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2337 Blue Grouse Ln 17-3648; NEW SFH
COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100000 BUILDING APPLICATION #: 18-10000026 BUILDING PERMIT NUMBER: 18-10000026 I-3 4 1089,14-I DATE: January 08, 2018 UNIT ADDRESS: Blue Grouse Ln 2337 17-20-31-502-0000-0580 TRAFFIC.ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE:, BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: Park Square Enterprises LLC ADDRESS: 5200 Vineland Road, Suite 200 ORLANDO FL 32811 LAND USE: Wyndham Preserve Lot 58 TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2331 BLUE GROUSE LANE/ WYNDHAM PRESERVE LOT 58 SFR DETACHED FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Familyy Hou ing 705.00 ROADS -COLLECTORS N A 1.000 awl unit 705.00 Single Family Hou ing .00 FIRE RREE // 1.000 dwl unit 00 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Sii.Sngle Family Housing 5,000.00 1.000 dwl unit 5,000.00 P LAW ENFORCE N/A 00 DRAINAGE N/A 00 00 AMOUNT DOE 5,759.00 STATEMENT T RECEIVED BY: 7" 1/rtJ SIGNATURE: K PLEASE PRINT NAME) _/ NOTE TO RECEIVING SIGNATORY/APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT O 12-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT TI(IS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. NER, EES PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDERAND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE tOP LEFT OF THIS STATEMENT. THIS STATEMENT.IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON -REQUEST. CALL 407-665-7356. CITY OF SANFORD r BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 11-3 Documented Construction Value: S 1 2-2)`i 1!&-1 Job Address: 2337 Blue Grouse Lane, Sanford 32771 (Lot 58) Historic District: Yes No Parcel ID: 17-20-31-502-0000-0580 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: mparkisonO-parksguarehomes.com Property Owner Information Phone: 407-529-3000 Resident of property? : Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 No Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783. Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTIONlir11, t :,; \ PERMIT APPLICATION Application No: Documented Construction Value: S 126,502.00 Job Address: 2337 Blue Grouse Lane, Sanford 32771 (Lot 58) Historic District: Yes No Parcel ED: 17-20-31-502-0000-0580 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: mpa rk parksquarehomes com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Arch. / MJS Home Designs Architect/Engineer Information Name: Eng. /Don Bolden Eng. Arch. 407-629-6711 Phone: Eng. 386-668-7606Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789Street: Eng./ PO Box 530783 Debary FL 32753 Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOURPAYINGTWICEFORIMPROVEMENTSTOYOURPROPERTY. A NOTICE OF COMMENCEMENT MUST BERECORDEDANDPOSTEDONTHEJOBSITEBEFORETHEFIRSTINSPECTION. IF YOU INTEND TO OBTAINFINANCING, 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. I certify that no work or installation hascommencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: S" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent pate Vishaal Gupta Print Owner/Agent's e 2L tuotary-Sta Florida D e u,;Y;" •.,, MICHELLE PARKISON Notary Public - Site of Florida Commission # GG 157861 My Comm. Expires Nov 5, 2021 Owner/Agent is ` Per " Expires ootar. M21 Produced ID Type of ID l Signature of Contractor/Agent Date/ Vishaal Gupta, Print Contractor/ ent's Name of Notary -State of Contractor/Agent is P@M Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY MICHELLE PARKISON Notary Public - Slate of Florida Commission # GG 157861 My Comm. Expires Nov 5, 2021 a," ftULM NMbiat Notary AM nown to Me or Permits Required: Building Electrical Mechanical Plumbing Gas[-] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: /2-/9 WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date 411 Vishaal Gupta Print Owner/Agent's e W11Z SigriatUr of Notary-Sta eFlondaD MICHELLE PARKISON Notary Public — State of Florida Commission 0 GG 157861 i My Comm. Expires Nov 5, 2021 6 u '' •" morel Notary AmOwner/Agent is Per9 Now" Produced ID Type of ID l Signature of Contractor/Agent Date/ Pnnt Contractor/Afent's Name of Notary -State of Contractor/Agent is PFMM Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY MICHELLE PARKISON Notary Public — State of Florida Commission If GG 157861 My Comm. Expires Nov 5.2021 9ra4rrd thmp Nam Notary A35n nown to Me or Permits Required: Building® Electrical© Mechanical [j' Plumbing® Gas[] Roof Construction Type: V6 Occupancy Use: e3 Flood Zone: X-S s A.iTd.C!-E'i Total Sq Ft of Bldg: 2(,1CLA Min. Occupancy Load: ka # of Stories: New Construction: Electric - # of Amps I Plumbing - # of Fixtures ki Fire Sprinkler Permit: Yes No Eg' # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONIN UTILITIES: WASTE WATER: ENGINEERING: 1-Z Z018FIRE: BUILDING: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 42.?-*/* "me Zoo 1 JIV a8 co lo.- A , Gr L Revised June 30.2015 Permit Application 111111111111 IE111111l1111111111111111111 THIS INSTRUMENT PREPARED BY: Name: Michelle Parkison Address: 5200 Vineland Road Suite 200 Orlando. Florida 32811 NOTICE OF COMMENCEMENT Permit Number. 1 7 -3 pLI V GRANT NALOYr SENINOLE COUNTY CLERK OF CIRCUIT COURT It COMPTROLLER BY, 9053 Ps 1092 (1P9s) CLERK'S A 2018002111 RECORDED 01/05/2018 03:44:13 PM RECORDING FEES $10.00 RECORDED BY hdevore Parcel ID Number. 17-20-31-502-0000-0580 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713. Florida Statutes, the ollowing information Is provided in this Notice of Commencement 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address If avallable) Lot 58 VWndham Preserve Plat Book 81 / Pages 93-102 2337 Blue Grouse Lane Sanford, FL 32773 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property. Fee Simple Fee Simple T10o Holder (if other than owner listed above) Name: Address, 4. CONTRACTOR: Name: Park Square Homes Phone Number. 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 5. SURETY (If applicable, a copy of the payment bond Is attached): Name: N/A Address: N/A Amount of Bond: N/A S. LENDER: Name: Fifth Third Bank Phone Number. Address: 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(l)(a)7., Florida Statutes. Name: Phone Number. Address: S. In addition, Owner designates Of to receive a copy of the Llenor's Notice as provided in Section 713.13(1)(b). Florida Statutes. Phone number. 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713. PART I, SECTION 713.13. FLORIDA STATUTES. AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING. CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. Vishaal Gupta, Executive Vice President 0mrit Phme and Provw S ammy$ noemce) State of Vbo 'cam County of ` )rga .=Q2 The foregoing instrument was acknowledged before me this day of '-az ( EN Name of person matdrg atatemem who has produced Identification O type of Identification produce MICHELLE PARKISON Notary Pubac- State of Flod(da ComrNssion # GG 157861 es Nov 5.2021MyCarron• Expirj • 10 r ' Bordud Ihau t NaDard Notary A-. Pib11oiN 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: 2337 Blue Grouse Laney Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-0580 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) OFFIC L USON Y Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone 'A', the best available information used to determine the base flood elevation is: BP# 17-3848 Reviewed by: Michael Cash, CFM Date: January 2, 2018 1 0 Application for Paved Driveway, Sidewalk or yWalkwa Including Right -of -Way Use & F 1877- 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 feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's nght-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Rno.mfy below. size and location of the existing right-of-way and use shall be provided or application could be delayed. Callbetmrwdg 1. Project Location/Address: vt > 3 2. Proposed Activity: X Driveway Walkway 3. Schedule of Work: Start Date Completion Date 4. Brief Description of Work: Other: Construction of new driveway for new single family residence This application is submitted by: Property Owner Signature: Address: 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 Fax: Print Name: Vishaal Gupta Email: mparkison@parksquarehomes aom Date: Emergency Repairs maimenance tcesponslonlilesrtnaemnmcaclon The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities. stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestofs property to recover costs of restoration. To the fullest extent permitted by law. Requestor agrees to defend, indemnity, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read and understand the above statement and by signing this application I agree to its terms. Signature: Date: This permit shall be posted on the site during construction. Please call 407.688.6080 24 hours in advance to schedule a pre -pour inspection. IPre -pour Inspection by: Date: I Official Use Only Application No: Fee: Date. Reviewed: Public Works Date, Utilities Date: Approved: Engineering Date: Site Inspected by: Special Permit Conditions: Date: November 2015 ROW Use Dnveway.pof LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: I hereby name and appoint: David Mercer an agent of: Park Square Homes Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): B' The specific permit and a lication for work located at: aZ 3 % r-ouSP Z-A Street Address) Expiration Date for This Limited Power of Attorney: 12/31/17 License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: A4--' STATE OF FLORJDA COUNTY OF Orange The foregoing instrument was acknowledged before me this (// ay o , 20JV , by Vishaal Gupta who is q(personally known to me or o who has produced as identification and who did ( did4Signa n Notary Seal) N'r' "' •. E• ; MICHELLE PARKISON Notary Public — State of Florida Commission # GG 157861 1 '' My Comm. Expires Nov 5, 2021 7MI p 1 \I Bondod through Natrorcd Notary Assn. Rev. 08.12) Print or type name Notary Public - State of F\CsriC iG,_ Commission No. . t51f3Cnt My Commission Expires: t 115N a< oa REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # Address: ? %3'7 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 Ins ection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final PtU.MBING PERMIT Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 Page 1 of 1 THIS INSTRUMENT PREPARED BY AND UPON RECORDING, PLEASE RETURN TO: R. Travis Retz, Esq. GODBOLD, DOWNING, BILL & RENTZ, PA 222 W. Comstock Avenue, Suite 101 Winter Park, FL 32789 GRANT IIALOYr SEMINOLE COUNTY CLERK. OF CIRCUIT COURT 6 COMPTROLLER BY. 396.5 144-1t7 t4F3ai CLERK'S t 2017078301 RECORDED 08/0c/2017 09:40--5.3 AM DEED DOC TAX 525,116.00 RECORDING FEES e35.`50 RECORDED BY hdevore SPACE ABOVE THIS LINE FOR RECORDING DATA]- --- ----- SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2nd day of August, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability company, whose post office address is 27 North Surnmerlin Avenue, Orlando, FL 32801 Grantor"), to PARK SQUARE ENTERPRISES, LLC, a Delaware limited liability company, whose address is 5200 Vineland Road, Suite 100, Orlando, FL 32811 ("Grantee"). Wherever used herein, the terms "Grantor" and "Grantee" shall be deemed to include all the parties to this Special Warranty Deed and the heirs, legal representatives and assigns of individuals and the successors and assigns of corporations. The singular shall be deemed to include the plural, and vice versa, where the context so permits. WITNESSETH: THAT, for and in consideration of the sum of Ten and -No/100 Dollars ($10.00) and other good and valuable considerations, the receipt and sufficiency of which is acknowledged by Grantor, Grantor hereby grants, bargains, sells, conveys and confirms unto Grantee all that certain real property together with the improvements thereon (hereinafter collectively referred to as the "Real Property") in Seminole County, Florida, more particularly described as follows: See Exhibit "A" attached hereto and incorporated herein by this reference. TOGETHER WITH all the tenements, hereditaments and appurtenances thereto belonging or in any way appertaining. TO HAVE AND TO HOLD the same unto Grantee in fee simple, forever. AND Grantor hereby fully warrants the title to the Real Property and will defend the same against the lawful claims of all persons claiming by, through or under the Grantor, but not otherwise; the foregoing subject to, real estate taxes or assessments for 2017 and the matters set forth on Exhibit "B" attached hereto and incorporated herein by this reference, all of which, by reference hereto, shall,not serve to reimpose same. Book8965/Page144 CFN#2017078301 Page 1 of 4 http://officialrecordsbv.seni.inoleclerk.org/BrowserView/ 8/24/2017 Page 1 of 1 IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be executed as of the day and year first above written. Signed, Sealed and Delivered in the Presence of: U Print Name:Scde es c- (n -Cy Pe Print Name: R. Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: B'RISSQN INVESTi NTS LLC, a Florida limited liability company By: (14 Ro ert tkiss Authori epresentative The foregoing instrument was acknowledged before me this 2 7 — day of July, 2017, by Robert Zlatkiss, as Authorized Representative of Brisson Investments LLC, a Florida limited liability company, on behalf of said entity. He is personally known to me or Seri a io . zfit `s° a0K4uo VAN MM a . wca MA"OFM s OPM& A2M eo a anwNoe.rweeeuiar.Mr. Notary Public, State of1-Yo-nda Seal) Book8965/Page145 CFN#2017078301 Page 2 of 4 http://officialrecordsbv. seminoleclerk.ora-/BrowserV iew/ 8/24/2017 Page 1 of 1 Exhibit "A" Legal Description Lou 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99, 100, 104, 105, 106, 107, 108, 112, 113, 114, 115, 139, 140, 1441, 142, 143, 144, 149, 150, 155, 156, 157, 162, 163, 164, 179, 180, 210, 211, 212, 216, 217, 218, 219, 220, 221, 224, 225, 229, 230, 231, 237 and' 238, Wyndham Preserve, according to the Plat thereof as recorded in Plat Book 81, Pages 93 through 102, inclusive, Public Records of Seminole County, Florida. Book8965/Pagel46 CFN#2017078301 Page 3 of 4 http://ofcialrecordsbv.seminoleclerk.orgBrowserView/ 8/24/2017 Page 1 of 1 Exhibit "B" Permitted Exceptions 1. Annexation Ordinance recorded October 13, 2005 in Book 5950, Page-1143. 2. City of Sanford Development Order No. 12-20 recorded August 16, 2012 in Book 7835, Page 76; re -recorded October 5, 2012 in Book 7870, Page 613; and corrected and recorded September 11, 2014 in Book 8330, Page 60. 3. Cooperation Agreement between Serengeti Properties, LLC, a Florida limited liability company and Brisson Investments LLC, a Florida limited liability company, recorded October 31, 2012 in Book 7889, Page 598 and Amendment to Cooperation Agreement recorded October 26, 2016 in Official Records Book 8793, Page 289. 4. Provisions of Wyndham Preserve, recorded in Plat Book 81, Pages 93 through 102, inclusive. 5. Declaration and Dedication of Avigation Easement and Related Covenant and Agreements recorded May 17, 2017 in Book 8916, Page 1019. 6. Declaration of Covenants, Conditions, Easements and Restrictions for Wyndham Preserve recorded July 5, 2017 in Book 8947, Page 158. 7. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 634 (as to Lot 112). 8. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 635 (as to Lot 113). 9. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 636 (as to Lot 114). 10. Zoning, ordinances and/or restrictions and prohibitions imposed by governmental Authorities. Book8965/Page147 CFN#2017078301 Page 4 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FORT BUILDING CONSTRUCTION Florida Department of Business and Professional Regulationn - Residential Performance Method Project Name: Lot 058 Madrona A LHG - N Builder Name: 00- One Stop Cooling and Heating Street: 2337 Blue Grouse Lane Permit Office: City of Sanford 3 6 4 J LOING 8City, State, Zip: Sanford , FL , 3,?L 77 3 Permit Number 1 7 - SANFpROOwner: Park Square Homes Jurisdiction: 91500 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone OFpAR r`' I 1. New construction or existing New (From Plans) 9. Wall Types (2128.0 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1787.30 ft2 b. Frame Wood, Adjacent R=11.0 340.67 ft2 3. Number of units, if multiple family 1 C. N/A R= ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (2091.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 2091.00 ft2 6. Conditioned floor area above grade (ft2) 2091 b. N/A I R= ft2 Conditioned Floor area below grade (W) 0 c. N/A 11. Ducts R= ft2 R ft2 7. Windows(276.0 sqft.) Description Area a. Sup: Attic, Ret: Main, AH: Main 6 418.2 a. U-Factor: Dbl, U=0.55 150.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 96.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 34.8 SEER:16.00 c. U-Factor: Dbl, U=0.54 30.00 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 33.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.618 ft. Area Weighted Average SHGC: 0.234 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2091.0 sgft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 2091.00 ft2 b. Conservation features b. N/A R= ft2 None c. N/A R= ft2 15. Credits Pstat Glass/Floor Area: 0.132 Total Proposed Modified Loads: 61.54 PASSTotalBaselineLoads: 64.57 1 hereby certify that the plans and specifications covered by Review of the plans and qHE STgl this calculation are in compliance with the Florida Energy specifications covered by this 1- e FOB Code. Digitally signed by Michael Michael Conway -Conway calculation indicates compliance Date: 2017.12.12 14:17:42 -05 00' with the Florida Energy Code. mr -. ::_•` „O PREPARED BY: %y Before construction is completed DATE: this building will be inspected for a compliance with Section 553.908 I hereby certify that t ' building as designed, is in pliance Florida Statutes. C with the Florida En y Code: CD WE'D OWNER/AGE BUILDING OFFICIAL: DATE: DATE: Compliance r uires certification6cethe air handler unit manufacturer that the air handler enclosure qualifies as ealedcertifiedfactory-sin accor with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested In accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 12/ 12/2017 2:11 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 4 MAM R4n5-2nl4 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot 058 Madrona A LHG - N User Park Square Homes 1 One Stop Cooling and Heatin City of Sanford 691500 Single-family New (From Plans) Bedrooms: 4 Conditioned Area: 2091 Total Stories: 2 Worst Case: No Rotate Angle: 90 Cross Ventilation: No Whole House Fan: No Address Type: Street Address Lot # 58 Block/SubDivision: WP PlatBook: Street: 2337 Blue Grouse Lane County: Seminole City, State, Zip: Sanford , FL, CLIMATE Design Location TMY Site IECC Design Temp Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2091 19446.3 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2091 19446.3 Yes 5 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter R-Value Area Tile Wood Carpet 1 Slab -On -Grade Edge Insulatio Main 191.5 ft 0 2091 ft2 0.29 0 0.71 ROOF Type Materials Roof Gable Roof Area Area Color Solar Absor. SA Emitt Emitt Deck Pitch Tested Tested Insul. (deg) 1 Hip Composition shingles 2339 ft2 0 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 2091 112 N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) Main 30 Blown 2091 ft2 0.1 Wood 12/12/2017 2:11 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 4 PORM R4inr%-9n1A WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 N=>E Exterior Concrete Block - Int Insul Main 4.1 56 0 9 4 . 522.7 ft2 0 0 0.8 0 2 E=>S Exterior Concrete Block - Int Insul Main 4.1 45 0 9 4 420.0 ft2 0 0 0.8 0 3 S=>W Exterior Concrete Block - Int Insul Main 4.1 65 0 9 4 606.7 ft2 0 0 0.8 0 4 W=>N Exterior Concrete Block - Int Insul Main 4.1 25 6 9 4 238.0 ft2 0 0 0.8 0 5 NE Garage Frame - Wood Main 11 36 6 9 4 340.7 ft2 0 0.25 0.8 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 W=>N Insulated Main None 4 3 8 24 ft2 2 NE Wood Main None 46 2 8 8 21.3 ft2 WINDOWS Wall y # Omt ID Frame Panes NFRC U-Factor SHGC 1 n=>E 1 Metal Low-E Double Yes 0.55 0.22 3 Floor Area 1 393 ft2 Scope Method 1 Wholehouse Proposed ACH(50) uilt (rotated 90 decrees). 0 2 n=>E 1 Metal Low-E Double Yes 0.54 0.25 8. 3 e=>S 2 Metal Low-E Double Yes 0.55 0.22 4 5 4 e=>S 2 Metal Low-E Double Yes 0.58 0.25 9 6 5 s=>W 3 Metal Low-E Double Yes 0.55 0.22 4 5 6 s=>W 3 Metal Low-E Double Yes 0.54 0.25 8. 7 W=>N 4 Metal Low-E Double Yes 0.55 0.22 3 0 8 w=>N 4 Metal Low-E Double Yes 0.54 0.25 6. 9 W=>N 4 Metal Low-E Double Yes 0.54 0.25 8. Floor Area 1 393 ft2 Scope Method 1 Wholehouse Proposed ACH(50) GARAGE filing Area Exposed Wall Perimeter A: 393 ft2 52 ft INFILTRATION SLA CFM 50 ELA EgLA 000414 2268.7 124.55 234.24 HEATING SYSTEM uilt (rotated 90 decrees). Overhang Area Depth Separation Int Shade Screenii 0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 0 ft2 8 ft 0 in 1 ft 0 in None None 0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 0 ft2 1 ft 0 in 3 ft 6 in Drapes/blinds None 0 ft2 7 ft 4 in 6 ft 0 in Drapes/blinds None Wall Heigl 9.3 It ACH 3718 Wall Insulation 1 ACH 50 7 System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split- HSPF:9 33 kBtu/hr 1 sys#1, 12/12/2017 2:11 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 Wall Heigl 9.3 It ACH 3718 Wall Insulation 1 ACH 50 7 System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split- HSPF:9 33 kBtu/hr 1 sys#1, 12/12/2017 2:11 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 4 FORM R405-2014 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 34.8 kBtu/hr 1044 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage Cert # Company Name System Model # Collector Model Area Volume FEF None None ft2 DUCTS V Supply ---- Return ---- Air CFM 25 CFM25 HVAC # Location R-Value Area Location Area Leakage Type Handler TOT OUT ON RLF Heat Cool 1 Attic 6 418.2 ft Main 104.55 Prop. Leak Free Main cfm 62.7 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling[[ Heatin[X] Jan jj jj Feb jj ]] Mar Jan jX Feb [Xj Mar A r Ma Jun (X Jul Jun [ ] Jul jjX AugjX j j Au Se j j Sep Oct Oct Nov Nov Dec Dec Venting [ Jan [ ]Feb [X] Mar Apr May Jun [ ]Jul j Aug Sep Oct Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 12/12/2017 2:11 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 4 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole uilding Pertormance and Prescriptive Methods ADDRESS: 2337 Blue Grouse Lane Permit Number: Sanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either 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 ctm (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. It 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. Duct testing is not mandatory for buildings complying by Section R405 of this code. 12/12/2017 2:11 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 ducts or plenums. O R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41 •C) or below 556F (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 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close 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 (381C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 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 close 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 of the equipment shall not be less than the calculated latent load. 12/12/2017 2:11 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. O 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. 0 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 oll-fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verity procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools 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 0 R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 12/12/2017 2:11 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. 2337 Blue Grouse Lane, Sanford, FL, ?l P 77-* 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1787.30 ftz b Frame -Wood, Adjacent R-11.0 340.67 ftz 3. Number of units, if multiple family 1 c. N/A R. ftz 4. Number of Bedrooms 4 d. N/A R= ftz 5. Is this a worst case? 10. Ceiling Types Insulation No Area a. Under Attic (Vented) R=30.0 2091.00 ftz 6. Conditioned floor area (ftz) 2091 b. N/A R= ftz 7. Windows" Description Area c. N/A R= ftz a. U-Factor: Dbl, U=0.55 150.00 ftz 11. Ducts a. Sup: Attic, Ret: Main, AH: Main R ftz 6 418.2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 96.00 ftz SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor: Dbl, U=0.54 30.00 ftz a. Central Unit 34.8 SEER:16.00 SHGC: SHGC=0.25 d. U-Factor: N/A ftz 13. Heating systems kStu/hr EfficiencySHGC: a. Electric Heat Pump 33.0 HSPF:9.00 Area Weighted Average Overhang Depth: 3.618 ft. Area Weighted Average SHGC: 0.234 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 2091.00 ftz a. Electric EF: 0.9 b. N/A R= ftz c. N/A R= ftz 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 .spe ion. Otherwise, a new EPL Display Card will be completed based on installed Co a comp ant features. /i / Builder Signature: Address of New Dome: -3 % W3 yly?3 y OF-ftifiSrgpE' NI ti oo WEB° Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 12/12/2017 2:11 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 Project Summary Job: Lot 058 Madrona A LHG - N wrightsoft• 1 ry Date: 12t12/2017 Entire House By. LF/RI/MC One Stop Cooling and Heating 7225 Sardsoove CouL Wirter Park FL 32792 PYore• (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirg com Licerse CA0032444 For: Park Square Homes 2337 Blue Grouse Lane, Sanford, FL Notes: Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Outside db Inside db Design TD Heating Summary Summer Design Conditions 42 OF Outside db 68 OF Inside db 26 OF Design TD Daily range Relative humidity Moisture difference Structure 22051 Btuh Ducts 2223 Bhuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 24273 Btuh Infiltration Method Simplified Construction quality Average Fireplaces 0 Heating2028 Cooling2028AreaVolume (f(3) 18860 18860 Air changesfiour 0.41 0.21 Equiv. AVF (dm) 129 66 Heating Equipment Summary Make Trane Trade TRANE Model 4TWR6036H1 AHRI ref 7562981 Efficiency 9 HSPF Heating Input Heating output 33000 Btuh Co-) 47°F Temperature rise 0 OF Actual air flow 0 cfm Air flow factor 0 dm/Btuh Static pressure 0.50 in H2O Space thermostat Capacity balance point = 34 OF Backup: Input = 7 kW, Output = 24790 Btuh,100 AFUE 92 OF 74 OF 18 OF M 50 a 49 grAb Sensible Cooling Equipment Load Sizing Structure 20333 Bluh Ducts 4595 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data n Ratelswin multiplierEquipmenIload 0.97 24280 Btuhsensible Latent Cooling Equipment Load Sizing Structure 3179 Btuh Ducts 955 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 4135 Btuh Equipment Total Load (Sen+Lat) 28414 Btuh Req. total capacity at 0.75 SHR 2.7 ton Cooling Equipment Summary Make Trane Trade TRANE Cond 4TWR6036H1 coil TEM6AOC36H31++TDR AHRI ref 7562981 Efficiency 13.0 EER,16 SEER Sensible cooling 26100 Btuh Latentcooling 8700 Btuh Total cooling 34800 Btuh Actual air flow 1160 dm Air flow factor 0.047 dm/Btuh Static pressure 0.50 in H2O Load sensible heat ratio 0.86 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsoft' 2017•Dec-121359:19 Rigrt-Sute®Uriversal201818004 RSLr25029 PaQe 1 AM .MadroreA LHG-14Lo1058 Madrore ALHG - N rtp Calc - MIB Frort Door laces N wrightsoft, Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court. W irter Park FL 32792 Phore (407) 629.6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg com Ucerse: CAC032444 Job: Lot 058 Madre A LHG - N Date: 12/12/2017 By. LF/RI/MC 1 Room name Entire House BED4 2 E1glosed vlall 1915 fl 295 ft 3 Room height 93 fl d 93 it healbool 4 5 Room dimensions Room area 2027.9 fF 1.0 x 1615 B 1615 IF Ty C nstrudon U-value Or HTM Area (fF) Load Area (f) Load BluhAR°Fj BUIM or perimeter (11) Bluh) or perimeter (11) Btuh) Heat cool Gross NAS Heat cool Gross NAS Heat cod 6 13A-4ocs 0.143 ne 3.73 290 605 552 2058 1597 126 111 413 320 4A5-8om 0550 ne 1435 22.14 45 0 646 996 15 0 215 332 4135-21m 0.540 ne 14.09 2359 8 0 113 189 0 0 0 0 13A-4os 0.143 se 3.73 2.90 237 169 631 490 121 91 339 263 11 4A5.2om 0550 se t4.35 21.42 30 4 431 643 30 4 431 643 485-2fm 4B5-21m 0540 0540 se se 14.09 14.09 24.09 16AI 6 8 0 6 85 113 145 131 0 0 0 0 0 0 0 0 11 DO 03M se 10.18 1227 24 24 244 294 0 0 0 0 13A-4ocs 0.143 sw 3.73 2.90 521 483 1802 1398 28 28 104 81 4A5-2om OSM sw 1435 21.42 30 4 431 643 0 0 0 0 4B5-21n 0540 sw 14.09 20,81 8 3 113 166 0 0 0 0 Vj/ 13A•40cs 0.143 nw 3.73 2.90 419 278 1036 804 0 0 0 0 4A5.2om 0550 nw 1435 22.14 45 0 646 996 0 0 0 0IC4A5.2omd OSM rtw 15.14 27.72 96 0 1453 2662 0 0 0 0 P 12C-09N 0.091 238 151 339 318 756 479 0 0 0 0 11 DO 0390 n 10.18 1227 21 21 217 262 0 0 0 0 C 1613-30ad 0.032 0.84 1.76 2027 2027 1693 3565 162 162 135 284 F 22A-tpm 1.180 30.80 0.00 2027 192 5898 0 162 30 909 0 6 c) AED excursion 693 28 Envelope losstain 18365 16152 2545 1951 12 a) Irt8ltration 3686 1331 568 205 b) Room ventilation 0 O 0 0 13 Intemalgains: OompaMC& MO 5 1150 1 MO ApplWXesbtl"w 1 1700 0 Subtotal (lines 6 b 13) 22051 2(XM 3113 2386 Less external bad 0 0 0 0 Less transfer 0 0 0 0 Redisbibution 0 0 261 230 14 Subtotal 22051 20333 3374 2616 15 Duct loads 10Y 23°/ 2223 4595 1 O'/ 23°/ 3QI 591 Total room bad I 24273 24M 1 3714 3208 Air required (dm) 0 1160 10 149 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. 2017-Dec-121359'19 FGgrt-Sute®Uriversal2018180.04 RSU25029 Page 1 Madrom A LHG - MLot 058 Madroria A LHG - N.rtp Calc = M(B FrontDoor faces N wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, Winter Park FL 32792 Ptore: (407) 629.6920 Fax: (407) 629 - 9307 Web: www.OreStopCoohrg com License: CA0032444 Job: Lot 058 Madrona ALHG - N Oahe: 12/12/2017 By. LF/RI/MC 1 Room name BTH3 BED3 2 Ewatt 55 ft 145 ft 3 Room height 93 ft hatkool 93 ft heaVcool 4 5 Room dmerlsorls Room area 9A x 55 ft 495 fF ID x 169.0 ft 169. 0 fF Ty Condon U•vdlue Or HTM Area (fF) Load Area (fF) Load number BtuhV-+) BUW or perimeter (ft) Bluh) or perimeter (0) Bluh) Heat Cod Grass N/Pi5 Heat Cool Gross NrP/S Heat Cool 6 13AAocs 4A5- 2om 485. 2frn 0. 143 0550 0540 ne ne ne 3. 73 1435 14. 09 2. 90 22. 14 2359 51 0 4 47 0 0 176 0 56 137 0 94 135 15 0 120 0 0 447 215 0 347 332 0 r. 11 13A- 4ocs 4A5- 2om 0. 143 0- CMse se 3.73 1435 2. 90 21. 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485. 2hn 485. 21m IIDO 0540 0. 540 0390 se se se 14D9 14D9 10. 18 24.09 16.41 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A- 4ocs 4A5.2om 0.143 0550 sw sry 3. 73 1435 2. 90 21.42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 1ql 485. 21m 13A-4ocs 4A5.2om 0540 0. 143 0550 96v riw nw 14. 09 3.73 1435 2081 2. 