IGMJP 1S BEFORE USE. Design valid for use only with sNT010 connectors. This design is based only upon parameters sriown, and is for an individual building component. M a truss system Before use, the budding designer must wady the applicability ofdesign parameters and property irRWporale this design into the overall building design Smong indicated a to prevent buckling of individual truss web andfor chord members or y. Addaronal temporary and permanent bracingisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalayuryandpropertydamage. For general guidanceregardingthe is fabrication, storage, delivery, erection andbracingoftrusses andtruss systems. see ANSIRPII Quality Criteria, 03849 and BCSI Building Component SSW Parke East Blvd. Safety inforrtadon available from Tens Plate Imadtae. 218 N. Lee Street, Suds 312, Alexandra. VA 22314. Tampa, FL 36610 b Truss Truss Type City Ply Park Sq Hm/Tnbeca-1986-A-TrP11 T12535378 986A-T F3G ROOF TRUSS 1 1 Job Reference (optional) mlo-i-ionaa Lumber, tianow, I-L. 12 a1 H i ta-o I b riu s step a zut t miiex inausmes, inc. rn Nov 1I ub:va:11 zut f rape 1 ID.3zzrE5595gHBgKdROwR6OYzkwee-rVJWBIJ7TBOF 312WB5YTOPSgmBTF5TA9En?CGO MII 2x6 11 36 11 2x6 11 2x6 11 3x6 11 3x6 11 1 2 3 4 5 13 6 3x6 = 346 = Scale = 1:13 2 LOADING (ps1) SPACING- 2-0.0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 0.47 Vert(LL) -0.02 7-0 >999 360 MT20 2441190 TCDL 10 0 Lumber DOL 100 BC 0.59 Vert(TL) -004 7-8 >984 240 SCLL 0.0 Rep Stress Incr NO WB 0.24 Horz(TL) 0 Ot 7 nla nla BCDL 5.0Code FBC2014/TP12007 Matrix-P Weight: 49 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 640 oc purtms, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. ( lb/size) 11=315/0-4-0, 7=929/Mechanical, 9=436I0.3.8 FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 6-7=261/0, 2-3=-414/0, 3-4=-41410. 4-5=-41410 BOT CHORD 10-11=0/291, 9-1D=0/414, 8-9=0/414, 7-8=0!775 WEBS 5-7=1008/0, 2-11=37410, 5-8=-654/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections 3) Recommend 2x6 strongbacks, on edge, spaced at 1D-" oc and fastened to each truss with 310d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) ID14 lb downat 5-11-12 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (9). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 7-11=10, 1-6=100 Concentrated Loads (III) Van: 13=935(1`) Philip J. O'Regan, PE FL License 58126 69D4 Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies ram, OWARNING . Vanity design parameters and READ NOTES ON DOS AND INCLUDED MITEX REFERENCE PACE Ma•7473 rev. 1802/MS BEFORE USE. Design valid for use only with MiTekm WiVI*Clors The design is band only upon parameters shorn, and is for an individual bull" component, not a truss systemBefore use, the bu9dxigdesigner Must veritytheapplic bilay 01 design paramrersand property rMbrpofre thedesign intotheoverallsm budding design Bracing indicated is to Wavers buckling of individual bins web anror chord members only. Additional temporary and permanentbracing is always repuired for stability and to proverscollapse with possible personal injury and property damage. For general guidance regarding the Im fabricalion storage, delivery, region and bracing of busses and truss systems, see ANSMI1 Quality Criteria. OSS49 and SCSI Building Component 8904 Perlis East Blvd SrryInformationavailable, from Truss Plate Institute. 210 N Lee Street. Sue* 312. Aksandna, VA 22314 Tampa, FL 38810 Job Truss Truss Type Oty Ply Park Sit Hmrrnbeca-19WA-7 T12535379IP1986A-T F5 ROOF TRUSS 1 1 Job Reference (optional) Mld-Florida Lumber, Bartow, FL. B 13u s 5ep 15 Zui 7 Miiex maustnes. Inc. rn Nov 17 ub.ua iz zu1 / Paget 10:3..W5595gHBgKdROwR60Ybcwee JhWI JIEVI6hvdi3vcn0Exl_Ag9_bkKOuWYkiyIMIH Scale - 1.17 6 Ito II 1x3 II 3x6 = 1 3x6 — 2 3 4 5 6 12 11 10 9 8 7 LOADING (PSO SPACING- 2-0-0 CSI. DEFL. to (loc) IldeB Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 038 Vert(LL) n/a n/a 999 MT20 2441190 TCOL 10.0 Lumber OOL 1.00 BC 0.05 Vert(TL) n/a n/a 999 SCLL 0.0 Rep Stress Inv YES WB 0.05 Horz(TL) 0.00 7 n/a n/a SCOL 5.0 Code FBC20141TPI2007 Matrix-S Weight: 53 Ili FT = 20%F, 1196E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(fkd) TOP CHORD Structural wood sheathing directly applied or 9-7-6 oc purlins, BOT CHORD 20 SP No.2(flat) except end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6.0-0 oc bracing: 9-10. REACTIONS. All bearings 9-7-8. Ib) - Max Grav All reactions 250 Ili or less at joint(s) 12, 7, 8, 11 except 9=250(LC 1), 10=250(LC 1) FORCES. (lb) -Max. CompJMax. Ten. - Ala forces 250 (lb) or less except when shown. NOTES- 1) All plates are 3x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord beanng. Philip J. O'Regan, PE3) Recommend 2x6 strongbacks, on edge, spaced at 10-" cc and fastened to each truss with 3.10d (0.131" X 3") nails. FL License 58126 Strongbacks to be attached to walls at their outer ends or restrained by other means 6904 Parke East Blvd. Tampa. FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 6. "a 0 WARNING • VsNy design parameters and READ NOTES ON INS AND INCLUOEO AO7EK REFERENCE PAGE UX7473 rate. 164=015 BEFORE USE. Design valid for use only with MTek® conneckirs. This design is based onlyupon parameters shown, and O for an oulrvidual building component, not truss system. Before use. the building designer must verity the applicability of design parameters and propedy incorporate this design into the overall Ouddrng design. Bracing indicated is toprevent buck" of mdmdual trussweb and/or chord members only. Additional temporary and permanent bring Isalways required for stability and toprevent collapse with possible personal Iniury and property damage. For general guidance regarding One fabrication. storage. delivery. erection and broang of busses and truss systems. see ANsirmi Ouallty, Cnteda, OSBa9 and SCSI Building component 6904 Parke East Blvd Safety Information available from Truss Plata Insblute, 216 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type oy Ply Sq Hm/Tnbeca-1986-A-T T12535380TjObP1986A-T F6 ROOF TRUSS 3 eference o bonal Nuo-Fiona Lumber, 08110W, VL. 6.13D s sep 15 ZD77 Meek maustnes, mc. rn Nov 17 Dwwiz'zUl f Paget ID:3zzrE5595gHBgKdROwR6OYzkwee-PubuL JIEMShvdi3vcnOExM2Afw_a4KOuWykiyIMIH 8 3x6 = i 1 16 = 2 1x3 II 3 1x3 II 4 Stale = 1:9 4 3x3 = 3x3 = 8 7 6 5 3x3 II 3)a II 3-7-8 3-7-8 LOADING (psq SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.12 Ven(LL) -0.00 7 >999 360 MT20 244119D TCDL 10.0 Lumber DOL 1.00 BC 0.07 Vert(TL) -0.00 7 >999 240 BCLL OD Rep Stress Ina YES WB 0.09 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix-S Weight: 25 lb FT = 20%F, 11%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(Oat) TOP CHORD Structural wood sheathing direly applied or 3-7-8 or puffins, BOT CHORD 2x4 SP No.2(0at) except end verticals. WEBS 2x4 SP No.3(Oat) BOT CHORD Rigid ceiling directly applied or 10-0-0 or bracing. REACTIONS. (Ib/size) 8=186/Mechanical, 5=186/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 sirongbacks, on edge, spaced at ID-" or and fastened to each truss with 3-10d (D.