90 22.14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2 4A5.2omd _ 12C-09w 11 DO 16B•30ad 0.580 0.091 0390 0. 032 nw n 15. 14 238 10. 18 O84 27. 72 151 1227 1. 76 0 0 0 50 0 0 0 50 0 0 0 41 0 0 0 87 0- 0 0 169 0 0 0 169 0 0 0 141 0 0 0 297 P L— D C F 22A- tpm 1.180 30.80 0.00 50 6 169 0 169 15 447 0 6 c) AED excursion 16 58 Erwtape low/ gain 443 302 1250 919 12 a) hlGlaalion 106 38 279 101 b) Room ven0la0on 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 1 230 Applianoestlher 0 0 Subtotal (lines 6 to 13) 549 340 1529 1249 Lessextemal bad 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 7 15 10 21 14 Subbtal 556 355 1540 1270 15 Dud loads 10°/ 23°/ 56 80 10°/ 23°/ 155 287 Total room bad 612 436 1695 1557 Air required ( dm) 0 20 1 0 72 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. f wr` gtieooft- 2017-Dee-121359:19 Rghl-Sute® Uriversal201818.0.04RSL25029 Page Madrorla A LHG - MLot 058 Madrors A LHG - Map Calc - MJ8 Front Door laces: N wrightsoft• Right-JO Worksheet Entirle'House One Stop Cooling and Heating 7225 Sardscove Court, Winter Park, FL 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web. wwwOna topCoolirg com Uoense: CA0032444 Job: Lot 058 Madrore A LMG - N Date: 12/12/2017 By. LF/RI/MC 1 Room name LDRY 2 Fwell 0 A 10.0 II 3 Room height 93 ff heat/ood 93 tl heatk»ol 4 5 Room dimensions Room area 35 x 35 8 123 fF 1. 0 x 925 11 925 tF Ty Coroucoon number U- value BWhV-* n Or HTM Ehuh" Area ( f) or perimeter (f) Load BWh) Area ( fF) or Wrinew (R) Load Bluh) Heat Cod Gross WPiS Heat Cod Gross NrP/S Heat Cool 6 tq/ 13A•4ocs 0.143 ne 3.73 2.90 0 0 0 0 28 28 104 81 4A5- 2om 0.550 ne 1435 22.14 0 0 0 0 0 0 0 0 465. 21m 0540 ne 14.09 2359 0 0 0 0 0 0 0 0 13A- 40cs 0143 se 3.73 2.90 0 0 0 0 65 59 221 171 11 Li 4A5.2om 0550 Se 1435 21.42 0 0 0 0 0 0 0 0 485- 21rn 485. 21m 0. 540 0540 se se 14. 09 1409 24. 09 16. 41 0 0 0 0 0 0 0 0 6 0 0 0 85 0 145 0 11 Do 0.390 se 10.18 1227 0 0 0 0 0 0 0 0 W! 13A•40cs 0.143 9N 3.73 290 0 0 0 0 0 0 0 0 4A5. 2Dm 0S50 sw 1435 21.42 0 0 0 0 0 0 0 0 485- 21m 0540 sw 14.09 20B1 0 0 0 0 0 0 0 0 W/ 13A•40cs 0.143S50 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5. 2om O rw 1435 22.14 0 0 0 0 0 0 0 0 I;^ P L— D C 4A5. 2omd 12C- 0sw 11 DO 168. 30ad 0580 0. 091 0390 0. 032 nw n 15. 14 238 10. 18 084 27. 72 151 1227 1. 76 0 0 0 12 0 0 0 12 0 0 0 10 0 0 0 22 0 126 21 93 0 104 21 93 0 248 217 77 0 157 262 163 F 22A-pm 1.180 3080 0.00 12 0 0 0 93 10 308 0 6 c) AED excursion 1 31 Emelope losstain 10 21 1259 947 12 a) Infillralion 0 0 192 70 b) Room ventilation 0 0 0 0 13 hlernalgains: Oocupantss@ 230 0 0 0 0 Applianoesbther 0 500 Subtaial ( Imes 6 b 13) 10 21 1452 1516 Les, extemalloarJ 0 0 0 0 Less transfer 0 0 0 0 Redistribution 10 21 312 265 14 Subtotal 0 0 1764 1781 15 Dud loads 1 10'/a 23°/ 0 0 10°/ 239% 178 403 Total room load 0 0 1942 2184 Air requved (dm) 0 0 1 1 0 102 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wr` ghrCs4 ft - 2017-Deo-121359:19 P. Right-Sute®Uriversal 201818.0.04 RSU25029 Page 3 Madrora A LHG - MLot 058 Madrona A LHG - N.nQ Calc = NUB Frort Door laces: N wrighttsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardsoove CotK W irter Park FL 32792 P1ore (407) 629.6920 Fax: (407) 629.9307 Web: wwwOreStopGoolirgmm License: CAC032444 Job: Lot 058 Madrona ALHG - N Date: 12112/2017 By. LF/RI/ MC 1 Room name KIT FOY 2 EMOsed wall 0 A 55 R 3 Room height 93 fl heatbool 93 It heatbod 4 5 Room t5mensons Room area 245 x 105 fl 2573 fF 65 x 10. 0 Q 65.0 fF Ty Unslrudion U- value Or HTM Area (IF) Load Area (W) Load number Bnrh4F-°I- j I orperimeter (Il) BWh) or perimeter (Q) Btuh) Heal Cod Gross NAS Heat Cool Grass NAS Heat Cod 6 13A4ots 0. 143 ne 3.73 290 0 0 0 0 0 0 0 0 4A5-8om 0- 5%W ne 1435 22.14 0 0 0 0 0 0 0 0 4BS-21m 0. 540 ne 14.09 2359 0 0 0 0 0 0 0 0 13AAOCS 0.143 se 3.73 2.90 0 0 0 0 51 19 71 55 11 4A5-2om 0550 se 1435 2142 0 0 0 0 0 0 0 0 485.21m 485. 21m 1100 0540 O. 540 03W se se se 14D9 14D9 10. 18 24. 09 16AI 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 8 24 0 6 24 0 113 244 0 131 294 V! 13AAocs 0. 143 9N 3.73 290 0 0 0 0 0 0 0 0 05.2om 0550 sw 1435 21.42 0 0 0 0 0 0 0 0 I--( 485-21m 0.540 sw 14.09 2D.81 0 0 0 0 0 0_ 0_ 0 Vjl G 13A- 40cs 0. 143 rrw 3.73 2.90 0 0 0 0 0 0 0 0 4A5.2om WSW nW 1435 22.14 0 0 0 0 0 0 0 0 I—G R p 4A5- 2omd 12C- 09w 0- w 0. 091 nw 15.14 238 27.72 151 0 102 0 102 0 243 0 154 0 0 0_ 0 0 0 0 0 11 DO 16B- 30ad 03W 0.032 n 10.18 0,84 1227 1.76 0 257 0 257 0 215 0 452 0 65 0 65 0 54 0 114 C F 22A-Ipm _ . 1.180 30.80 0.00 257 0 0 0 65 6- 169 0 6 c) AED excursion 80 9 Envelope loss/gain 458 527 652 605 12 a) Infiltration 0 0 106 38 b) Room venfila4on A 0 0 0 13 trnenralgains Ooo* eft@ 230 0 0 0 0 AppliarloesbQler 1200 0 Sublotal (fines6lD 13) 458 1727 758 643 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistnbufion 205 187 758 643 14 Subgotal 662 1913 0 0 15 Duct loads 10'/a E/ 67 432 10°/ 23°/ 0 0 Total room load I 1 729 2346 0 0 Air required (dm) 0 109 1 1 0 0 Calculations approved byACCA to meet all requirements of Manual J 8th Ed. e- wrlat , -*t- 2017-Dec-121359:19 ta. RigN-Sute4DUriversal 201818. 0.04 RSLI25029 Page 4 Madrore ALHG - Mot 058 Madrore A LNG - N ntp Calc = MJ8 Frort Door faces- N wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, Winer Parr FL 32792 Phone: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOr eStopCoolirg.com Uoer6e: CA0032444 Job: Lot 058 Madrana ALHG • N Date: 12112/2017 By. LF/RUMIC 1 Room name DIN MWIC 2 Dosed wall 0 ft 145 ft 3 Room height 93 ft heaUcool 93 ft heattool 4 5 Room dimensions Room area 1.0 x 2320 It 2320 IF 8.0 x 146 ft 116.7 IF Ty Construmon U-value Or HTM Area (fF) Load Area (It) Load number f3plhft +) or perimeter ( ft) BWh) or perimeter (ft) 8tuh) Heat Cool Gross NrP/ S Heat Cool Gross NrP/5 Heat Cod 6 13A4ocs 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 1435 22.14 0 0 0 0 0 0 0 0 4B5-2hn 0540 ne 14.09 23.59 0 0 0 0 0 0 0 0 13A-40cs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 11 4A5.2om 0. 550 se 1435 21.42 0 0 0 0 0 0 0 0 4B5.2ftn 0.540 se 14.09 24.09 0 0 0 0 0 0 0 0 485-21n 0.540 se 14D9 16.41 0 0 0 0 0 0 0 0 11130 03W se 10. 18 1227 0 0_ 0 0 0 0 0 0 w! 13A-40cs 0. 143 9w 3.73 2.90 0 0 0 0 135 135 503 390 4A5-2om 0.550 sw 1435 21.42 0 0 0 0 0 0 0 0 4B5-2hn 0.540 9w 14.09 20.81 0. 0_ 0 0 0 0 0 0 w/ 13A-4os 0. 143 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 1435 22.14 0 0 0 0 0 0 0 0 I---(t 4A5-2omd 0. 580 rw 15.14 27.72 0 0 0 0 0 0 0 0 P L-D 12C• 09w 11130 0. 091 0- M n 238 10.18 1. 51 1227 0 0 0 0 0 0 0 0 112 0 112 0 265 0 168 0 C 168- 30ad 0. 032 0.84 1.76 232 232 194 408 116 116 97 204 F 22A-1pm 1. 180 30.80 0.00 232 0 0 0 116 15 447 0 6 c) AED excursion 18 38 Envelope Iossfon 194 390 1312 724 12 a) Infiltration 0 0. 279 101 b) RboravenClation 0 0 0 0 13 Intemalgains: Ooapants@ 230 0 0 0 0 Applianoesbttler 0 0 Subbtal( lines 6ID13) 194 390 1591 825 Less eAemal load 0 0 0 0 Lesstrans(er 0 0 0 0 Redistnbudon 0 0 0 0 14 Subtotal 194 390 1591 825 15 Dud loads 1 10%1 239/6 20 88 10% 23% 160 186 Total room bad 213 478 1751 1012 Air required (dm) 0 22 1 10 47 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wr`ghtsoft- 2017-Dec- 121359:19 A C Right-Srite® Uriversal201818.0. 04 RSU25029 Page 5 Wdrone ALHG - Wot 058 Madrora A LHG - N.rup Calc - Mle Frori Door faces: N f F wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscooe Coun. W irter Park FL 32792 Phore: (407) 629 - 6920 Fax, (407) 629.9307 Web wwwOreStopCoolirg oom License, CA0032444 Job: Lot 058 Madrorta A LHG - N Date: 12/1212017 By: LF/RUMC 1 Room name M3TH MrO1 2 Ewall 7. 0 ft 6A 03 Room height 93 ftheatbod93IfheatRool45Roomdimensorls Room area 1.0 x 1095 R 1095 fF 45 x 6.0 ft 27.0 fF Ty Construction number U- value Ebjw+) or HTM Btuh" Area ( W) or perimeter ( ft) Load BWh) Area (fF) or perimeter ( Q) Load BUh) Heat Cool Grass WPiS Heat Cool Gross N/P/S Heal Cod 6 13A40cs 4A5 tom 485.21m 0.143 0.550 0540 ne ne ne 3. 73 1435 14. 09 2. 90 22.14 2359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 13A- 4ocs 4A5- 2om 0.143 0.550 se se 3.73 1435 2. 90 21. 42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485. 21m 4135. 21n 11D0 0540 0540 0390 se se 9e 14. 09 14. 09 10.18 24.09 16.41 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13AAos 4A5. 2om 0. 143 0550 9m sw 3. 73 1435 2. 90 21. 42 65 0 61 0 228 0 177 0 56 0 52 0 193 0 150 0 pl 4B5. 21m 13A- 4os 4A5-2om 0540 0. 143 0550 9w nw nw 14. 09 3. 73 1435 2OB1 2.90 22. 14 4 0 0 1 0 0 56 0 0 83 0 0 4 0 0 1 0 0 56 0 0 83 0 0 2 P LD C4A5. 2omd 12C- 09N 11D0 1613- Mad 0. 580 0.091 0390 0. 032 nw n 15.14 238 10. 18 0. 84 27.72 151 7 1.76 0 0 0 110 0 0 0 110 0 0 0 91 0 0 0 193 0 0 0 27 0 0 O 27 0 0 0 23 0 0 0 47 F 22A- Ipm 1. 180 30.80 0.00 110 7 216 0 27 6 185 0 6 c) AED excursion 10 18 Envelope loss(gain 591 462 457 298 12 a) Infiltration 135 49 115 42 b) Room verltiladon A 0 0 0 13 henalgains: Ooatpants@ 230 0 0 1 0 0 Applianoesbther0 0 SubbW ( lines6 b 13) 726 511 573 340 Lessextenal bad 0 0 0 0 Lesstrarder 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 726 511 573 340 151 Dud loads 10°/ 73 116 10% 23% 58 77 Total room bad 13% 799 627 630 417 Air required (dm) 0 29 1 1 0 19 Calculations approved byACCA to meet all requirements of Manual J 8th Gd. wr`gtitsoft AM Riga• Scile®Uriversa12018180. 04RSU2017-Dec-12135919 25029 Page 6 Madrore A LHG - MLot O58 Madrore A LHG - N.np Calc = MIB FrortDoor taoes. N wrightsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Cart, Winter Park FL 32792 Phone: (407) 629.6920 Fax: (407) 629.9307 Web: wwwOneStopCoolirg aom Ucence: CA0032444 Job: Lot 058 Madrona A LHG - N Date: 12/12/2017 By. LF/RI/MC 1 Room name MBEO GATH 2 E)pOsed wall 40.0 ft 175 ft 3 Room heigM 93 f1 heatbool 93 f1 heatkod 4 5 Room dimensorls Room area 145 x 17.0 ft 2465 fF 18.0 x 115 ft 207.0 fF Ty Condon U-value Or HTM Area (IF) Load Area QF) Load number BWhAF n 8Wh" or perimeter (ft) Btuh) or penmeter (ft) Buh) Heat Cool Gross N/P/S Heat Cool Gross NAS Heat Cool 6 f—C 13A-4ocs 0.143 ne 3.73 2.90 79 79 295 229 0 0 0 0 4A5-2om 0.550 ne 1435 22.14 0 0 0 0 0 0 0 0 485-21n 0.540 ne 14.09 2359 0 0 0 0 0 0 0 0 13A•4ocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 t l 4A5-2Dm 0550 se 14.35 21.42 0 0 0 0 0 0 0 0 485.21n 4B5-21rn 0.540 0.540 se se 14D9 14D9 24.09 16AI 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11D0 0" Se 10.18 1227 0 0 0 0 0 0 0 0 13A•4ors 0.143 sN 3.73 2.90 158 128 478 371 0 0 0 0 4A5.2om 0550 sw 1435 21.42 30 4 431 643 0 0 0 0 485.21m 0540 sw 14.09 2081 0 0 0 0 0 0 0 0 V/ 13A-40cs 0.143 nw 3.73 2.90 135 105 391 304 163 67 249 193 4A5-2Dm 0.550 rvw 1435 22.14 30 0 431 664 0 0 0 0 4A5-2omd _ 0580 nw 15.14 27.72 0 0 0 0 96 0 1453 2662 P 12C•O9w 0.091 238 1.51 0 0 0 0 0 0 0 0 11 DO 0390 n 10.18 1227 0 0 0 0 0 0 0 0 C 168-30ad 0.032 084 1.76 247 247 206 433 207 207 173 364 F 22A-Ipm 1.180 3080 0.00 247 40 1232 0 207 18 539 0 6 c) AED exursion 260 716 Envelope kw/gain 3464 2904 2414 3934 12 a) Infiltration 770 278 337 122 b) Room venalation 0 0- 0 0 13 Internal gains: ODaparm@ 230 2 460 0 0 Appliaraesbtw 0 0 Sulablal (lines 6 b 13) 4233 3642 2751 4056 Less extemalload 0 0 0 0 Lessrarater 0 0 0 0 Redigribution 0 0 8 16 14 Subtotal 4233 3642 2759 4072 Dud loads 10°/ 23P/.l 427 823 10% 23% 278 920 r Total room load I 1 4660 4465 3037 4993 Air required (dm) 0 208 1 0 232 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. r wr`gf tsoft 2017-Dec-121359:19 Right-Su"Uriversal 201818.0.04 RSLI25029 Page 7 Madrore A LHG - MLot 058 Madrore A LHG - N.np Calc - MAFront Door laces: N wrightsoft• Right-JO Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court. W irter Park FL 32792 Phore: (407) 629 - 6920 Fax (407) 629 - 9307 Web' wwwOreStopCoolirg com License CA0032444 Job: Lot 058 Madron a A LHG - N Date: 12/12/2017 By: LF/RI/MC 1 Room name BED2 BTH2 2 EVased well 36.0 ff 5b 4 3 Room height 93 fl heakool 93 It heaftol 4 5 Room dimensions Room area 1.0 x 1693 fl 1693 fF 1 A x 57.0 fl 57A fF Ty CorlsmxAon U-value Or HTM Area (fF) Load Area (fF) Load number BWw*n Stith" or perimeter (R) Bluh) or perimeter (11) Btuh) Heat Cool Gross NAS Heat Cool Gross NiPiS Heat Cod 6 y/ ff 13AAocs 0.143 ne 3.73 290 135 120 447 347 51 47 176 137 4A5.2om 485.2trn OS50 0.540 ne ne 1435 14.09 22.14 23.59 15 0 0 0 215 0 332 0 0 4 0 0 0 56 0 94 11 13A-40cs 4A5.2om 0.143 O550 se se 3.73 1435 2.90 21.42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485.21m 4BS2fm 0,540 O,540 5e se 14.09 14.09 24.09 16.41 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 11 DO 03W se 10.18 1227 0 0_ 0 0 0 0 0 0 13A•4ocs 0.143 sw 3.73 Z90 79 79 295 229 0 0 0 0 4A5-2om 0-5%W SIN 14.35 21.42 0 0 0 0 0 0 0 0 Vj! 485.21m 13A-40cs 0.540 0.143 9N nw 14.09 3.73 20B1 2.90 0 121 0 106 0 395 0 307 0 0 0 0 0 0 0 0 4A5.2orn 0.550 nw 1435 22.14 15 0 215 332 0 0 0 0 P LD C 4A5-2omd 12C-(kw IIDO 16B- 30ad 0. 580 0. 091 03N 0. 032 nw n 15. 14 15.14 238 10. 18 O114 27. 72 1. 51 1227 1. 76 0 0 0 169 0 0 0 169 0 0 0 141 0 0 0 298 0 0 0 57 0 0 0 57 0 0 0 48 0 0 0 100 F 22A-Ipm 1.180 3080 0.00 169 36 1109 0 57 6 169 0 6 c) AED excursion 86 16 Envelope loss' n 2818 1758 449 315 12 a) Infiltration 693 250 106 38 b) Room ventilation 0 0 0 0 13 Internal gains: Ooapants@ 230 1 230 0 0 Applianoesblher 0 0 Subtotal ( lines 6 b 13) 3511 2239 555 353 Less external load 0 0 0 0 L. estrarder 0 0 0 0 Redistribution 4 7 8 16 14 Subtotal 3515 2246 563 369 15 Dud loads 1 101% 23% 354 508 10'/ 23% 57 83 Total room load 3869 2753 620 453 Air required (dm) 0 128 1 1 0 21 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wr` gtilsoft 2017-Dec-1213S9:19 Riga- Scite*Uriversal 201818.0 04 RSLr25029 Page 8 MadroreA LHG - MLot O58 MadroreA LHG - N np Calc - M18 FrortDoor Paces- N wrightsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating 7225 Sardscove Court, Wirter Park FL 32792 Phone (407) 629.6920 Fax (407) 629 - 9307 Web wwwOneStopCoohrg com License CA0032444 Job: Lot 058 Madrona A LNG - N Date: 12/12/2017 By. LF/RI/MC 1 Room name 2 Exposed well O ft 0 8 3 Room height 93 ft heatbcool 93 ft heat(cool 4 5 Room dmensons Room area 35 x 8.0 ft 28.0 fF 35 x 8.0 ft 28.0 tF Ty Constwoon U-value Or HTM Area (fF) Load Area (fF) Load number BWFv11 n Bluf" or penmewr (ft) BWh) or penmeter (It) BWh) Heat Cool Grass N/P/S Heat Cool Gross N/P/S Heat Cool 6 1q! G 13A-4ors 4A5-2om 485-2m 0.143 0550 0540 ne ne ne 3.73 1435 14.09 2.90 2214 2359 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0t--G 11 13A-4ocs 4AS-2om 0.143 0550 se se 373 1435 2.90 21.42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 485.21m 465.21m 1100 0540 0540 0390 se se se 14.09 14D9 10.18 24.09 16.41 1227 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-4ocs 4A5-2om 0.143 0550 sN sw 3.73 1435 2-90 21.42 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 V/ I--G 4135-21m 13A-4ocs 4A5.2om 0540 0.143 0550 sw nw nw 14D9 3.73 1435 20.81 2.90 22.14 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Ili P C 4A5.2omd 12C-0sw 11 DO 168-30ad OS80 0.091 0390 0.032 nw n 15.14 238 10.18 0.84 27.72 151 1227 1.76 0 0 0 28 0_ 0 0 28 0 0 0 23 0_ 0 0 49 0_ 0 0 28 0 0 0 28 0 0 0 23 0 0 0 49 F 22A-tpm 1.180 30.80 0.00 28 0 0 0 28 0 0 0 6 c) AED excursion 2 2 Envelope loss/gain 23 47 23 47 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0. 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliancesbther 0 1 0 Subtotal (lines 6 to 13) 23 47 23 47 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 23 47 23 47 14 Subtotal 0 0 0 0 15 Dud loads 10°/ E/ 0 0 10% 231/ 0 0 Total room bad 0 0 0 0 Air required (dm) 0 0 0 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. f} wr`ghrtsoft 2017-Dec-1 2 13 59:19 Right-SuteOUnversal201818004ASU25029 Page MadroreA LHG - MLot O58 MadroreA LHG - N.np Calc = MA Fron Door Maces N Static Pressure and Friction Rate Job: Lot058MadronaALHG-N wrightsoft• Date: 12/12/2017 Entire House By. LF/RUMC One Stop Cooling and Heating 7225 Sardscove Cout, W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOr eStopCoolirg com Licerre: CAC032444 For: Park Square Homes 2337 Blue Grouse Lane, Sanford, FL Heating Cooling in H2O) in H2O) External static pressure 0.50 0.50 Pressurelosses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 Total• supply Return ft) ft) Measured length of run -out 13 0 Measured length of trunk 27 0 Equivalent length of fittings 100 0 Total length 140 0 Total effective length 140 RateFriction Heating Cooling in/100ft) in/100ft) Supply Duds 0.243 > 0.18 0.243 > 0.18 Return Ducts 0.243 > 0.18 0.243 > 0.18 Fitting Equivalent LengthDetails Supply 4X--35, 11 A-_20,11 G--5,1 A-_35,11 Gam: TotalEL=100 Return TotalEL=0 wrightsoft' 2017-Dea12135920 RigH-Sdte®Uriversal201818.0.04 RSLI25029 Page 1 ACA:;A .. Mad.. A LHG - N1Lot 058 Madrora A LHG - N.np Calc = NUB From Door faces: N wrightsoft• Duct System Summary Entire House One Stop Cooling and Heating 7225 Sardscove Cout. Water Park FL 32792 Phone (407) 629.6920 Fax: (407) 629. 9307 Web: wwwOreStopCootirgoom Licerse: CA0032444 For: External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual airflow Total effective length (TEL) Park Square Homes 2337 Blue Grouse Lane, Sanford, FL Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170/0.170 in H2O 0.243 in/100ft 0 cftn 140 Job: Lot 058 Madrona A LHG - N Date: 12/12/2017 By- LF/RI/MC Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.243 in/100ft 1160 cfm Name Design Btuh) Htg cfm) Clg dm) Design FR Diam in) H x W in) Duct Mat Actual Ln (ft) Ftg.Egv Ln (it) Trunk BED2 C 2753 0 128 0.271 7.0 Ox 0 VIFx 25.4 100.0 SO BED3 C 1557 0 72 0.275 6.0 Ox 0 VIFx 23.5 100.0 SO SE04 C 3208 0 149 0.280 7.0 Ox 0 VIFx 21.3 100.0 st3 87F2 C 453 0 21 0.282 4.0 Ox 0 VIFx 20.5 100.0 SO BTH3 C 436 0 20 0.282 4.0 Ox 0 VIFx 20.4 100.0 st3 DIN C 478 0 22 0.276 4.0 Ox 0 VIFx 23.3 100.0 st1 GATH C 2496 0 116 0.243 6.0 Ox 0 VIFx 39.8 100.0 st2 LATH -A c 2496 0 116 0.285 6.0 Ox 0 VIFx 19.4 100.0 SO Kfr c 2346 0 109 0.248 6.0 Ox 0 VIFx 37.2 100.0 st2 LDRY C 2184 0 102 0.302 6.0 Ox 0 VIFx 17.5 95.0 st3 WED C 4465 0 208 0.249 8.0 Ox 0 VIFx 36.6 100.0 st2 METH C 627 0 29 0.253 4.0 Ox 0 VIFx 34.2 100.0 st2 Mrol C 417 0 19 0.252 4.0 Ox 0 VIFx 35.2 100.0 st2 MWIC C 1012 0 47 0.252 4.0 Ox 0 VIFx 35.1 100.0 st2 Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfmI) FIR fpm) in) in) Material Trunk st3 PeakAVF 0 271 0.280 497 10.0 0 x 0 VinIFIX st1 PeakAVF 0 360 0.271 660 10.0 0 x 0 vnlFlx st2 PeakAVF 1 0 1 529 1 0.243 673 12.0 0 x 0 VinIFIX wrightsoft' 2017-Decr12 Q5920 A Madrora A LHG - M-,- Right-SuteSLhversal 2018 18.0.04 RSLI25029 Page 1 Lot 058 Madrora A LHG - N.rtp Calc - Mt8 Frorl Door laces N Name Grille Size (in) Htg Cfm) Clg Cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 0 1160 0 0 0 0 Ox 0 VIFx wrightsoft• 2017-Dec-12133920 ACCA , w.• Right-Sute®Uag riversal2018180.04RSLI25029 P e2 k tdroreALHG - MLot 058 MadroreALHG - N.rtp Calc = M18 Frort Door faces N FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 058 Madrona A LHG - N Builder Name: One Stop Cooling and Heating Street: 2337 Blue Grouse Lane Permit Office: City of Sanford City, State, Zip: Sanford , FL, Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim 'oists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall'be cut neatly to fit around wiring and plumbing in - exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 12/12/2017 2:11 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 sq"Ar.( i4,4"tFj- h4-dA0^)ir PLtA w YAW 94771 tr-Saq-V2r kif YLI fi,1K"2 41 RECORD COPY advantage plumbing, IM; License # 11 name ier!ature r.1 M J Level 1 MBED 10X10 198 cfm 8X4 16 x 16 28 cfm 10x 8.. 83cfm 6" EF1 VTR 4 16x16 8X4 MTOI 4" 18 ctm LB62 EF1 VTR MBTH 6.. 8X4 52 cfm — 123 cfm SupR'ser 10X6 8.. MWIC 121 cfm 10X6 GARAGE I I I Job #: Lot 058 Madrona A LHG - N Performed by LF/RI for: Park Square Homes I BED2 10X8 137 cfin 10x 10 GATH 7- 8X4 21 ctm 83cfn LBB1 9" BTH2 4" 6" EF1 VTR 12 12 4" 10x10 10X6 24cfm 6" DIN 10X6 BEDS 72 cfrn 12" 110.. 24x18 RA 1160 cfm 10" BTI-I:i a" EF1 VTR 1000 8X4 20 cfm 8" 7" 6" SR61 Ox10 180 clm LDRY FOY 10x8 DV VTR BED4 EF1 = 50 CFM Fan EF2 = 80 CFM Fan EF3 = 110 CFM Fan EFL1 = 50 CFM Fan EFL2 = 80 CFM Fan EFL3 = 110 CFM Fan VTR = Vent to Fbof VTW = Vent to Wall DV = Dryer Vent RV = Range Vent Lineset Chase Condensate O= Thermostat 18/8 SRB = Small Reduction Box LRB = Large Reduction Box FBB = Feld Built Box One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com i Ln e DO 70 0 W r/ r o Scale: 1 : 109 Page 1 RightSuite® Universal 2017 17.0.28 RSU16202 2017-0ct-1211:20:20 7 MadronaA LHG Be&EM - W.rup DESCRIPTION AS FURNISHED: Lot 58. WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America REMAINDER OF LOT 4 PALMER'S SUBDIVISION N 89°5I '11 "" E RECORD COPYPLATBOOK2, PAGE 41 w 60.00" : r--------- 7.50' TRACT G lap Ilt-NO(Ae o O O O •- N 11 Z04N DATE ( e 116 Ok to construct single family home with setbacks and impervious area shown on plan. yi- 2-/0 gip, — 209 I M0.8 iro n o, - A , Cr L, i P.C. OF TRACT G o-------JIF------- 118.89' SETBACKS AS FURNISHED FRONT 25'(•) REAR 20' SIDE - 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET = 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN' LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' PROPOSED = FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS fO MT. FENCE ES 34.80' 34.66' LOT 58 LANAI PROPOSED RESIDENCE 2091 MADRONA A 2 CAR GARAGE LEFT COV'0. ENTRY 3.O'x4.0' AC 1, 5.3' 7.0' LV C4 13.3' W 10.7' t 9.17' 19.3' 7 16 1 S DRIVE WAUC 1 25.20' 25.20' FuS-,T - N 89°40'51 " E 5' CONC WALK 7 60.00' G JRB 7.50' I ih 7.50' BLUE GROUSE LANE 50' PRIVATE R/W) PROPOSED DRAINAGE FLOW /eetepLOTGRADINGTYPEAMOD PROPOSED F.F. PER PLANS - 29.3' LOT 57 PLOT PLAN ONLY PLOT PLAN AREA CALCULATIONS NOT A SURVEY TOTAL LOT AREA 7,496 t SQUARE FEET FLATWORK ON/OFF LOT - TOTAL t SQUARE FEET FLATWORK DRIVE 403/ 110- 513 t SQUARE FEET FOUNDATION/PAD 2,484 t SQUARE FEET WALKS 68/ 300- J68 t SQUARE FEET REAR PATIO 136 t SQUARE FEET 500 4,3291250 = 4,579 t SQUARE FEET FRONT PORCH DECK 64 t SQUARE FEET POOL DECK N/A t SQUARE FEET NOTE. FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PUNS PRONOEO SY CLIENT - NOT FIELD VERIFIED CRUISENHEYER-SCOTT & ASSOC, INC• - LAND SURVEYORS, P PLAT F FIELD IP. IRON IPC IA IRON ROD CN. CONCRETE MONUMENT SET IA. 1/2' IA. •/GL6 4596 REC, RECOVERED PILL POINT Or WHIND PLC. POINT Or CON KENCCNCNT i CENTERLINE R&D NAIL 6 DISK RN RIONT-0E-VAY CENT. EASEMENT DRAIN DRAINAGE UTIL. UTILITY CLFC. CNAN LILAC FCNCC VOFC. V000 FENCE C/O CONCRETE RLDCK 1LP.T. POINT or CURVARM POINT or TAM I CV OCSC. DESCRIPTION RL RADIUSARCLCNGTN DC DELTACHORD C.IL CZD 6CARING in LINE E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436TmNTTwOONNOT5400 PAL AO. POINT OF RCVCRSC CURVATURE POINT DF COIPOIMD CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTITY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORM BY THE FLOO104 MOD OF RA0. RADAR PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER &-17 FLORIDAADMINISTIMINE CODE PURSWM It) SECTION 472.027, FLORIDA STATUES MR. NON -RADIAL 2. UNLESS EMBOSSED RAM SURVEYORS SIGNATURE AND ORXML RASED SEAL. IRS SURVEY MAP OR C'OP166 ARE NOT VALID. V.P. WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION nlR/05HED TO THE SURVEYOR. MERE MAY BE OTHER RESTRICTIONS CAIC. CALCULATED OR CASEMENTS THAT AFFECT THIS PROPERTY. RNFF. PCRNMCLT REFERENCE HONADN W FIIUING FLOOR ELEVATIONFLOMCK ELEVATION 4. NO UNOERGROUND IMPROVEMENTS NAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. RSL INISNEO LINE 5, THIS SURVEY S PREPARED FOR THE SOLE BEHEFTF OF THOSE CL7TTIFIEO 10 ANO SHOULD NOT or RELIED UPON iN ANY OTHER ENM1: 31L IEKAOURK A pMENmmS SLLCWN FOR ME LOCATION OF WPAOVEMEMS NEREON SNOULD nor OE USED TO RECWISIRUCT BOUNDARY LWES. ILL Mu REARINO 7. REAM" ARE S4 ASSUMED OAIUM AND ON THE LINE SHOWN AS 86E MAINC (BB.) 6 ILEVADON% IF SHOW ARE &SCD ON NATIONAL GEODETIC VERIIGIL DATUM OF 1929, UNLESS OTHERWISE MOTO. 9. CE MFKATE OF AUTIMRIZATION Nw 4596. D NORTH CER17FIED BY: 5 l0ESWS. 47 GRUSENAfSCOTT. JAM.LS / 4801 SCALE N- 1' - 2n' --1 I ORAWN BY: --- I J" ^ PLOT PLAN 12-4-17 3377-17 THIS BUILDING\PROPERTY DOES NOT LIE WTTH/N THE ESTABLISHED T00 YEAR FLOOD PLANE AS PER FIRM' ZONE N. MAP / 12117CO090 F (09-28-07) RECORD COPY Filename: PARK SQ MADRONA.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2798 2 1 Lighting Summary Standard 6,463 6,463 Optional 12,894 6,463 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 8u tD i Optional 8,000 4,480 tic dryers a- RO Dryer No. No? Nameplate Line Neutral 1 5000 2' 0 0 Dryer 1 7 - 36 48SummaryStandard5,000 3,500 Optional 5,000 3,500 Ieating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral L M 1 1 22.0 240 5,280 0 M 1 1 2.0 240 480 01' M 1 1 5.0 240 1,200 0 1 1 1 4eat/Cool Summary 22 240 1 5,280 Standard 12,240 0 0 Optional 12,240 0 2'xed Appliances: Actual Number = 6 Tame M? Ph No Amps Volts VA HP Line Neutral 1 r)ISH 1 120 600 600 600 1 LCRO 1 120 1200 1,200 1,200 1 WATER HEATER 1 1 120 1 18.5 240 1200 1,200 1,200 A)PT POOL. 1 1 10 240 4,440 2,400 0 0APTPOOLHEAT11312407,440 0fixedApplianceSummaryStandard12,960 2,250 Qther Appliances: Actual Number = 0 Optional 17,280 2,250 Jame M? Ph No Amps Volts VA HP Line Neutral other Appliance Summary Standard 0 0 Optional 0 0 35% of Max Motor: Line is Std Only; Neutral for Both 4aximum Phase Amps Volts t I 1 22 240 Heat/Cool Phase Amps Volts 1 22 240 Fixed Appl. Phase Amps Volts P 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,320 0 SUMMARY Standard -------------- Line Neutral Total Total = 44,383 16,693 Maximum Amperage = 185 70 Service Voltage = 24 0 Service Phase = 1 Optional Line Neutral Total Total = 35,510 16,693 Maximum Amperage = 148 70 Service Voltage = 240 Service Phase = 1 RECORD COPY 0 w H O Z w U) w F- O E7 Cn w J Z D O> Q 0 Z Q w 0 O J w Q Z O rn rn J J J J Q c r 11 11 11 11l 11 11 11 11 11 11 1 11 11 11 11 11 11 11 11 11 11 11 11 11, 11 11, Ell Im Ili all i/ 11 - c 1% ®ll® C. Ic i//.I///!,, 13 j 11 11® III all11 Lal l I IBI I I I I 4'• 4" 10'• 8" 10'- 8" GARAGE I 91 I 15.4" I T- 0" 5'- 4" 13' 4" I APPROVED TRUSS ANCHOR BY BUILDER PLUMB CUT OVERHANG HEEL HEIGHT = 2 x 4 i BOTTOM = 2 x 4 12TOP= 2x4 6.0o iIf 12 a, 12„ I I TRUSS END DETAIL 0 1Lo Nc SANFORD O' OARTM a 17- 3648 b J L 4- HUS26 1- PLY HGR U U 1 - HGUS26-2 2-PLY HGR b MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS 17 ROOF TRUSSES I FLOOR TRUSSES m HOP DIORD LIVE: 200 ITOP CHORD LILE 400 TOP CHORD DERD. 100 I10P CHORD DEAD 100 00170M CHORD DERD: 100 IBOTTOH CHORD DEAD 5.0 IOTRL LORD IPSFI 400 ITOTRL LOAD IPSFI 550 STRESS 1NCRERSE 125 ISTRESS INCRERSE: 1.0 THIS TRUSS SYSTEM HAS BEEN DESIGNED WITH LORDS GENERRIED BY 140 WH o WINDS USING 42 PSF TOP DOD DEAD LORD AND 30 PSF BOTTOM CHORD o DEAD LOAD 0 MILES FROM HURRICANE OCER .IE. CRT. 11. EXP. B IASCE 7• I01 RROER 2091 - A or C park Square Homes Madrona - A or C 1 P2091 AC m H 7 R NIA D-12-171 Bmax ttttt tttt Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. Ing RECORD COPY RE: P2091AC - Park Sq Hm/ Madrona A_C 2091 MiTek USA, Inc. Site Information: S66904 Parke East Blvd. Customer Info: PARK SQUARE HMS Project Name: P2091AC Model: MADRONA 20d1mp or3610-4115 Lot/Block: 58 Subdivision: WYNDHAM PRESERVE 60' Address: 2337 BLUE GROUSE LN. City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TP12007 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: N/A 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. I Seal# ITruss Name I Date I No. I Seal# ITruss Name I Date 1 IT12588509 lA1 11/27/17 112 1 T12588520 I B1 11/27/17 2 IT12588510 JA2 11/27/17 113 1 T12588521 I B2 11/27/17 3 IT12588511 IA3 14 1 T12588522 1 B3 111/27/171 4 IT12588512 IA4 11/27/17 15 1 T12588523 1 B4 11/27/17 5 IT12588513 JA5 11/27/17 16 1 T12588524 1 B4A 11/27/17 16 I T12588514 I A6 111 /27/17 117 1 T12588525 1 B5 1 11 /27/17 1 17 IT125885151A6A 111/27/17118 1 T1 2588526 1 B6 111/27/171 18 I T12588516 I A7 111 /27/17 119 1 T12588527 I B7 1 11 /27/17 1 19 IT125885171A7A 111/27/17120 1 T1 2588528 1 B8 111/27/171 110 I T12588518 I A8 111 /27/17 121 I T12588529 I B9 1 11 /27/17 1 111 I T12588519 I A9 111 /27/17 122 1 T12588530 I C.11 1 11 /27/17 1 OSANFORD 1 7 - 36 48 This item has been electronically signed and sealed by Finn, Walter, 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: Finn, Walter 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 protect specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verity applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. November 27,2017 Finn, Walter 1 of 2 RE: P2091AC - Park Sq Hm/ Madrona A_C 2091 Site Information: Customer Info: PARK SQUARE HMS Project Name: P2091AC Model: MADRONA 2091 - A or C Lot/Block: 58 Subdivision: WYNDHAM PRESERVE 60' Address: 2337 BLUE GROUSE LN. City: SANFORD State: FLORIDA INo. Seal# Truss Name I Date 23 IT12588531 I CAA 11/27/17 124 IT125885321CJ1B 111/27/17I 25 IT12588533 ICAC 11/27/17 26 IT12588534 JCJ3 11/27/17 27 IT12588535 1CJ3A 11/27/17 128 IT12588536 I CJ36 111/27/17 I 129 IT12588537 I CJ5 111/27/17 I 130 IT12588538 I G1 111/27/17 I 131 IT12588539 I G2 111/27/17 I 32 IT12588540 I G3 11/27/17 133 IT12588541 1 G4 111/27/17I 134 IT12588542 I G5 111/27/17 I 135 IT12588543 I G6 111/27/17 I 136 IT12588544 I G7 111/27/17 137 IT12588545 I G8 111/27/17 I 138 IT12588546 I J3C 111/27/17 I 39 IT12588547 JJ7 111/27/17 1 140 IT12588548 1KJ4 111/27/17 I 141 IT12588549 I KJ6 111/27/17 I 142 IT12588550 I KJ9 111/27/17 I 143 IT12588551 I V1 111/27/17 144 IT12588552 I V2 111/27/17 I 145 IT12588553 I V3 111/27/17 I 2 of 2 Job Truss Truss Type Oty Park Sq Hrnr Madrona A C 2091ty T12588509 P2091AC Al COMMON 5 1 at Mid-Flonda Lumber, Bartow, FL 8 13u s Sep lb zOl r MI I ex Industries, Inc. Mon Nov Lr 1 b:l b:zb zul r Yage 1 7.10.5 7313 7-3-13 7-3-13 7.3.13 7-10.5 Scale = 1:81.3 5x5 = A M P-1 6 a 11 16 17 16 29 15 30 14 73 12 3x6 i 1.5x4 II 44 = 34 = 3x4 = 1.5x4 II 3x6 3x4 = 4x8 = 7.1U-5 15-2-3 226-0 2n-9.13 37.1-11 45-0-0 7.115 7-3-13 7-3.13 7-3.13 7-3.13 7-10.5 Plate Offsets (X.Y)- 12:0.2-9.0.1-81.110:0-2-9.0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(L-) -0.26 15-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0 84 Vert(TL) -0.65 15.16 >833 180 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.24 10 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix -MS Weight: 249 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-0-12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15, 7-15. 9-14, 5.15, 3-16 REACTIONS. (lb/size) 2=1860/0-8-0, 10=1860/0-8-0 Max Horz 2=225(LC 11) Max Uplift 2-336(LC 12), 10-336(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3337/916, 3-5=2735/832, 5-6=20891735, 6.7-2089/735. 7-9-2735/832, 9-10-3337/917 BOT CHORD 2-18=698/2956, 16-18=-698/2956, 15.16=495/2442, 14-15=-504/2362, 12-14=701/2894. 10.12-70112894 WEBS 6-15=-425/1400, 7-15-919/332, 7-14=67/517, 9.14-6121231, 9-12=0/283, 5.15-9191332, 5.16=-67/516, 3-16-612/231. 3.18=0/283 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B-45ft; L=24ft; eave=6ft, Cat 11; Exp B; Encl.. GCpi=O 18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 22-6-0, Exterior(2) 22-6-0to 25-6-0 zone,C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 4) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0.0 wide will fit between the bottom chord and any other members, with BCDL = IO.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 Ib uplift at joint 2 and 336 lb uplift at joint 10. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vwffy design panmelars end READ NOTES ON THIS AND INCLUDED MITFK REFERENCE PAGE M&7473 rev. 160=015 BEFORE USE. Design valid for use only with Mrtek® connectors This design is based only upon parameters shown, and is for an individual buildup component, not a truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall building design Bracing mdiceled is 10 prevent buckling Of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for Stablily and to prevent Collapse with possible personal mpiry and property damage For general guidance regarding the fabrication. storage, delivery, erection and braung of trusses and truss systems, sea ANSIRPII Oualtty Criteria, OSBa1 and SCSI Building Component $904 Parke East BM. Safety Information available from Truss Plate Institute. 216 N. Lee Street, Suite 31Z Alexandria, VA 22314 Tampa FL 36610 Job Truss Truss Type oty Park Sq Hrry Madrona A C 2091 JPly T12588510 P2091AC A2 HIP 2 1 Job e Mid-Flonda Lumber. Banow. FL. 74-5 ID. 144 21-0-0 24-0-0 89.13 89.13 3-" 5x8 = 5x5 = 6 7 8.130 s Sep 15 2017 MTak Industries, Inc. Mon Nov 27 15:15:27 2017 Page 1 6.9-13 6.9.13 7.4.5 27 Scale = 1:77.9 18 17 29 30 16 15 31 14 + 13 3x6 1.Sx4 II 6x8 = 3x4 = 3x8 = Me = 1 5x4 II 3.6 74-5 14-2-3 I 21-0.0 24- 0 613 45-04 8974-5 Plate offsets (X.Y)-r2•o-2-9.0-1-81,16:0-6-o.0-2-81,17:0-2-8.0-2-41,111:0.2-9.0-1-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 070 Ven(LL) 0.25 16-17 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.84 Ven(TL) 0.66 16-17 822 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(TL) 0.24 11 n/a n/a SCOL 10.0 Code FBC2014frPI2007 Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 WEBS REACTIONS. ( lb/size) 2=1860/041-0.11=1860/"-O Max Horz 2=239(1-C 10) Max Uplift 2=336(LC 12), 11=336(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3360/1014, 3-5=2824/937. 5-6 =2199/838. 6.7=1883/809, 7-8=2201/838, 8. 10=2823/937, 10-11-3361/1015 BOT CHORD 2-18=794/3001, 17-18=794/3001, 16-17=-623/2520, 15.16=375/1908, 14-15=627/2438, 13- 14=798/2920. 11-13=798/2920 WEBS 3-17=549/219, 5.17=-65/494, 5-16=8911359, 6-16=2251745, 7-15=246/709, 8- 15=-887/358, 8.14=64/491, 10-14-5501219 Weight: 273 lb FT = 20% Structural wood sheathing directly applied or 2-2-0 oc punins. Rigid ceiling directly applied or 6-7-8 oc bracing. 1 Row at midpt 5-16. 6-15. 8-15 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph. TCDL=4 2psf, BCDL=3 Opsf, h=15ft; 8=45ft, L=45ft, eave=6ft, Cat. II, Exp B; Encl., GCpi=O 18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 3-6-0, Interior(1) 3-6-0 to 21-0-0, Exterior(2) 21-" to 24. 0.0. Interior(1) 30-4-6 to 46-" zone;C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with SCOL = 10.Opsf. 6) Provide mechanical connection (by.others)-of truss to bearing plate capable of withstanding 336 lb uplift at joint 2 and 336 lb uplift at joint 11. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies OWARNING - V4Aly daslpn parsmaf4ra and READ NOTES ON TF9S AND INCLUDED aeTEK REFERENCE PAGE M147473 rev. 10g3,20/3 BEFORE USE. Design valid for use only with MTektO connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use. the building designer must vent' the applicability of design parameters and property incoryorne this design into the overall ow1duig design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSVTPII Quality Criteria. OSS49 and SCSI Building Componem 6904 Parke Fast BM Safety Information available from Truss Plate Institute. 218 N Lae Street. Suds 312. Alexandria, VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/ Madrona A C 2091 1 T12588511 P2091AC A3 HIP 2 all Mrd-Flodda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:28 2017 Page 1 ID: WjDyiuZDwOAl2xygntYl3zgvcy-GCSvZLrV5OeX7NmPoUR9ApA1 OCJtANakWIEA7kyExoD 8 7-0 12-10-3 19-0-0 28-0 0 32.1.13 38-5-0 45-0-0 4 67.0 8-3 3 6 1-13 7-0-0 6.1.13 833 67-0 Scale - 1.78.0 5x5 = 5x8 = ro cv ra w 14 ai 13 - u .s -w ii 34 3x4 = 5x8 WB = 3x8 = 3x4 = 5x6 WB = 3x4 = 3x6 = LOAOING (ps, SPACING- 24)-0 CSI. OEFL. in (loc) Vdefl Lid TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) 0.36 14-16 999 240 TCDL 10.0 Lumber DOL 1.25 SC 0.78 Ven(TL) 0.84 11-13 645 180 BCLL 0.0 ' Rep Stress Incr YES WB 032 Horz(TL) 0.20 9 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 251 lb FT = 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 6-10.12 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-14, 6.14, 7-13 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 9=1860/0-84, 2=1860/0-8-0 Max Horz 2=192(LC11) Max Uplift 9=336(LC 12), 2=-336(LC 12) Max Grav 9=1865(LC 18), 2-1860(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=341611030, 3-4-3185/995. 4-5-2400/860. 5-6=2099/830. 6-7=2417/860. 7.8=3201/994, 8.9=3432/1030 BOT CHORD 2-16=-823/3120, 14-16=-654/2666, 13.14=451/2136. 11-13=662/2539, 9-11=832/2991 WEBS 3-16-333/200. 4-16-90/540. 4-14-721/306, 5.14=180/728, 6-13=174/805, 7-13=720/306, 7-11=-91/538, 8-11=333/200 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf,. BCDL-3.Opsf; h=15ft; 8=45ft; L-24ft, eave=6ft; Cat. II; Exp B: Encl.. GCpi=0.18: MWFRS (directional) and C-C Exlerior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 19-0-0, Exterior(2) 19-0-0 to 30-2-15, Interior(l) 30-2-15 to 46-0-0 zone:C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the•bottom'Chord and any other nl.Ribe. . wtth•SCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 9 and 336 lb uplift at joint 2 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design paramerera and READ NOTES ON MS AND INCLUDED MITEK REFERENCE PAGE 140.7473 rev. t0403/200 BEFORE USE. Design vela for use only with MTek b connectors This design is based ony upon parameters shown. and is for an individual building Component. not a truss system Before use, the buildup designer must verity the applicability of design parameters and property incorporate this design Into the overall building design Bindividualcing indicated r3 to prevent buckling of individual truss web and/or chord members only Adddionei temporary and permanent brscup is always required for slabA/y and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and true systems, see ANSI"ll Quality Ct teda, OSS411 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hnd Madrona A_C 2091 T12588512 P2091AC A4 HIP 2 1 Mid-Fionaa Lumber, Bartow. FL. 8.130 s Sep 15 2017 M7ek Industries, Inc. Mon Nov 27 15:15:29 2017 Page 1 ID:W OyiuZDwOr112xygntYl3zgvcy-IPIHnhr7simOdXLbMCzOjOIJRcdGviZtkXJgAyExoC 84.5 116 3 17-0-0 22 6 0 28-0-0 33 5 13 38 7.11 45-0-0 4 64-5 5 t•14 5 5 13 58-0 5 s0 5 5-13 5 t-14 8-4-5 Scale - 1:78.5 5x8 — 1.5x4 II 5xS 5 27 6 28 7 io si ac it 16 44 15 ar 14 is sa so tz 3x6 / 30 = 44 = 3x4 = 3x8 = 3x4 = 4x8 = 3x4 = 3x6 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.53 Vert(LL) -0.29 12-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.26 BC 0.95 Vert(TL) -0.73 12-14 >739 180 BCLL 00 Rep Stress Incr YES WB 0.78 Horz(TL) 0.24 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 262 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-4 oc purlins. BOT CHORD 20 SP No 2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-15 REACTIONS. (lb/size) 10=1860/041-0, 2=1860/0-8-0 Max Horz 2=173(LC 10) Max Uplift 10=336(LC 12), 2=-336(LC 12) Max Grav 10=1860(LC 18). 2=1860(LC 17) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=3420/1039. 3-4=3242/1029. 4-5=2572/905, 5-6=2368/906, 6-7=2368/906. 7-8=2672/905, 8-9=3243/1029, 9-10=3421/1039 BOTCHORD 2-18=-832/3107, 16-18-703/2751, 15-16=511/2326, 14-15=520/2252, 12-14=712/2622, 10-12=-841/2979 WEBS 3-18=273/168, 4-18=86/464, 4-16=627/279, 5-16-159/709, 5.15=-121/419, 6-15=372/192, 7-15-121/419. 7-14=159/709, 8-14=627/279, 8-12=86/465, 9-12-273/168 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf,, h=15ft; 8=45ft; L=24ft; eave=6ft, Cat 11; Exp B, Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Intenor(1) 2-0-0 to 17-0-0, Exterior(2) 1740.0 to 32-2-15, Interior(1) 32-2-15 to 46-" zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL-1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load af,20.Opsf on the bottom chord in a1l areas where a rectangle 3-6-0 tall by 2.40 wide Will fit between the bottom chord and any other members, with BCDL = 10 Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 10 and 336 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • Verify ddlgn parameters and READ NOTES ON THIS AND INCLUDED aaTEK REFERENCE PAGE 111II.7173 rev. 10N3/201e BEFORE USE. Design valid for use only with MiTelt® connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use. the budding designer must venly the applicability of design parameters and property incorporate this design into the overall budding design. Bracing radiated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing is always required for Stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the MIMI fabricmwn, Storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, OSS49 and SCSI Building Component 6904 Parke Fast BM. Safety Information available ham Truss Plate Inslaute. 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Park Sq Hrn/ Madiona A C 209110tyJPly T12588513 P2091AC AS HIP 2 1 job Reference footionall Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:31 2017 Page 1 ID.W)DyluZDwOAl2xygntYl3zgvcy-hnllCMlNOJ06srV Ud?soRoZdOKPN90ACrTgk3yExoA 7-&15 15-0-0 22.8-0 30.0.045-0-0 7-s-15 7.2.1 7 6 0 76-0 7.2.1 7•&15 Sx8 = a oo 12 1.5x4 II Sits = Scale - 178.5 19 15 14 d1 13 31 12 11 10 34 r- 1.50 II Aid = 3,d = 3x4 = 1.5x4 II 34 3x4 = 44 LOADING (psf) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCOL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 100 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 'Except' 3-4,6.7: 2x4 SP No.1 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1860/0-8-0, 8=1860/0-8-0 Max Horz 2-153(LC 10) Max Uplift 2=336(LC 12), 8=336(LC 12) CSI. DEFL. in (loc) Udell Lid TC 0.94 Vert(LL) 0.25 12-13 90 240 BC 084 Ven(TL) 0.65 12-13 837 180 WB 0.57 Horz(TL) 0.24 8 n/a n/a Matrix -MS PLATES GRIP MT20 244/190 Weight: 240 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 6-5-10 oc bracing WEBS 1 Row at midpt 3.14, 7-12 FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3343/1041, 3.4=-2727/933, 4-5=2674/993, 5-6=2674/993, 6.7=2727/933. 7-8=3343/1041 BOT CHORD 2-16=424/2923, 14-16=-825/2921, 13-14=584/2392. 12-13-593/2354. 10.12=834/2898, 8-10-83312901 WEBS 3.16=0/281, 3-14=-636/278, 4.14=-93/539, 4-13=172/599, 5-13=512/260, 6-13=172/599, 6-12=93/539, 7-12=636/277. 7-10=0/281 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind, ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L-24ft, eave=6ft, Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14)-0 to 2-0-0, Interior(1) 2-0-0 to 15.0-0, Exierior(2) 154)-0 to 34-2-15. Interior(1) 34-2-15 to 46-0-0 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psi bottom chord live load nonconcument with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 336 lb uplift at joint 2 and 336 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 0 WARNING • VMIy daslgn paramotrs and READ NOTES ON n#S AND INCLUDED MI rEK REFERENCE PAGE Ma-747.1 ray. 1MNMS BEFORE USE. Design valid for use only with MTek® connectors This design is based only upon parameters shown, and is for an individual buftng component, not a truss system Before use, the building designer must verky the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing s always required for stability and to prevent collapse with possible personal injury and property, damage. For general guidance regarding the MR Isbrrcatidn, atorsge, delivery, ereadn and bracing of trusses and truss systems, see ANSUIPI1 Quality Criteria, OSB29 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Instate, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq HaV Madrona A C 2091 I T12588514 P2091AC A6 HIP 1 1 Job Reference Mi0-Flonda Lumber, 9anow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15.32 2017 Page 1 ID:VuD)nuZDwOrll2xygntYl3zgvcy-9 ROPIu?9d8zU')4A1KW5LILmYggC67LKRVCNGVyExo9 694 13-0-0 t9.4-9 25.7.7 32-0.0 3&2.12 45.0-0 69.4 8.2-12 6-9 12-13 6-4-9 fit-t2 fr9 Scale = 177.4 5x8 5x6 = 1 5x4 II 5x8 = 4 27 28 29 5 6 30 31 32 7 16 17 18 35 15 38 14 37 13 12 11 3x8 1.5x4 II 3x4 = 3x4 = 3x8 4x6 = 1.5x4 II 3x8 4x8 = 3x4 = 694 13-D-0 19-4-9 25.7-7 ( 32-a0 I 38-2-12 a5-QO 9.4 &2-12 8-9 8-2-13 G•4-9 &2.12 &9.4 Plate Offsets D(.Y)- 14,0.6-0.0-2-81, r5:0-3-0.0-3-01.170-6-0.0-2-81 LOADING (psf) SPACING- 21 CSI. DEFL. in (Ioc) Well L/d TCLL 20.0 Plate Grip OOL 1.25 TC 0.80 Vert(LL) 0.27 14-15 999 240 TCDL 10.0 Lumber DOL 1.25 BC 087 Vert(TL) 0 70 14-15 768 180 BCLL 00 ' Rep Stress Incr YES WB 0.52 Horz(TL) 0.25 9 Iva n/a BCOL 10.0 Code FBC2014rrPI2007 Matrix -MS LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 248 lb FT - 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing direly applied or 1-11-14 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-3-11 oc bracing WEBS 2x4 SP No.3 WEBS 1 Row at midpt 5.14 REACTIONS. (lb/size) 9=1860/0-", 2=1860/0-8-0 Max Horz 2=134(LC 11) Max Uplift 9=336(LC 12), 2=336(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3-3395/1077, 3.4-2884/983, 4-5=3003/1082. 5-6=3005/1083, 6-7=3005/1083. 7-8=2884/983. 8-9=3395/ 1076 BOT CHORD 2-18=-868/2983, 17-18=-868/2983, 15-17=-658/2543, 14-15=-808/3011, 12-14=-667/2507, 11-12=-876/2958, 9.11=876/2958 WEBS 3.17=527/240, 4-17=-80/444, 4-15=247/821, 5-15=-467/215, 6-14-394/209, 7-14=-249/826. 7-12=-80/447, 8-12=527/240 NOTES- 1) Unbalanced roof live loads have been considered for this des.ign. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft. L=24ft: eave=6ft: Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2.0-0. Intenor(1) 2-0-0 to 13-0-0. Exterior(2) 13-0-0 to 36-2-15, Interior(1) 36-2-15 to 46-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip OOL=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-&0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with BCOL = 10.Opsf. 6) Provide mechanical connection -(by others) of truss to bearing plate capable of4ilhstanding 336 lb uplift at joint 9 and 336 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 wARN1NG - verily design parameters end READ NOTES ON THIS AND INCLUDED adTEK REFERENCE PAGE 111147472 rev. I&V3r7015 BEFORE USE. Oesign valid for use only with MTakm conrectors This design is based only upon parameters shown, and is for an Individual budding component. not a truss system. Before use, the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or Chord members only. Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the MW fabrication, storage. delivery, erection and bracing of trusses and truss systems, see ANSVIPIt Quality Crlterla, OSS49 and SCSI Building Component 6904 Parke East Blvd Safety IMormnion available from Truss Plate Instdtite. 218 N Lea Street. Sucre 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oy Park Sq HrN Madrona A C 2091 JPly T12588515 P2091AC ASA HIP 1 1 0all Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:33 2017 Page 1 ID:1N)DyiuZOwOAl2xygntYl3zgvcy-0A'Poc2udwwGg56fMb11 Ktst?1 D4grUgTf9yxPxyExoS t 13-0-0 19<9 25-7-7 32-0-0 3f12-t2 45-0-0 fr9 62-12 fro-9 62-t3 6-4-9 6.2-12 69 Scale - 1:77.4 5x8 = 5x5 29 30 31 5 t.5x4 II Sidi B 32 33 34 7 20 19 10 31 17 30 1e 13 11 1.5.4 II 3x8 = 3x4 = 3x8 = 15 39 143x4 = 12 34 3,6 — 1 5x4 II 3x4 = 3X5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) -0.09 16-17 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.59 Ven(TL) -024 16-17 >999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.96 Horz(TL) 0.06 15 n/a n1a SCOL 10.0 Code FBC2014/TP12007 Matrix -MS Weight: 248 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 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-17. 5-16 REACTIONS. All bearings 0-8-0 except Gt=length) 13=11-3-0. 15=0-3.8, 12=0-3-8. lb)- Max Horz 2=134(LC 11) Max Uplrft All uplift 100 lb or less at loint(s) 9 except 2-206(LC 12), 13=245(LC 12), 15=141(LC 12) Max Grav All reactions 250 lb or less at joint(s) 12 except 2=1090(LC 21), 13=1444(LC 1), 9=333(LC 22), 15= 855(LC 17) FORCES. ( lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1744/551, 3-4=1191/444, 4-5=7521366. 7-8=1221697. 8-9=-89/313 BOT CHORD 2-20=399/1525, 19-20=399/1525, 17-19=-175/1041, 16-17-81r763, 15-16=582/329, 13- 15=-582/329, 12-13=252/108, 11-12=252/108, 9-11=252J108 WEBS 3-20=0/254, 3-19=574/257, 4-19=-80/445, 4-17=381/132, 5.17=74/530. 5- 16=1174/364, 6-16=399/210, 7-16-233/729, 7-13=1144/408, 8-13=546/267 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=6ft; Cat. II; Exp B; Encl., GCpi=O 18; MWFRS (directional) and C-C Exlerior(2) -1-0-0 to 2-". Interior(1) 2-" to 13-". Exterior(2) 13-0-0 to 36- 2-15, Interior(1) 36-2-15 to 46-0-0 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will - fit between the bottom chord and -any other members, wfth-BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 9 except (jt=1b) 2- 206, 13=245. 15=141. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • V n Mrydaa/g parameters and READ NOTES ON f1r15 AND INCLUDED a01EK REFERENCE PAGE Md-7g3 rw. fON31tolti BEFORE USE. Design valid for use only with MfTex® connectors This design is based ony upon parameters shown, and Is for an individual building component, not a truss system Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent bucklun of milmdual truss web and/or Card members only. Additional temporary and permanent brsrmg is always required for stabilay and to prevent Collapse with possible persons! injury and property damage. for general guidance regarding the fabncatdn, storage, delwery, erection and bracing of trusses and truss systems, see ANSVIPN Qualhy CAterla, DS842 and SCSI Building Component 6904 Parka East BNd Safety Information available from Truss Plate Instm ae, 218 N. Lee Street, Suite 31 Z Alexandria, VA 22314. Tampa, fL 36610 Job Truss Truss Type Oty Ply Park Sq HrrV Madrona A C 2091 T12588516 P2091AC A7 HIP 1 1 b Reference (optionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc Mon Nov 27 15:15:35 2017 Page 1 ID WjDyiuZDwOrll2xygntYl3zgvcy-ZZ7Y1kwuSYWXLSpljS3ozHzEelglJTsm7TRltgyExo6 1 S9 11-0-0 18$9 26.3.7 34.0.0 39-2-12 45-0A S94 52.12 74-9 7.6.13 7-8-9 S2-t2 S94 Scale = 177.4 Sx8 1 5x4 II US = 3x4 = Sx8 = 4 10 -%A 5 A 7 zt 11 za 8 3x4 i 3x4 27 3 ZZ, 9 2g 35 2 b 1on 1a 1 19 18 17 36 16 37 15 14 38 13 12 34 = 1 5x4 II 3x4 = 44 = 300 = 3x4 = 4x8 = 3x4 = 1.5x4 II 34 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 1.00 Ven(LL) -030 15-16 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) -0.81 15.16 >669 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.60 Horz(TL) 0.27 10 n/a Na BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight, 238 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 'Except' TOP CHORD Structural wood sheathing direly applied 4- 6,6-8: 2x4 SP No. 1D BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 7-16 WEBS 2x4 SP No 3 REACTIONS. ( lb/size) 2=1860/0-8-0.10=1860/0-8-0 Max Horz 2=115(LC 11) Max Uplift 2-336(LC 12). 10=336(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3409/1100, 3-4=3036/1029, 4-5=3541/1235, 5-7=3541/1235, 7-8=3540/1236. 8- 9=3036/1029, 9-10=3409/1100 BOT CHORD 2-19=-897/2977, 18-19=897/2977, 16-18=728/2661. 15-16=997/3540. 13-15=-736/2661. 12- 13=-906/2976, 10-12=906/2976 WEBS 3-18=374/194, 4-18=59/407, 4-16-362/1179. S-16=487/255, 7-15-538/259. 8- 15=362/1179, 8-13=-59/407, 9-13=374/195 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind, ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph: TCDL=4 2psf, BCDL=3.Opsf: h=15ft; 8=4Sft; L=24ft; eave=6ft; Cat. II, Exp B, Encl., GCpi=0.18: MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0411, Interior(1) 2-0-0 to 11-0-0. Exterior(2) 11-0-0 to 38- 2-15. Interior(1) 38-2-15 to 46-0-0 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members, with•SCOL=10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2= 336. 10=336 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 paramotrz and READ NOTES ON THIS AND INCLUDED MITEx REFERENCE PAGE Mil-7473 rev. 1"3120/5 BEFORE USE. Design valid tot use only with MRek® connectors This design is based only upon parameters shown, and is tot an mdiw0ual budding component, ndt a truss system Before use, the building designer must veiny the applicability of design parameters and property incorporate this design imo the overall budding design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and perhianinmt bracing is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the Kam fabrication, storage, delivery, rearon end bracing of trusses and truss systems, see ANSVTPH Quality Criteria. OSS49 and SCSI Building Component 6904 Parke East Blvd Safety Information available ham Truss Plata Insutae, 218 N. Lee Street. Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq HmA/ MadronsC 2091 T12588517 P2091AC A7A HIP 1 1 0 0 'all Mid- Flonda Lumber, Banow, FL. n12 7. 10.4 . 3.1.12 Sx8 = 4 8 130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:36 2017 Page 1 IDWjDyluZDwOnl2xygntYl3zgvcy- 1IgwF4xWDreoycNxGAb1WVSUR662vovM7AbOGyExo! 18.8- 9 26.3-7 34-0.0 37-1-12 45-0.0 7.6. 9 7.6-13 7-8-9 3.1-12 7-10-4 3x4 = 3x8 = 1.Sx4 II Sid = 1A 04 an 5 a 7 T% 8 Scale - 1: 77.4 3.4 i 3x4 3 9 27 34 28 35 d ih 101 1 19 18 t7 36 16 37 15 14 38 13 12 3, = 1 Sx4 II 3x4 = 34 — 3x4 = 3x8 = 34 = 30 = 1. 5x4 II 3x8 10. 4 3.1-12 7-8.9 7-5-11 1 -3 7-8-9 3-1-12 7.10.4 Plate offsets Of.Y1- 14:0-s-0.0-2-81, f&0-6-0,0.2-8i LOAOING (psQ SPACING- 2-0-0 cSl. OEFL. in (loc) Well Ud PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 080 Ven(LL) -009 16-18 >999 240 MT20 244/190 TCOL 100 Lumber DOL 1.26 BC 0.55 Ven(TL) -0.25 16-18 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0 67 Horz(TL) 0.05 15 n/a n/a SCOL 10.0 Code FBC2014frP12007 Matrix -MS Weight: 238 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-3.6 oc punins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 4-16, 5-15, 8-15 REACTIONS. All bearings 0-&0 except @=length) 15=0-3-8, 12-0-3-8. lb) - Max Horz 2=-115(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 12, 10 except 2=190(1-C 12), 15=329(LC 12) Max Grav All reactions 250 lb or less et joints) except 2=991(LC 21). 15=1890(LC 1), 12=519(LC 22). 10=366(LC 22) FORCES. (lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3-1414/456, 3-4=1080/432, 4-5=610/294. 5.7=-88/593, 7-8=-88/593 BOT CHORD 2- 19=296/1224, 18-19=29611224, 16-18=166/994, 15-16=531647 WEBS 3-18= 405/209, 4-18=127/477, 4-16=-416/148, 5-16=38/485, 5-15-1481/474. 7-15-492/ 258. 8-15=633/233, 9-12=389/159 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL-3.Opsf; h=15ft; B=4511; L=24ft; eave=6ft; Cat. It: Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0.0. Extenor(2) 11.0-0 to 38-2-15, Intenor(1) 38-2-15 to 46-0.0 zone;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1. 60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6)Provlde•mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 12. 10 except ft=lb) 2= 190, 15=329. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Varlty dea19n parameters and READ NOTES ON INS AND INCLUDED WTEK REFERENCE PAGE 111147471 ~. 1&01/2015 BEFORE USE. Design valid for use only, with MTakV COtaeCt*rs This design is Dazed only upon parameters shown, and is for an mdrodual budding component, not a truss system. Before use. the budding designer must verity the applimbildy of design parameters and propery, trleorparate this design into the overall budding design. Bracing indicated a to prevent Duckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the IebrrCalan, storage, delNery, enadan and Drsang of Walls and Was systems. sea ANSUTPN Quality criteria, OSS42 and SCSI Sulliling Component 6904 Perse East Blvd Safety information available from Truss Plate institute, 216 N. Lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Ply Park Sq HrrV Madrona A C 2091 T12588518 P2091AC All HIP 1 1 Job Reference (ootionall Mid-Flonda Lumber, Bartow, FL. 1 0 4.9.4 9.0.0 0 4.91i 4.2.12 e 0o 12 8 130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15.15 37 2017 Page 1 VADyiu2DwOr112xygntYl3zgvcy-WkEJSOy8z9mFamy8gt6G2i2bRrLtnNK3anw8ytyExo4 29-2-2 36-0-0 40-2-12 45-0-0 4 6$-2 6.9-14 4.2-12 4-9_ Sxa = 3x4 = Sx8 = 30 = 5X8 = 4 9a 97 5 8 7 29 29 a Scale - 177.3 P'' i&L 110W11-74RM4P-v.Ag F>A R AM; - - US = 18 t7 16 15 14 13 12 3x4 = 08 =04 = 3XS = 4x4 =4' = 3x4 = a i 9.0-0 15.9.14 1 2 ? 29.2.2 38-0-D 45-0-0 i 9-0-0 8.9-14 6A-2 BA-2 6-9-14 9-0-0 Plate Offsets (X.Y)-f2:0-4-12.0-1.81,14:0-6-0.0.2-81,16:0.3-0.0-3-01.r8,0-6-0.0-2-81,110:0-4-12.0.1-81 LOADING (ps, SPACING- 2-0-0 CSI. DEFL. in (loc) laden L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.92 Vert(LL) 040 15 999 240 TCDL 10.0 Lumber OOL 1.25 SC 0.96 Vert(TL) 1.01 15-16 536 180 BCLL 0.0 Rep Stress Ina YES WB 0.60 Horz(TL) 0.27 10 n/a n/a BCOL 10.0 Code FBC2014frPI2007 Matnx-MS LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 232 lb FT - 20% TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing direly applied. 4. 6,6-8: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. BOT CHORD 2x4 SP No.1 'Except' 13- 17 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1860/0-8-0, 10=1860/0.8-0 Max Horz 2-96(LC 10) Max Uplift 2=-336(LC 12), 10=336(LC 12) FORCES. ( lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3398/1169, 3-4=3151/1071, 4-5=-4023/1387, 5-6=-4402/1491, 6-7=-4402/1491, 7- 8=4023/1387, 8-9=3151/1071, 9-10=3398/1169 BOT CHORD 2.18=966/2970, 16-18=794/2788, 15-16=1175/4023. 14-15=118214023, 12- 14=-801/2788,10.12=974/2970 WEBS 4-18-36/332, 4-16=494/1552, 5-16=730/310, 5-15=138/519, 6-15=383/191, 7- 15=138/519, 7-14=730/310, 8-14-494/1552, 8-12=-36/332 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10: Vuh=140mph (3-second gust) Vasd=108mph; TCOL=4 2psf; BC0L=3.0psf; h=15ft; B=45ft. L=24ft, eave=6ft; Cat. II; Exp S; Encl., GCpi=O 18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-0.0, Interior(1) 2-0.0 to 9-0.0, Exterior(2) 9.0-0 to 40- 4-11, Intenor(1) 40- -11 to 46-0.0 zone,C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1 60 plate gnp DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live bad of 20:Opsf on the bottom chord.in all areas where a rectangle 3.6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2= 336,10=336 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Vanity dasfgn Paramarars and READ NOTES ON INS AND INCLUDED WTEK REFERENCE PAGE MI47472 rw. tOOMWO15 BEFORE USE. Design valid for use only with MTek® connectors. This design is baud only upon parameters shown, and is for an individual building component, not a truss system Before use, the budding designer must verity the applicabddy of design parameters and property incorporate this design into the overall building design Braang indicated is to prevent buckling of individual truss web and/or Nord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury end property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusus and truss systems, sea ANSIRPII Quality criteria, OSS49 and SCSI Building Component 6904 Parke Fast Blvd Safety Information aveitable from Tens Plate Instdute. 218 N Lee Street. Suds 312. Alexandra, VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sq Hint Madrona A C 2091 T12588519 P2091AC A9 HIP 1 1 o all Mid -Florida Lumber 1 3.9.4 6. Go 12 Bartow, FL. 70-0 10 t4 t380 t&1-0 2260 8.130 s Sep 15 2017 MTek Industries, Inc Mon Nov 27 15:15:39 2017 Page 1 ID• WjDyiuZDwOAl2xygntYl3zgvcy-SKM3l5zOVmlzp36Wyl8k777OOe9yFBnM25PFObyExo2 2611-0 3t-0 34-7.2 3800 41-2-72 4500 32.123.3.2 4.5-0 4-5-0 45-0 4-5-0 33.2 3-t4 3-2-12 39-. Scale - 1.77.1 5x5 1 5x4 II 5x5 = 1.5x4 II3x4 = 3x4 = 3x4 = 3x4 = 5x5 = 4 25 5 26 27628 29 30 31 7 32 33 8 34 35 9 36 37 38 104039 4111 42 12 to to 20 43 44 45t9 46 47 48 49 18 50 51 52 53 1754 55 56 16 4x6 = 4x8 = 738 = 4x8 = 7x8 = 4x8 = It i 5.8-0 4.5-0 4.5-0 4-5-0 i 4-1-0 0-416.8-0Plate Offsets (X.Y)- 14 0.2-8.0-2-41, 18.0-2-8.0-3-01, 112.0.2-8.0.2-41, m:0-".O-5-ol. r19:0.4-0.0-5-0I LOADING ( psq SPACING- 2-0-0 CSI. DEFL. in (loc) udefl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 063 Vert(LL) 005 18-19 999 240 TCDL 10. 0 Lumber DOL 1.25 BC 0.48 Vert(TL) 0.13 18-19 999 180 SCLL 0. 0 Rep Stress Incr NO WB 0.93 Horz(TL) 0.02 14 n/a n/a BCDL 100 Code FSC2014/rP12007 Matrix -MS LUMBER- BRACING - 4)6 = PLATES GRIP MT20 244/ 190 Weight: 270 lb FT - 20% TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-11-7 oc pur ins BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No 3 REACTIONS. All bearings 04-0. lb) - Max Horz 2=77(LC 6) Max Uplift All uplift 100 lb or less at joint(s) except 2=163(LC 8), 19=-669(LC 8), 17=689(LC 8), 14=163(LC 8) Max Grev All reactions 250 lb or less at joint(s) except 2=631(LC 1), 19=2722(LC 17), 17-2722(LC 18), 14=631(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=943/249, 3-4=723/204. 4.5=599/196, 5-6=210/965, 6-7=210/966, 7-8=411/230, 8-9= 811/230, 9.10=210/965, 10.11=210/965, 11-12=599/196, 12-13=723/204, 13-14= 943/249 BOT CHORD 2-20=-170/831, 18.19=-110/265, 17-18-127/265, 14-16-167/831 WEBS 3- 20=262/97. 5.20=188/902, 5-19=1380/406, 6.19=429/192, 7-19 =1522/458, 7-18= 101f738, 8.18=517/244, 9-18-1011738, 9-17-1522/458. 10-17-429/192, 11-17= 1380/406. 11-16=188/902, 13.16=262/97 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10, Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=6ft, 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 fora 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 163 lb uplift at joint 2, 689 lb uplift at joint 19. 689 lb uplift at joint 17 and 163 lb uplift at joint 14. 7) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 206 lb up at 7-0- 0, 95 lb down and 105 lb up at 9-0-12. 95 lb down and 105 Ib up at 11-0-12, 95 lb down and 105 lb up at 13-0-12. 95 lb down and 105 lb up at 15-0-12, 95 lb down and 105 lb up at 17 12, 95 lb down and 105 lb up at 19-0-12, 95 lb down and 105 lb up at 21.0- 12, 95 lb down and 105 lit up at 22-6-0, 95 lb down and 105 lb up at 23-114. 95 lb down and 105 Ib up at 25-11-4, 95 lb down and 105 lb up at 27-11-4. 95 lb down and 105 lb up at 29-114, 951b down and 105 lb up at 31-114, 95 Ib down and 105 lb Printed copies of this document are up at 33.114, and 95 lb down and 105 lb up at 35-114. and 185 Ill down and 206 lb up at 38-0-0 on top chord, and 321 lb down d and not consideredsignedandsealedand95 lb up at 7.0-0, 66lb down at 9.0-12.66 Illdown at 11.0-12. 66 lb down at 13.0-12.66 lb down at 15-0-12, 66 lb down at the be 17412, 66lbdownat19-0-12. 