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means. Philip J. O'Regan, PE FL License 58126 6904 Parke East Blvd Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verify design parameters and READ NOTES ON TNIS AND INCLUDED aeTEK REFERENCE PACE 111II.7473 rw. IM3*015 BEFORE USE. 1 Design valid for use only with MTeIdD Connecters This design is based only upon parameters shown, end is for an indwrdual buildup Component, not truss system Before use. the budding designer must verily the applicability of design parameters and property incorporate this design into the overae Duddmg design. Bracing indicated isto prevent buckling ofindividual truss web andfof citont members only. Additional temporary end permanent bracing MIRiItalwaysrequiredtotstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For generalguidance regarding the fabneation, storage, delivery, areaion and bracing of trusses and wits systems, see ANSVIPII Oualky Criteria, DS"9 end SCSI Building Component 89oe Parke Fast BIWSafetyinformationavauablefromTrussPlateInsutule, 218 N. Lee Street, Suite 312. Alexandria, VA 22314 Tempo, FL 3661D Job Truss Truss Type oty Ply Park Sq Hmfrribeca-1986-A-T T12535381IP1986A-T F6A GABLE 1 1 Job Reference (apt Mid-Flonda Lumber. Barlow, FL. 8.130 s Sep 15 2017 MiiTek Industries, Inc. Fn Nov 17 05 08:13 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYrkwee-ouOGZKKN?ptzJ3Cudc7OYRUYpa?Tj2JTdYG5H9ylMIG 2 14 II 3 Ix3 II 4 U3 11 a 7 6 5 34 II IX3 II 1la II 34 II Scale - 1:9 4 LOADING (psf) SPACING- 2-0411 CSI. OEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.06 Vert(LL) nla n/a 999 MT20 2441190 TCDL 10.0 Lumber OOL 1.00 BC 0.01 Vert(TL) n/a nla 999 BCLL 00 Rep Stress Ina YES WB 0.02 Horz(TL) 0.00 5 n1a Na BCDL 50 Code FBC2014/rP12007 Matrix-R Weight: 20 lb FT - 20%F, 11%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-8 oc puriins, BOT CHORD 2x4 SP No.2(0at) except end verticals. WEBS 20 SP No.3(Oat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. OTHERS 2x4 SP No.3(Oat) REACTIONS. All bearings 3-7-8 Ib) - Max Grav All reactions 250 lb or less at joint(s) 8, 5, 6, 7 FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) orless except when shown NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 14-0 oc. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-041 oc and fastened to each truss with 3/0d (0 131" X 3") nails. Strongbacks to be attached to walls at theirouter ends or restrained by othermeans. Philip J. O'Regan. PE FL License 58126 6904 Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verdidesign parameters andREADNOTES ON Iles AND INCLUDEDAUTEK REFERENCE PAGE Ma-7473 nrv. 10107420/5BEFORE USE. Design valid foruse only with MTek® connectors. This design is based ordyupon parameters shown, and is for an individual budding component. not truss system. Before use, the budding designer must Welty the applicability Mdesign parameters and property incorporate this design into the ovaaa budding design Bracing indicated isto prevent buc N Of lndMdWl truss web andldr Chord members only. Additional temporary and permanent bracing is diversrequired for stability and toproved collapse with possible personalmiury and property damage For general guidance regardingthe fabrication. storage, delivery, erection and bracing of trusses and lass systems. see ANSUTPI/ Duality Crherle. OSS419 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Pole Institute. 216 N. Lee Stree, Suite 312. Absandna, VA 22314 Tampa FL 36610 Job Truss Truss Type Oy Py Park Sq Hm/rribeca-1986-A-T T12535382 P1986A-T FTt FLOOR 1 3 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Nov 17 05 06:14 2017 Page 1 ID:3zzrES595gHBgKdROwR6OYzkwee-G4_f ngLOm6?gwDn4AKeGSfIW_BFSMZcrC'IfpbylMIF 261D14 2.4b 1•b12 Z- 6 3fi6 3lrS 3t>•8 U 1.3.12 1 ta•to Scale = 1.49.2 1.Sx4 II axe = tx4 II US = US II 4xB = Sx5 = 44 = 1.4 II 3x6 = 1 5x4 II 1 2 3 4 5 6 7 B 9 10 11 20 21 19 22 23 16 24 25 17 26 16 15 14 13 12 40 = US = 2x4 II Sx10 MT20HS = 2x4 II UB = 20 II 4xB = 4x4 = 3.8.2 7-2.8 10.8.14 143d 17.9.10 21<-0 24.10$ 26-10.14 28ta8 r 3 &2 3 3 1366 3b 1-7 10 i Plate Offsets (X.Y)— 17.0-2-8.0-3-01,117:0.5-0.0-4-121 LOADING (psq SPACING- 1-3-0 CSI. DEFL. in (loc) Uden Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Ven(LL) 087 16-17 >390 36D MT20 244/190 TCDL 10.0 Lumber DOL 100 BC 0.65 Ven(TL) 1 34 16-17 >253 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr NO WB 0.60 Horz(TL) 0.09 12 nla n/a BCDL 5.0Code FBC2014rTP12007 Matnx-MS Weight 469 lb FT = 20% LUMBER. BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-0 oc punins, BOT CHORD 2x6 SP DSS except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. ( lb/size) 20=2765/D•74, 12=1644/0.7.4 FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2-29B/0, 2-3=453910, 3.4=858810, 4-5=15770/0, 5-6=15770/0, 6.7=1272810, 7- 8=12728/0, 8-9=524610, 9-10=52DOI0 BOT CHORD 19.20=015632, 18.19=0114514, 17.18=0/14514, 16-17=D/16595, 15.16=0/16595, 14- 15=0/9963, 13.14=019963, 12.13=013436 WEBS 3-19=•296/ 0, 4411=0/954, 6-16=01965, 9-13-272/0, 4-19=612210, 4-17=011301, 6.17=454/0, 8-13=-4873/0, 8-15=0/2865, 6.15=400710, 2.19=013784, 2-20=5811/0, 10-13=012297, 10. 12-3563/0 NOTES- 1) 3-ply thus to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4. 1 row at D-7-0 oc. Bottom chords connected as follows, 2x6 - 2 rows staggered at 0-9-0 oc Webs connected as follows: 20 - 1 row at 0-9-D 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) All plates are MT20 plates unless otherwise indicated. 4) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 369 lb down at 2.1-0, 369 lb down at 4-1- 0, 369 Ib.down at 6-1-0, 369 lb down at 8.1-0, and 369 lb down at 9.7-8, and 622 lb down at 13-4-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 6) Due to span to depth ratio of this truss, the floor may exhibit objectionable vibration and/or deflection. Building designer to consider providing means to dampen possible floor vibration. LOAD CASE(S) Standard 1) Dead + Floor Live ( balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Van: 1-11=-63, 12-2D=-6 Concentrated Loads (lb) Vert: 21=369(1`) 22=369(F) 23=-369(F) 24=369(F) 25=369(F) 26=-622(F) Philip J O'Regan, PE FL License 58126 6904 Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verity design parameters and READ NOTES ON INS AND INCLIIODED deTEK REFERENCE PAGE 1101.7473 rev. I&MOfS BEFORE USE. Design valid for use only with MTekae connectors This designis based onlyupon parametersshown• and is bran individual budding component• not a truss system Before use, One building designer must verilythe applicability Ofdesign parametersand property incorporate this design into theoverall buddingdesign Bracxigindicated is to prevent bucking ofmilmdualtons web and/or tliwd members only. Additional temporary and permanent bra ing isalways required for stability and to prevent collapse withpossiblepersonal injury and properly damage For general guidance regarding the Ufa fabricator, storage• delivery• erection and bracing of busses and truss systems. we ANSVTPI1 Quality Critena, DSB49 and BCSI Building Component 6904 Parke East Blvd Safety Irdomiallon available from Truss Prsle Institute. 218 N. Lee Street. Side 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/rribeca-1986A-T T12535383 P1986A-T FT2 FLOOR 1 2 Job Reference (optional) Mid -Florida Lumber, Barlow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc Fri Nov 17 06.08:14 2017 Page t 10:3zzrE5595gHBgKdROwR6OYzkwee-G4 kngLOm6?gwDn4AKeG51leS_AuSJ8crC?fpbylMIF I 2-6-11 ( a-n-10 7-4.9 9-11A 2S7 t 2-t5 2.4.15 2-6-11 Scale = 1:18 4 1 6x6 = 30 11 LOADING (psf) SPACING- 1-0-0 TCLL 40.0 Plate Grip DOL 100 TCOL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Ina NO SCOL 5.0 Code FBC2014rrP12007 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x6 SP No.2 WEBS 20 SP No.3 REACTIONS. (lb/sae) 10=1837/0-4-0, 6=1998/0.7-4 US MT20HS = 6x6 = 30 II CSI. DEFL. in loc) Udell Ud PLATES GRIP TC 0.38 Verl(LL) -0.07 6 999 360 MT20 2441190 BC 0.74 Verl(TL) -0.11 8 999 240 MT20HS 187/143 WB 0.62 Horz(TL) 0.01 6 n/a n/a Matrix -MS Weight: 111 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=1637/0, 1-2=3350/0, 2-3=335010, 3-4=3490/0, 4-5=-349010, 5.6=1690/0 BOT CHORD 9-10=0/276, 6-9=014868, 7-0=0/4868, 6.7=0/293 WEBS 1-9=0/3308, 2-9=775/0, 3-9-163410. 3-8=0/349, 3.7=148310, 4-7=76710, 5.7=013440 NOTES - I) 2-ply truss to be connected together with 1Od (0.131"x3') nails as follows Top chords connected as follows, 20 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0.9-0 oc. Webs connected asfollows 20 - 1 row at 0.9-0 cc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8). unless otherwise indicated. 3) All plates are MT20 plates unless otherwise indicated. 4) Girder carries tie-in span(s): 7-0-0 from 0-" to 9-114 5) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outerends or restrained by othermeans. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 181 lb down at 3.9-12. and 181 lb down at 5-9-12, and 181 lb down at 7-9-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform.Loads (pit) Vert: 1-5-330, 6-10=5 Concentrated Loads (lb) Vert: 6=-66 11=181(B) 12=181(8) 13=181(8) Philip J O'Regan, PE FL License 58126 6904 Parke East Blvd Tampa. FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 4 O WARNING - Verify design parameters and READ NOTES ON 1T0S AND INCLUDED AUTEK REFERENCE PAGE Ma-7472 rov. 14011114015 BEFORE USE. Design valid for use onty with MTek® connectors. This design is based Only Upon parameters shown, and is far an sWwidual bWOmg component. not awas system Before use, the buddap designer must verily theapplicability ofdesign parametersand propertyuioorporale Nisdesign intothe overall buildupdesign Bracing indicatedistoprevent bucNingofindividual trussweb andler Chord members only. Additional temporaryand permanent bracing is sways required for slab8ay and to prevent collapse with possitile personal irqury and property damage For general guidance regarding the fabnction, storage, delivery, erection and bracing oftrusses and Wu systems. an ANSVIPft Quality Criteria, 05649and SCSIBuilding Component 69N Parke East Blvd Safety Irdomuaon available from Truss Plate Institute, 218 N. Lee Street, Sude 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Sill Hm/Tribeca1986-A-T T12535384Joat"ReferenceP1986A-T FT3 FLOOR 1 nG optional) Mid -Florida Lumber, Ballow, FL 3.2-3 1 4x4 = 2x4 11 8 130 s Sep 15 2017 MTek Industries, Inc Fri Nov 17 06.-W:15 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzltwee-kGYt OMeX07hYNMHk1AVdsZrxNWBs9nAsICL1yIMIE 3.0.7 4x4 = 3.2.3 4x4 = 2x4 11 Seale - 1.17 5 LOADING (psf) SPACING- 2-" CSI. DEFL. in loci) Well Lid PLATES GRIP TCLL 40 0 Plate Grip DOL 1.00 TC 0.21 Vert(LL) -0.D4 6-7 >999 360 MT20 244119D TCDL 10.0 Lumber DOL 1.00 BC 0.34 Vert(TL) -0.DS 6-7 >999 24D MT20HS 1871143 BCLL 0.0 Rep Stress Intl NO WB 0.39 HOIz(TL) D.OD 5 n/a n/a BCDL 5 0 Code FBC2014/TP12007 Matrix -MS Weight 104 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/sae) 8=859/D-74, 5=733/0.3.8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=653/0, 1-2=1709/0, 2-3-1709/0, 3.4=1686/D, 4-5=647/0 BOT CHORD 6-7=0/1686 WEBS 1-7=0/1623, 2.7=286/0, 3.6=308I0, 4.6ro/1621 NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows Top chords connected as follows, 2x4. 1 row at D-9-D oc. Bottom chords connected as follows: 2x6.2 rows staggered at 0-9-0 oc. Webs connected asfollows: 2x4 - 1 row at D-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) All plates are MT20 plates unless otherwise indicated. 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 walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 176 lb down at 2-1-8, and 176 lb down at 4-1-8, and 176 lb down at 6-1-8 on bottom chord The design/selection of such connection device(s) is the responsibility of others. LOAD CASES) Standard 1) Dead + Floor Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniforr. Loads (plf) Vert: 1-4=100, 54 -10 Concentrated Loads (lb) Vert: 8=64 6=176(B) 9=176(8) 10-176(8) Philip J. O'Regan, PE FL License 58126 6904 Parke East Blvd Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - VMfy designperemefemand READ NOTES ONTNIS ANDINCLUDED MITEK REFERENCE PAGE M/F7472 M. taNL2015 BEFORE USE. Design valid for use only with MTek® connectors This design ds based only upon parameters shown, and a for on Incmdual budding component, net atrusts system Before use, the budding designer must verify the applicability of design parameters and property incorporW athis design into the overall bude no design Bracing Indicated itsto provers twedup ofindividual trussweb andfor chordmembers only. Additionaltemporary and permanent bracing isasosys requiredfor stabdey and to prevailcoiispse cosh possible personal injury and property damage. For generalguidance regarding the No fabrication, storage. delivery, erection and bracing of trusses and truss systems, we ANSVTPI1 Ouslhy Criteria. DSB49 and BCSI Building Component 6904 Pane East BNdSafetyInformationavailablehomThusPlsaeInsmute. 218 N LeeStreet. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type Oty Ply Park Sq Hm/Tribeca-19WA•T JJob T12535385 P1986A-T J3 JACK 3 1 Job Reference o tional Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc Fri Nov 17 06:08:15 2017 Page 1 10:3zzrE5595gHBgKdROwR6OYzkwee-kGY 1 OMeXO7hYNMHk 1AVdsZtnNg VW"rrAsICL 1ylMIE 1.0.0 3-0.0 1-0-0 3-0-0 Scale: 1 1' 20 LOADING (psf) SPACING- 2.0.0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) -0.00 4-7 999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 4-7 o,999 180 BCLL 00 ' Rep Stress Ina YES w8 0.00 Horz(TL) 0.00 2 We Na BCDL 10.0 Code FBC2014frP12007 Matrix -MP weight. 11 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. 80T CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1G.0.0 oc bracing. REACTIONS. (Ib/size) 3=71/Mechanical, 2=188/0-6-0, 4=36/Mechaniwl Max Horz 2=74(LC 8) Max Uplift 3=34(LC 8), 2=66(LC 8) Max Grav 3=71(LC 1), 2=188(LC 1). 4=52(LC 3) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCOL-3.Opsf; h=25ft; B=45ft; L=24ft, eave=oft; Cal. II; Exp 8; Encl.. GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girders) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 34 lb uplift at joint 3 and 66 lb uplift at joint 2. Philip J. O'Regan, PE FL License 58126 69N Parke East Blvd Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARMNO • V use o ty with Weida co nect HEAD NOTES is based AND INCLUDED asters REFERENCE PAGE MIF7Q7rail. building co e15BEFORE USE. Design veld foruse onlywith Weida connectors. This designle basedonlyupon parameters shown, andh foranudnrldud buldngcemponent, rtot a truss system Before use. the building designer must verify the applicability of design parameters andproperty incorporate this design into the overall building design. Bracing mdwted isto prevent buddohg of individual truss web andlen chord members only. Additional temporary and permanent bracing is ativays required for stability and to prevam collapse with possible personal inlury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing oftrussesandtruss systems, see ANSIRPN Quality Crlterla, 05"S and SCSI Building Component 01904 Parke East 81W SafetyInformation available from Tess Ptate Institute, 218 N. Lee Street, Suite 31Z Alexardna, VA22314 Tampa, FL 36610 Job Truss Truss Type Oy Ply --Park Sq Hm/Tribeea-1986A T T12535386 P1986A-T JS JACK 9 1 Job Reference (optional) Mid -Florida Lumber. Banow, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Fn Nov 17 06:08:162017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-CT6PBMNGIkFYAXxTtIhkA46 wn_wORvJW JrML)yIMID 1-0-0 5-0.0 2x4 = Scale = 1.17.0 S." LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.03 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1 25 BC 0.25 Ven(TL) -008 4-7 >765 180 BCLL 0.0 ' Rep Stress Ina YES WS 0.00 Horz(TL) 0 00 2 Na n/a BCDL 10.0 Code FBC2014/TP12007 Matrix -MP Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puffins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( Ib/size) 3=127/Mechanical, 2=264/0-4-0, 4=64/Mechanical Max Horz 2=108(LC 8) Max Uplift 3=64(LC 8), 2=73(LC 8) Max Grav 3=127(LC 1), 2=264(LC 1). 4=91(LC 3) FORCES. ( lb) - Max Comp./Max Ten. - All forces 250 (lb) or less except whenshown. NOTES- 1) Wrnd: ASCE 7.10, Vu11=140mph (3-second gust) Vasd=IDBmph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrellt with any other live loads. 3) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 64 lb uplift at joint 3 and 73 lb uplift at joint 2. Philip J O'Regan, PE FL License 58126 6904 Parke East Blvd Tampa. FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify design parameters and READ NOTES ON lies AND INCLUDED aeTEx REFERENCE PAGE alIF7473 rev. 100e30e15 9EFORE USE. Design valid foruse or* with MITek® connectors. This designisbased onlyuponparametersshown, and u foran individual budding eomponml, not awarsystemBeforeuse. the budding designer must verity the applicability Of design parameters and property incorporate this design Into the ovwa9 budding design Bracing indicated is to prevent buckling al individual truss web sndfor chord members only Additional temporary and permanent bracing is always required for stabdey and to prevent collapse with possible personal nVury and property damage For general guidance regarding the hbrcaim, storage, delivery, erection and bracing of arises and war systems, see ANSVTPII Quality Criteria, DSB49 and BCSI Building Component 6901 Parke East Blvd SafetyInformationavaarbblefromTrussPlaneInstmde, 218 N Lee Street. Sue* 312. Alexandria. VA 22316 Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq HrtJrribeca-1986-A-T T125353871P1986A-T J7 JACK 11 1 Job Reference tarsal Mid-Flonda Lumber, Bartow, FL. 8130 s Sep 15 2017 MTek Industries, Inc Fn Nov 17 06:0816 2017 Page 1 10:3zzrE5595gHBgKdROwR6OYzkwee-CT6PBMNGIkFYAXxTIIhkA46vynvTwORvJWUmtUy1M10 1-0-0 7-00 r 1.0.0 7.00 Scale a 1:22.1 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.70 Vert(LL) 0.10 4-7 814 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 SC 0.54 Vert(rL) -0.31 4-7 >269 160 BCLL 00 ' Rep Stress Ina YES Wa 0.00 Horz(TL) 0.01 2 n/a n1a BCDL 10.0 Code FSC2014rTP12007 Matrix -MP Weight, 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins. BOT CHORD 20 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=183/Mechanical, 2=342/0-4-0, 4=90/Mechanical Max Horz 2-141(LC 8) Max Uplift 3=93(LC 8). 2=82(LC 8) Max Grav 3=163(LC 1). 2=342(LC 1), 4=129(LC 3) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind' ASCE 7-10, VuN=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCOL=3.Opsf; h=25ft; 8=45ft; L=24R; eave=4R, Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber OOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottomchord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live bad of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 93 lb uplift at joint 3 and 82 lb uplift at joint 2. Philip J O'Regan, PE FL License 58126 6904 Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Vartlydesign paramefwa andREADNOTES ONTNaSANDINCLUDED WTEK REFERENCE PAGE1110-7473rev. 1097l1015 BEFORE USE. Design valid for U30 only with Ali rek® connectors This design is based only upon parameters shown, and Is for an individual balding componen6 nol a truss system Before use, the building designer must verify the applicability of design parameters and properly incorporate flits design into ON overall bunking design Bracing indicated is to prevent bucldang of nndrvidual buss web andlor chord members only. Additional temporary and permanent bracing is always required for stability and toprevent collapse with possible personal merry and pnparty damage. For general guidance regarding the fabrication, storage. delivery, erection and braong oftrussesandtruss systems, we ANSVTPII Quality Cntena. 03649 and SCSI Building Component 6904 Parke Fist Blvd. Safety Information available from Truss Plate Institute, 218 N. Lea Stivel. Suite 312, Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/Tnbeca-1986-A-T T12535388 P198SA-T J7T SPECIAL 3 1 Job Reference (optimal) Mid-Ftonda Lumber, Bartow, FL. 813D s Sep 15 2017 MTek Industries, Inc Fn Nov 17 06,0817 2017 Page 1 ID 3zzrE5595gHBgKdROwR6OYzkwee-gfgnPlNu3lNPngNsSCzIHHgBIBfgG3YAEJOwyIMIC 1•AO 2-3J 4-10.4 7-0-0 1-0-0 2-3 - 1 2-1.12 3x4 = 1 Me It LOADING (psf) SPACING- 2.0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.83 TCDL 10.0 Lumber DOL 1.25 BC 0.32 BCLL 0.0 ' Rep Stress Ina YES WB 0.09 BCDL 10.0 Code FBC2014lrP12007 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3-8: 2x4 SP No.3 WEBS 2x4 SP No.3 REACTIONS. Ile/sae) 5=5/Mechanical, 2=339/0-4-0, 7=272/Mechanical Max Horz 2=141(LC 8) Max Uplift 5=18(LC 3), 2-82(LC 8), 7=79(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 34=345/78 BOT CHORD 3.7=153/359 WEBS 4-7=425/181 Scale = 1,22 1 DEFL. in (loc) Weil Lid PLATES GRIP Ven(LL) Oil 8 >784 240 MT20 2441190 Ven(TL) -0 26 8 >322 180 Horz(TL) DU 7 n/a n/a Weight 29 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc puffins. BOT CHORD Rigid telling directly applied or 10-0-0 oc bracing. NOTES. 1) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=4511; L=24ft; eave=oft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) N/A 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcui rent with any other live loads. 4) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.00 wide will fit between the bottom Chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 18 lb uplift at joint 5, 82 lb uplift at joint 2 and 79 lb uplift at joint 7. Philip J O'Regan, PE FL License 58126 69D4 Parke East Blvd Tampa, FL 3361D Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARN/NG • Va Wy design parameters and READ NOTES ON )PBS AND INCLUDED 1107EK REFERENCE PAGE d111114473rev. 100DY"15 BEFORE USE. Design valid for use only with MTek® wnneciors This design is based only upon parameters shown, and is for an individual budding wmponem, dot a trusssystem Before use. the budding designer mini verify the ApplpbiNy of design paametOM end property rnCorpWats this design into theoverall budding design Bracing indicated is 10 prevent boddrg Of individual buss web androf chord memb*M Only Additional temporary and permanent Ixaeug it a Waysrequited for stabdey and to prevent Collapse with possible personal injury end properly damage For general guidance regarding the bbicabon, storage, delivery, !region and bracingoftrussesandtrusssystems, we ANSVTPII Ouslity Criteria, DS049 and BCSI Building Component6DD1 ParksEast Blvd. SafetyInformationavailablefromTrussPlateInatdrite, 218 NLee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/fnbeca-1986-A-T T12535389IP1986A-T KJ3 JACK 2 1 JobReference (optional) Mid -Florida Lumber, Bartow, FL 8.130 S Sep 15 2017 M7ek Industries, Inc. Fri NOV 17 08 08' 17 2017 Page 1 10:3zzrE5595gHBgKdROwR6OYzkvme4gnPINu31 NPngWfsSCzjHIBEBLMMI3YAEJOwylMIC 1.5-0 4.2.15 1.5.0 4.2.15 Sale. 1'al' 20 = LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) -0.01 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.16 Vert(TL) -004 4-7 >999 180 BCLL 0.0Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 2 n/a n/a SCOL 10.0 Code FBC20141rP12007 Matrix -MP Weight: IS lb FT - 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4.2-15 oc puffins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. ( Ib/size) 3=1011Mechanical, 2=264/1.0-0, 4=50/Mechanical Max Harz 2=75(LC 8) Max Uplift 3= 42(LC 8). 2=102(1-C 8) Max Grav 3=101(LC 1), 2=264(LC 1), 4=75(LC 3) FORCES. ( lb) - Max Comp./Max Ten. - All forces 250 (Ib) 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=2411t; 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 bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. Philip J. O'Regan, PE 4) Refer t0girder(s) for truss t0 truss Connections. FL License 56126 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 42 lb uplift at joint 3 and 102 lb uplift at 6904 Parke East Blvd. joint 2. Tampa. FL 33610 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1- 6-12. and 51 lb down and 11 lb up at 1.612 on top chord, and 7 lb down and 2 lb up at 1-6.12, and 7 lb down and 2 lb up at 1. 6-12 on bottom chord The design/selection of such connection device(s) is the responsibility of others 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (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-(Ib) 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 - Verify design parametersand READ NOTESON TNS AND INCLUDED "TEK REFERENCEPAGE M I-7473 rev. 1402I 1S BEFOREUSE. Design validforuse only with MiTek®oonneclors This designis based only upon parametersslow., and is bran individual budding component, not a buss system. Before use, the buildup designer must verity the applicability of design parameters and properly mcwporate this design ado the overall building design. Branng indicated is to prevent buckling Of individual buss web and/or cord members only Additional temporary and permanent brewer is alwaysrequiredforstability and to prevent collapsewah possiblepersonal injuryand property damage For general guidance regarding the Uwe fabrication. storage. delivery. erection and bracing of trusses and truss systems. see ANSVTPII Quality Cdterla, 058419 and BCSIBuilding Component 6904 Parke East Bind. Safety information available from Truss Plate Inslaae. 