66 lb down at 21-0-12, 66 lb down at 22-6-0. 66 lb down at 23-11-4, 66 lb down at 25-11-4, 66 lb signature must verified gon downat 27-114, 66 lb down at 29-11-4, 66 lb down at 31-11-4, 66 lb down at 33-114. and 66 lb down at 35-114. and 321 lb any electronic copies down and 95 lb up at 37-114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others AWARNING • Veiny design parameters end READ NOTES ON THIS AND INCLUDED 110TEK REFERENCE PAGE 11111147473 rev. 1"12015 BEFORE USE. Design valid for we only with MIT*k* connectors This design is baud onty upon parameters shown, and is for an indrvMual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters are properly incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury aro property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of uussas and truss systems. see ANSIRPII Quality Crkerla, OSS49 and SCSI Building Component 6904 Parke East SM Safety Information available from Teas Plate Institute. 218 N. Lee Street, Suite 312. Alexander. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq HM Madrona A C 2091 T12588519 P2091AC A9 HIP 1 1 i a Mtd-Fonda Lumber, Bartow, FL 8.130 s Sep 15 2017 MiTek Industries, Inc Mon Nov 27 15:15:39 2017 Page 2 ID VADytuZDwOrll2xygntYl3zgvcy-SKM3t5zOVmlzp36VOA8k777OOe9yFBnM25PFObyExo2 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (plf) Vert: 1.4-60, 4-12=-60, 12-15=60, 2-14=20 Concentrated Loads (lb) Vert: 4=138(F) 12-138(F) 20=321(F) 18-41(F) 8=95(F) 16=-321(F) 25=95(F) 26=95(F) 27=95(F) 29=95(F) 31=95(F) 32=%(F) 33=95(F) 34=mWF) 35=9!ifl 36=95(F) 38=95(F) 40=95(F) 41=95(F) 42=95(F) 43=-41(F) 44=41(F) 45=41(F) 46=41(F) 47=41(F) 48=-41(F) 49=41(F) 50=41(F) 51=-41(F) 52=41(F) 53=-41(F) 54-41(F) 55=41(F) 56-41(F) Q WARNING - Varfly design p.remefers and READ NOTES ON THIS AND INCLUDED afITEK REFERENCE PAGE 11111-7472 rev. 1d11L7013 BEFORE USE. Design valid for use only with MiTek* connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design Into the overall building design Braong nndrCated Isto prevent bubklamg of i drvndual truss web andlor cnord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality CAterls, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Insidae, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hat/ Madrona A C 2091 1 T12588520 P2091AC 81 MONO HIP 1 2 Job Reference toptionall Mid-Flonda Lumber, Bartow, FL 4-9.4 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:40 2017 4-2.12 4-4.14 4.3-2 4-3.2 4-4-14 Scale = 1:46 0 4x8 3x4 = 1 5x4 II 30 = 3x1 = 4 16 5 17 a 16 7 8 13 12 11 111 9 4x4 = axe = 3x4 = 7x8 = 3x4 = 2x4 II LOADING (psf) SPACING- 2-" TCLL 20.0 Plate Grip DOL 1.25 TCDL 10 0 Lumber DOL 1.25 SCLL 0.0 Rep Stress Inor NO SCOL 10.0 Code FBC2014frPI2007 CSI. DEFL. in (loc) Vdefl Ud TC 0.31 Vert(LL) 0.10 13-15 999 240 BC 0.83 Vert(TL) 0.27 13-15 999 180 WB 0.44 Horz(TL) 0.06 9 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 9=1813/0-3-8.2-2496/0-8-0 Max Horz 2=147(LC 8) Max Uplift 9=452(LC 8). 2-682(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4954/1385, 3-4=-4637/1315, 4-5=3774/1065, 5-6=2806f?49, 6.7=2806f749, 7$=1590/408, 8-9=1768/460 BOT CHORD 2-13-1325/4421, 12-13 =1217/4153, 11-12-1065/3774, 10-11=408/1590 WEBS 3-13-378/143, 4-13=-629/2158, 4-12=540/384. 5.12=334/740, 5-11=-1404/458, 7-11=495/1762,7-10=-1551/448,8-10=586/2285 PLATES GRIP MT20 244/190 Weight: 351 lb FT - 20% Structural wood sheathing direly applied or 5-4-3 oc purlins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows, 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0.9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated 3) Unbalanced roof live loads have been considered for this design. 4) Wind, ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL-3 Opsh h=15ft; B-45ft: L=24ft; eave=4ft, Cat. II, Exp B; Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) This truss has been designed for a•10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 452 lb uplift at joint 9 and 682 lb uplift at joint 2. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 62 lb down and 78 lb up at 9" on top chord, and 659 lb down and 236 lb up at 7-0-12. and 202 lb down and 81 lb up at 9-0.12. and 1250 lb down and 441 lb up at 10.6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (plf) Vert. 1-4=60, 4-8=60, 2-9-20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Vanity design peramidera and READ NOTES ON TPUS AND INCLUDED aOTEK REFERENCE PACE M11.7473 rw. 10,003,20/6 BEFORE USE. Design valet for use only with Mrrekm connectors. This design is based only upon parameters shown, and is for an mdnoual building component, not a truss system Before use, the budding designer must vent' the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated it to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property "mega For general guidance regarding trio rabecatuln, storage, delivery, erection and bracing of hums and truss systems, tee ANSVTPII Quality Criteria, OSSa9 and SCSI Building Component 6904 Parke East 8M Safety Information avallable ham Truss Plate Institute, 218 N Lee Street, Sude 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hm/ Madrona A_C 2091 T12586520 P2091AC 81 MONO HIP 1 2 all Mid -Florida Lumber, Bartow, FL. LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-44(8) 13=202(8) 19=-659(8) 20=-1250(8) S.130 s Sep 15 2017 Wilk Industries. Inc. Mon Nov 27 15 15:40 2017 Page 2 ID W)DytuZDwOrtl2xygntYl3zgvcy-wWwR4R OG49gRDhJVOfzgLgG52Pk mhVGkSoZlyExol Q WARNING - Verity daalgn parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE NII.7473 rev. 189312015 BEFORE USE. Design valid for use only with MITek b connectors. This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Safore use, the building designer must verify the applicability of design parameters and properly mr0rp0(ate this design into the overall bustling design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for Stability and to prevent collapse with possible personal injury and properly damage For general guidance regarding ins MW tatincalron, storage, delMry. enectan and bracing of trusses and truss systems, ace ANSVWII Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. safety Intom atlon available from Truss Plate Institute, 216 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Park Sq Hertel AMadrona C 2091 JPly 88T125521 P2091AC B2 MONO HIP 1 1 Job Referent: Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 152017 MTek Industnes, Inc. Mon Nov 27 15.15 412017 Page 1 IDWjDyiuZDw0Al2xygntYl3zgvcy-OiUpin?ftOHh3NGv3y4CCYDT_SI9jFJeVOuM5UyExoO 1- 0-03.9.4 744 9-" 1- 0-0 3-94 3-2-12 2-" Scale - 125 B 5x5 = 1.50 II 2x4 = 3x4 = LOADING ( psf) SPACING- 2-"TCLL 20.0 Plate Grip DOL 125 TCDL 10.0 Lumber DOL 125 BCLL 0.0 Rep Stress Incr NO BCDL 100 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 1 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 6=800/Mechanical, 2=537/0.8-0 Max Horz 2=119(LC 8) Max Uplift 6=182(LC 8), 2-104(LC 8) CSI. DEFL. TC 0.18 Ven(LL) BC 094 Vert(TL) WB 0.28 Horz(TL) Matrix - MS FORCES. ( lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=8961112, 3-4=-897/166 BOT CHORD 2-7=1631758, 6-7=41/258 WEBS 4-6=558/175, 4-7=122f743 in ( loc) Udell Ud 0. 08 6-7 >999 240 0. 23 6-7 >458 180 0. 01 6 n/a n/a PLATES GRIP MT20 2441190 Weight: 49 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oe purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 8-6-8 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuh=140mph (3-secand gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=oft; Cat. 11; Exp B, Encl., GCpi=0.18; MWFRS (directional), Lumber DOL=1 60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrem with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 182 lb uplift at joint 6 and 104 lb uplift at joint 2 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 232 lb down and 194 Ib up at 7- 0-0 on top chord, and 383 lb down and 72 lb up at 7-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face o1 the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced). Lumber Increase=1.25, Plate Increase=1.25 Undone Loads (plf) Vert: 1-4-60, 4-5=60, 6-8=-20 Concentrated Loads (lb) Vert: 4=-185(8) 11=383(B) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies aL WARNING • Verify design parameters end READ NOTES ON TIOS AND INCLUDED ABTEK REFERENCE PAGE M0•IQ2 rev. fOA1L2015 BEFORE USE Design valid for use only with MITel* connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use. the budding designer must verity the applicability at design parameters and properly incorporate this design into the overall budding design Bracing aidicated is to prevent buckling of individual truss web and/or Cord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, we ANSVTPl1 Quality Criteria, OSS49 and SCSI Building Component 690e Perm East Blvd Safety Information available team Truss Plate Instdule. 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Park Sq Hrn/ Madrona A C 2091 JPly T12588522 P2091AC B3 MONO TRUSS 1 1 Mid -Florida Lumber, Bartow, FL S.130 s Sep 15 2017 MTek Industri , Inc Mon Nov 27 15:15:42 2017 Page 1 10:V41Dyiu2DwOdi2xygntYl3zgvcy-sv2CV7?HohPYgXrSdOhRImIVEs6BSkOok2dvdwyExo? 1-0-0 4-7-8 9.0-0 tad 4-7.8 4.4.8 Scale - 1.28 8 16 - 3x4 = LOADING (psf) SPACING- 2-" CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 066 TCDL 10.0 Lumber DOL 1.25 BC 0.76 BCLL 00 ' Rep Stress Ina YES WB 0.19 BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 4=98/Mechanical, 2=421/0-8-0, 5=257/Mechanical Max Horz 2=146(LC 12) Max Uplift 4=-48(LC 12). 2 =65(LC 12), 5=41(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=404/98 BOT CHORD 2-6=260/355 WEBS 3-6=402/295 DEFL. in (loc) Well L/d PLATES GRIP Vert(LL) -020 6-9 >526 240 MT20 244/190 Ven( TL) -054 6-9 >200 180 Horz(TL) 0.01 5 n/a n/a Weight: 37 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 640-0 oc punins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL=3.Opsf, h=15ft, 8=45ft, L=24ft, eave=oft, Cat. II; Exp B. Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Intenor(1) 2-0-0 to 8-11-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconeurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 48 lb uplift at joint 4, 65 lb uplift at joint 2 and 41 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 O WARNING - Verily design parameters and READ NOTES ON TNIS AND INCLUDED AVTEK REFERENCE PAGE 111II.7473 rev. l"3 2015 BEFORE USE. Oesign valid for use only with ktTel* connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent braong is always required for stability and to prevent collapse with possible personal injury and properly damage for general guidance regarding the is fabrication, storage, delivery, eraaan are bracing of trusses and truss "am$. idea ANSVTPII Quality Criteria, OSBd9 and SCSI Building Component 6904 Parka East Blvd Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312. Alexandria, VA 22314. Tempe, fL 36610 Job Truss Truss Type QH Ply Park Sq HintMadrona A C 2091 T12588523 P2091AC 84 MONO TRUSS 1 Mid -Fonda Lumber, Ballow, FL. 8.130 s Sep 15 2017 MiTek Industries. Inc Mon Nov 27 15:15:42 2017 Page 1 ID. WiDyiu2DwOr112xygntYl3zgvcy-sv2CV 7?HohPYgXrSdOhRlydessSMSiNok2dvdwyExo? 1-0 0 4-114 i 9-0-0 1-0-0 4-114 4-0-12 1 Sx4 II 4x4 = Scale = 1.30.9 4.114 4.0.12 LOADING (psf) SPACING- 2-" CSI. DEFL. In loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0110 Veft(LL) 0.02 5-6 999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 043 Vert(TL) 0.04 5-6 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014rrPI2007 Matnx-MS Weight: 107 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 2-860/0-8-0, 5=1270/Mechanical Max Horz 2=144(LC 8) Max Uplift 2=212(LC 8), 5=390((-C 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1538/371 BOT CHORD 2.6=410/1333. 5-6=410/1333 WEBS 3.6-338/1215, 3-5=1567/482 Structural wood sheathing directly applied or &-" oc purllns. except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) 2-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0.9-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc Webs connected as follows: 2x4 - 1 row at 0-9-0 oc 2) All loads are considered equally applied to all plies, except i/ noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise Indicated. 3) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft. L=24ft, eave=4ft; Cat. 11; Exp B; Encl., GCpi=O 18; MWFRS (directional), Lumber DOL=1.60 plate grip DOL-1.60 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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 212 lb uplrft at joint 2 and 390 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support -concentrated load(s) 695 lb down and 248 lb up at 5-0-12, and 666 lb down and 230 lb up at 7-0-12 on bottom chord The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (ptf) Vert 2-5=20, 1-4=-60 Concentrated Loads (lb) Vert: 6=695(B) 9=666(B) 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 MITEK REFERENCE PAGE MO.1472 rev. 1"24015 BEFORE USE. Design valid for use only wen MITek® connectors. This design is based only upon parsmeters shown, and is for an individual building component, not a truss system. Before use, the buildup designer must verify the appla:ebibty of design parameters and properly tncoryorele this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web andlor cnotd members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse won possible personal injury and property damage For general guidance regarding the fabrication. storage, delivery, erec on and bracing of trusses and truss systems, sea ANSVrPl1 Quality Crharls, OSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information ovaltabb fmm This Plate Insmule, 21S N Lee SVW. Sude 312, AIexandna, VA 223f4 Tampa, FL 36610 Job Truss Truss Type pry Ply Park Sq HM Madrona AC 2091 T12588524 P2091AC B4A SPECIAL 1 1 all Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc Mon Nov 27 15:15 43 2017 Page 1 I D,WjDyiuZDwOAl2xygntYl3zgvey-K5eaTOv2?XPIhOHBSDgHzl kEFa?BD6¢INT9MyExo_ 1-0 0 1-0-0 4-0-0 Scale = 131.5 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in loc) Udell Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 038 Vert(LL) -0 03 6 >999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 021 Vert(TL) -0.07 5-6 >850 180 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) -009 5 n/a n/a SCOL 10.0 Code FBC2014frPI2007 Matrix -MR Weight: 23 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins, BOT CHORD 2x4 SP No.2 'Except' except end verticals. 3- 6. 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 8=743/0.8-0. 4=132/Mechanical, 5=49/Mechanical Max Horz 8=90(LC 8) Max Uplift 8-196(LC 8), 4=-62(LC 8) Max Grav 8-743(LC 1).4=133(LC 13). 5=81(LC 3) FORCES. ( Ib) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuit=140mph (3-second gust) Vasd-108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp 8; 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 bad nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 196 lb uplift at joint 8 and 62 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 477 lb down and 171 lb up at 0. 1-12 on bottom chord The design/selection of such connection device(s) is the responsibility of others LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25. Plate Increase=1.25 Uniform Loads (pl() Vert:- 1-2-60, 2-4=-60, 7-8-20. 5'-6=20 Concentrated Loads (lb) Vert: 8=477 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify design parameters and READ NOTES ON rw AND INCLUDED MITEIr REFERENCE PAGE IAII.7473 rev. 1 W3120IS BEFORE USE. Design old for use only with Meeklb connectors. This design is baud only upon parameters shown, and is lot an individual building component, not a truss system. Before use, the budding designer must verily the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent bucidmg of individual truss web and/or Nord members only. Additional temporary and permanent bracing is always required for stability and to prevem Collapse with possible personal injury and properly damage. For general guidance legaNmg the Is fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Crlterla, OSS49 and SCSI Building Component 6904 Perks East Blvd Safety Information available from Truss Plate institute, 216 N. Last Street. Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sq HnV Madrona A C 2091 T12588525 P2091AC 85 COMMON 1 1 a Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc Mon Nov 27 15 15.44 2017 Page 1 I D.%m4uZDwOnl2xygnlYl3zgvcyoH9ywp 1 XKJfGwrlUkrkvq Brvdvvwd5BM60hpyExnz 5312 104-0 ( 75$-0 16tLQ 1-0-0 5.3.12 5-04 5-4.0 04 = 1 Sx4 II 3x4 = 3x8 = 1.50 II LOADING (psf) SPACING- 2 0 0 CSI. OEFL. in loc) I/de0 L/d TCLL 20.0 Plate Grip DOL 1.25112 TIC0.41 Vert(LL) 0.02 9-10 999 240 TCDL 10 0 Lumber DOL BC 0.30 Vert(TL) 0.06 9-10 999 180 BCLL 0.0 ' Rep Suess Incr NO WB 0.30 Horz(TL) 0.01 7 n/a n/a BCOL 10.0 Code FBC2014/rP12007 Matnx-MS LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 BOT CHORD REACTIONS. (lb/size) 10=753/0.3-8, 7=715/Mechanical Max Horz 10=244(LC 7) Max Uplift 10=175(LC 8), 7=156(LC 8) FORCES. (lb) - Max Comp./Max Ten -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=591/172, 3-4=-403/165, 4-5=-399/164, 2-10=704/189, 5-7=668/174 BOT CHORD 8-9=165/470 WEBS 3-8=287/121, 2-9=56/510. 5-8=70/406 Scale 2 1:50 0 PLATES GRIP MT20 244/190 Weight: 114 lb FT = 20% Structural wood sheathing directly applied or 6-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0.0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft. L=24ft; eave=oft, Cat II; Exp B, Encl., GCpi=O 18, MWFRS (directional); end vertical left and right 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 240-0 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 175 lb uplift at joint 10 and 156 lb uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 112 Ito down and 107 lb up at 4-11-4 on top chord, and 41 lb down at 4-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8) LOAO'CASE(S) Standard 1) Dead + Roof Live (balanced) lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2-4=60, 4-5-60, 5.6=-60, 7-10-20 Concentrated Loads (lb) Vert: 11=72(F) 12=29(F) 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 THIS AND INCLUDED MTEx REFERENCE PAGE 1140L7473 raw. 10NL2015 BEFORE USE. Design valid for use only with MTelo® connectors. This design Is based only upon parameters shown, and is for an mdMduN budding component, not a truss System Before use, the building designer must verily the applicability of design parameters and property meorporala this design Imo the overall budding design Bracing Indicated Is to prevent buckhng of individual truss web andbr chord members only Adddonal temporaryand pednanent braung is always requited for astiddy, and to prevent collapse wan possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Crtteds. OSS-811i and SCSI Building Component 6201 Parke East Blvd Safety Information available from Tans Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Sq Had Madrona A C 2091T".b".Reference T12588526 P2091AC 86 COMMON 1 Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc Mon Nov 27 15 15:44 2017 Page 1 1 D:W)Dyiu2DwOri12xygntYl3zgvcy-oH9ywp 1 XKJfGwr7UkrkvgBrvRfvWwdc5BM60hpyExnz I 5-3-12 10-4-0 I t5$-0 d6 t o5.3-12 5-00 4 5-0 t-0-0 4x4 = 3x4 1 5x4 II 3x4 = 3x8 = 1 5x4 II Scale = 1 50 0 5-312 5-0-4 5-4-0 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.02 6-7 999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(TL) 0.06 6-7 999 180 SCLL 00 Rep Stress Iner YES WB 0.25 Horz(TL) 0.01 6 n/a n/a BCDL 10.0 Code FSC2014/TPI2007 Matrix -MS Weight: 112 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD SOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BOT CHORD REACTIONS. (lb/size) 9=612/0-3-8, 6=686/Mechanical Max Horz 9=214(LC 11) Max Uplift 9=113(LC 12). 6=132(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=525/218, 2-3=382/252, 3-4=378/232, 1-9=565/251, 4-6=639/343 BOT CHORD 7-8=261/455 WEBS 1-8-1331451, 4-7-140/388 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals Rigid ceiling directly applied or 10.0-0 oC bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10: Vutt=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft. L=24ft; eave=4ft; Cat. It. Exp B. Encl., GCpi=0.18, MWFRS (directional) and C-C Extenor(2) 0-1-12 to 3-1-12, Interior(1) 3.1-12 to 10-4-0. Exterior(2) 10-" to 13-" zone; end vertical right exposed;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 113 lb uplift at joint 9 and 132 lb uplift at joint 6. Q wARN/NG • varity design pentmetem end READ NOTES ON TNIS AND INCLUDED AUTEK REFERENCE PAGE Aati7473 rov. 100b20IS BEFORE USE. Design valid for use only wdh MITakB connectors This design is eased only upon parameters shown, and is for an individual budding component, not a truss system Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing rs always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection And bracing of trusses and truss systems, sae ANSIRPII Quality Criteria, OSS49 and SCSI Building Component Safety Information Available from Truss Plate Insldute, 216 N Lee Street. Suds 312. Alexandria, VA 22314 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies NIB 6904 Parke Fast Blvd Tamps, FL 36610 Job Truss Truss Type Oty Park Sq HaV Madrona A C 2091JPty T12588527 IP2091AC87COMMON21jobReference (optional) Mid -Florida Lumber, Bartow. FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15AS 2017 Page 1 ID:WjDyiuZDwOAl2xygntYl3zgvcy-HUjK89295cn7X ZgIZF8NON2Y35ft4oEOOsZDFyExny 1-0-0 5.4-0 10-M i 11-0-0 14}0 5.4.0 5.4-0 1-0.0 4x4 = 3x4 II 34 = 3x4 II 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 091 BCLL 0.0 Rep Stress Incr YES WB 0.25 BCDL 10.0 Code FBC2014frP12007 Matrix -MS Scale - 1.37.9 DEFL. in (loe) Udell L/d PLATES GRIP Vert(LL) 0.08 7-8 >915 240 MT20 2441190 Vert(TL) -0.14 8 >527 180 Horz(TL) -0.00 7 n/a n/a Weight: 73 Ile FT is 204A LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (Ib/size) 7=484/0-8-0, 9=484/0-8-0 Max Horz 9=173(LC 11) Max Uplift 7-176(LC 9), 9=217(LC 12) Max Grav 7=491(LC 22), 9=491(LC 21) FORCES. (lb) - Max Comp /Max. Ten - All forces 250 (lb) or less except when shown WEBS 3-8=357/247 Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. Rigid ceiling directly applied or 2-2-0 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=15ft; 8=45ft; L=2411; eave=4ft; Cat. 11, Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 24-0, Interior(1) 2.0-0 to 5-4-0. Exterior(2) 5-4-0 to 8-" zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrerd with any other live loads 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 176 lb uplift at joint 7 and 217 lb uplift at joint 9. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 11I04473 rev. 1"312015 BEFORE USE. KNOW 0 e51 9n valid for use only with MlTekfD Connectors. This design is based only upon parameters shown, and is for an individual budding component, not MRS a truss system. Before use, the budding designer must vent' the applicability of design parameters and property inCorporata this design onto the overall budding design. Braong indrrated is to prevent buckling of individual buss web and/or chord members only. Additional temporary and pennanem bracing Is always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the WA fatineation, storage, delivery, erection and brsong of busses and truss systems, see ANSIRPII Ouatlty Criteria, OSS49 and SCSI Building Component 69N Parke East BM Safety Information available from Tens Plate Institute. 218 N. Lea Street. Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sq Hm/ Madrona A C 2091 I T12588528 P2091AC Be HIP 1 ILL Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:46 2017 Page 1 ID V4j0yiu2DwOr112xygntYl3zgvcy-IgHiLV3nswv_988ssGmNvcwExTRUOXuNfgb7lhyExnx 11.7.0 t•0.0 4-11-a i7.8 to." 10-710 t o o 4.11-e o e o 441-0 a 1•0•0 4xe = 4xe = aN 3 4 3.4 II 3x4 = 3x4 II 30 = Scale = 1 3e 6 i 1-11, t•t1-B 3-0-0 3-0-0Fnal 1-11-8 Plate Offsets (X.Y)— 12.0-2-16.0-2-01, 15,0.2-15.0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 048 Vert(L-) 0.08 9 >902 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.26 BC 0.87 Vert(TL) -0.13 9.10 >543 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.20 Horz(TL) -0.00 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight: 80 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oil purtins, BOT CHORD 20 SP No.2 except end verticals WEBS 2x4 SP No 3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. (lb/size) 11=480/0-8 , 8=480/0-" MaxHorz 11-170(LC11) Max Uplift 11=215(LC 12), 8=178(LC 9) Max Grav 11=493(LC 21). 8=493(LC 22) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. BOT CHORD 9.10=192/278 WEBS 3-10=292/168, 4-9=292/168 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, BCOL=3.Opsf; h=15ft; BW5R; L=24R; eave=4R; Cat. 11; Exp B; Part. Encl.. GCpi=O 55, MWFRS (directional) and C-C Exterior(2)-0-11-8 to 2-0-8, Interior(1) 2.0-8 to 5-". Exterior(2) 54)-0 to 5-8-0, Intenor(1) 9-10.15 to 11-7-8 zone; cantilever left and right exposed ; end vertical left and right exposed;C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load 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 215 lb uplift at joint 11 and 178 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 QWARNING • Verify rlavpn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERENCE PAGE 11,1I17473 rev. faNJ/2015 BEFORE USE. 1 Oesign valid for use only with MRekS, connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the budding designer must vent' the appliGbi4ty Of design parameters and property incOnpogle this design into the Overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always raquued for stability and to prevent collapse wdh possible personal injury and property damage For general guidance regarding the mat fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPIt Quality Crtterla, OSBd9 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lea Street, Suite 312. Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type oty Ply AParkSqHnuMadrona C 2091 T12588529 P2091AC 89 HIP 1 1 job Reference footionall Mid-Flonda Lumber, Banow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc Mon Nov 27 15:15.47 2017 Page 1 10:W)DyiuZDwOAt2xygntYl3zgvcy-Dsr4Yg3PdE1gnlj30_Hc8pTR4txr7?tXtKLgH8yExnw AZ 2.11.8 7a 1a7-o „a-o 0 2-11-8 z" 4x8 4x4 = 6.00 12 3 11 12 13 14 4 3x6 011 3x4 = US = 73,6 11 Scale - 132.9 2-11A 2.11.8 7a e•e-0 1aT-0 2.11A Plate Offsets (X.Y)- 13:0-5-4.0.2-01 LOADING (psf) SPACING- 2.0-0 CS1. DEFL. in loc) Udell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) 0.05 8-9 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 022 Ven(TL) 004 8-9 >999 180 BCLL 0.0 Rep Stress Incr NO WB 015 Horz(TL) -0.00 7 n/a n/a BCDL 10.0 Code FSC2014/TP12007 Matrix -MS Weight 81 Ili FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0.0 cc purllns, BOT CHORD 2x4 SP No.2 except end venlcals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6.0-0 oc bracing. REACTIONS. (lb/size) 10=526/0 ", 7=526/0.8-0 Max Horz 10=151(LC 6) Max Uplift 10=438(LC 8), 7=438(LC 8) Max Grav 10=526(LC 17), 7=526(LC 18) FORCES. (Ili) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=276/338, 3.4=210/316, 4-5=275/338, 2-10=506/472, 5.7=-505/472 BOT CHORD 8-9=303/210 WEBS 2-9=381/329, 5-8=381/328 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10, VuQ=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf: h=15ft; B=4511, L=24ft, eave=oft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); end vertical left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.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 438 lb uplift at joint 10 and 438 lb uplift at joint 7. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 61 Ili down and 115 lb up at 3-", 5 lb down and 41 lb up at 5-0-12, and 5 lb down and 41 lb up at 5-74. and 61 lb down and 115 lb up at 7-8-0 on top chord, and 39-lb down -and 216 lb up at 3-0-0, 15 Ili down and 93 lb -up at 5-0-12. and IS lb down and'93 Ili up at 5-74. and 39lb down and 216 Ili up 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=l 25 Uniform Loads (plf) Vert, 1-2-60. 2-3-60, 3-4=-60, 4-5=60, 5-6=60, 7-10-20 Concentrated Loads (Ili) Printed copies of this document are Vert: 3=14(F) 4=14(F) 9=18(F) 8=-18(F) 12=5(F) 13=5(F) 15=8(F) 16=-8(F) not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • VerNy design parameters and READ NOTES ON 710S AND INCLUDED MITEK REFERENCE PAGE Mil-7pf rev. /dO12015 BEFORE USE. aftleed Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use. the building designer must verity the applicability of design parameters and property incorporate this design into the overall busmng design. Bracing indicated rs to prevent buckling of individual coos web and/or chord members Orly Additional temporary and permanent bracing its sways required for atabday, and to preverd collapse won possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Crkeds, OSB49 and SCSI Building component 6904 Psrtro East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suds 312. Alexandria, VA 22314 Tampa. FL 36610 Job Truss Truss Type Oty Park Sq Hm/ Madrona C 2091 AJobJPlyT12588530 P2091AC CJ1 JACK 10 1 Reference (optional) Mid-Flonda Lumber, Barlow. FL 8 130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:47 2017 Page 1 IO:V4Dyiu2DwOni2xygntYl3zgvcy-Dsr4Yg3PdElgnlj30 HeSpTVBt_671DXtKLgHSyEntw 1-0.0 1." LOAOING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 TCDL 10.0 Lumber DOL 1.25 BC 0.01 BCLL 00 ' Rep Stress Incr YES WB 0.00 BCOL 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=130/0-8-0, 4=-0/Mechanical Max Horz 2=35(LC 12) Max Uplift 3=3(1-C 9). 2=59(1-C 12) Max Grav 3=11(LC 17), 2=130(LC 1), 4=12(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale - 1:7.0 2x4 = OEFL. in (loc) uden Ud PLATES GRIP Vert(LL) 0.00 5 >999 240 MT20 244/190 Ven(TL) 000 5 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 5 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL-3.Opsf: h=15ft, B=45ft; L=24ft; eave=oft; Cat II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nont oncurrent 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 3 lb uplift at joint 3 and 59 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • verity design parameters and READ NOTES ON Ties:AND INCLUDEDMITEK REFERENCE PAGE 11111•7172 rev. 101021201S BEFORE USE. Malawi Design valid for use only with MiTek® connectors. This design rs based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall ME building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability are to prevent collapse In possible personal injury and property damage For general guidance regarding tits MW fabrication, storage, delivery, erection and bracing of trusses and truss systems. sea ANSIRPI1 Quality Criteria. OSS49 and SCSI Building Component 6904 Parka East Blvd. Safety Information available from Truss Plate Institute. 216 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, Fl. 36610 Job Truss Truss Type Oty Ply Park Sq Hm/ Madrona A C 2091 T12588531 P2091AC CJ1A JACK 1 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:48 2017 Page 1 ID:W4DyiuZOwOdi2xygntYl3zgvcy-h3PTm442OX9hOSIFzhor 19fgGKssUTg6_4Dgay6mv a11:8 1-0-0 a11 Scale - 1.11.4 5 1.5x4 II 0.D i t , 4 LOADING (psl) SPACING- 2-0-0 CSI. DEFL. in loc) udeft Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TIC 0.14 Ven(LL) -0.00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.04 Vert(TL) -0.00 5 >999 180 SCLL 0.0 Rep Stress Inv YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FSC2014frP12007 Matrix -MR Weight: 6 lb FT - 204A LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or i-" oe purlins, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5=15010.7-8, 3-16/Mechanical, 4=1/Mechanical Max Horz 5=58(LC 12) Max Uplift 5=25(LC 8). 3-16(LC 1). 4-21(LC 12) Max Grav, 5=150(LC 1).3=5(LC 10).4=17(LC 10) FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vuh-140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45R; L=24ft, eave=4fl; Cat. 11; Exp B; Encl. GCpi=0.18: MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces 6 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 25 lb uplift at joint S. 16 Ile uplift at joint 3 and 21 Ile 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 6-6 O WARNING • Verify design parameters and READ NOTES ON TNIs AND INCLUDED WTEK REFERENCE PAGE A11111*7472 ay. 1601,7015 BEFORE USE Design valid for use only with MiTek® connectors. This design is bused only upon parameters shown, and is rod an individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of Individual truss web anon chord members only Additional temporary and permanent bracing IS always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication. storage, delivery, erection and baring of biases and truss systems, sea ANSVTPII Ouaaty Criteria. OSB-e9 and SCSI Building Component 6904 Parke East ONd Safety Information available from Truss Plate Institute. 219 N Lee Street. Suite 312. Alexandria. VA 22314. Tampa. FL 36610 Job Truss Truss Type oty Ply Park Sq HriV Madrona A C 2091 T12588532 P2091AC CJ18 JACK 1 1 f r Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:49 2017 Page 1 I D,"DyluZOwOril2xygntYl3zgvcy-9FzrtWSggrHYOa W CPK4XEYjGgcLbggLegnMOyExnu n-0 0 0.11.82 1-0-o a1,$ 6.00 12 30 = Scale = 121 8 LOADING (psi) SPACING- 2-" CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) -0 00 5 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.28 Ven(TL) -0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES W8 0.00 HOrz(TL) -0.06 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix -MR Weight: 9 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 cc 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 cc bracing REACTIONS. (lb/sae) 5=150/03-8, 3-20/Mechanical, 4=3/Mechanical Max Horz 5=103(LC 12) Max Uplift 5=95(LC 10), 3=-86(LC 12), 4-143(LC 12) Max Grav 5=179(LC 12), 3=54(LC 10), 4=108(LC 10) FORCES. (lb) - 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-108mph; TCDL-4 2psf; BCDL=3 Opsf; h=15ft, 8=45ft; L=24ft; eave=oft, Cat. II; Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections 5) Provide mechanical connection (by others) of truss to bearing plate capable of wdhstanding 95 lb uplift at joint S. 86 lb uplift at joint 3 and 143 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 Q WARNING - VaNIy, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MU•7473 rair. 14=70115 BEFORE USE. Design valid for use only with MTelllb connectors. This design is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property tncofporate this design into Ina overall buriding design. Bracing indicated is to prevent buckling of mdtvtdwl truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection are bracing of trusses and truss systems, a" ANSVWII Quality Cntaria, OSS49 and BCSI Building Component 6904 Parke East Blvd. Saraty Information mitabld from Truss Plate Institute, 216 N Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq Hm/ Madrona A C 2091 T12588533 P2091AC CJ1C JACK 4 1 eall Mid-Flonda Lumber, Bartow, FL 8 130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:49 2017 Page 1 ID: W)DyiuZDwOrtl2xygntYl3zgvcy-9FzrzW5g9rHY0dRXPK4XEY17gUb4gLegnMOyExnu o• o a11.a 1- 0-o a11 600 FI2 5x6 MT20HS I I Scale - 1.24.4 LOADING ( psf) SPACING- 2.0-0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.61 Ven(LL) -0.00 4-5 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.47 Vert(TL) -0.00 4-5 >999 180 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 000 Horz(TL) -0.12 3 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matnx-MR Weight. 10 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purllns, BOT CHORD 2x4 SP No.2 except end verticals. WEBS 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-60 oc bracing. REACTIONS. ( lb/size) 5=150/0-7-8, 3-2 1 /Mechanical. 4=3/Mechanical Max Horz 5=157(LC 12) Max Uplift 5=247(LC 10), 3=156(LC 12), 4=247(LC 12) Max Grav 5=344(LC 12). 3=117(LC 10). 4=206(LC 10) FORCES. ( lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10, Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 8=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) zone; end vertical left exposed,C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 2) All plates are MT20 plates unless otherwise indicated. 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.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 247 lb uplift at joint 5, 156 lb uplift at joint 3 and 247 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 0 WARNING • Verify design paramaten and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE MII.7473 rev. 10N3Q015 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system Before use, the budding designer must verify the applicability of design parameters and property mcorporste this design into the overall budding design. Bracing indicated is to prevent budding of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for Stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the No fabrication. Storage, delivery, erection and bracing of trusses and truss systems, see ANSIRP11 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke Ean eha. Safety Intonation avaltable from Truss Plate Insit de. 218 N Lee Street, Suite 312, Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Scl Hrn/ Madrona A C 2091 1 T12588534 P2091AC CJ3 JACK 10 1 Job Reference (ootionall, Mid -Florida Lumber, Bartow. FL. 8 130 s Sep 15 2017 MTek Industries. Inc. Mon Nov 27 15:15.50 2017 Page 1 I D:VADyiuZDwOr112xygntYl3zgvcy-dRXDBs6lw9PPemSe56rJ3S50347oKOzzalZKuSyExnt 1." 3-0-0 20 = LOADING (psf) SPACING- 2-00 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 TCDL 10 0 Lumber DOL 1 25 BC 0.08 BC LL 0.0 Rep Stress Ina YES WB 0.00 BC OL 10.0 Code FBC2014frP12007 Matrix -MP LLIMBER- TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=7 1 /Mechanical, 2=188/04-0, 4=36/Mechanical Max Horz 2=62(LC 12) Max UpIrn 3=-26(LC 12), 2=50(LC 12) 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. Scale. t'=t' DEFL. in (loc) Udefl Ud PLATES GRIP Ven(LL) -0.00 4-7 >999 240 MT20 244/190 Ven(TL) -001 4-7 >999 180 Horz( TL) 0.00 3 n/a n/a Weight: 11 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purllns BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 8=45ft; L=2411. eave=oft; Cat. II; Exp B, Encl , GCpi=O 18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 24)-0, Interior(1) 2-" to 2-11-4 zone;C-C for members and forces & MWFRS for reactions shown: Lumber DOL=1 60 plate grip DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 26 lb uplift at joint 3 and 50 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies wwwd, 1 0WARNING • Verily design parameters and READ NOTES ON TMS AND INCLUDED MITEx REFERENCE PAGE MX7473 rev. 10A1L2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual budding component, nix a truss system Before use, the building designer must verity the applicability of design parameters and property incorporate this design imo the overall budding design Bracing mdicaled is to prevent buckling of individual truss web andior chord members only. Additional temporary and pennariem brw^ is always required for stabdey, and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, slarage, delivery, erection and bracing of trusses and truss systems. see ANSVWI1 Quality Criteria. OSB-69 and BCSI Building Component 6904 Parke Fast StA Safety Information available hom Truss PMte Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hrrk/ Madrona A C 2091I T12588535 P2091AC CJ3A SPECIAL 1 Job Reference (optional) Mid-Flonda Lumber, Banow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:50 2017 Page 1 ID WjDyluZDwOnl2xygntYl3zgvcydRXDBs6lw9PPemSe56rJ3S5?44?2KOzzalZKuSyExnt 1-0-0 1-0-0 2-0-0 t.5x4 II 1.0-D 3-D.D i 11 Ln 9.M 1 LOADING (psf) SPACING- 2 0-0 CSI. DEFL. in loc) Uden L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.15 Vert(LL) 0.01 7 999 240 TCDL 10.0 Lumber DOL 125 BC 012 Ven(TL) 0.01 6 999 180 BCLL 0.0 ' Rep Stress Inn YES WB 0.00 Horz(TL) 0.01 4 n/a n/a BCDL too Code FBC2014/TPI2007 Matrix -MR LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 20 SP No.2 'Except' 3-6: 2x4 SP No.3 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 8=195/0-8-0, 4=74/Mechanical, 5=24/Mechanical Max Horz 8=63(LC 12) Max Uplift 8=37(LC 12), 4=39(LC 12) Max Grav 8-195(LC 1). 4=76(LC 17). 5=40(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. Scale = 1:26.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 20% Structural wood sheathing directly applied or 34-0 oc punins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind. ASCE 7-10, Vuk=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf: h=15ft; B=4511; L=24111; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -140-0 to 2-0-0, Interior(1) 24-0 to 2-114 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate Capable of withstanding 37 lb uplift at joint 8 and 39 lb uplrft at joint 4 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - V deal n o.li silly g paramatan and READ NOTES ON T105 AND INCLUDED MI1EK REFERENCE PAGE Aa1.7QJ rev. tONJ/JO1S BEFORE USE. Design valid lot use only with M(Takm connectors This design is based only upon parameters shown, and is for an individual Wilding component, not a truss system. Before use, the Wilding designer must verity the applicability of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent buckling of individual truss web andlor chord members only Additional temporary and permanent bracingitisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems, we ANSVTPN Quality Cederla, OSS49 and SCSI Building Component 69N Parka East Blvd. Safety information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oy Park Sq Hm/ Madrona A C 2091 JPIy T12588536 P2091AC CJ38 JACK 1 1 job Reference (ootionall Mid -Florida Lumber, Banow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15 51 2017 Page 1 ID W)DyluZDwOdl2xygntYl3zgvcy-5e4bOC6wgSXGFvlgfpMYddAdULu3gq7oyJuOvy6ms t 00 2-11-8 1-0 0 2.11-8 Scale - 126 7 t.5x4 II 30.0 3!M LOADING (psf) SPACING- 2." CSI. OEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.17 Vert(LL) -0.00 5-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) -0.01 5-6 >999 180 BCLL 0.0 Rep Stress Ina YES WB 0.09 Horz(TL) -0.01 3 n/a n/a SCOL 100 Code. FBC2014rrPI2007 Matnx-MP Weight 21 lb FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-" oc punins, 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. (Ili/size) 6=193/0-3-8, 3=68/Mechanical, 4=28/Mechanical Max Horz 6=130(LC 12) Max Uplift 6=9(LC 8). 3=26(LC 12), 4=96(LC 12) Max Grav 6=193(LC 1). 3=68(LC 1), 4=85(LC 10) FORCES. (ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-5=165/302 NOTES- 1) Wind: ASCE 7-10; Vuft-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft, B=45ft; L=24ft; eave=oft; Cat. II; Exp 8; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2)-0-11-8 to 2.0-8, Interior(1) 2-0-8 to 2-11-4 zone, end vertical left exposed;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 9 lb uplift at joint 6, 26 lb uplift at joint 3 and 96 Ili 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 0 WARNING - Verily design paametWS and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE hill-7473 rev. 10 02/201S BEFORE USE. ELOMW Oeagn valid for use only with Waist, connectors This design is based only upon parameters shown, and is for an individual building component, not a was system Before use, the buildingdesigner moat verily me applicability or design parameters and property incorporate the design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only. Additional temporary and permanent bracing IS always required for stability and to prevent collapse with possible personal inpiry and property damage. For general guidance regarding the fabrication. storage. delivery, areciain and bracing of trusses and truss Systems, sea ANSUTPH Quality Criteria, OSBah and BCSI Building Component 6904 Parke East Bhod Safety information available from Truss Plata Insiduie, 218 N Les Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hint Madrona A C 2091 1 T12588537 P2091AC CJ5 JACK 10 1 Job Reference Mid -Florida Lumber, Bartow, FL 8.130 s Sep 15 2017 MTek Industries, Inc Mon Nov 27 15 15.51 2017 Page 1 I D:VADyiuZDwOrli2xygntYl3zgvcy-5e4bOC6wgSXGFvl gfpMYdd7CU183rD7oyJuOvyExns 1-0-0 5-0.0 2x4 Scale - 1.17.9 LOADING (psf) SPACING- 2-" CSI. DEFL. in loc) I/de0 Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.32 Vert(LL) 0.04 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.26 Vert(TL) -0.08 4-7 >764 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(n-) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014lrP12007 Matrix -MP Weight: 18 Ile FT - 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3-127/Mechanical, 2=264/0-8-0, 4=64/Mechanical Max Horz 2=90(LC 12) Max Uplift 3=50(LC 12), 2=54(LC 12) Max Grew 3-127(LC 1), 2=264(LC 1). 4=91(LC 3) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10: Vuft-140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf, h=15ft: B=45ft, L=24ft: eave=oft; Cat. 11, Exp B, Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Intenor(1) 2-0-0 to 4-11-4 zone:C-C for members and forces & MWFRS for reactions shown; Lumber DOL-1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members 4) Refer to gtrder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 50 lb uplift at joint 3 and 54 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING- Verlly design parameters and READ NOTES ON TICS AND INCLUDED MCTEK REFERENCE PAGE 0110-7472 tev. fa41L2015 BEFORE USE. Design valid for use only wish MITek® connectors. This design is based only upon parameters shown, end is for an individual building component. not a truss system Before use, this building designer must verily the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor chord members only Additional temporary and permanent bracing is always required for atabdity and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. sea ANSVTPII Quality CAtarls. OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Tres Prate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oy Ply Park Sq Hml Madrona C 2091A T12588538 P2091AC G1 HIP 1 1 all Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 Mi rek Industries, Inc. Mon Nov 27 15 15:52 2017 Page 1 10:VADyiu2DwOrll2xygntYl3zgvcy-2gezcY7YRmr7t3cOCXtn91ABUuW3oFtG1 c2RzLyExnr 1 0 0 39 4 7.0.0 12-4.0 15-6-12 194-0 20.4.0 1 0-0 3.9-1 3.2-12 5.4-0 3 2-12 3-9-4t-0-0 44 = 4x8 = Stale - 1:34 8 40 = 8x8 = 3x4 = lira = LOADING (psf) SPACING- 2-0-0 CSI. OEFL. TCLL 20.0 Plate Grip DOL 1.25 TC 0.80 Vert(LL) TCOL 10.0 Lumber OOL 1.25 BC 0.79 Vert(TL) BCLL 0.0 ' Rep Stress Incr NO WB 0.23 Horz(rL) BCDL 10.0 Code FBC2014/TPI2007 Matrix -MS in (loc) Udell Ud 0.08 9-10 >999 240 0.22 9-10 >999 180 008 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD 4-5: 2x4 SP No.1 BOT CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1432/048-0, 7=1425/0-8-0 Max Horz 2-77(LC 6) Max Uplift 2=368(LC 8). 7=367(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2534/669, 3.4=2368/649, 4-5=2148/609, 5-6=2374/650, 6.7-2535/668 BOT CHORD 2-10=53712211, 9.1O= 488/2125, 7-9=536/2210 WEBS 4-10=40/602, 5-9=39/584 PLATES GRIP MT20 244/190 Weight, 93 lb FT = 20% Structural wood sheathing directly applied or 2-11-15 oc purlins Rigid ceiling directly applied or 8.0-6 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=15ft; 6=45ft; L=24ft, eave=oft; Cat. 11: Exp B; Encl , GCpi=0.18; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 368 lb uplift at joint 2 and 367 lb uplift at joint 7 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 185 lb down and 201 lb up at 7-0-0. 95 lb down and 105 lb up at 9-0-12. and 95 lb down and 105 lb up at 10-3-4, and 185 lb down and 201 lb up at 1244 on top chord, and 321 lb down and'95•lb up at 7-0-0. 66'Ib down at 9-0-12,.and 66 lb down at 10-3-4, and 321 lb down and 95 lb up at 12-3-4 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 (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pill Vert: 1-4=60, 4-5=60, 5.8=60, 11-14-20 Concentrated Loads (lb) Vert: 4=138(F) 5=138(F) 9=321(F) 17=95(F) 18=95(F) 19=321(F) 20=41(F) 21=41(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • VaAI y daalpn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M147Q3 M. 1OAJ/20/5 BEFORE USE. Design valid for use only with MTek® connectors. This design is based only upon parameters shown. and is for an mdmdual building component• not a truss system. Before use, me building designer must verify me applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is ahvsys required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the labrxatan• storage, delivery, erection and tracing of trusses and truss systems. see ANSVTPII Quality Criteria. OSS49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sq Half Madrona A C 2091 T12588539 P2091AC G2 HIP 1 1 toall Mid -Florida Lumber, • Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 ISAS:53 2017 Page 1 IO:WjOyiuZDwOAl2xygntYl3zgvcy-20CMpu8AC4n VDBCmE00h4NNHuuXjAPGGo VnyExnq 10-0 4-94 9.0-0 10.4-0 14-&12 19-" 20-4-0 1-0-0 4-94 4-2-12 1.4-0 4-2-12 4-9.4 1-0-0 I 3x4 = LOADING (psQ SPACING- 244 CSI. TCLL 20 0 Plate Grip DOL 1.25 TC 0.21 TCDL 10.0 Lumber DOL 1.25 BC 0.63 BCLL 0.0 Rep Stress Incr YES WB 0 16 BCDL 10.0 Code FBC2014/TPI2007 Matnx-MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=8331041-0, 7=833/041-0 Max Horz 2=96(LC 11) Max Uplift 2=164(LC 12). 7=164(LC 12) 4x4 = 4x4 = 30 = 30 = FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1237/470, 3-4=946/366, 4-5=794/359, 5-6=946/366, 6-7=1237/470 BOTCHORD 2-11=35011062.10-11=150794,7-10=357/1062 WEBS 3-11=324/230, 6-10=324/230 3x4 = DEFL. in (loc) I/den Ud Ven(LL) -0.10 10.17 >999 240 Ven(TL) -0.28 10-17 >839 180 Horz(TL) 0.04 7 n/a n/a Scale = 134.8 3x4 = PLATES GRIP MT20 244/190 Weight: 91 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-8 oc purlins. SOT CHORD Rigid ceiling directly applied or 9-9-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10. Vufl=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf: h=15ft: B=45ft; L=24ft, eave=oft; Cat. If: Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Interior(1) 2. )-0 to 9-0-0. Exterior(2) 9-0-0 to 10-4-0, Intenor(1) 14-8-11 to 20-" zone;C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will nil between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 2 and 164 lb uplift at joint 7. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design parameters and READ NOTES ON rFNS AND INCLUDED MITEK REFERENCE PAGE 111I1.7473 rev. 10eN701S BEFORE USE. Design valid for use only with MiTekB connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the building designer must very the applicability of design parameters and property uiwrporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web andfor card members only. AddWhill temporary and permanent bracing is always required for stability are to prevent collapse with possible personal merry and property damage For general guidance regarding the Is fabrication, storage. delivery, erection and breang of Irusus and truss "Cams. see ANSVTPII Quality Criteria. OSS42 and SCSI Building Component sow Parke Fast Bhd Safety Information available from Truss Plate Institute. 218 N. Lae Street. Suite 312. Alexandria. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Park Sq Hm/ Madrona A C 2091 JPly T12588540 P2091AC G3 COMMON 1 1 o 'o all Mid-Flonda Lumber, Bartow. FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:54 2017 Page 1 ID:"DyiuZDwOr112xygntYl3zgvcy-WDmkOE9ozNvr6NIPKyvFElFgjhCHGA?ZUwXY1 EyExnp 1-0-0 5-1.4 9-8-0 14-2-12 19.4-0 20-4-0 144 5.14 46-12 46-12 5.14 1-04 3 Scale a 1.35.4 4x4 = 3x4 3x4 = 3x6 = 3x4 = 944) 1 194.0 I sm" 941-0 Plate Offsets (X.Y)— 12 0.1-12.Edoel.16:0-1-12.Edoel LOADING (psf) SPACING- 2-0411 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 024 TCDL 10.0 Lumber DOL 1.25 BC 0 74 BCLL 0.0 ' Rep Stress Incr YES WB 0 19 BCDL 10.0 Code FSC2014/TPI2007 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=833/0.8-0, 6=833/0-" Max Horz 2=102(LC 10) Max Uplift 2=164(LC 12), 6=-164(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1219/415, 3.4-913/326, 4-5=9131326, 5-6-1219/415 BOT CHORD 2-9=286/1042, 6.9=304/1042 WEBS 4-9=129/497.5.9=337/211.3-9=337/211 DEFL. in (loc) Udefl Ud PLATES GRIP Vert(LL) -0.11 9-12 >999 240 MT20 244/190 Ven(TL) -0.29 9-12 >794 180 Horz(TL) 0.04 6 n/a n/a Weight: 87 Ile FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind, ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opal; h=15ft; B=45f , L-24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0.0 to 2-0-0, Interior(1) 2-0-0 to 9-8-0, Exterior(2) 9-8-0 to 12-8-0 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate gnp DOL=1 60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 164 lb uplift at joint 2 and 164 Ile uplift at joint 6. Ia Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE MII-7473 rev 10/012015 BEFORE USE. 1 Design valid for we only with MTekeb connectors. This design is based only upon parameters shown, and is for an individual budding component, not a truss system. Before use, the building designer must verity the applicability of design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent budding of individual truss web and/or Chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery. erection and bracing of trusses and truss systems, see ANSMII Quality Crlterla, OSS419 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Teas Plate Institute. 216 N Lee sweet, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hnu Madrona A C 2091 T12588541 P2091AC G4 COMMON 1 1 all Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:55 2017 Page 1 ID W)DyiuZDwOAl2xygntYl3zgvcy_PK6EZARkh2ikXKbufOUmVorS5X8')UvjaH5agyExno 1 0 0 S1 4 9-" 14-2.12 18-11-8 1 0-0 51.4 4$12 4.&12 4$12 4x4 = 3x4 3x4 = 3x8 — 4x4 Scale =1.34.6 9-&D 9.8-0 1B-t t.B 9.3.8 Plate Offsets (X.Y)- 12,0-1-12.Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0.24 Vert(L-) -0.12 8-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) -0.31 8.11 >738 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.19 Horz(rL) 003 6 n/a n/a SCOL 10.0 Code FBC2014/TPI2007 Matrix -MS Weight' 85 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-2-12 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 6=745/0-3.8, 2-832J041-0 Max Horz 2=98(LC 11) Max Uplift 6=126(LC 12), 2=162(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All fors 260 (lb) or less except when shown TOP CHORD 2-3=1216/418, 3-4=910/319, 4-5=909/329. 5-6=1212/424 BOT CHORD 2-8=328/1039, 6-8=31311034 WEBS 4-8-1331511.5-8=337/199.3-8-337/211 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=15H; B=45ft; L=24ft; eave=oft, Cat. II; Exp B; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-" to 2-0-0, Interior(1) 2-0-0 to 9.8-0. Exterior(2) 9-8-0 to 1241-0 zone;C-C for members and forces 3 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide Will fit between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 126 lb uplift at joint 6 and 162 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON Inds AND INCLUDED WTEK REFERENCE PAGE M11-7472 rev. 10i0112015 BEFORE USE. Design valid for use only with MrTakm connectors This design is based only upon parameters shown, and is for an indmdual budding component, not a truss System Before use, the building designer must verify die applrcaliddy of design parameters and property incorporate ma design into the overall budding design. Bracing trio". is to prevent buckling of mdri dual truss web and/or chord members only Additional temporary and permanent bracing re aWays required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding trio fabrication, storage, delwery, electron and bracing of trusses and truss systems, dell ANSVIPl1 Quality Criteria, OS842 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N Lee Street. Surte 312. Alexandria. VA 22314. Tamps. FL 38610 Job Truss Truss Type City Pry adrona A C 2091 T12588542 ontional) P2091AC G5 SPECIAL 1 Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:56 2017 IDWjDyluZDwOnl2xygntYl3zgvcy-SbuURvA3V?AZMhvnRNylJjKxsVvak?PsyEOfI 1- 0-0 5.1.4 9-0.0 15.8-0 18-11-8 1- 0 0 5-14 4-6-12 6-04 3.3-8 Scale = 1.33.5 04 = 4x4 = 3x8 = — 3x4 = 1.5x4 11 LOADING ( psi) 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 BCOL 10.0 Code FBC2014/rPI2007 CSI. DEFL. in (loc) Well Ud TC 0.52 Vert(ILL) 0.13 10-13 999 240 BC 0.69 Vert(TL) 034 10-13 656 180 WB 0. 45 Horz(TL) 0.03 7 n/a n/a Matnx-MS LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/ size) 7=738/0-3-8, 2=827/0-8-0 Max Horz 2=83(LC 11) Max Uplift 7=-128(LC 12). 2=158(LC 12) FORCES. (lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1193/404, 3.4=895/317, 4-5=-909/309. 5.6=1021/337, 6.7=705/253 BOTCHORD 2- 10=394/101S.8-10=35511065 WEBS 3- 10=335/202. 4-10=91/459, 5-10=366/157. 5-8=562/240, 6-0=389/1184 PLATES GRIP MT20 244/ 190 Weight: 94 lb FT = 20% Structural wood sheathing directly applied or 4-10-14 oc purlins, except end verticals Rigid ceiling directly applied or 9-4-6 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10; Vuh=140mph (3-second gust) Vasd-108mph; TCDL-4.2psf; BCDL=3.Opsf; h-15ft, 6=45ft; L-24ft; eave=oft; Cat. II; Exp B: Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2.0-0, Interior(1) 2-0-0 to 9-8-0, Exterior(2) 9-8-0 to 1241-0, Interior(1) 15-8-0 to 18-9-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=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 beanng plate capable of withstanding 128 lb uplift at joint 7 and 158 lb uplift at joint 2. M N NPrintedcopies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VeNly design parameters and READ NOTES ON INS AND INCLUDED WTEK REFERENCE PAGE MD-7473 rev. 14,03r2016 BEFORE USE. Design valid for use only with Wilk* connectors This design is baud only upon parameters shown, and is for an individual budding component, not man a truss system Before use. the building designer must verity the applicability of design parameters and properly incofporste this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVIPl1 Quality Criteria. OSB49 and SCSI Building Component 69W Parke East Blvd. Safety Information available from Teas Plate Institute, 216 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36810 Job Truss Truss Type Oty Park Sq Hmf Madrona A C 2091Ply, T12588543 P2091AC G6 SPECIAL 1 1 Job Mid -Florida Lumber, Bartow, FL 8 130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:56 2017 Page 1 ID:1N)DytuZDwOdi2xygntYl3zgvcy-SbuURvA3V?AZMhvnRNyjJjK KVuDkOAsyE0166yExnn 5.1-4 ( 9 8-0 13$-0 18-11.8 1-0-0 5-1-4 4-6-124-0-0 53-8 Scale - 1 35 1 04 = 3x4 = 7 04 = 3x8 = 30 — 1.5x4 II LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip OOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES SCOL 10.0 Code FBC2014frP12007 CSI. DEFL. in (loc) Well L/d TC 0.36 Vert(L-) 0.14 10.13 999 240 BC 0.71 Vert(TL) 0.37 10-13 617 180 WB 0.40 Horz(TL) 0.03 7 n/a n/a Matrix -MS LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 7=738/0-3.8, 2=827/0-" Max Horz 2-100(LC 12) Max Uplift 7=131(LC 12). 2=155(LC 12) FORCES. (lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1195/400, 3-4=886/308, 4-5-870/314. 5-6=948/324, 6.7=-683/272 BOT CHORD 2-10=-426/1022, 8-10=334/972 WEBS 3-10=340/211. 4-10=123/481, 5-10=317/133, "=-465/206, 6-8=359/1056 PLATES GRIP MT20 2441190 Weight: 98 lb FT is 20% Structural wood sheathing directly applied or 5-3-4 oc purlins, except end verticals. Rigid ceiling directly applied or 9-" 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; TCOL=4.2psQ BCDL=3 Opsf; h=15ft; B=45ft, L=24ft; eave=4ft; Cat. 11, Exp 8; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-", Intenor(1) 2-0-0 to 9-8-0, Exterior(2) 9-8-0 to 1241-0, Intenor(1) 13-8-0 to 18-9-12 zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 131 lb uplift at joint 7 and 155 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - vartry design parameters and READ NOTES ON r1aS AND INCLUDED AOTEK REFERENCE PAGE 1111II.7473 rev. 1003/2016 BEFORE USE. Design valid for use only with Welds, connectors This design is based only upon parameters shown• and is for an individual budding component, not a truss system Before use, the budding designer must verity the applicability of design parameters and property meorporete this design into the *verso budding design. Bracing indicated is to prevem buckling of individual truss web and/or aim members only Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of busses and truss systems, see ANSVTPI1 Quality Criteria, OSS46 and SCSI Building Component Gabs Parke East Blvd Safety Information available born Truss Plane Institute. 218 N Lee Sine/, Suite 312. Alexandna, VA 22314. Tamps. FL 36610 Job Truss Truss Type Qry A_C 2091T12588544Pty=adrona P2091AC G7 SPECIAL 1 lootionall Mid -Florida Lumber, 'Bartow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc Mon Nov 27 15:15:57 2017 Page 1 ID:WjDyiu2DwOrll2xygntYl3zgvcy-wnSsfFBhGIIQ_gU 24Tysw14Yv0iTTJ?BumCeYyExnm 1-0-0 5-1.4 9-8-0 11$0 18-11A 1 0 0 5.1-4 4.6-12 2.0-0 7-3-8 Scale - 1:33.8 40 = 3x4 = 3x8 = — — 30 = LOADING (ps, SPACING- 2-0-0 CST. TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 TCDL 10.0 Lumber DOL 1.25 BC 0.83 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 BCDL 100 Code FBC2014frPI2007 Matrix -MS DEFL. in (loc) Udell Ud Vert(LL) -0.17 7-9 >999 240 Vert(TL) -0.43 7-9 >526 180 Horz(TL) 0.04 7 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD WEBS REACTIONS. lb/size) 7=739/0-3-8, 2=826/0-8-0 Max Herz 2=128(LC 12) Max Uplift 7-136(LC 12). 2=150(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 260 (lb) or less except when shown. TOP CHORD 2-3=1210/387, 3-4=899/280, 4.5=873/322 BOT CHORD 2-9=450/1035, 7-9=326/865 WEBS 3-9=336/214, 4-9=170/595. 