215 N Lee Street. Suite 312. Alexandra. VA 22314. Tampa. FL 35610 Job Thus Truss Type Oy Ply Parts Sq Hm/Tribera-1986-XT T12535390IP1986A-T KJS JACK 4 1 Job Reference toptionall, Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Fri Nov 17 06:08.18 2017 Page 1 ID.3zzrE5595gHBgKdROwR6OYzkwee-8rE9c22OWgL WGPg5sPA)CFVBD_ba4OlwCmgzsyMylMIB 7-5-0 7-0-14 1.5.0 7-0-14 l Scale - 1 1s 7 30 = 7 14 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in loc) VdeB Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 080 Vert(LL) -0.11 4-7 >781 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.60 Ven(TL) -0.32 4-7 >265 180 BCLL 00 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MP Weight: 24 lb FT = 2096 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=183/Mechanical, 2=375/0-6-7, 4=95/Mechanical Max Horz 2=108(LC 8) Max Uplift 3=79(LC 8), 2=11B(LC 8) Max Grav 3=183(LC 1),2=375(LC 1).4=129(LC 3) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (Ib) or less except when shown NOTES- 1) Wind, ASCE 7-10: Vuft=140mph (3-second gust) Vasd=lOBmph; TCDL=4.2psY BCDL=3 Opsf; h=25ft, B=45f; L=24R, eave=4t1, Cat. Philip J O'Regan, PE It. Exp B: End., GCpi=0.18; MWFRS (directional): Lumber DOL=1.60 plate grip DOL=1.60 FL License 58126 2 This truss has been designed for a 10.0 sf bottom chord live load nonconcurrent with an other live loads. Tama Parke East Blvd. 9 P Y Tampa, FL 33610 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 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 79 lb uplift at joint 3 and 118 lb uplift at joint 2. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1$12, 51 lb down and 11 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 1-612, 7 lib down and 2 lb up at 1-6-12. and 17 lb down at 4-4-12, and 17 lb down at 44-12 on bottom chord. The designiselection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead * Roof Live (balanced): Lumber Increase=1.25, Plate Increase= 125 Uniform Loads (pIQ Ver: 1-3=60, 4.5=20 Concentrated Loads (lb) Vert: 10=4(F=2, B=2) 11=10(F=5, B=5) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0WARNING - Verity design paramarrs andREADNOTES ON TIBS ANDWCLUDED IIOTEx REFERENCEPAGE M/F7473Inv 1010342015 BEFORE USE. Design valid for use ordy with MITek® connectors This design is based only upon parameters shown, and is far an mdwiduel budding Component, not a truss system Before use, the budding designer muss verifyIna applxabibty of design parameters and propery, incorporate this design into the overact budding design Bracing Indicated is to prevent bucking of individual buss web andrar Chord members ony. Additional temporary and permanent bracing is always requited for stability and to prevent collapse with possible personal uyury and property damage For general guidance regarding the I ion, storage, delivery, erection and bracingof trusses and wss systems, an ANSVTPII Quality Criteria, DSBAt9and BCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Thus Plate Insane, 210 N Lee Street, Suite 312, Alexandra, VA 22314. Tampa. FL 36610 Job Truss Truss Type oty Ply Park Sq Hm/rribeca-1986-A-T T12535391IP1986ATKJ7JACK21 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc Fri Nov 17 06.08 19 2017 Page 1 ID:3zzrE5595gHBgKdROwR6OYzkwee-cloYpOP8bfe71 f2ztERoikVGyr7gWL?UIOUoOMIA 5.2-5 9.10.13 i 1 5-0 5-2-5 4$7 Scale = 1:22 5 2x4 = 1.5x4 11 5 3x4 = 5-2-5 4.8.7 LOADING (psf) SPACING- 2-041 CS1. DEFL. in loc) Udefl Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.03 6-7 >999 240 MT20 2441190 TCOL 10.0 Lumber DOL 1.25 BC 0.43 Vert(TL) -009 6-7 >999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.36 Horz(TL) 0.01 5 nla n/a SCOL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 42 Ile FT is 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purling. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10.40 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/sae) 4=128/Mechanical, 2=51010-6-6, 5=328/Mechaniwl Max Harz 2=142(LC a) Max Uplift 4=70(1.0 8), 2=148(LC 8), 5=-69(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=775/136 BOT CHORD 2-7=2t18/708, 6.7=20WO8 WEBS 3-7=0R75, 3.6=769/225 NOTES- 1) Wind ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=25ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a W.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2 0 wide will fitbetweenthe 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 Ile uplift at joint 4, 148 lb uplift at joint 2 and 69 lb uplrft at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb upat 1- 6-12. 51 lb down and 11 lb up at 1-6-12, 70 lb down and 44 lb up at 4-4-12. 70 lb down and 44 Ile up at 4-4-12, and 93 lb down and 771b up at 7-2-11, and 93 Ib down and 77 Ib up at 7-2-11 on top chord, and 7 lbdown and2 Ib up at1-6 12, 71b down and 2 Ib up at 1.6.12. 17 Ile down at 4-4-12, 17 lb down at 4-4-12, and 33 Ib down at 7-2-11, and 331b down at 7-2-11 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others 7) In the LOAD CASE(S) section, loads applied to the face of the trussare noted as front (F) or back (B) LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads ( plf) Vert: 1- 4=60, 5-8=20 Concentrated Loads ( lb) Vert: 13= 53(F=27, B=27) 14=4(F=2, B=2) 15=10(F=5, B=5) 16=35(F=17, B=17) Philip J. aRegan, PE FL License 56M 6904 Parke East Blvd. Tampa, FL 33610 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verify design paramafara and READ NOTES ON TMS AND INCLUDED MTEK REFERENCE PAGE 11e1.7473 rev. fdNSOMS BEFORE USE. Design valid for use only withWiTeloBronneclors. This design isbased only upon parameters stwe . and is for anindividualbuldrngcomponent, not s truss systemBefore use, the bulldog designer must verity the applrrabday of design parametersand property biwrpon, rho design Imothe overall budding design 8rsong indicated is to prevent buckling of individual truss web andforNobmembers only Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personalinjury and property damage For general guidance regarding the I! fabrication, storage, delivery. erection end bracing of busses and truss systems, see ANSVrPII Quality Criteria, 05549 and SCSI BuildingComponent 6904 Parke East Blvd. Safety Information available from Truss PtateInstitute. 218 N. Led great, Suite 31Z Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Py ra-1986-A-T T12535392 P1986A-T KJ7T SPECIAL 2 1 JoD Reference o Ronal mia-rionda Lumcer, nanow, rL. 8.130 s Sep 152017 NUTek Industries, Inc. Fri Nov 17 06:08'20 2017 Pape 1 ID:IbEL2vgncv4uEJUYC2jFzkFng-4EMw1 kOmLymzeSEEXalgKwH220AXsBkVEBSzOFyIM19 3.2.2 _ 6-4.11 9.1D•13 1.5-0 3-2.2 3-2-9 36.1 4x4 = Sx4 11 LOADING ( psj) SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.82 Vert(LL) -0.23 3-8 >521 240 MT20 244/19D TCDL 10.0 Lumber DOL 1.25 BC 0.92 Ven(TL) -0.59 3-8 >202 180 BCLL 0.0 Rep Stress Inrr NO WB 0.30 Horz(TL) 0.23 6 n/a Na BCDL 10.0 Code FBC2014/TP12OO7 Matrix -MS Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP DSS TOP CHORD Structural wood sheathing directly applied or 5-10.6 De puffins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Rigid Ceiling directly applied or 10-0-0 oc bracing. 3- 9, 2x4 SP No.3, 3-6: 2x4 SP No 1 WEBS 20 SP No.3 REACTIONS. ( lb/sae) 5=70/Mechanical, 2=500/0-St t, 6=367/Mechanical Max Horz 2=142(LC 8) Max Uplift 5=40(LC 8). 2=148(LC 8), 6=101(LC 8) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=1015/253 BOT CHORD 3-8=312/978. 7-8=-313/981 WEBS 4 8=27/299, 4-7=10561337 Philip J O'Regan, PE FL License 58126 NOTES- 6904 East Blvd Tampa, FLe33610 1) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf: h=25ft; 8=4511, L=24ft, eave=4ft; Cat. 11, Exp B; Encl., GCpi=0.18: MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 widewill fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 40 lb uplift at joint 5, 148 lb uplift at joint2 and 101 lb uplift at joint6. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1- 6-12, 51 lb down and 11 lb up at 1-6-12, and 100 lb downand 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 Ill up at 1-6-12, 7 lb down and 2 Ib up at 1-6-12, 1 lb down at 4-4-12, 1 lb downat 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. 