5-9=-295/158, 5.7=930/354 PLATES GRIP MT20 244/190 Weight: 98 lb FT - 20% Structural wood sheathing directly applied or 5-3-1 oc purlins, except end verticals. Rigid ceiling directly applied or 8-8-13 oc bracing. 1 Row at midpt 5-7 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasa=108mph; TCDL=4.2psf; BCDL-3.Opsf; h=15ft; 8=45ft; L=24ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0. Intenor(1) 24)-0 to 9-8-0, Exterior(2) 9-8-0 to 11-" zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 5) ' This truss has been designed for a live load of 20.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 136 lb uplift at joint 7 and 150 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters end READ NOTES ON TINS AND INCLUDED A9TEK REFERENCE PAGE M/F7473 rev. 1"17015 BEFORE USE. Design valid for use only, with MiTekm connectors This design is based only upon parameters shown, and is for an mdm0ual budding component, not a truss system Before user, the building designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Braang indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and protleny damage For general guidance regarding me fabrication, storage, delivery, eredion and tracing of trusses and truss systems, sea ANSVrPI1 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Qy Ply Park Sq Hmir Madrona A C 2091 T12588545 P2091AC G8 MONO HIP 1 1 0 Mid-Flonda Lumber, Bartow, FL. 8.130 s Sep 15 2017 MiTek Industries, Inc Mon Nov 27 15 15 58 2017 Page 1 ID:Vu)DyiuZDwOAl2xygntYl3zgvcy-O OFsbCJIcOHb 3AZn BO8oGKIb2CWV9PYV1A yExnl 7-0 0 7.104 9:2 14-3-12 18-11-8 1-0-0 7-104 7-9.12 4.7.12 4-7-12 3 JIM = 16 3x4 = 17 5 18 Seale = 133.3 1.Sx4 II 10 3x4 = 3x4 = 7 4x4 = 1.Sx4 II 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 BCDL 10.0 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No.2 WEBS 2x4 SP No.3 7.10.4 1-9-12 9-3.8 SPACING- 2-0-0 CSI. DEFL. in loc) Vdeft Ud PLATES GRIP Plate Grip DOL 1.25 TC 0.52 Vert(L-) -0.18 7-9 >722 240 MT20 2441190 Lumber DOL 1.25 Bc 0.69 Vert(TL) -046 7-9 >284 180 Rep Stress Incr YES WB 0.41 Horz(TL) 0.01 7 n/a n/a Code FBC2014frP12007 Matrix -MS Weight: 98 lb FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-7-10 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 7=519/0.3-8, 2=534/0-8-0, 10=512/0.3-8 Max Hors 2=156(LC 12) Max Uplift 7=89(LC 9). 2=51(1-10 12), 10=167(LC 12) Max Grav 7=548(LC 22), 2=534(LC 1), 10=512(LC 1) FORCES. ( lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=445/0, 3. 4=443/87, 4-5=372/63 BOT CHORD 2- 1 0=-63/369, 9.10=63/369, 7-9=116/345 WEBS 3.10=-417/301, 5-7-483/172 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf: h=15ft; B=45ft, L=24ft; eave=4ft; Cat. II; Exp B, Encl. GCpt=O 18, MWFRS (directional) and C-C Extenor(2) -1.0-0 to 2.". Interior(1) 2-0-0 to 9-". Exterior(2) 9-8-0 to 13- 10-15 zone;C-C for members and forces 3 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreM 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 89 lb uplift at joint 7, 51 lb uplift at joint 2 and 167 lb uplift at joint 10. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verily design Parametas and READ NOTES ON TNS AND INCLUDED NITEK REFERENCE PAGE NIP7473 rev. I"Ir 015 BEFORE USE. Design valid for use only who MfTek* connectors This design is based only upon parameters shown, and is rot an individual budding component, not truss system. Before use, the building designer must verify the applicability 01 design parameters and properly incorporate this design into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additronal 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 Isbriwtion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality CAterla, OSB49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Insmtde, 216 N. Lee Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type oty PlyPark Sq HaV Madrona A C 2091 T12588546 P2091AC J3C JACK 4 1 Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:15:59 2017 Page 1 10:1NjOytuZDwOrll2xygntYl3zgvcy-sAZd4xDxowY7D8eM7WOxLyVNi3CxRFIeCFJjRyExnk t-0-0 2.11.8 1-0-0 2.11.8 600 12 t.5x4 II 3x4 = LOADING (pso SPACING- 2-0-0 CSI. TCLL 200 Plate Grip DOL 1.25 TC 0.31 TCDL 10.0 Lumber OOL 1.25 BC 0.12 BCLL 0 0 ' Rep Stress Incr YES WB 0 12 BCDL 10.0 Code FBC2014rrPI2007 Matrix -MP DEFL. in (loc) Udell Ud Vert(LL) 0.01 5-6 >999 240 Vert(TL) -0.01 5-6 >999 180 Horz(TL) -0.01 3 n/a n/a LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No 3 BOT CHORD REACTIONS. (lb/size) 6=191/0-3-8, 3=65/Mechanical, 4=27/Mechanical Max Horz 6=193(LC 12) Max Uplift 6-8(LC 10), 3=42(LC 12), 4=-161(LC 12) Max Grav 6=191(LC 1), 3=79(LC 17), 4=144(LC 10) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown WEBS 2-5=267/417 Spate = 1:29.3 PLATES GRIP MT20 244/190 Weight 22 lb FT = 20% Structural wood sheathing directly applied or 3-0-0 oc puffins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3 Opsf, h=15ft; 8=4511; L=24ft; eave=oft, Cat II; Exp B; Part Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2)-0-11-8 to 2-0-8, Interior(1) 2-0-8 to 2-10-4 zone, end vertical left exposed,C-C for members and forces 8 MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live bad of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will 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 8 lb uplift at joint 6, 42 lb uplift at joint 3 and 161 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 WARNING - Varlly design parameter and READ NOTES ON Ties AND INCLUDED WTEK REFERENCE PAGE M11.7473 rev. 14W I2015 BEFORE USE. Design valid for use only with Mitek® connectors This design is based only upon parameters shown. and is for an individual building component not a truss system Before use, the building designer must verity in* applicability of design parameters and property mcofporate this design into me overall building design Bracing mdw= is to prevent bucking of individual truss web anwor chord members only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication. atorage, delivery, erection and bracing of trusses and truss systems, See ANSVrPli Quality Criteria, OSS49 and SCSI Building component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N Lee Street Suite 312, Alexandria. VA 22314 Tampa. FL 36610 Job Truss Truss Type Oty Ply Park Sq Hml Madrona A C 2091 T12588547 P2091AC J7 JACK 22 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:15:59 2017 Page 1 10:WjDyiuZDwOrll2xygntYl3zgvcy-sAZd4xDxowY708eM7WOxLyOEiyBxSBIeCFJIRyExnk 7.0.0 1 0-0 7.0.0 I 2x4 = Scale = 121.8 7.0.0 7-0-0 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TIC 077 Vert(LL) -0.11 2-4 >695 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.57 Vert(TL) -0.29 2-4 >278 180 BCLL 0.0 ' Rep Stress Incr YES WB 000 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matnx-P Weight: 24 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing REACTIONS. (lb/size) 3=190/Mechanical, 2-352/0-&0, 4=66/Mechanical Max Horz 2=117(LC 12) Max Uplift 3=45(LC 12). 2=69(LC 12) Max Grav 3=190(LC 1), 2=352(LC 1). 4=132(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; BCOL-3 Opsf; h=15ft, B=45ft; L=24ft, eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerlor(2) -1.)-0 to 2-". Interior(1) 2." to 6-11-4 zone,C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load 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 85 lb uplift at joint 3 and 69 lb uplift at joint 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED AGTEK REFERENCE PAGE 690-7473 rev. f01OL2015 BEFORE USE. Design valid for use only with M(TabA connectors This design is based only upon parameters shown, and is for an individual building component, not a truss system Before use. the building designer must vedly the applicability of design parameters and properly incorporate inn design into me overall o Wiling design. aracing indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent bracing rs always required for stability and to prevent Collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and Coss systems, we ANSVTPI1 Quality criteria, OSS42 and SCSI Building component 6904 Parke East 814. Safaty Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Akxandna. VA 22314 Tampa. FL 38610 Job Truss Truss Type Oty Ply Park Sq HaV Madrona A C 2091 1 T12588548 P2091AC KJ4 JACK 2 1 job Reference ifootionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15:16:00 2017 Page 1 ID:VADyiuZDwOdl2xygntYl3zgvcy-KM7?HHDZZDg nDZgCOrrZV106LFgvaRts_sftyExni t-5-0 4-2-7 1-5-0 4-2-7 a11aF12 1L.5x4 II 3x4 = Scale - 1.28.9 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.36 Ven(LL) 005 5-6 894 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(TL) 0.05 5-6 999 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.06 Horz(TL) 0 01 3 note n/a BCDL 10.0 Code FBC2014/rP12007 Matrix -MP Weight: 27 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 6=222/0-7-8, 3=77/Mechanical, 4=38/Mechanical Max Horz 6=193(LC 8) Max Uplift 6=191(LC 4). 3=-82(LC 5). 4=-165(LC 8) Max Grav 6=222(LC 1), 3=77(LC 1), 4=80(LC 3) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown. Structural wood sheathing directly applied or 4-2-15 oc purtins, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2pst; BCDL=3 Ops1, h=15ft: B=45ft; L=2411; eave=oft, Cat. II; Exp B, Part. Encl. GCp1=0 55, MWFRS (directional), end vertical left exposed; Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 191 lb uplift at joint 6, 82 lb uplift at joint 3 and 165 lb uplift at joint 4. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 132 lb up at 1-6-12, and 132 lb up at 1-6-12 on top chord, and 88 lb up at 1-6-12, and 88 lb up at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads-(plf) Van. 1-2 =60, 2-3=-60, 4-6=20 Concentrated Loads (lb) Van 7-71(F=36, B=36) 8=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 QWARNING • Varlly daalpn panmatera and READ NOTES ON TfaS AND INCLUDED adTEK REFERENCE PAGE a10-7479 nv, fda3de16 BEFORE USE. Design valid for use only with MiTekollo connectors This design is based only upon parameters Shown, and is for an individual building component, not a truss System Before use, the building designer must verity the applicability or design parameters and properly incorporate this dasrgn into the overall building design Bracing indicated is to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing is always requited for stability and to prevent Collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage• delivery, erection and bracing of trusses are truss systems, sea ANSVrP11 Quality Criteria. OSS49 and SCSI Building Component 6904 Parke East Btw Safety IMormabon available from Truss Plate Institute, 218 N Lee Street, Suite 312. Maxendru, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Park Sit Hrrd Madrona A_C 2WIty, T12566549 P2091AC KJ6 SPECIAL 1 1 Job Reference loptionall Mid -Florida Lumber, Bartow, FL. 8.130 s Sep 15 2017 MTek Industries, Inc Mon Nov 27 15:16:01 2017 Page 1 ID: WjDyiuZDwOAl2xygnIYl3zgvcy-pZhNUdEBKXorSSolEwXuOm212 WgLPMhb5 W kPnKyExni 1-5-0 i 1-5-0 6.94 t-5-0 t-5-0 5-44 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10 0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Ina NO BCDL t00 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 'Except' 3.6: 2x4 SP No.3 WEBS 2x4 SP No.3 20 II CSI. DEFL. in loc) Well Ltd TIC 0.68 Vert(LL) 0.19 5-6 417 240 BC 0.40 Ven(TL) 020 5-6 402 180 WB 0 00 Horz(TL) 0.18 5 n/a n/a Matrix - MR REACTIONS. ( Ib/size) 8-308/0.11-5, 4=172/Mechanical, 5=66/Mechanical Max Horz 8=88(LC 8) Max Uplift 8=217(LC 8), 4=105(LC 8), 5=-47(LC 8) Max Grav 8=308(LC 1). 4=172(LC 1), 5=108(LC 3) FORCES. ( lb) - Max. Comp /Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-8=252/207 Seale - 1 30 6 PLATES GRIP MT20 244/190 Weight: 29 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 6.00 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf: BCDL=3.Opsf: h=15ft: B=45ft: L-2411, eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip OOL=1.60 2) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 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 217 lb uplift at joint 8, 105 lb uplift at joint 4 and 47 lb uplift at joint 5. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 122 lb up at 1-6-1. 92 lb up at 1- 6-1, and 42 lb up at 4-4-0, and 10 lb down and 61 lb up at 4-4-0 on top chord, and 74 lb up at 1-6-12, 16 lb up at 1-6-12, and 79 lb up at 4-4-0, and 3 lb down and 7 lb up at 4 40 on bottom chord The design/selection of such connection device(s) is the responsibility of others. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase-1.25, Plate Increase=l 25 Undortn Loads (pit) Vert: 1-2-60. 2.4=60, 7-8=-20, S-6=-20 Concentrated Loads (lb) Vert: 7=7(F=4, B=2) 3=69(F=34, 8=35) 9=1(F) 10=3(F) Printed Copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Valry design Parameters and READ NOTES ON T10S AND INCLUDED AUTEK REFERENCE PAGE NO-7473 rev. 1003/2o16 BEFORE USE. Design valid for use only with MiTekm connectors. This design Is based only upon parameters shown, and is for on individual budding component, not MIM a uuss system. Before use, the building designer must venfy the applicability of design parameters and properly inCOlporale this design into the overall budding design. Bracing Indicated Is t0 praverd bucking Of individual Wits web andlof Chord members Only Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Dw fabrication. storage, delivery, erection and bracing of trusses and truss systems, sae ANSI1TPI1 Quality Criteria, DS"g and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N. Lee Street. Sude 312. Nexandns. VA 22314 Tampa. FL 36610 Job Truss Truss Type Park Sq Half Madrona A C 2091 10ty Pty T12588550 P2091AC KJ9 JACK 5 1 Job Reference (offhonall Mid -Florida Lumber, Bartow, FL. 8 130 s Sep 15 2017 MiTek Industries, Inc. Mon Nov 27 15:16:02 2017 1-5-0 4$7 2x4 = 1.5x4 II 5 30 = Stale - 1.23.1 i 5-1.9 5.1.9 9110-1 4-&7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.44 Vert(L-) -0.03 6-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(TL) -0.10 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.39 Horz(TL) 0.01 5 n/a Na BCDL 10.0 Code FBC2014/rP12007 Matrix -MS Weight: 42 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=140/Mechanical, 2=526/0.11-5, 5=365/Mechanical Max Horz 2=117(LC 8) Max Uplift 4-57(LC 8). 2=108(LC 8). 5=-44(LC 8) FORCES. (lb) - Max. Comp /Max. Ten - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=848/90 BOT CHORD 2-7=149/768, 6.7=149l768 WEBS 3-7=0/294, 3-6=833/162 NOTES- 1) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL-1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nontoncurrent 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 boftom 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 57 lb uplift at joint 4, 108 lb uplift at joint 2 and 44 lb uplift at joint 5 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 46 lb down and 10 lb up at 1-6-1. 46 lb down and 10 lb up at 1-6-1, 68 lb down and 42 lb up at 4-4-0. 68 lb down and 42 lb up at 4-4-0, and 99 lb down and 74 lb up at 7-1-15, and 99 lb down and 74 lb up at 7-1-15 on top chord, and 11 lb down and 5 lb up at 1-6-1. 11 lb down and 5 lb up at 1-6-1. 23 lb down at 4-4-0. 23 lb down at 4 4-0, and 46 lb down at 7-1-15, and 46 lb down at 7-1-15 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 (pill Vert 1.4-60, 5-8=20 Concentrated Loads (lb) Vert: 13=85(F-43, 8=43) 14=7(F=4, 8=4) 15=16(F=-8, B=-8) 16=71(F=36, B=36) 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 AdTEN REFERENCE PAGE UX7473 rev 10011117015 BEFORE USE. Design valid for use only with MiTekm connectors This design is based only upon parameters shown, and is for an individual budding component, not a buss system Before use, the buildup designer must verity the applicability or design parameters and property incorporate this design into the overall building design Bracing indicated is to prevent buckling of individual truss web andror chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal tnjury and property damage For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSIRPII Quality Crlteds, OS849 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institine. 218 N Lee Sir". Suite 312. Alexandria. VA 22314 Tamps. FL 36810 Job Truss Truss Type Oty Ply Park Sq Hm/ Madrone A C 2091 T12SUS51 P2091AC V1 VALLEY 1 1 Job Reference (optional) Mid-Flonda Lumber, Bartow, FL. 8 130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15.16.02 2017 Page 1 ID:W)DyiuZDwOAl2xygntYl3zgvcy-HIFlizFg5rwi4Wxod27Z a Ow308oakKATzJmyExnh 6.11.3 1233 133-3.3 6-11.3 5-4-0 1-0-0 H, 3x4 = 9 3x4 tx4 II tx4 all 3x6 II Scale - 1:23 7 Plate Offsets (X.Y)— 11:0-14.0-0.21.13:0.2-0.Edoel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.39 Vert(LL) -0.00 7 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 8C 0.24 V@n(TL) -000 7 n/r 120 SCLL 0.0 Rep Stress Ina YES WB 009 Horz(TL) -0.00 6 n/a n/a BCDL 100 Code FBC2014frP12007 Matrix-S Weight: 48 lb FT = 20% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-" oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 SLIDER Right 2x4 SP No.3 1-7-10 REACTIONS. All bearings 12-3-3 lb)- Max Horz 1-61(LC 10) Max Uplift All uplift 100 ID or less at joint(s) 6.8 except 9=124(LC 12) Max Grav All reactions 250 lb or less at joint(s) 1, 6, 8 except 9=523(LC 1) FORCES. ( lb) - Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown WEBS 2-9=395/293 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph: TCDL=4.2psf; BCDL=3.Opst; h=15ft; B=45ft; L=2411; eave=oft; Cat. II; Exp B, Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0.7-9 to 3-7-9, Interior(1) 3-7-9 to 6-11-3. Extenor(2) 6-11-3 to 10- 1-9 zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL-1.60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 8 except (Jt=lb) 9= 124. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verfly daslgn parametersand READ Nones oN rjdS AND IMCLUOEO MITEK REFERENCE PAGE MO-T4?3 rw. 1010&2015 BEFORE USE. Design valid for use only with MfTeltm connectors This design is baud only upon parameters shown, and is for an individual buildup component, not a truss system Before use. tiro buildup designer must verily tiro applicability of design parameters and progeny incorporate this design into the overact budding design Bracing indicated is to prevent bucldutg of individuat truss wab and/or cm ord members onlyAdditionaltemporaryandpeunembracingisalways required for stability and to prevent collapse with possible personal injury and property damage For general guidance regantutg the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPN Quality cnteM.OSS42 and BCSI Building component 6904 Parke East B1W SNety information available from Truss Plate Institute, 216 N Lee Street, Suite 31 Z Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type City Ply Park Sq Hind Madrona A C 2091 I T12588552 P2091AC V2 VALLEY 1 Job Reference footionall Mid -Florida Lumber, Bartow, FL 8130 s Sep 15 2017 MTek Industries, Inc. Mon Nov 27 15 16:03 2017 Page 1 10.W)DyiuZDwOr112xygntYl3zgvcy-txpSvJGSs=ily7MLaM587CVJ091GOuZpDWSCyExng 4-11.3 4-11-3 Scale - 1.18 2 04 = i 4 20 4 1x4 II 2x4 9.10.8 9-10-6 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.24 Ven(LL) n/a Na 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 018 Ven(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0 05 Horz(TL) 0.00 3 n/a n/a BCDL 100 Code FBC2014/rP12007 Matrix-S Weight: 32 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purllns BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing OTHERS 20 SP No 3 REACTIONS. (lb/size) 1=157/9-10.6. 3=157/9-10-6, 4=374/9-10.6 Max Horz 1=-41(LC 10) Max Uplift 1-34(LC 12), 3=34(LC 12), 4=48(LC 12) Max Grav 1=159(LC 21). 3=159(LC 22), 4-374(LC 1) FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown. NOTES. 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10; Vull=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.0psf; h=15ft; 6=45ft; L=24ft; eave=oft; Cat. 11; Exp B, Encl.. GCpi=0.18; MWFRS (directional) and C-C Exterior(2) 0-7-9 to 3-7-9. Interior(1) 3-7-9 to 4-11-3. Exterior(2) 4-11-3 to 7-11-3 zone;C-C for members and forces S MWFRS for reactions shown, Lumber DOL=1 60 plate grip OOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 pst bottom chord live load nonconcurrent with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3, 4. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNINO - Vedly design P.ra/MfM and READ NOTES ON THIS AND INCLUDED abTEK REFERENCE PAGE IWX7473 rev. /000"013 BEFORE USE. Design valid for use only with MTek* connectors This design is based only upon parameters shown, and r3 roc an mdmdual building componeri6 not a truss system Before use. the building designer must venty the applicability of design parameters and property inewporate this design into the overall building design. Bracing indicated is to prevent bucidmg of individual truss web andlof cord members ony. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication. storage, delivery. erection and bracing of trusses and truss systems, see ANSVTPI1 Quality CAteAa. OSB4t9 and SCSI Building Component 6904 Parke East 81vd. Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria. VA 22314 Tamps. Fl. 36610 Job Truss Truss Type Oty Ply Park Sq Hm/ Madrona A C 2091 T72588553 P2091AC V3 VALLEY 1 1 Job Reference (optional) Mid-Floncia Lumber, Bartow, FL 8130 s Sep 15 2017 MTek Industries, Inc Mon Nov 27 1516-04 2017 Page 1 ID WlDpuZDwOrll2xygntYl3zgvcy-D8NW7eG4cSAOJvVVKv25bePgPHfk2cjR1oTy4OeyExnf 2. 11-3 5.10.6 2- 11-3 2.11.3 3x4 = 2x4 4 2 0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d TCLL 200 Plate Grip DOL 125 TC 0.11 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.27 Vert(TL) n/a n/a 999 BCLL 0.0 ' Rep Stress Ina YES WB 0 00 Horz(TL) 0.00 3 n/a n/a BCOL 10.0 Code FBC2014frP12007 Matnx-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No 2 REACTIONS. ( lb/size) 1=184/5-10.6, 3=184/5.10-6 Max Horz 1=22(LC 10) Max Uplift 1=31(LC 12). 3=31(LC 12) FORCES. ( lb) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown scale. 1 11.9 PLATES GRIP MT20 244/190 Weight: 16 Ib FT - 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-6 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=oft; Cat. II; Exp B; Encl , GCpi=O 18, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1 60 plate grip DOL=1.60 3) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcument with any other live loads. 5) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6.0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 1, 3. i Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies W 0 WARNING • Vainly design parafMfara and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/47172 rev. 10101r2015 BEFORE USE. Design valid for use any, with MITeII® coflfleclots. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the tanking designer must verity the appbubil y of design parameters and property incorporate this design into the overall budding design Bracing indicated is to prevent budding of individual truss web and/or chord members tiny Additional temporary and permanent bracing ins always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, starago, delwery, erection and bracing of trusses and truss systems. see ANSVTPII Quality Criteria, OSBd9 and SCSI Building Component 6904 Parke East BM Safety Information available from Truss Plate Institute, 218 N Lee Street, Sues 312. AlexandM. VA 223K Temps, FL 36610 Symbols I Numbering System I A General Safety Notes PLATE LOCATION AND ORIENTATION 3I4' Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0-11e' For 4 x 2 orientation, locate plates 0- ti14' 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: ANSIlrPl1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89. Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 64-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TnP r.wnRnS CI-2 C2J WEBS U N,,O a O c sa BOTTOM CHORDS 8 7 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 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 Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor 1 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 lightly 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 ANSIITPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSIrrPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, 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 speed. 13. Top chords must be sheathed or purims provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. IS. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSUTPI 1 Ouali jr Criteria. RECORD COPY nD City of Sanford Building and Fire Prevention Product Approval,S.pecification Form 1 7- 3 6 4 8 SANFOR7 Permit # _ _ f Project Location Address : i ;,* 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.floridabuildino.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category/Subcategory Manufacturer Product Description Florida Approval # include decimal 1. Exterior Doors Swinging Therma - Tru Single Door w/Sidelites FL8871.7 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL .15332.4 Sectional Clopay Building Products 94/T40-W4 FL15279.20 Roll U Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 Category/Subcategory Manufacturer Product Descri tion Florida Approval # including decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits ' Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge F1.7006.1 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 Signat Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 4 2F SCIS Home I Log In ( User Registration ; Hot Topics ( Submit Surcharge I State & Facts : Publications ( FSC staff I SCIS Site Map I Links I Search Product Approval w- • USER: Public userdbpr Product Approval Menu > Produet or Aool(cation Searoh > Application List > Application Detail FL tf FL8871-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived O Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43S17 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@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 13 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan J. King, P.E. G 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=wGEVXQwtDgt),3Ij 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 fI (a) INST 8871.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.1.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and Installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.2.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (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 "]" 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 "]" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.5 e. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.5.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://wvwv.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrpk... 9/7/2017 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations and installation instructions. 8871.6 f. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.6.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F_ Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "l" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.7.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 If (a) INST 8871.8.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.8.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 L "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraft sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.9.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.9.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "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 Badt Next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 8SO-487-1824 The state of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement .: Refund Statement under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 850 487.1395. 'Pursuant to Section 4SS.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 click here . Product Approval Accepts: M ®100-5-® hnp://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrpk... 9/7/2017 Florida Building Code Online Page 4 of 4 Credit Card Sate http://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrpk... 9/7/2017 THERMANTRU THER.MA TRU DOORS 1 1 B INDUSTRIAL DR., EDGERTON,- OH 4351 7 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE ,IMPACT' DOOR W "NON -IMPACT" SIDELITES INSWING / OUTSWING GEHERAL NOTES 1. This product has been evaluated and kin comp5ance wilh the 51h Edition (2014) Florida Building Cade (FBC) structural requirements including the'IBgh Velocity Hurricane Zone (HVHZj. 2. Product anchors shall be as fisted and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHr the opaque door complies with Section 1626 of the Florida Building Code and does not require on Impact resistant covering. The nonampact sidelite must be protected wllh an Impact resistant covering comply" with Section 1626 of the FBC: 4. When used in areas outside of the -HVHr requiring wind bome debris protection the opaque door complies with Section 1609.1.2 of the FBC and does not require an Impact resistant covering. The door panel meals niksile level9" and Includes Wind Zone 4 as defined in ASTM E1996 and Section 1609.122 of the FBC. The norn4mpact sideliles must be protected with an Impact resistant covering comptying with Section 16M.1.2 of the FBC. 5. For 2K stud training construction, anchoring of these units shall be the same as that shown for 2K buck masonry construction. 6. Site conditions that deviate from the details of Ihk drawing require fudher engineering analysis by a licensed engineer or registered orchilect. 7. Oulswing configurations using coastal sill item 04 under active doom and all sib used under the sidelles. meet water infiltration requirements for HVHZ". 8. Inswing configurations and outrAV configurations ustrg A Item R5 under the door do riot meet the water Infiltration requirements for the -HVHr and shall be installed ordy in noMobiloble areas or at habitable localiors protected by an overhang or canopy such that the angle between the edge of canopy or overhang to s0 k less than 45 degrees. TABLE OF CONTENTS SHEErf DESCRIPTION 1 Typical elevations, design pressures If, general notes 2 Door panel delails Smooth sf 3 Door panel details (Fiber classic) 4 Sldelle panel details 5 Horizontal cross sections 6 1 Vertical cross sections 7 Vertical cross sections 8 Buck and from anchoring - 2X buck masonry construction 9 Rome anchoring - IX buck masonry construction 10 Components 3 GkiAng details 11 Bill of Materials 71.75" MAX O.A. FRAME WIDTH 37.75' MAX. FRAME WIDTH 36.W MAX PANEL WIDTH o-M W & d O l% Q N N 15.51r MAX.'i," P) FRAME WIDTH 'Irr Irlln 13.75" MAX PANEL WIDTH 1r 1V i41` ryERALL itR4-.'.iVJ.'..