7) 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 * Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plQ Vert: 1-3=60, 3-5=-60, 9-10=20, 3-6-20 Concentrated Loads (lb) Vert: 14=66(F=33, B=33) 15=4(F=2, B=2) 17=2(1`=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 - V i rNy daslpn parameters arM READ NOTES ON TIdS AND INCLUDED MITEK REFERENCE PAGE MA-71rS nv. /dDYSO1S BEFORE USE. Design veldfor use only withMTekmconnectors. This design is based onlyuponparameters drown. and issod anindrvduaibudding componem, not atrusssystemBeforeuse, the budding designer must vent' theapplicaWhyofdesign parametem and property incorporateinn design intothe ovensbudding design BrocuV indicated is to prevent bucklingvidn of indrualtrusswebandfor chord members only. Additional temporary and pennanem or" is always requited for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delvery, aredion end bracing of trusses andtruss systems, on ANSVIPit Duality Criteria. DS049 and BCSIBuilding component 6eD4 Parke Eno Blvd Safety informationavadaDlefromTonsPlatsInstitute, 218 N Lee Street. Suss 312. Alexandria, VA 22314. Tampa, FL 36610 Truss Truss Type Oty Ply Park SQ HMfribeca1986A-TT12535393rP19MA-T MGt JACK 1 1 Job Reference (optional) Mid-Flonda Lumber, Bartow. FL. a tau s 5ep is zui r w Iex Inaustnes, ma rn mov i r ub:ua:z1 zui t rage i 10:3zzrE5595gHBaKdROwR6OYzkwee-2OvlE3OP6GuaGlpO51GN7pt0oc?baneSoCXZhyl MI6 3.7.a 3.7.8 Scale 1R'=i, 1.5x4 II 3 40 = 3x8 MT2OHS 11 4 4x4 = 3.7-6 3-4.8 Plate Offsets (X,Y)- t1:0-2-0.Eddel LOADING (psf) SPACING- 1.0-0 CSI. DEFL. in hoc) Udeft Ud PLATES GRIP TCLL 200 Plate Gnp OOL 1.25 TC 0.21 Vert(LL) 0.02 5-7 999 240 MT20 2441190 TCOL 100 Lumber DOL 1.25 BC 0.52 Vert(TL) 005 5-7 999 180 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.38 Horz(TL) 001 4 n/a n1a SCOL 100 Code FBC2014frPI2007 Matrix -MP Weight: 40 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-1-6 oc puffins, BOT CHORD 2x6 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling direly applied or 10.0-0 oc bracing. REACTIONS. ( lb/size) 1-97410-4-0, 4=788/Mechanical Max Harz 1= 57(LC 8) Max Uplift 1= 226(LC 8). 4=209(LC 8) FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 2=1209/272 BOT CHORD 1- 5=28411081, 4-5=28411081 WEBS 2-5= 229/992, 2-4=123=24 Philip J se 58181 PE 6 FL Ucene 266904ParkeEast Blvd. NOTES- Tampa, FL 33610 1) Wind ASCE 7-10; Vuk=140mph (3-second gust) Vasd=108mph, TCOL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft, L=24ft; eave=oft; Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL-1.60 2) All plates are MT20 plates unless otherwise indicated 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 226 lb uplift at joint 1 and 209 lb uplift at joint 4 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 496 lb down and 130 lb up at 1.0-12, and 496 lb down and 130 lb up at 3-0-12, and 496 lb down and 130 Ile up at 5-0-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert. 1-3= 30, 1-4=10 Concentrated Loads (lb) Vert: 7=496( B) 8=-496(B) 9=496(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Vergy design Parameters and READ NOTES ON T OS AND INCLUDED AOTEK REFERENCE PAGE MO.7473 rev. 10101113/M1S BEFORE USE. Design valid for use only with Mi skB connectors This design is based only upon parameters shown, and is for an aalrvqual building component, not a truss system Before use, the budding designer must vent' the applicability of design parameters grid property incorporate this design into the overall OMing design Bracing oala;aled is to prevent buckling of individual fops web and/or chord members only. Additional temporary and permanent bracer; is always required low stability and to prevent collapsewith possiblepersonal injury and properly damage. For general guidance regardingthe tabriwlon, storage, delivery, erection and breang of trusses and truss systems, see ANSIRPII Dually Cenerla. 03849 and SCSI BuildingComponent 6/104 Parke Fast Blvd Safety Informationevadable from Truss Plate Instaule. 210 N Lee Street, Suite 31Z Alexandria. VA 22314. Tampa, FL 36610 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0.1 ' 41 For 4 x 2 orientation, locale plates 0- 'ne' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20/20 software or upon request PLATE SIZE The first dimension is the plate 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 1 bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in fl-in-sixteenths Drawings not to scale) 2 BOTTOM CHORDS 8 7 3 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311. ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSIfTPI 1 section 6.3 These truss designs rely on lumber values established by others. C 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet- MII-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For widetruss 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. S. 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/rPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/rPI 1. S. Unless otherwise noted, moisture content of lumber shall not exceed IQ% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of buss fabricator. General practice is to camber for dead load deflection. 11. Plate type, sae, 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 specked. 13. Top chords must be sheathed or pur ins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 f. spacing. or less, it no ceiling is installed, unless otherwise noted. I S. Connections not shown are the responsibility of others. 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSIrrPI 1 Quality Criteria. RECORD COPY O w O Z w cn w O N cn w I JZ Q i O Z Q w m i0 Q O— w Q z 0 J i J JJ a 16•- 6" 12% 0" i i 1 1 lit IN 101 F--- BRG.POST II I I I CRICKET BY BLOR. I__'sim. A1101IM KNEE WALL 11 01 101-0" GARAGE 9•- 4" 19•- 4" FIRST FLOOR 16" 16" 16" 20" 0 a 2B•- e" I—I-I-I-I-I------ i1 Lii 11® 11 1Imo!®I®I®I I II ilE 1V-0" a1'. t2.-B.._ 'I APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 2x4 ConL Band IBMREVISI%ommo TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 BOTTOM = 2 x 4 2 / TOP= 2x4 6.0PP i do 12 1a` 12- I I , TRUSS END DETAIL J L 4 - HUS26 1- PLY HGR A L 11 - HHUS46 FLR HGR O1 - THA422 FLR STRAP HGR OUILO, C23 SANFp RO MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF. TRUSSES I FLOOR TRUSSES THIS TRESS SYSTEM MRS BEEN OESIO£O WITH LORDS GENERHTEO BY NO MPH WINOS USING 42 1`7 TOP 000 OERD LORD RNO 30 FSF BOTTOM LIMORD ZERO LORD B MILES FROM HUi UNE OMRNLINE. CAT I I E)f. 8 OW 7-RBI 1986 - A jPark Square Homes EOL IOESS TRAY CLG. OPT Tribeca - A 02411 REVBEO•TAWOMMi 11. 3-17 7.0' •U• EATEN" P 1986A-T WU m R1M M IntoWA6.4-17 8MM CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / 9 A 3j% Documented Construction Value: $ 6718 Job Address: 3794 Saltmarsh Loop Historic District: Yes No Parcel liD: Lot 15 Residential to Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 3.5 ton HVAC with duct work and ventilation Plan Review Contact Person: Adlyn Rodriguez Title: permit clerk Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@onestopcooling.com Property Owner Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 Resident of property? : City, State Zip: Orlando, FL 32811 Contractor Information Name One Stop Cooling & Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court Fax: 4 7-629-9307 City, State Zip: Winter Park FL32792 - 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 OBTAINFINANCING, 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 hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstruction 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: 51h 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 ofthis county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance ofpermit is verification that I will notify the owner of the property ofthe 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 plats 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 fore ping information is accurate and that all work will be done its compliance with all applicable laws regulati g 96itstructipn and zoning. Signature orOwner/Agent Date Print owner/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID e 3/06/2018 Kevin Stine Print Contractor/Agent's Name Signature Date KELLY WEBSTER Notary Public - State of Florida Commission # FF 970034 My Comm. Expires Apr 4, 2020 Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: Plumbing - # of Fixtures, of Heads Fite Alarm Permit: Yes No UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30. 