{kiF.G'i":.a4i[::aY DOORiiYFE SWING` w rsirRAMEp 4trlXiS U1IMENSION¢,o fOESIGN:RRESSIIRE(R3F)s P.Q,SR1V01 NEGATIVE• INSWING 71.7S- x 98.00- 60.0 60.0 SMOOTH STAR OUTSWING 71.75- x 96.50" 65.0 65.0 INSWING 71.75" x 98.00" 60.0 60.0 FIBER CLASSIC OUTSWING 71.75" x 96.50" 65.0 65.0 zee znwi IV for aesrlpn pressure anrararo. owc rn OWS aac air: LFS FL-8871.7 zr _L Or 1 l NIt AA 46 47 T EXTERIOR 47 41 43 TYP. 4 CORNERS Of PANEL L— DETAIL A -A -I OOOR ANEL 10 Snaoolh slur 00000000 qZ 0000000000000000000000 000000000000000 43 0000000000000010.1 00000000 46 0000000000000000000000 O000000000000000 000000000 o a 00000 0000000000000000000000 28.86%OPEN 00000000 AREA MAX. 0000000 45000000000000000 0000.000 DETAIL A•A Panel reinforcement ILIIillll ilfl I - INTERIOR 1 HORIZONTAL CROSS SECTION EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION 2 E N.T.S. or. OWS m ft LFS 3 mac No-. m FL-8871.7 ° a er _L OF l I a t 66 2 2 EXTERIOR WAprfR I I hamRpm: I INTERIOR 66 I *\ HORIZONTAL CROSS SECTION 11) L DETAIL A -A J LANILeff-dM. DETAIL AwA Panel reinforcement z 0 N 5 0 - Z -( zEm 6 Ilk c 'o m 0: a. v 1 O es EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION N.T.S. OWS en LFS FL-8871.7 cc T . tt or 11 13.75' MAX. PANEL WIDTH Tj Olt P 70 SIDEl11E AINEI C 71 IOP RAII Sidefle I n m Sde6te 0 73 SOFTOM RAIL sldeFue 9" MAX. D.0 EXTERIOR J 1NMOR `fy 1 HORIZONTAL CROSS SECTION 4 (Classic craft & rusticl i MAX. D.0 WERIOR INTERIOR 2 HORIZONTAL CROSS SECTION 4 (Fib. dasslcl 1" MAX. D.L. EXTERIOR RJIERIOR 3 HORIZONTAL CROSS SECTION 4 (Smooth starl OQERIOR WMOR ORERIOR WTERIOR E)MRIOR 0 INFERIOR 73 73EMU 73 WAM N.T.S. jg M By..OWS m oa ea LFS ; owumw Ho.: a 4 VERTICAL CROSS SECTION 5 VERTICAL CROSS SECTION 6 VERTICAL CROSS SECTION FL_887 T 7 c q (Classic craft a rMlicl 4 (Ill. d.Wc) 4 (Smooth star) I1-1/1' MII EMB. (T1'F.r 1 HORIZONTAL CROSS SECTION HORIZONTAL CROSS SECTION S ahoio ends S alapaov - bmng ZO e ' `o Em9mou C: g u OO li a 4 O s y v° d SOO D 2O SEE M A c OTE 1 1-1/1rMIN. W0 W oinEMB. (TYP,lxo RIZONTAL CROSS SECTION R, rwnw/IXsub-buck cI NTERIOF XTERIOF 3 HORIZONTAL CROSS SECTON Outswhg shown - bwwing also approved N.T.S. an. m d rn: LFS 3 mm ao-. u FL-8871.7 c T -L OF 11 Q EXTERIOR -" # "` INTERIOR 1 VERTICAL CROSS SECTION 6 a?1 pas01d -i'." EXTERIOR INTERIOR d notes sheet 1 water infdlrotlon nis INTERIOR EXTERIPt I`` a R m z 4r0 o 'zEm A zCC 8 ug gQ`oa ma` a C D S 40 v 10 u T$ zed I 60 oZ 40 E e 60 10 EXTERIOR INTERIOR r2-' N VERTICAL CROSS SECTION& 6 Shown w/IX sulsbuck 3 VERTICAL CROSS SECTION m GI r` U o 6 Oulswing configuration see general notes sheet 1 o a t a fa'HVHZ' water InfVtrotlon requirements L EXTERIOR INTERIOR see generof notes sheet I for 14VHt water infiltration requiremenls INTERIOR EXTERIOR 6 VERTICAL CRggOuurrSS SECTION 6 saeetgengeralrrofesashenelI far- HVHi water 4nfitrotion requirements X: N.T.S. DWS er LFS 3 mac NO-' m m FL- 8871.7 c an 6 . 11 a 70JRSE' fnzd NOTE 1 9 8 c 9 EXTERIOR INTERIOR 1 VERTICAL CROSS SECTION 7 Oulswesg shown - oswing also a ovedPPr NOTE. 1. Screws thru head and sal jamb located r from each end and O.C. PYP.j Gne. EXTERIOR INTERIOR 4"N VERTICAL CROSS SECTION. 7 Inswing configuration W EXTERIOR // INTERIOR 2 VERTICAL CROSS SECTION 7 Shown w/IXsub-buck EXTERIOR S VERTICAL CROSS SECTION 7 Inswing configuration INTERIOR a Av pJ M di + * Z ' d ZINTERIOR MENi c m o SEE Pt 8 N •: Z NOTE I& O o E v i m o o o a 70 \ s• m9dda` E vz 22 E 3a o IK + W io a in in 3 VERTICAL CROSS SECTION 7 Oulswing configuration I c INTERIOR EXTERIOR u g 0 r 0C n o 9 8 70 M off' SEE NOTE 1 : 1 z ai p^ rW- h n NQp^ NC] Y In V • • o0z 0 Z OS22 08 = Suet: N. T.S. o ONor DWS a aac or LFS 3 6 VERTICAL CROSS SECTION 0101'M in; m 7 Outswing configuration FL-8871.7 °a snot 7 w if G II II I I II II f I I TYP. HEAD & I IMASONRYJAMBS OPENING II II II II II II 2X BUCK I MULLION I I 14,4 SHOWN FOR I I o REFERENCE I I ONLY I I II II II II II II II II SUCK 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 'MAX. locations noted as ON CENTER' must be odjusted to maintain the min. edge distance to mortar jolnfs, additional concrete anchors may be required to ensure the MAX. ON CENTER'dimension are not exceeded. 3. Concrete anchor table: ANCHOR.. ANHOR,• MIN.,CIEARANCE.: MIN...CLEARANCC BDMENT T.O A. S.O- N.RY:;:` A. .DCENT.. .. M. EDG ANCHOR.TYPE; a.. ITW 1/ 4° i-1/4° 2 4J"A TAPCON ELCO 1. 1/4 1° 4' UTRACONa1/4 WOOD SCREW INSTALLATION NOTES: 1. Maintain a minimum 5/8' edge distance, I' end distance, 3 l' o.c. spacing of wood screws to prevent the splitting of wood. N L V h to tE MASON OPENIN FRAI 2X B T 1 Y s IE 1= TYP. SILL L TYP JCK I F MULLI, K I i TYP. Slu HINGE JAMB FRAME ANCHORING Masonry 2X buck construction HINGE DETAIL 4* 9 V per N n 00020 UN •; V Z ZCE Uv r m ti o. E Z y Ec d 3 a Np U 2VC o N V m W a UV rc 1 mm STRIKE JAMS I / 1/ I MAIL N. N.T.S. MG. By: DWS a LATCH A DEADSOLT DETAIL CM or. LFS u roo a FL- 8871.7 c s+ aa _L of 11 Jig THESE (2) ANCHORS REQ'D 3' ONLY WHEN DP > 60.0 PSF T —1 o J TYP. HEAD 11, 0. JAMBSMASONRY Eq OPENING Al FRAME TYP. 1= I x BUCK P s"1 J h TYP. SILL TYP. I TYy P. SILL L HINGE JAM! FRAME ANCHORING CONCRETE ANCHOR NOTES: Masonry 1 X buck conshuclion I. Concrete anchor locations of the comers may be adjusted to matntoln the min. edge distance to mortar joints. 2. Concrete anchor locations noted as MAX. ON CENTER' must be adjusted to maintain the min. edge distance to mortarjoinls, additional concrete anchors may be required to ensure the MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: WOOD SCREW INSTALLATION NOTES: I 1 5/H' ge wood screws to prevent the splitting of wood. L STRIKE JAM! i F'O do oIIIlrrrrltt11 1\\\\\ z N 0 2 G Ea 9m° Z° m 15 maa d z 1fob3a 15 @o o xU g ? z 14 _8WUZ OIt LATCH A DEAOROLT DETAIL HINGE DETAIL evBy.,DWS m er: LFS 3 9" No.: a FL-887I.7 a n 9 or a 0 LATCH A DEAOROLT DETAIL HINGE DETAIL evBy.,DWS m er: LFS 3 9" No.: a FL-887I.7 a n 9 or a 0 4ST T L RESHOl0 OulsvMg coastd L 5.85' RE OLO bu ip adJustable 5.75' T S THRESHOLD Outswirap stoasdard z.1 17FjT aq 20 INSWIN IDELRESPar 1 /2' GLASS 3/4THK. SITE GLASS 1 / 8' TEMP. AIR SPACE 1 / 8" TEMP. SWIGGLE GLAZING 24 SPACER 8GLAZINGalaDEVIL G 1 ksxlod gloss 7/16' GLASS SITE sJJr S THRES OLD i—tKi seQ•aosrsl SAT 6 IN ESHOID MAX. DESIGN PRESSURE _ +/- 50 PSF 2.16' 1 INSWING SIDEL" Spacer I"THK. GLASS I / 8• TEMP. AIR SPACE 9 B EAD t SIDE Jamb C r Z2 SpacOMFINING IDE er 7/16• GLASS BITE 1/2• THK. GLASS I /8' TEMP. yg' N z n G II11 U N •; Q v V z z 0 TLC 9mo p o 0aLLc0 E oz 1 /8" TEMP. WIGGLEGLAZING dJVSPAER C G2GIAlrauNGplassl AIRSPACE I /8" TEMP. 25'STEEL 24 INTERCEPT 23 SPACER 1. NGtDEAIL GS 71 nZd WL 05 22 08 = Sawco N.T. S. owc. or DINS m aaa BY; Us- 3 OPAWrp NO: a FL-8871.7 a Bata 10 or I O BILL OF MATERIALS N3 i 4'•O om sin lip ••' .. ...•• o ii P P` z d j o n z111111ou •: 0 E z mzu u 9doa am m V1 s oz p EE83a g J WV o m 0 N U o 0 C In N 0o0 le i h N R NOTE: WOOD DOOR COMPONENTS: PINE )SG >= 0.42) one o N F c o z a>E OS 22 08 = N.T.S. 3 owc en OWS m as W. LFS ; oromac mo rc m FL-8871.7 ° o slam 1 L of 11 0 REM DESCRIPTION MATERIAL REM DESCRIPTION MATERIAL A 1 X BUCK SG >= 0.55 WOOD 40 SMOOTH STAR DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS B 2X BUCK SG >= 0.55 WOOD 41 DOOR SKIN 0.072' THK. SMOOTH STAR = 6,000 PSI MIN. FIBERGLASS C MAX. I /4` SHIM SPACE WOOD 42 TOP RAIL SMOOTH STAR COMP. O I/4" X 2-3/4"PFH ELCO CONCRETE SCREW STEEL 43 LOCK STILE SMOOTH STAR WOOD/LVL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90 CONCRETE HINGE STILE SMOOTH STAR WOOD 45 BOTTOM RAIL SMOOTH STAR COMP. F 1 /4' X 2-3/4` PFH IT1V CONCRETE SCREW STEEL 46 PANEL REINFORCEMENT 0.023` THK. SMOOTH STAR STEEL I 1/4" X 2-1/4' PFH ITW CONCRETE SCREW STEEL 47 FOAM CORE POLYURETHANE J I /4' X 3.3/4"PFH ITVJ CONCRETE SCREW STEEL 48 SIDEUTE SKIN SMOOTH STAR FIBERGLASS K I /4' X I-3/4' PFH ITW CONCRETE SCREW STEEL 49 UTE FRAME SMOOTH STAR PVC L q 10 X 2-I /2' PFH WOOD SCREW I .I5" MIN. EMBEDMENT STEEL 57 FOAM CORE POLYURETHANE M q9 X 2-I/2" PFH W000 SCREW STEEL SB SIDEUTE SKIN CLASSIC CRAFT) FIBERGLASS N 2X MUIUON SG >= 0.55 W000 60 FIBER CLASSIC DOOR -SEE DOOR PANEL DETAIL SHEEP FOR DETAILS 1 INSWING ADJUSTABLE THRESHOLD IS300AJ ALUM./WOOD 61 DOOR SKIN 0.13T THK. FIBER CLASSIC = 6,000 PSI MIN. FIBERGLASS 2 INSWING THRESHOLD )IS300HP5) ALUM./COMP. 62 TOP RAIL FlBER CLASSIC COMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD Florida Building Code Online Page 1 of 3 lic SCtS Marne I tog In I User Registration I Mat Topic I Submit Surcharge I Stabs S Facts I Publications I FaC start I SCiS site Map I Links I Search I a g ProductApproval USER: Public Userdbpr Product Approval Menu > Product or ApoLcaoon 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 Ext2560 bsitlingerC@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered.Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R3 COI FLCOI.odf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WIdk... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/2015 Date Validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Date Revised 08/11/2017 Summary of Products FL # Model, Number or Name 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 HVH2: No FL15332 R3 11 08-00500D.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510807C.odf 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 HVH2: No FLIS332 R3 11 08-00498D.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510805C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVH2: No Approved for use outside HVH2: Yes FL15332 R3 it 08-02248B.odf 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 HVH2: No FuS332 R3 II 08-02249B.odf Approved for use outside HVH2: 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.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVH2: No FLIS332 R3 11 08-02250B.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512970B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVH2: No Approved for use outside HVHI: Yes FL15332 R3 II 08-00499D.Ddf Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510806C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" ALUMINUM SGD Limits of Use Installation Instructions Approved for use in HVH2: No FLIS332 R3 II 08-00501D.odf Approved for use outside HVH2: 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/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd Wldk... 9/7/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FI 15332 R3 AE 510808C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"40" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVH2: No Fi 1 S332 R3 II 08-005020.odf Approved for use outside HVH2: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510809C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVH2: No FL15332 R3 11 08-OOS03D.odf Approved for use outside HVH2: 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 FL1S332 R3 AE 510810C.odf PRESSURE RATINGS Created by Independent Third Party: Yes Badt E Contact us :: 7601 Blair Stone Road. Tallahassee FL 12399 Phone: 850.487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Pnvacv Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to tius entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact aS0.487.1395. `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 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 dick here . Product Approval Accepts: 0i0aoa Cred11 Card Safe http://www. fl oridabuilding.org/prlpr_app_dtl. aspx?param=wGEVXQwtDgtH85 72gvdWldk... 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 IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4. ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6. UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7 APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS 8. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EQUAL OR GREATER THAN 1.0 DO NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #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. 33KSI OR ALUMINUM 6063-T5 1/8' THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. XO. XX. XP. PX. XIP. PIX I TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS REVISIONS I REV I DESCRIPTION I DATE I APPROVED A I ADDED FLANGE AND FIN INSTALLATION 112/10/13 I R.L. ' B REVISED INSTALLATION DETAILS 08/03/15 R.L. MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND. TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES DRAWN: ORG ND. V.L. 1 08-02249 SCALE NTS - 10/30/13 -EL' 1 OF 10 SIGNED: 1012312015 I FI HI 6' MAX 96- MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REOUIRED L 17 MAX 0 C. r 6" MAX 17" MAX O.0 16" T- IAX AME IGHT 6" MAX J. SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 335.0PSF NONE SEE CHARTS N 1 AND /2 FOR OTHER UNITS RATINGS 6' MAX REVISIDNS ' DESCRIPTION DATE I APPRWED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. CHARTOI WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET I Design pressure chart (pso Frame ogle Panel and Total Frame VNdth (n) Heighl n) 30.0 60.00 36.0 72.00 42.0 84.00 48.0 96.00 Poo I Nep Nog Pas Nell Pas Nag 84.0 40.0 58.4 40.0 45.7 40.0 42.0 00.0 40.0 55.2 S00 40.0 43.0 394 39.4 92.0 40.0 52 4 40.0 40.6 371 37.1 86.040.049.8 38.4 38.4 35.0 35.0 CHART I2 WHERE WATER INFILTRATION RESISTANCE IS NOT REOUIRED. SEE NOTE 9 SHEET I Design pressure chart (psO Frame Single Panel and Total Frame VADIh (in) Height in) 30.0 36.0 42.0 48.0 60.00 72.00 4.00 96.00 Pas I Neg Pos Neg Pos Neg Pas Neg 04.0 58.4 1 58.4 50.9 50.9 1 45.7 45.7 1 42.0 1 42.0 68.0 55.2 55.2 48.0 48.0 1 43.0 43.0 1 394 1 394 92.0 52.4 52.4 45.4 45 4 40 6 40.6 31.1 37 1 86.0 49.8 49.8 43.1 431 F. 35.4 1 35.0 1 35.0 Number of anchor locations required Frame Single Panel and Total Frame VNCIh (n) Height n) 30.0 60.0 36.0 72.0 1 42.0 81.0 1 48.0 96.0 H&S I Jamb H&S Jamb H&S Jamb H&S I Jamb 84.0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 1 6 6 6 1 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTE 96" R 96" ELEVATION DRAWN. DWC No V.L. 08-02249 5"A" NTS IDATE 10/30/13 5"C"2 OF 10 SIGNED: 1012312015 9 N FR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REOUIRED 6" MAX r 17 MAX 6" MAX 17" MAX O.C. 6" T. AX kME GHT 6" MAX 6' MAX I 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART 14 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACT RATING REQUIRED t35.0PSF NONE SEE CHARTS It AND I2 SHEET 2 FOR OTHER UNITS RATINGS REVISIONS . DESCRIPTIDR DATE APPROAD ADDED FLANGE AND PIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 108/03/15 R L. CHART#4 Number o/ anchor locations required Sin* Panel an0 Total Lhd With (in) Frarre Height in) 30.0 60.0 36.0 72.0 42.0 1 84.0 46.0 96.0 HAS I Jamb HAS Jamb HAS Jamb HAS Jamb 94.0 4 6 5 6 6 6 6 6 88.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 4 6 5 6 6 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FIN ELEVATION V.L. 08-02249 NTS — 10/30/13 1-3 OF 10 SIGNED: 1012312015 M A0AT OF 5 ZORIOV" 111NA 11E G\ 1/2" MIN EDGE DISTANCE REVISIONS ' REV DESCRrwm DATE I APPROVED A ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 IRL B REVISED INSTALLATION DETAILS 1 08/03/15 1 R.I. 1 3/8" MIN. WOOD FRAMING EMBEDMENT OR 2X BUCK 1 BY OTHERS 1/4" MAX. SHIM RID WOOD SPACE 1 3/8" MIN. 1/4" MAX. SCREW EMBEDMENT I r SHIM SPACE 1/2" MIN. EDGE DISTANCE RIO WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II INTERIOR 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 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. ENT AIN. LUVL V- T—VE R10 1 S, WOOD FRAMING OR 2X BUCK BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012312015 MI WINDOWS LLC R II` o 1900LAKESIDE PARKWAY J\5 FLOWER MOUND, TX 75028 GEIVSFg1P o b *= SERIES420SGDREINFORCEDWITHOUTADAPTER96" x 9 FRAME INSTALLATION DETAILS TAT OF G`\ DRAW Rg V.L.N. 7ND. 08-02249 tZ` SS,LORIO> O1111111% 0 swENTS — 10/30/13 s"EET4 OF 10 l METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 1/4' MAX. D7 ® r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR II II II II INTERIOR T- 3/4" MIN. EDGE DISTANCE I SILL TO BE SET IN fJ10 SMS ORABEDOfDRILLINGAPPROVEDSEALANTSELFSCREWS 10 SMS OR r I I I I METAL SELF DRILLING I I +- I STRUCTURE SCREW BY OTHERS 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 REVISIONS REV DESCRRmDN DAtE --D A ADDED FLANGE AND FIN INSTALLA7ION 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS 08/03/15 R.L. 1/4' MAX. SHIM SPACE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FRAME INSTALLATION DETAILS V. L. I 08-02249 5ME NTS — 10/30/13 1-5 OF 10 SIGNED: 1012312015 v,•v GENB•9iD 0 5*= 7 oE OF • a w 0.R SS/.NA 1..x ''ZZ RLMSIONS 2 1/2" MIN. REV DESCRVnON OwTE AWRMD EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L n • . 1 1/4" MIN. e. a EMBEDMENT 1 1/4" MIN. CONCRETE/ I EMBEDMENT MASONRY 1/4" MAX BY OTHERS SHIM SPACE OPTIONAL 1X BUCK T 1/4" MAX. TO BE 2 1/2• v SHIM SPACE INTERIOR PROPERLY I MIN. II SECURED EDGE SEE NOTE 3 DISTANCE SHEET 1 n 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS 3/16" TAPCON CONCRETE/MASONRY BY OTHERS EXTERIOR I I I I I I INTERIOR SILL TO SET IN A BED OF APPROVED ESEALA T OPTIONAL 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 a. e, 1 1 /4" MIN. 4. EMBEDMENT a•. e• ..'I CONCRETFJMASONRY 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 2 1/2" MIN. EDGE DISTANCE SIGNED: 1012312015 VERTICAL CROSS SECTION MI WINDOWS1 LLCCONCRETFJMASONRYINSTALLATION 00 LAKESIDE PARKWDOOAY FLOWER MOUND, TX 75028 J\s11REI 1oMgl, v••G NSE` 4p SERIES 420 SGD REINFORCED WITHOUT ADAPTER o,.6126 *= 96" x 9IO 0'J ' FRAME INSTALLATION DETAILS t A; SAT OF •sty oluvw: owc NO. REv toR1or. '\. SS pNA11ENG` V.L. 08-502 49 B a1ENTS 10 10 13 6 OF 10 WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR 10 WOOD SCREW I WOOD FRAMING OR 2x BUCK BY OTHERS 1/2" MIN r EDGE DISTANCE 1 3/8- MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 10 WOOD SCREWS INTERIOR f0 BE SET IN OF WED SEALANT MIN. AENT 1 3/8" MIN. EMBEDMENT 1/2- MIN EDGE DISTANCE S10 WOOD SCREWS WOOD FRAMING OR 2X BUCK BY OTHERS RLMSIDRS ' DESCRNIIDM D-TE I •vv MM ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R L. 1/4' MAX SHIM SPACE 1= INTERIOR LEI EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION LUbL UOIArAL VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY 0%J111111I//// S 11• L0//// FLOWER MOUND, TX 75028 v •GENS:9s i NOTES. SERIES 420 SGD REINFORCED WITHOUT ADAPTER I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY 96" x 96" FLANGE INSTALLATION DETAILS 6 TAT 0 p . • Ati ER AND JOINT SEALANT BY TO BE owc NO. n s R10rDESIGNEDININACCORDANCEWITHAST1NE2OTHERS V.L. 08 02249 e S1ONAaTENTS10/30 13 7 OF 10 3/4' MIN. EDGE DISTANCE METAL 1/4" MAX. STRUCTURE SHIM SPACE BY OTHERS F--1 r - 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS REVISIONS DESCRPMU DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 03/03/15 R.L. 1/4' MAX. SHIM SPACE 10 SMS OR SELF DRILLING T- SCREW 3/4" MIN. INTERIOR EDGE DISTANCE EXTERIOR INTERIOR L TO BE SET IN #10 SMS OR i E DBEDOF PROVED SEALANT SELF DRILLINGSCREWS METAL STRUCTURE —6 BY OTHERS EXTERIOR JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION 3/4' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES. I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY R- Lp/ 111 1II/II,, 9s i FLOWER MOUND, TX 75028 GEAIS 6 * SERIES 420 SGD REINFORCED WITHOUT ADAPTER 9x 96" FLANGE INSTALLATION DETAILS V OTATOiTF"7t,— i' P•'c(0R1iDr • * DRAM. ORO ND. REv OS a sslINiilaG``\ SCAM NTS D"E 10/30/13 sNELT2890F 10 Rmsom 2 1/2" MIN. REV oescRtmm WE AMRWED EDGE DISTANCE A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 0 REVISED INSTALLATION DETAILS 08/03/15 R L. 1 1/4" MIN 4' ' • EMBEDMENT 1 1/4" MIN. CONCRETE/ l EMBEDMENT MASONRY 1/4 MAX' BY OTHERS F SHIM SPACE OPTIONAL 1/4" MAX. XTIBUCK SHIM SPACE 2 1/2- INTERIORrPROPERTOLYIMIN. SECURED EDGE SEE NOTE 3 DISTANCE SHEET 1 3/16" TAPCON Fi n 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR LLU INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 4 ---7 a 1 1 /4" MIN. EMBEDMENT 4" I.• 3/16" TAPCON CONCRETE/MASONRY BY OTHERS OPTIONAL 1X TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 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 2 1/2" MIN. SIGNED: 1012312015 EDGE DISTANCE VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLCIi, CONCRETEIMASONRY INSTALLATION IIIIIItII R• ED'11"//i1900LAKESIDEPARKWAY FLOWER MOUND, TX 75028 5 v •'\GENS*:9+i SERIES 420 SGD REINFORCED WITHOUT ADAPTER x96" FLANGE INSTALLATION DETAILS F* DRAW owc No RLV Oo,• M-OAT9t\ i' FS'O[0RI'D G A` V. L. 08-07 49 B iONA 11E\\\ aiENTS10/30/13 9 OF 10 WOOD FRAMING BY OTHERS 1 1/4" MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN p8 WOOD SCREW APPROVED SEALANT BEHIND FIN is WOOD SCREW 7/16" MIN EDGE DISTANCE 1/4" MAX r SHIM SPACE A 7/16" MIN EDGE DISTANCE EXTERIOR INTERIOR 110 EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX. F SHIM SPACE INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4.9. REVISgNS ' REV DESCRIPTION DALE APPROVED A ADDED FLANGE AND FlN INSTALLATION 12/10/13 R L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 5/8" MIN. EDGE DIST. I TRIM 74- 1 1/4" MIN INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS I BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED n 3/16" EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYiCONCRETE 1/2" MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE INTERIOR TRIM TRIM 1 3/8" MIN. • EMBEDMENT INTERIOR r HOOK STRIP HOOK STRIP I10 WOOD A 10 SELF DRILLING i SCREW SCRPANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2XSUCK4VOOD FRAMING METAL STRUCTURE SIGNED: 1012312015 MI WINDOWS 00 LAKESIDE PARKWAY DOORS LLC FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER*• o SNOTES: 96" x 96" NOT SHOWN FOR CLARITY. 'GAS E ; 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, =•O NAILFIN do HOOK INSTALLATION DETAILS TAT OF DESIGNED INACCORDANCE WITHASTME212 PERIMETERANDJOINTSEALANTBYOTHERSV. L.DRA° NG 08- 02249 a /REV o*'` MAC SCALE NTS DATE 10/30/13 SHEET 10 OF 10 ///71/11IIIA1110\\ Florida Building Code Online Page 1 of 6 Busintss Professionala • I SCIS Home { Log In { User Registration ? Hot Topic { Submit Surcharge { Stats & Facts ; Publications { FaC Stall { SCtS Site Map { Links Search { Oi Ida e7 Product Approvalr 1 I a USER: Public User i reks_-ce Product Approval Menu > Produet or Aooliution Search > Application List > Application Detail FL # FL15279-R4 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Clopay Building Products Company Address/Phone/Email 8585 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterfieldoclopay.com Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler Z Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1885 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R4 Eauiv-20150319 - FBC - DASMA 108 eouiv.odf FL15279 R4 Eouiv 20150319 - FBC - DASMA 115 eouiv.Ddf Product Approval Method Method 1 Option A http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3y V VKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted 03/19/2015 Date Validated 06/12/2015 Date Pending FBC Approval Date Approved 06/21/2015 Date Revised 08/10/2017 Summary of Products Go to Page F-- a FL * Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: 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). W 6 Page 1/ 8 0 G 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 FL1S279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 If 1016S5-Revl2.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.2 002 W3-09 DSIE-1A471: GD15P, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GR1SP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) AR1LP, ED1SP, EO1LP, 4132, 2132, Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door 6132, SFC38, MFC38 Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF FLIS279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 II 103952-Rev0l.pdf 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: 15279.3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE® W3 Garage Door 8131, 8133 Limits of Use Certification Agency Certificate Approved for use in HVH2: No FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A FLIS279 R4 C CAC W3 Listino Intertek.odf Design Pressure: +20 PSF/-20 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 II 10417S-Rev0l.pdf 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 Parry: 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 HVH2: 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). 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FLIS279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 101820-Revl3.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQvADgv3yVVKJZ 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: GD1SP, Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated GRiSP, GD1LP, GR1LP, AR1SP, EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) ARMP, ED1SP, ED1LP, 4132, 2132, Double -Car (9'2" up to 16'0" wide) WINDCODEO 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-1A171: 9130, 9131, 9133, HDP13, HDPF13, HDPL13, 7130, 7131, 7133, 8130, 8131, 8133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.7 007 W3-16 PAN-21`353: 73, 1500, 75, 190, 84A, 94, 42, 48, 55, 42B, 148B,55S,4RST,6RST,4RSF,6RSF Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne 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 windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinspection.odf FL15279 R4 C CAC W3 Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104028-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODEO W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspecdon.pdf FL15279 R4 C CAC W3 Listina Intertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FL15279 R4 II 104168-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insoection.odf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 101308-Revl2:adf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FLIS279 R4 C CAC W4 Listina Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 101652-B-Rev11.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.9 009 W4-09 DSIE-11`471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODE® W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.pdf Impact Resistant: No FL15279 R4 C GAG W4 Listina Intertek.odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 4 of 6 Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 103969-B-Rev02.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Parry: 1S279.10 010 W4-09 DSIU-1F171:9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 8201, 8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9V wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FLIS279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104183-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1S279.11 011 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 FLIS279 R4 C CAC W4 Listino Intertek.odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product OS/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 104456-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: 1S279.12 012 W4-09 PAN-21F151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE® W4 Garage Door 42B, 48B, SSS, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GRSS, GR5SV, ARSS, ARSSV, EDSS, ED5SV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of inspection.odf Impact Resistant: No FLIS279 R4 C GAG W4 Listing Intertek.odf Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product OS/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 3001S9-B-Rev16.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-21`441: G4S, GS4, Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single- G4L, GL4, GD4S, GD4L, GR4S, Car (up to 9'0" wide) WINDCODE® W4 Garage Door GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, A114S, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof pf inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FLIS279 R4 C CAC W4 Listino Intertek.pdf 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 II 103486-6-Rev08.odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Parry: 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-21`449: Grand Harbor, Stone Manor Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-32 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C GAG Letter with proof of contract and proof of inspection.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-Rev06.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.15 015 W4-16 DSIE-1F171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 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 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: No FLIS279 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 building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 II 101481-8-Revl3.odf windborne debris regions. 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-1F471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.S PSF/-2S.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. 1S279.17 017 W4-16 DSlEO-1F479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.18 018 W4-16 OSIU-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.S 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 Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double - Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104029-B-Rev03.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with oroof of contract and proof of inspection.Ddf FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLLS279 R4 11 103046-Rev07.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODEO W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FLIS279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104169-RevOl.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the impact resistant requirement for windborne I Evaluation Reports debris regions (ref 1609.1.4 FBC). 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 HVH2: No FI 15279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 Listing Intertek.pdf Design Pressure: +25.S 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 FL1S279 R4 II 104457-RevO2.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: 1S279.20 020 W4-16 PAN-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE® W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GD5S, GD5SV, GRSS, GRSSV, ARSS, ARSSV, EDSS, EDSSV Limits of Use Certification Agency Certificate Approved for use in HVH2: No FL35279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVH2: Yes of insnection.odf Impact Resistant: No FLIS279 R4 C CAC W4 Listino Intertek.odf Design Pressure: +24 PSF/-24.S 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 FL1S279 R4 II 101711-B-RevIS.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 V1 02 a Page 1 / 8 Bark Heat Coag Us :: 2601 Blair Stone Road, Tallahassee Fl. 32399 Phone: 850-487-1824 The State of Florida is an AA(EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida taw, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity Instead, contact the office by phone or by traditional mall. If you have any questions. please contact 850.487.1395. 