2015 Pemrit Application 3728 Saltmarsh Loop CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: S Z 35 Sej., 7112 Historic District: Yes No Parcel ID: Lot 04 Residential IN Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 4.0 ton HVAC with duct work and ventilation Plan Review Contact Person: Adlyn Rodriguez Title: permit clerk Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@onestopcooling.com Property Owner Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 Resident of property? City, State Zip: Orlando, FL 32811 Contractor Information Name One Stop Cooling & Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court Fax: 407-629-9307 City, State Zip: Winter Park FL 3 792 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 governmental 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 of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued, OWNER'S AFFIDAVIT: I certify that all of the fore oing information is accurate and that all work will be done in compliance with all applicable laws regulati g 96structit,n and zoning. Signature ofOwner/Agent Date Print Owner/Agent's Name Signature ofNotary•Statc of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID l -tee 3/06/2018 Kevin Stine Print Contractor/Agent's Name Signature Date KELLY WEBSTER Notary Public - State of Florida Commission N FF 976034 My Comm. Explres Apr 4.2020 Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June 30, 2015 Pemrit Application CITY OF SANFORD j BUILDING & FIRE PREVENTION PERMIT APPLICATION I y Z3 Application No: 0 Documented Construction Value: $ , 6 zo -1. V Job Address: qsQ14- mp Historic District: Yes No,L`j Parcel lm:. 4 ffla5h -- ResidentialgNommercial Type of Work: New Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing New Residential Construction Plan Review Contact Person: Khrissy or Jamie Title: Clerical Phone: 407-323-7515 Fax: 407-323-8954 Email: info@api-orlando.com Property Owner Information Name Street: City, State Zap: Name Advantage Plumbing, Inc. Street: PO Box 1117 City, State Zip: Sanford, FL 32772 Name: Street: City, St, Zip: Phone: Resident of property? Contractor Information Phone: 407-323-7515 Fax: 407-323-8954 State License No.: CF-0057881 Architect/Engineer Information Phone: Fax: E-mail: Bonding Company: Mortgage Lender: Address: Address: WAKKING 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 OFCOMMENCEMENT. 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 ofa 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: S16 Edition (2014) Florida Building Code Revittd: June30.2015 Permit Application C : In addition to the requirements of this permit, then may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and them may be additional permits required from other governmental entities sash as watermanagementdistricts, state agencies, or federal agencies. Acceptance ofpermit io verification thatI will notify the owner ofthe property ofthe requirements ofFlorida Lira Law, FS 713. The City of Sanford requites payment ofa plan review fee at the time ofpermit submittal. A copy of the cmded contract is required in order to calculate a plan review charge and will be considued the estimated eonshuction value ofthe 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, inaccordancewithlocalordinance. Should calculated charges figured off the executed contract exceed the actual concussion vane, credit will be applied to your pertmt 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. 1/30/18 Sigiutwe o[(htoer/Agmt Dirt Sigmave ofC-ft0U .dAv t DM Ftiat oaoet/A®eot'. Name SiggnaatraofNotary-Stet ofFtodda Dow Owner/Agent is Personally Known to Me or Produced ID Type of ID A. Hamm SroO Riot Ayent'a Name 18 Sigtn rc of city ofFloe da pIft NOTARY PMIC STATE OF FLORIDA ConrO 001361M M Expires 8121/2021 Contractor/Agent is X Personally Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft ofBldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fi:tares Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUELDING: CON UMIENTS: Revved ram 30. 201S Fasot AVPIceia CITY OF SANFORD j BUILDING & FIRE PREVENTION v1 ? U PERMIT APPLICATION y Application No: ) % Z3I I/ 0 13 Documented Construction Value: $ 0,67.0-00 Job lAdress: Historic District: Yes Nofif Parcel 101): 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: Khrissy or Jamic Title: Clerical Phone: 407-323-7515 Fax: 407-323-8954 Email: info a i-orlando.c y'^ / lProperty Owner Information Name VC li y.I,;{J° Phone: Street: Resident of property? City, State Zap: Contractor Information Name Advantage Plumbing, Inc. Phone: 407-323-7515 Street: PO Box 1117 Fax: 407-323-8954 City, State Zip: Sanford, FL 32772 State License No.: CF-0057881 ArchitectlEngineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail. Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of apermit and that all work will be performed to meet standards of all laws regulating construction inthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of applicationand the code in effect as of that date: 516 Edition (2014) Florida Building Code • • . Revised: June 30, 2015 Permit Application t r TN I Tf EC : In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistrict6. state agencies, or federal agencies. Acceptance ofpermit is verification that I will notify the owner ofthe property oftherequirements of Florida We Law, FS 713. The City of Sanford requires payment ofa plan review fee at the time ofpermit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considaW 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 aomdenoe 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 k accurate and that all work will be done In compliance with all applicable laws regulating construction and zoning. siga,m M ofd m A@t Do0e Prat Ow mdAaent'a Name SiPAM a ofNoeery-SM9 ofFW& Data Owner/Agent is Personally Known to Me or Produced ID Type of ID 1/30/18 Siva ofcoatr.CWAsa Dee A. Thomas Smith PrintCoaWacre AvasCi Ness I o/1s sstaa «are oar`nP'IPam atia-any Dee NOTARY tUtc STATE OF FLOWOA Cemtras 00196M ExplM MUM Contra. id is X Personally Known to Me or Produced ID Type of m BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical 0 Plurmbing0 Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # ofFixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yea No APPROVALS: ZONING: UTILITIES: WASTE WATER ENGINEERING: FIRE: BUILDING: COMMENTS: Rom Joe 30, 201s Persod Apptou6oa 4-5r), b c_ca- m L-J e-1 CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: N-J3/ w Documented Construction Value: S Job Address: .3 ?9 q :5o_1 naL-5_ 1 (D Parcel ID: Historic District: Yes No [] Residentiall'Commercial Type of Work: New.Q`Addition Alteration Repair Demo Change of Use Move Description of Work:J(i Plan Review Contact Person: Phone: Fax: Name Street: City, State Zip: Title: Email: Property Owner Information Phone: Resident of property? : Contractor Information Name &W s Phone: R/ 3.9 /D-3 4U3 CA a3 -2. Street: ID3 4 5giggZr ed Iq Fax: City, State Zip:l A jM n2 FL 01,13 State License No.: a %.3 oc)5 1-/08 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: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application that may be there ay be additional restrictions e to this foundin t e addition to the fthis county, nts a 4theeemay,be additional -pen -nits required from othertlgoelnm ntal entities such a water found in the public records of this co ty, management districts, state agencies, or federal agencies. _ Acceptance of permit is verification that i will notify the owner of the property of the requ irements of Florida Lien Law, FS 713. y of the executed contract is The City of Sanford requires payment of a plan reviewbe considered the estimated construction veatthetimeofpermitsubmittal. A alue of the job at the time of submittal in order to calculate a plan: review charge and will be The actual construction value l be figured calculated charges figured off the executedatuatIcont aeincteexceedtheactualconstructonctatthetimetheperrbitisuvalue, accordance with local ordinance... creditwillbeappliedtoyourpermitfees when the permit'is issued. OWNER' S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction an ning. Signature of Owner/Agent - Date ' Print Owner/Agent's Name Signature of Notary -State of Florida Date , Owner/ Agent is T Personally' Knowd to Me or - Produced ID . Type of ID Print Contraetor/Agent s name signaturep(, Lary State ffl , Date spun`': 0 Clair Commisslon # GG151707 Expires: October 15, 2021 NOHOW tt1tU Haiti iv w rrai ru,•, Contractor/ Agent is Pe onally Known to•.W Produced ID Type t _ BELOW IS FOR OFFICE USE ONLY Permits Required: Building El ctrical Mechanical Plumbing[] Gas Roof Flood Zone: Construction Type: Occupancy Use: Min. Occupancy Load: #•of Stories: Total Sq Ft of Bldg: lumbing = # of Fixtures New Construction: Electric - # of Amps - _ _ Fire Sprinkler Permit: Yes No [} # of He Fire Alarm Permit:' Yes [• No APPROVALS: ZONING: ENGINEERING: COMMENTS: Revised: June 30, 2015 UTILITIES: FIRE: WASTE WATER: BUILDING: Permit Application I _'L31(0 37 S y 5,g/kk_•'av i DESCRIPTION AS FURNISHED: Lot 15, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America BRISSON AVE (" VARIES) S 00.19'09" E 40.00' 10' e WALL, LAN CAPE. h SIDEWALK ASEUENT 1 — — — — — — — -- J9.47' 39.47' I LOT IS I 167' IL 12.0. S87' e e h O LOT IB FORUBOAFOUNDATION R0L07 14 TOF- TOP OF FORM FORM AVERAGE-31.54CO ' 41n y i 3. 67' O.J. e N ay J 19. J' 5.67' S 1 25. 10' 23.20' 10' LRR MIT. j0p 127.21' P.C. S 00,19 09" E 40. 00' 04; SET& ICKS AS FURNISHED FEAT(•) 71 REAR: 20' SALTUARSH LOOP SIDE 5' (40' LOT) PRIVATE ROAD) (WIDTH VARIES) 7.5' (60' LOT) 10' ( 75' LOT) 510E STREET - 25' (60• a 75' LOT) 15' ( 40' LOT) 25' FROM SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS NO MORE THAN PLOT PLAN AREA CALCUTAWNS 2) M SU CCESSWN AT 20' AND A MWWUM OF ( 2) IN SUCCESSION AT 25' TOTAL LOT AREA 4,800 t SQUARE FEET PROPOSED a nNSHEO SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT . TOTAL t SQUARE FEET FLATWORK PER DRAINAGE PLANS DRIVE 4W/ I10" 513 t SQUARE FEET FOUNDATION/PAD 1.354 t SQUARE FEET F` . PROPOSED ORNHAGE FLOW WALKS 157/ J00+. 457 t SQUARE FEET REAR PATIO 120 t SQUARE FEET LOT GRADING TYPE A SOD 2,705/ 130 - $835 t SQUARE FEET POOL PORCH DECK 50 t SQUARE FEET PO0DECK N/A t SQUARE FEET PROPOSED F. F. PERPLANS = 31.5'OR 1AalL FROHI 9i0L1aLX AND 57/RLT LOfA1aN lAKOV FROM P{A/a FRONDED Br L11171r • AM P1Ela wlPl[O - CRUSENMEYER—SCOTT & ASSOC., INC. — LAND SURVEYORS 9 z - team - r . nAr ral. . Pfaa a lac 54M E. COLONIAL OR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-65B-1436 161 rn. • rwr& V. . of PIK rac . ,011 N mvom Of""" f. nR u0OMMM ova mmw amw nw no =Wtv mr; M X&VA M ar FINCf4 AT FORM or nR na1G 83M a k •Oat ® rCG • I®11 S DOMOtl aaVaTYL CA . 58VIT M Uw w . NANPL ssr u.. fR' u • ou 4M rL . o.uma f¢ . f Vap v. . vmfm MW PIa165aWL aaKlNtl A10 anPRl N OFVIP ?h17 µd01 AWNaIRanlC OOfK MIAMNr N = NI •nAWF. nOM SfARM s u1L acaasm Nm fAN1{IOIi m1OlAR NN NOWAa "M VAL. no AWAY wr a OWNS AIR ow rya. a naJIM" at 0111MIN nor ME meow= nmarlm m nc SLOW a am wY W MW msowme ALL . "M v ®P0a C" . C&CMAra rac . now N Oa.o4a IM rna . PONWIM O fOaOn OR CASU s Ma AFF= MFIRfO1N. Na LOWINISOO SPRNa003 WX MIX WWO (Mm ODOM= awn m11aK Ir. . rocomp12,M, n C/cwroM fat WCSSL. - SlLma 317 MIX Lac a na ROW O FWKW Ra WE ME OasAr W nCW CORD® m AND go" /Of R AMU UaN R ANY analOINK Ala arN . C,,- W-v-1 N1 . SOCICffIR a CROCI Nn sawPOP! nR Laanpf or 20mc 0fR101Oa1 MAD NW a um M 11130"facf exAmw Ufa. CS"P. . CA93an Y • YAC fYYa F. K40M AIR aam AWa= amN Ala OC OC VR VOW AS al4 WAND ML) as ; L VAM" 4 P MINA AIR 9= a 4QXft% =XW VOW" mnuor faa u%m Ondma mrm. mauma a.re. . a" LM Poa tam 4. amw=% T a a mo wm w am N • coo= 1. 20' — NNan or. PC M. W voyaw r.r. • PM N rant, 0u Lra 0!a0! w_ AM PLOT PLAN 07-24-2017 I010- f 7 REWWO FLOr PLAN (AC ONLY) 08-24-2017 aasae REVOW PLOT PLAN (2' ormwsm) /f-1}2af7 JW2-17 N.mc NORM FIKIAGOARO Fam10A)ION/nEVS 02-00-fs 01-10 no aaainvW01- e11 oOEs NOT LR NMN FW OSTAOL SNEO WWAR FLOW RANG AS I & 'POILr 1 4 1 47 4 SY70R, LS00OW -IrIFIIIMINIMF (a1-20-07) UNIVERSAL Workorder N UESProjectNo: 0110.1 6 0817.0000 ENGINEERING SCIENCES Report Date: 2/10/2018 Consultants In: Geotechnical Engineering • EnvironmentaiSciences Geophysical Services • Construction Materials Testing • TWeshold Inspection Building Inspection • Plan Review • Building Code Administration 3M Maggie Blvd Orlando, 32811 • P: 407.423.0504 • F: 407.423.3106 In -Place Density Test Repo Client: UES ratL - technician: Fernando Montalvo 5200 Vineland Road, Suite 20DTes Abate Tested: 02/10/2018Orlando, FL 32811 Project: Wyndham Preserve, House L Area Tested: of 106. 3786 Niqht Heron Dr. Type of Test: Material Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. No Location of Test Range mum Density Pcf) ptimum Moisture m Field Dry DenstiY Pcf) Field Moisture soil Compaction Native Oepth inchinch) Pass or Fail 1 North Footing 0-1 ft 106.8 10.6 106.2 9.1 99 N/A Pas: 2 East Footing 1 _2 ft 106.8 10.6 108.2 8.3 101 N/A Pas: 3 South Footing 1_2 ft 106.8 10.6 107.6 9.5 101 N/A Pas: 4 South West Of Pad (TOF) 1_2 ft 106.8 10.6 106.1 8.7 99 NIA Pas! 5 North East Of Pad (TOF) 2_3 ft 106.8 10.6 108.6 10.1 102 NIA Pas: Remarks: (TOF) = Top Of Fill Tn n..MA/:wA a .n..I..nl n.nM.J:r.n M 11n4 -V.. .J:sn/.. "_ C..AC.. an.1 n..n.ehaw .11 --.# ..— ....A_40_4 a.. . -A UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • Plan Review • Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.423.0504 • F: 407.423.3106 UES Project No: 0110.1700817.0000 Workorder No: 9356102-1 Report Date: 2/6/2018 3 -7q Sd6"4,4g 7—ail(o In -Place Density Te port Client: - UES Technician: Bailey Gant 5200 Vineland Road, Suite 200 2D aratLteOrlando, FL 32811 Tested: 02/06/2018 Project: Wyndham Preserve, House Lot Testing Area Tested: Lot 15 Type of Test: Material: Fill Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density pcf) ptimum Moisture 1%1 Field Dry Density Pcf) Field Moisture Soil Compaction 1%1 Fill Depth inch) Pass or Fail 1 West Footer 0-1 ft 106.8 10.6 105.7 12.6 99 N/A Pas: 2 South Footer 1-2 ft 106.8 10.6 106.3 13.9 100 N/A Pas: 3 North Footer 1-2 ft 106.8 10.6 106.0 11.6 99 N/A Pas: 4 Northwest Comer of Pad TOF 1-2 ft 106.8 10.6 105.6 12.2 99 N/A Pas: 5 Southeastt Comer of Pad TOF 2-3 ft 106.8 10.6 106.3 10.6 100 N/A Pas: Remarks: It took 3 different locations to Auger successfuly due to roots 3 feet under pad.TOF-Top of fill TA ..e/nhQwh a .w..1..a1 ..•nf-6— /n I —hroY —4 — •...nFAnnNnl n.v .4.. —4—oh-4-6— J Revision di Response to Comments APR 2 Z01s City of.5anford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 17-2316 Submittal Date 4.23.18 Project Address: 3794 Saltmarsh Loop (Wyndham Preserve lot 15) Contact: Michelle Parkison Ph: 407-529-3135 Fax: Email: mparkison0pa quarehomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention General description of revision: See letter from Monta Consulting addressing changes ROUTING INFORMATION ' Approvals 11 Building SF-- S, Z- It Monta Consulting & Design le of WMR and Associates, LLC North Pointe II Phone (407) 681-1917 1035 Greenwood Blvd, Suite 173 Certificate of Authorization # 9177 Lake Mary, FL 32746 montaconsulting.com Structural Engineering, Truss Engineering, Third Parry Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders Park Square Homes Wyndham Preserve— Lot 15(1986 Tribeca, Elev `A') Date: 04/18/18 Truss Revisions: The floor truss layout has been revised per trusses sent by Mid -Florida. We updated the structural drawings as required on the floor framing plan. All changes have been clouded and marked with Delta 3. Sheet(s) revised: SC & S5A