'Pursuant to Section 45S 27S(I), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 45S, F.S., please dick here . Product Approval Accepts: M ® 0 K to M Credit Card Sate http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 Irarau atta=tla si I*.-aLa1, T1 i zara=:A a, ILiTaPTI Jt!• :iiR1.Zf.' _ rAaaAaa® nRUJID two t®as I a CA a w no C OPATALLD,r Gas. ass Gow. G mw AD,! Aa1V 2rAN=' an av taK GGaW tttolM . , XWW I Nnt N=t -WM Wa.K %Y = M W non MID -pp l a m" APM 4M t scam r r sw soon u e. m ,am anr.,nv n w,et SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL 'A' AND STANDARD CONSTRUCT DETAIL 'B'; TRACK AND JAMB DETAILS. OP110WLL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS. t orA MAX STANDARD SIZE 5 42-1/2'16'. IMPACT ann. i tirt, r RESISTANT GLAZING IS 21-6/B'.14-1/6'. 3' TALL U-BAR SECTION MA (SIDE NLTM, 20 GA GALV. STEEL MIN. YE]LD STRENGTH: 50 KSI 2' THICK l ( 3' T 12 OA. CALV. StEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) 14. 5 'Tk SHEETME. SHIP LAP JOINTS. 14 GA GALV. ROLLER HINCE. EACH HINGE FASTENED 10 END STILES WITH (4) 114.3/8' SHEEP METAL SCREWS AND (4) . 1/ 4-.3/4- SELF TAPPING SCREWS. SEE NEW V. Of DENSITY POLYSTYRENE FOAM INSRATKMH 1- 5/16' THICK WHIN WM HAIRCELL BACKER ( INSULATED, MODELS ONLY) 3' TALL . 20 GA CALV. STEM U-BARS N 23 CA 101. f:ALV. Sim SKIN PATTERN (LE TWO U-BARS WITH A B4fED-ON PRIMER ON BOTTOM BECKON. ONE U-BAR ON NEXT AND A GhKED-ON POLYESTER SECTION. Er-). ). EACH U-BAR ATTACH TOP COAT APPLIED TO BOTH PER 1/ &' SELF TAPPING SCREWS STEEL OFSISKIN. all L01'A 0 nn bm Imo 00 0a M ®t ton b M VANO ./® lalm OO Im0OY n M IIYO, l@ O M ataaAYR YM 6R O Am-t10 w M woo r eattwR 0 ttamtA D toottostto.t a ustsa ats >at A An m noc ntoon Aooatoaa t t ta t>.ewean •anon tttta®a tta oral I'maRite n a. C. al a. t.a a.0 RC 1rAtt mw tmn I or I v ar v v TGA. GALV. TACHED STEEL WFTH 24. 0 ) # 14.5/E AT ' SHEETMETALSCREWS. ALUMINUMDORUS10N VINYL WEATHERSTRIP. DESIGN LOADS: +24. 0 PST k -24.5 PSF TEST LOADS: +36.0 PSF A -37.0 PSF MPG: PAN-2F153 "0`0 AA1na ttAt mt sm Clopay w 4 16'O' W . 16'0'H 1/3/97 atttrvtma CLASSIC AND CH RP STEEL PAN Building Products M°5°''AmN01" G„ uo4o IAc DOUBLE -CAR, 16V +24/-24.5 PSF com On (513) 77(0* o o iD auvla MtA00s VUa ara osa.. M. AN Ianr *—. a M11NT B 101711 IBC i PfPR®VAL 15279 D MEL 0=1 ®n IDi man sQ & 0 it v u-wmCAonnCAn61m 1 lab lm f uD lmmn a fC moon 1-1 oA otla RAAm uo CM/ YfT fDv SCAM Oe R COW1UOD11 m01 MW IMM01 10 /I= RIBI Il0lfnlD taROL MCOm10a ylm 00 MR 7WmU uYs 1 I 14F..n a m Sion NAIL Gala MDoI gn a moos tfJfm A w 4 1®a o n nuw Nsl® 11N sale MCIm6 OR fl>m Pon 14 r WM 1CAM a 17• COITUS pmo 14 ISL OWN1D a r mnne two KW(k 1• oa W me RDIs® MM wcm 01I I fit n as Alolole Ilo ! twIIMAMN OUt I101 I®litnl 0 PRO" A RUMMKMDImr70. MCIOmDa &M 00 MR V%TV uva of G91iV fa n11f i RID m OCR =-u1. b InOW DOW MT ALm i OHOIM 10 iff"m ALluma RD1DO0 m IMfV NISI am ODMIYfglm6 Oa DAV IwwmMl M JNw In Rlm DO1 AIn f10. 1101fCt10 R am S 110 !SI) to s OD IOTA 11t rm M Isl sW. flm OO f11t 10 a &a. Om bam Lets Rm ONE Vlrru 1svw I\ /ioa ib1 m mPf! r a Iwo LOW wnI t. IWr flm IMPACT RESISTANT ASSEMBLY DETAILSriD1Ba1 t 1M Dmino l r oMr. am ma Rmoo m1714 a Dar. Do m n a Rlm MlwDRAWING101711-A v . nm o f sloam m Do fnn MN M ADS; 1RAL7t C00WIDUFATION aop f jr 1ai u i o fOoi (4 DOES NOT FF t DIE WISECTIONB-8 (IMPACT-R615TANT GLAZING OPTIONI 1IIM °s oui_i1 ijrwsina i GOES NOT MECT 711E MIND Rw v 0 wl slmf 111G1 Om SOlM a1I11 LG10 RA7DlC OF TIDS DOOR son a M11a tw AI Dmmeml 1.M1".fr tam a" r vaL Dome ND emD m 111r"N emu. ' mmm.ml nwslws F. o 1I C0I[A UOt TOP ORICNET ImIO /MONK M9011T 01 Mwltilleft OImom M M n11sL ORII M (gIOC1A OIIV. fl7mq 1M0CD 111M DOUBLE NORIZOMK fIIOWY[ NO N fROAOMQ NM L1/101I 1 04) Mn la M TOAD lf) Ir l-0/r Ilm UD Sopma 7RCR LIM a M mLOwm Ti oMrpIDMmI Sm so AID Iwo010. 5smOUT] !!'' a 1 IR." mm wMDI /OIW m Iws WN I IIIY In Mm b0 A . yA' OM MD OmDA Tam 1 r WV. Om ma. n 0 a"m t. WL W40 01130ra Aw NPAC TT--pRRpE(tSDIIpSTTAANNTTgCONSTRUCTION' wrAer-R9SUN1. MCA D M-WM O /CLRN -013/ MI /M MOAN M. t-lir.lf G WL OL mom eVOM. DnOA/ 1IaA10C a C[ IDfIM SCf4W. M ASlamD CC PIMM N M:CMOMS MINI H) ma MNOAA 1'OI ®L 11A O01R OOm MIN NSDIID N VON"" MN IIO w.7ol mmm THE I i10A t101ri.b D10 l0M RLIMD0117 C/ M 11CImL RAVW DOM AM MOOWDW AMID 1 I STANDARD ASSEMBLY DETAILS DRAWINO 10171 1-8 SECTION R-B (NON -IMPACT RESISTANT GLAZING OPTIONI Mln RW[ mm V.V. amm a mma ww/CL NOTE I MT IMIT fRUM a 0010101M TRW I® suwr null[ m QtAno IDIDD Dim Um RIADOL N yr FM mm fa". Mas D9 a 1 Aciwc lI1D AMfNL AmmmmauuaRAs1DUamulaLucrmCP CNOYDIDCO1U1Sm N A0001OVSZ 1111M 1041m M bm Dom A>sODf DISNIIID N CCNALVIICt MM 110 sm7m ban M MO L" RfOM "m or M nazw stop emt a Nltw ilom 1ufD1D LTQ 8640 W. cW amR Rmms tRT. 1onD a nepc} s : =aWAD- wm 04R r 1NL m 6 8 DI irfo Ma nml'- wo IDl nau iaa'd4Humm Im m alp fo°o.e 1• 1 11sL mml g Om. ImMTa NAIL NOt 6 r o mD.r°xlaer Iw loA aQA .Don rvr DESIGN LOADS: + 24.0 PSF t -24.3 PSF TEST LOADS: + 30.0 PSF ! -37.0 PSF Florida Building Code Online Page 1 of 3 FA A SCiS Home Log In I user Registration Hot Town Submit Surcharge Stats & facts Publications FSC staff I SCIS Sao Map I Links I search Or 0. Product Approval USER: Public user Product Approval Menu > ProduR or Applicatlon Search > Application Llst > 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 MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE W Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year AAMA 506 2008 AAMA/WDMA/CSA 101/I.S.2/A440 2008 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 07/19/2016 Date Validated 08/05/2016 Date Pending FBC Approval Date Approved 08/OS/2016 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgN,j Qiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL ?f Model, Number or Name Description 17499.1 185 SH 52x72 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 2).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 3).odfDesignPressure: +55/-55 Other: R-PGS5, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flanae) Impact 2).DdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flanoe) Impact S).Ddf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 RI II 08-02S44A.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.odf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E172S.01-109-47-R0 185 SH(FLG waiver)5-8IG 1-8A 52 1-8X84 R60(1009181ApprovedforuseoutsideHVHZ: Yes Of FL17499 R1 C CAC MI Windows - 185 SH (Fin) (101.DdfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9),odfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 18S SH (Flanae) (9).odfOther: R-PGS5 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 II 08-02546A,odf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.Ddf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 4).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact (5) Done.DdfDesignPressure: +55/-55 Other: R-PGS5•, Missile Level D, Wind Zone 3. Glass to be FL17499 III C CAC MI Windows - 185 SH (Flange) Impact 3).Ddf FL17499 Rl C CAC MI Windows - 18S SH (Flanae) Impact bedded in Pecora 896 sealant. 4).Ddf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02545A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.odf Created by Independent Third Party: Yes 17499.4 185 SH S2x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver),odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).odf FL17499 Rl C CAC MI Windows - 185 SH (Fin) (12).odfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (FlanaelOther: R-PG60 10).Ddf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 RI fI 08-02549A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513327A.Ddf Created by Independent Third Party: Yes 17499.5 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtCUGgvjQiz6BP... 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-PG60• Certification Agency Certificate FL17499 R1 C CAC APC(13363)E1729.01-109-47-RO 18S SH (FLG waiver).odf FL17499 Rl C CAC MI Windows - 185 SH (Fin) (13).odf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (14).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Flanae) 11). odf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 11 08-02550A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.odf Created by Independent Third Party: Yes 17499.6 185 Triple SH I1102 Fin Frame IG/SG Single Hung 11002 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) 3).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin) 4).odfDesignPressure: +50/-50 Other: R-PGSO' FL17499 R1 C CAC MI windows - 18S SH Triple (Flanae) 3).odf FL17499 R1 C CAC MI Windows - 185 SH Triple (Flange) 4 df Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 11 08-02548A.odf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513324A.odf Created by Independent Third Party: Yes 17499.7 185 Twin SH 106x72 Fin Frame IG/SG Single Hung 10502 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 18S SH Twin (Fin) Approved for use outside HVHZ: Yes 3).odf Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) Design Pressure: +45/-45 4).odf Other: R-PG45 FL17499 R1 C GAG MI Windows - 185 SH Twin (Flanoe) 3).odf FL17499 R1 C CAC MI Windows - 185 SH Twin (Flanae) 4 . Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02547A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE S13323A.odf Created by Independent Third Party: Yes Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 8S0-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007.2011 State of Florida..: Prrvacv Statement :: Accessibility Statement :: Refund Statemem Under Florida law, email addresses are public records. If you do not want your e-mail address released to 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 BS0.487.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: mac©- Credit Card Sate. http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 NOTES* 1. THE PRODUCT SHOW14 HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REt'-UIREMENTS OF 1HE FLORIDA BUILDING CODE INCLUDING THE 1VN2. DOD FRAMING AIID MASONRY QrIEI4ING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING A14D MASONRY OPENING IS THE RESPONSIBILITY OF THE AHCHIIECI OR EN^INEER OF RECOkL'. 3, 1X BUCK OVER ?MASONRY/CONCRETE IS OPTIONAL. 4. ' V:HERE SHIM OR BUCK THICKNESS IS LESS THA14 1-1/2" WINDOW UNITS MUST BE ANCHORED IHRd)OCII IMIE FRAME IN ACCORDANCE W11H MANUFACTURCR'S PUBLISHED WSTALLATION INStRUCTIONS. A14'-HOPS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRCIE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WI IERE WOOD BUCK THICKNESS IS 1-1/2' OR GREATER. DUCK SHALL BE SECURELY FASTCWED 10 14/+SOIIRY, CC14CREIC OR OTHER SIRUCTURAL SUBSIRATE. WINDOW UNI1S MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITF! MIANUFACTURER'S PLIBLISHEO INSIALLAf10N HJSIRUCIIONS 6 VIIIERE 1% DUCK IS NOI USED DISSIMILAR MATERIALS MUST BE SEPARATED W11H APPROI/EU CC,ATIWG OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF IHE ARCHIIECT OR EIJGINEER OF RECORD. 7. BUCKS SFIALL E%TEND BEYOND WINDOW INTERIOR. FACE SO THAT FULL FRAI.IE SUPPORT IS PROVIDED. 8 FOR Fill INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR IA ATIQN W17H LOAD DEARI4G SHIM SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4", 9 SHIMS SHALL BE LOCATED, APr'UED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSIAINII4G APPLICABLE LOADS. 10: WIND LOAD DUw1TI0N FACTOR Cd= 1 6 WAS USED FOR WOOD ANCHOR CALCULATIONS 11 FRAME MATERIAL- ENTP.UDED RIGID PVC. 12. UW11S MUST BE GLAZED PER AStu, E1300-04/09. SEE SHEET t4 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS N07 P.EOUIRCD FOR 1HIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 1s. FOR ANCHORING 1HROUGH Fill INTO WOOD FRAMING OR 2X BUCK USE }8 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 I/a" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCAIC ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. Rtmstmrl I RLV I orsceptloN I WE I APP:Otm 1 A I REV.lGEO ANCHOR SPACING do CHARTS 1 07/11/2016I R.L. I.S. FOR A34CHORIVG THROUGII FRAME INTO WOOD FRAMING OR 2X SUCK USE riO WOOD SCREVtS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRA1C. LOCATE ANCHORS AS SHOWN 114 LLEV4710NS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/ 16•' IAPCONS WITH SUFFICIENT LEINGTII TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 112" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSIALLAIION DEIAILS. 17. FOR ANCHORING TMIROUCII FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS wall SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM DEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSFALLA110N DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. IIJSTALLATIO14 ANCHORS SHILL BC INSTALLED IN ACCORDANCE WITH ANC14OR MA14UFACTURER'S INSIALIAIION INSIRUCFIONS AND A14CHORS SHALL NOT HE USEU IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD' MINIMUM SPECIFIC GRAVITI OF G=0.42 B CONCREIE: MINIMUM COMPRESSIVE SIRENGIH OF 2,000 PSI. C. MASONRY- HOLLOW/ FILLED BLOCK PER ASIM C90 V:IFH Fm=2,000PSI MINIMUM. D METAL STRUCTURE: STEEL 180A ((148') F1=.33-CSI/FU-52KSI OR ALUMINUM 6063—T5 FU=30KSI 048' THICK MINIMUM I TABLE OF CONTENTS 1 SHEET H0. 1 DESCRIPTIuN ' t I NOTES 2 — t ELEVATIONS 5 — 13 IINISTALLATION DETAILS 14 1COMPONENTS SIGNED: 0711212016 M650 IWDOW n KND DOORS 111t Lf0'f',,,/ S\0s GRATZ, PA 17030-0370 ter •GENS 0 5 #= SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT NOTES jATE OFSE ivy c(OR10PtauxM. cam: rw7 Rcv 08501°5160F A SJIDIVAILS\\`` uc NTS °"E 12/09/14 14 A AI FR HE 52" MAx FRAME VADTH 2' Am( 16 2" MAXMAY. O.0 I 1. t 1 I 1 ItrI IS" MAX Al ax _ GHT X I / 2" MAX 52 MAX FRAME WIDTH 5" 2" MAXTMAXO.C. 16" 2'ff lit M.4K fir- I 84" I — MAX FRAME lI ------ HEIGHT pJ/ J 4 X g 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGES FINLESS INSTALLATION FLANGE& FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART t11 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART Of FOR SMALLER UNITS REOVIRED ANCHORS DESIGN PRESSURE RATING I IMPACT RATING t60.OPSF NONE 911F.r101b MCRiOTIM M1[ I s,:aOVEO REVISED ANCHOR SPACING & CHARTS 07/1 fl,'201051 RL. CHART #1 UNITS INSTALLED WITHOUT FILLERS Number of anchor locations required Frame Height tin) fYama Width In 1&00 Hud Jamb 24.00 Head Jamb 1 30.00 Head Jamb 1 3&00 as Jamb 4200 Head lamb 4600 Head Jamb Sz Hesd Jamb 2400 2 3 3 3 3 3 3 1 3 4 3 4 3 4 3 3000 2 3 3 3 3 3 3 3 4 3 4 3 4 3 36.00 2 J 3 3 3 3 3 3 4 3 4 3 4 3 4200 2 4 3 4 3 4 3 4 4 4 4 4 4 4 4640 2 4 3 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 60.00 2 5 3 5 3 5 3 5 4 S 4 5 4 5 06.00 2 5 3 5 3 5 3 5 4 5 1 5 4 5 72.00 2 8 3 6 3 6 3 6 1 6 1 6 4 8 71.00 2 6 3 0 3 8 3 6 4 6 4 0 5 6 84.00 2 6 3 if 3 5 3 6 4 6 1 4 7 1 5 7 SIGNED: 0711212016 INDOW ARAND DOORS SIR 11i1 NOTAA(IAtUA+ salt SIZE: MesWINDOWS WEST 2. lIAXIMUM SASII DL,ri. 47 4,+B" X 32 1/2" GRATZ, PA 17030-0370 r •GENS.gJi 3 A{q;[IMUM "'IXED D L.O. 49 1/4' X 4 ;". SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5 52"X84" NON —IMPACT FLANGE & FINLESS ELEVATIONS pO' 54 Sj'iP*. t, HARDWARE SCHEDULE OR' ya' c."' Rtv 0 R10P' 12) METAL SWEEP LOCK AT t3" FROM EACH END INTERIOR MEETING RAILMETALSWEEPLOCKATB" FROM EACH END INTERIOR MEETING RAIL N.G. 08-02546 A iss/ONAI. 111121BLOCKANDTACKLEBALANCEATIAMBSmrNTSOAiE12/09/14 S IEI?2 OF 14 111110 f A FF HE 52" MAX FRAME xIDTH — 2" MAx r - 16' MAd - ^<" MAX -1I I q IG" MAX T' I AY VAE CHT li 4 X ,y 52' MAX FRAME 1:IDTH — 2' MAX — 1- 16" MAX MAX O.C. - L IF" MAX O.C. I A4" r MAX FRAME HEIGHT 4 X 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE 6 FINLESS INSTALLATION FLANGE $ FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART d2 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART 02 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 160.OPSF NONE NC -TES: 1. MAXIMUM SASH SIZE. DI" X So . 2 M4,14 MUM SASII U L 0.. 47 .5/8" X 32 1/2". 3. MAXIMUM FLIED D.L O • Ag '1 /a' X 45". RMS 01% DESUIPTION DATE I AoraOVED RE4tSE ANCHOR SPACING & CHARTS 07/$ 1,•'2015 R.L. CHART #2 UNITS INSTALLED WITH FILLERS Number of armor locations required Frame 1lalon11m1 Frame W1dln (in) te.eo 24.00 30.00 3600 4200 4A00 zoo Head Jamb Hptl Jamb Head Jamb Hsatl Jamb Head Jamb Head Jamb Head Jamb 24.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42.00 2 4 3 4 3 4 3 4 1 4 4 4 4 4 8.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 5 3 5 3 5 4 5 4 5 4 6 60.00 2 5 3 5 3 5 3' 5 4 5 4 5 5 6000 2 5 3 5 J 5 3 5 4 5 4 5 1 5 72.00 2 6 3 B 3 6 3 8 4 8 4 6 4 6 70.00 2 6 3 B 3 6 3 B 1 B 4 6 1 B 04.00 2 5 3 5 3 6 3 B1 1 1 6 1 4 6 1 8 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE & FINLESS ELEVATIONS DRAWN a rC eo N.G. 08-02546 7"C NTS GIE 12/09/14 SIRIT3 OF 14 SIGNED: 0711212016 I Ft HE 52- MAX FP,AWE WIDTH — 2" MAX - r 10' r MAX 0 C 1 10" MAX fI0c o I- p I IAX ICHGHi I p LI I LI 2' MAX 2" MAX T- 2" IfA? 10" MAX D C. T b4. MAX FRAME HEIGHT 2" MAX FRAME WIDTH 1 n" 1 MAX O.C. R! N510N5 RCV DCSC6a`TON 2' MAX h I RLMSCD ANCHOR SPACING R CHARIS 07/11 20161 PL 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART Ala FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART 13 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE NOTES: I IAAXIIAUM SASH SIZC 51' X. 36" 2. MAXIMUM SASH Ell C.: 47 5/8" X 32 1/2" J. MAXIMUM fIXEU D.L.O - 49 1/4" is 44" HARDWARE SCHEDULE 2) METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR 2) BLOCK AND TACKLE BALANCE AT IAMBS CHARTO Number of anebm loeallons raqulrod Forme frlpAl (In) Framo WWtl1(in) fA00 tA00 30.00 36.00 42.00 4A00 szoo HAS Jamb HAS Jamb HAS Jamb HAS Jamb 11 AS liamb HAS Jamb HAS Jamb 24.00 3 3 3 3 4 3 5 3 5 3 6 3 6 3 30.00 3 4 3 4 4 4 5 4 5 4 6 4 6 4 36.00 3 5 3 5 4 5 5 5 5 5 6 5 6 5 42o0 3 5 3 5 4 5 5 5 5 5 6 5 6 5 48.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 s4.00 3 6 3 8 4 6 5 8 5 6 6 6 8 O 60.00 3 7 3 7 4 7 5 7 5 7 6 7 6 7 68 00 3 8 3 8 4 8 5 8 5 e 8 e 6 8 71,00 3 e 3 e 1 6 5 e s B 6 6 6 e 78.60 3 9 3 9 9 5 9 s B 6 9 6 9 84.1 3 9 3 9 4 9 5 9 5 9 8 9 8 9 SIGNED: 0711212016 DOORSMIWINDOWSIWDOWESTS tR IILI0 MARKEDTSTREETGRATZ, PA 17030-0370 GEN,p'.9, 0y6 5 *= SERIES185ALUMINUMSINGLEHUNGWINDOW*• 52 X84" NON -IMPACT FIN ELEVATION h F•' c(ORt P • ' DRAWNRLvN. G. 08 02 46 A OA1[ NTS12/09 14 4 OF 14 WOOD FPAMING OR 2Y BUCK UY 07HERS BACKER ROD APPF.CIVFD SEALANT BACKER ROD AP^ROVED SEALANT WOOF; FRAMING OR 2A BUCK BY OTHERS 1 /2" MIIJ EDGE DISTANCE 1 1/4" MIN. EL1EEf?ME JT 1 1/4" MAY.. J S111M SPACE 10 WUOU SCREW INTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/4" MAX, SHIM SPACE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 METAL STRUCTURE BY 0114ERS APPRO`+CD SEALANT BACKER ROD - do APPROVED \ SEALANT METAL"' BY OTHERS L S/4" MIN rocr DISTANCE 1/4" MAX. L SHIM SPACE L 10 SNS OR SEL- DRILLING SCREW I L INTERIOR 1 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION wtv,iar> ' REV WESCRP WA pA1E Ap ''OVED A REVISED ANCHOR SPACING k CHARTS 1 07/11 r7016 P L. 1 1/4" MIN. 1/4" LWA. EMBEDMENT SHIM SPACE 2 INTERIOR MIN EDGE DISTANCE i 10 WOOD SCREWEel WOOD fRAL11NG Olt 2X BUCK BACKER Roc EXTERIOR BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4` MAX. SHIM SPACE 10 SMS OR SELF DRILLING INTERIOR SCREWS 3/4 SILL TO BE SET IN A BCD OF MIN EDGE DIST NAPPROVED— STRUCTURAL EXTERIOR SEALANT MET:.! — 1/4" MAY. STRUCTURE BY OTHERS BACKER ROD c APPROVED SHIM SPACE SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 MIWINDOWSAND DOORS IR L0 650EST STREEiGRATZ, PA 17030-0370 J`S GEN,pF 95 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 6 = yAT 52" NON -IMPACT FLANGEINSTALLATION DETAILS WITHOUT FILLERS F ra#j0` OF• DRaWN: tro; hW. wLV 10RO. SSA• N. G. 08-02546 A 1C NTS DA"E 12/09/14 1 sNL1r5 OF 14 2 It 2•• MIN. II " AGE DISTANCE 1 » Wo t-0 REVISED ANC14OR SPACING & 07/11/2016CONCR[%bASQlIifi; BY OTHERS N iR.L. OPTIONAL l ( BU%v, - • ° I t/°" MIDI. SEE N01ES 3 - 7 EMBEDMENT 1 1/a" MIN. _ SHEET 1 ' " EMBEDMENT 0NCRETt./ MASOPIRY 1 __ - 1/4" MA)( BY 4TI IERS SHIM SPACE BACKER ROD SHIM SPACE ' fr APPROVED =< SEALA PII \ c 3,: 16" TnPCON 3/16" TAPCON .° 1 INTERIOR EXTERIOR INTERIOR 2 1/2" L MIN EDGE I DISTANCE BACKER ROD EXTERIOR APPROVED OPTIONAL BUCK 5EALAIJi SEE NOTES 3 - 7 SHEET I JAMB INSTALLATION DETAIL It SILL TO BE F ET CONCRETE/ MASONRYINSTALLATION A BACKERRODA BcD 0, A - PROVED / sEAL. u1T aP` UVED SEALANT STRUCTURAL OPTIONAL IX BUCK y r J NOTES: SEE PI'11 E 3 - 7 \. 1 % 1" WAX' I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SHEET 1 \ _ SHIM SPACE NOT SHOWER TY 2 ANDJOINT SEALANT BY OTHERS TO BE I - _ T` ""• , DESIGNED IN ACCORDANCE WITH ASTM E2112 UY OTHERSS CONCRETE/ MASONRY HER- ° SIGNED: 0711212016 MI WINDOWS AND DOORS a liL 6GRATZ 5 PA 17 30-0370 STREET50 WESTMARKETJ\S G E M U, 9 , i SERIES 185 ALUMINUM SINGLE HUNG WINDOW _ *•1 0 OF 52' X84"NON-IMPACTb FLANGE INSTALLATION DETAILS WITHOUT FILLERS $$'"jTj VERTICAL CROSS SECTION•A\` CONCRETE/ MASONRYINSTALLATION DPAWN: Rtv iFs. OR10P G t'\ crut w,t NA o8-o25a6 n iiA' NTS 12/09/14 6 OF 14 i 1 /2" MIN EDGE DISTANCE COD FRAMING OR 2X BULK `• UY OTHERS 1 1/4" L11N, EMBEDMENr BACKER ROD lr APPROVED T /4" MAX SEALANT SIRIM SPACE RIGID J III III po WOOD SCREV. iX INTERIOR EXTERIOR FENSt i G ' NA3/4` MIN REVISED NJCHOR SPACING a CHARTS 07/IIj7016 PL ED4E, DISIANCE METAL 1 1/4" MIN. 1/4' AW( STRUCTURE _\ EMBEDMENT SHIM SPACE BY 0111ERS 114" MAX. HIM SPACE I1 APPROVED SEALANT RIGID FILLER u EXTERIOR S III 111 SILL TO BE SET IN A BED OF I / APPROVED STRUCTURAL HACKER ROD II SCALANI be AP^ROVED U D SEALANT 1/4' MAX. BACKER ROD SHIM SPACE APPROVED 1^I WOOD FRAMINC ^. '••` SEALANT OR 2X BUCK BY 0111C1:S METI I STRUCTUF BY OTHEF 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 BYOTI4ERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 2 / INTERIOR MItJ EDGE DISTANCE -- i I / \ jJ? 0 WCOD scREw 410 5M5 OR SELF DRILLING Y,'UOD FRAMING \ EXTERIORSCREWOR2XBUCK BY OTHERS — B:CKER ROD RIGID 1, APPROVED FILLER SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION INTERIOR METAL _ I /•)" MAX. STRLICIUP.E SHIM SPACE RY OTHERS 10 SMS OR INTERIOR SELF DRILLING CREWS VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 3/4' SILT. TO BE SET IIJ A BCD OF EDGE DISTANCE APPROVE STRUCTURAL EXTERIOR SEALANT 1/4" MAX. rRIGID BACKER ROD ILLER APPROVED SIIIM SPACE SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATNON SIGNED: 0711212016 MssoWINDOWSWDOORS R 'to WEST KND GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON—IMPACTFLANGE AATPOFINSTALLATIONDETAILSWITHFILLERSN` C4ayM: T:A: NC. FLV'cCOR10P• 08' 025460F A O111A11LN6\`\ NTSDA'E 12/09/14 14 2 1/2" MIN. EDGE DISTANCE CONCRLZC/MASONRY BY OTHERS a OP1101IAL 1N 6UC.p ' ` • w °' a 1 1/4" MIN, SEC NOTES 3 - 7 • E-16EDMENT SHEET t r .''/ ' • 1/4" MAX. i• BACKER ROD SHIM SPACE N APPROVED SCALAt1RIG1ID J FILLER 3/ 1 C." TAPCON I I_ ll EXTERIOR -' INTERIOR 1 = SILL TO BE SET I BLACKER F:)0 III A BED OF APPROVED tt APPROVED SEALANT STRUCTURAL SEALANT OPTIONAL IX BUCK SEE NOTESHEEi J 1 SIIIM SPACE CONCRETE/ W.AS ONRY OT UYHERS ° • • n " a •• VERTICAL CROSS SECTION CONCRETEWASONRY INSTALLATION rcw? xer, REVISED ANCHOR SPACING h CHARTS 07/11 /;10 161 PL. 1 1/4" MIN. _ J 1 CONCRETE/MASONEMBEDMENT FY BY 7TIICps /- CRNON.AL IX RUCK SEE t* TlES 3 - 7 SHEET I c I , > 3/ 1 G" TAPCON 1 • >° I I " MAX, SIIIM SPACE I INTERIOR r 1/ 2" ku MIN > EDGEv _ DISTANCE — j BEXTERIOR BACKER RIGID J & APPROVEDFILLERSCALANIJAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE MTN ASTM E2112 SIGNED: 0711212016 WINDOWSWESTARKED DOORS Msso 5 RII[ tI GRATZ, PA 17030- 0370 fit• L1 5 + t= SERIES 185 ALUMINUMSINGLEHUNGWINDOW52"X841 NON - IMPACT FLANGE INSTALLATION DETAILS WITH FILLER 8$'ij EEEOF E jF•:°1 R10P • DR-W tnx: tie. REV OB A 7SSI/ 1I ALI0 O\ 5025860E 14 RrcNTS °A7C12/09/14 1 /'2" MIN EDGE DISTANCE MOOD FRAM111C OR 2r RUCK UY 0111ERS METAL R OCTURE BYOTHERS r' BACKER ROD —' — d& APPROVED 1/4" MAX SEALANT) IIIM SPACE APPROVED SEALANT 10 WOOD SCREW I AJ INTERIOR 1 EXTERIOR / BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X DUCK BY (,IHERS EXTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT BACKER ROD 1/4" MAX. Q APPROVED SHIM SPACE SEALANT r STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES., I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 r_TS/ 4' MIN I I EDGE DISTANCE REVISIgr. ' I Rlv OFS[RMIR71f OAIE N''V' TII n REYISfD AIACNOR SPACINC & CHAR1$ 07/11/2016 PL. 1 1/ 4" MIN. EMBEDMENT SHIM SPACE 1/ WIN EDGE DISIANCE IS OR SFLr DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALAf 11 1/4' MAX, SHIM SPACE I; 4• Lb4X. SHIM SPACE INTERIOR Ito WOOD SCREW CREW EXTERIORWOOD FRAMINC OR 2X DUCK ` A, BY OTHERSB.CKER ROD It APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX SHIM SPACE 10 SMS 0- INTERIOR r SELFGRILLINGSCREWSt/ 4' MIN. EDGE DISTANCE 1 EXTERIOR METAL ` BACKER ROD STRUCTURE A AP?ROVED BY OTHERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711WO16 DOORS Msso IwD01NESTMft.. Loy,,,,. RKED SIREDGRATZ. PA 1703D-0370 v •GENS SERIES 185 ALUMINUM SINGLE HUNG WINDOW o 552"X84" NON-IMPACT`FINLESS 41- TATOV INSTALLATION DETAILSWITHOUTFILLERS10• c: no RA i0S/ZORIO ``\ N. G. 08-02546 11T5 -"c 12/09/14 s1ILlr9 OF 14 r 2 1 /2 * MI11, RmpAr I EDGE DISTANCE ncv orumanuN WE aaaaotto CONCREIL"/IwA;Ot1AY —--~' i h REVISED ANCHOR SPICING k CHARTS 07/11/n16 RL. BY OTHERS o h ` a n l a j 1 1/ 4" MIIJOPTIONAL1XEL'Cf ^ • ° I EMBEDMENTSEENOTES3 — 7 — SNCET t EMBEDMENTN1 CONCPETE/MASONRY r— CFIIONAL 1X DUCKJ1 /4" MAY.. BY OTI•ER5 I SEE MOTES 3 — 7 lrAPPROVED ROD SHIM SPACE SHEET 1 SQ /•P ROvED ° SEALANT r 3•/ 16" TAPCON 3/ 16" TAPCON • _ I 1 /4" MAX. SHIM SPACE INTERIOR Pr EXTERIOR ; ' '; . INTERIOR 2 1 /2• .• ' I , a I EDGE DISTANCE EXTEFUOR BACKER ROD APPROVED SEALANT ILL TO BE SET JAMB INSTALLATION DETAIL IiJ A BED OF CONCRETEANASONRYINSTALLATION BACKER VED / STRUCTURALdoA-PROb'ED STRUCTURAL SEALANT SEALANT NOTES, OPTIONAL IX RUi:K '_ 1/A" MAX. I. INTERIOR AND EXTERIOR FINISHES,BYOTHERS, SEC NOTE 3 — 7 SHRA SPACE SHEEN 1 NOT SHOWN FOR CLARITY. l 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 CONCRETE/MASONRY \ • < , ° b SIGNED: 0711212016BYOTHERS MI WINDOWS AND DOOR] WINDO 650 WEST MARKET STREET\\5 R Lp// e " GRATZ, PA 17030-0370` •%GEJVq'* Lii SERIES 185 ALUMINUM SINGLE HUNGtt• 0y j 5 'R52"X84" NON—IMPACTA' 5TtVERTICALCROSSSECTION FINLESS INSTALLATION DETAILS WITHO O•$ CONCRETE/MASONRYINSTALLATION rp'": u.1•: No. ORIOQN. . a2 08507546j1NTS12/09/1a 10 1 f 2" MIN EDGE DISTANCE WOOD FFvkMING OR 2X SUCK UY OIIIERS BACKERh ROD APPROVE? 4" MAX. SEALANT )`TF 7,1', SPACE RIGID —/ 11 - # 10 WOOD SCREW FILLER u'w cJ ] INTERIOR EXTERIOR METAL STRUCTURF \ BY OTHER' APPROVE/ SEALAN 3/4" MIN EDGE DISTANCE it 4" MAX. d r I11IA SPACE RIGID II BILLER 910 SMS OR SELF DRILLING EXTERIOR , SCREW 1 INTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL PACKER ROD SEALANT APPROVED SEALANT BACKER 1 SHIM"SP.ACE fi AFPRU SEAL WOOD FRAMMING ^.` •`+ OR 2X BUCK OY OTHI'RS ME STRUCTL BY OTHI VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES• 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION/ SILL TO BE SET IN 4 BED Of APPROVED STRUCTURAL SEALANT 1/4" MAX. SHIM SPACE PEVISIM6 ' DESLIMIiW DfiE anPPO LD REMED ANCHOR SPACING & CHARTS 07/11/201E P.L. 1 1/4" VIN. _ 114" MAX EMBEDMEIJT SHIM SPACE I1 1/2" INTERIOR MIN EDGE DISTANCE Fl —C` 910 WOOD sCr WOOD F'RAMINOINL; EXTERIOR OR 2X BUCK BY OTHERS BACKER RO[t JRIGID & APPROVED FILLER cALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL ^\ SIRUCIURE 1/4" M4x, BY OTrIERS N SHIM SPACE y 10 SMS OR INTERIOR SELF DRILLING SCREWS Tlnni 3/4" 1MIN. EDGE DISTANCE EXTERIOR 1 RIGID —` BACKER ROD FILLER h APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED. 0711212016 MesoWINDOWS EST MARKET ND SDOORS \'`\\\ R 11Cfo /z GRATZ, PA 17030-0370 r •%, ENSe SERIES 185 ALUMINUM SINGLE HUNG WINDOW _ *• 0y6 25 #= 5ALLATI NON -IMPACT -,' S ivFINLESSINSTALLATIONDETAILSWITHFILLERSDO•• AT OF DRAWN: Vol, Na Plv i'OFS : c: OR10P •6i` serf NTS D'"c 12/09/14 08 OE 511 OF 14 A 11j11NA110\\\ r 2 1/2" MIN. EDGE DISTANCE CONCR'_TC/MASOI)R" — •• ` — BY OTHERS n 4 •" L 1 1/4- MIN OPTIONAL 119 BUCK ° EMBEDMENT SEC NOTES 3 - 7 — SHEET I.— I 1 /4" MAX. _ UACKCR ROD . SHIM SPACE AP^ROVED SEALAN I RIGID J 11 ` 3/ 16" TAPCON FILLER Il EXTERIOR ,_IINTERIOR JItnSILL TO BE SET BLACKER. ROD IN A BED Or APPROVED A° PROVED SEA. LAIII . DIV STRUCTURAL SEALANT OPTIONAL IX BUCK \i 1/ 4" MAY. EC I:OtE 3 - 7 ,1 SHIM SPACE SHEET 1 CONCRETE/ Mi SONRY DY 01HCRS b JA i1 ".. VERTICAL CROSS SECTION CONCRETE/ MASONRY INSTALLATION NCV1SWAG ' ocscnr. NOK arc I a+onwm RPASED NdCHOR SPACING h CHARIS 07/11/70161 P.L. 1 1/4" MIN. EMBEDMENT CONCRETE/ MASONRY BY OTHERS 3/ 16" TAPCON l 1/ 2" MIN. EDGE DISTANCE L RIGID FILLER. v v 1\ pirla' v e EXTERIOR BACKER ROD tr APPROVED SC. ALANT JAMB INSTALLATION DETAIL CPIIONAL 1X F.UCK SEE NOTES 3 - 7 SHEET 1 IILl" 1JA_X SIIIM SPACC INTERIOR 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 SIGNED: 0711212016 MI WINDOWS AND DOORS o%%l11l I//// 650 WEST MARKET STREET 0370 GRATZ5PA170305SERIES 185 ALUMINUM SINGLE HUNG WINDOW 6o SALLATI NON- IMPACT,' INSTALLATION DETAILS Y/ITH FILLER p$OF StFINLES., AAT4 FSs; DRcyA•, tip. NCV N.C. f>w: 08-02546 A I ORIO ap\ i/j111111W 50mr NTSp'r 12/09/14 ISIIEL712 OF 14 0 aWOD SCREW 7/lCi' Mw EDGE DISTANCE EXTERN 7/16" MIN EDGE DISTANCE a8 WOOD SCREW Il IIi fLRl LMCLVIAL191 VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS 1 / 4' MAX. SHIM SPACE WOOD FRAMING BY OTIIERS 1 1ja' EMDEDMENT 8 WOOD S.". REV, 7/ 18" MIN _ EDGE DISTANCE RCN: vAls , I ACVOIT.,CR1n vN I Ul[ A0f9?0VCD 1 A I REVISED ANCHOR SPACING R CHARTS 07/11/2016 R L. 1;' 4" MAX SHIM SPACE INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 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 WOOD FRAMING BY OTHERS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON -IMPACT FIN INSTALLATION DETAILS DRAWN Pik: AO. N. G. 08-02546 oA11- NTS oA'E 12/09/14 1 5"ClI 13 OF 14 SIGNED: 0711212016 2 3/ 16" 131/16- IL pI FLANGE FRAME HEAD CM-18501 ALUMINUM 6063-T5 050' THICK FLANGE FRAME SILL CM-18502 ALUMINUM 6063-TS .055' THICK T 1 7/S" 2 1/16- 1 FLANGE FRAME JAMB CM-18503 ALUMINUM 6063-T5.050' THICK FINLESS FRAME SILL CM-18554 ALUMINUM 6063-T5.055' THICK 2 3/ 16" --{ I 1 5/l0" I FINLESS FRAME HEAD CM- law ALUMINUM 6063- T5.050'THICK 2 51, I G" T— 3 3/ 4" 1 FIN FRAME SILL CM-t8509 ALUMINUM 6063-TS 055' THICK 2 3/1G FINLESS FRAME JAMB CM-18513 ALUMINUM 6063-T5.050' THICK 5/16" FIN FRAME HEAD CM-t8508 ALUMINUM 6063-T5.050' THICK 2 3/8' 7-D 1-S I/8" 2 5/16' I 2 3/ 16" 2 L L -- LOCK RAIL/STILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB CM-18505 CM-t8555 CM-18504 CM-t8510 ALUMINUM 6M-T5.062' THICK ALUMINUM 6063-T5.050' THICK ALUMINUM 6063-T5.055' THICK ALUMINUM 6063-75.050' THICK GLAZING BEAD V-663 RIGID PVC .060' THICK 15/16" 5/8- GLAZING BEAD V-185 RIGID PVC .050• THICK rJ SASH STILE cm- 16507 ALUMINUM 6063-T3.050' THICK Pmsot15 e I REV I IRSCrOMN I BLTE I APPPOVED A I RL'ASED A14CI10R SPACING & CIIARIS 107/11/2016I PL J/H 1 /8' ANN. - 1 /8" INN. METAL REINFORCED BU I'1 L SPACER EXTERIOR 1 INTERIOR SILIC014E 1 r SEALANT SETIING BLOCK GLA7ING OFTAR A 3/16" ANN EXTERIOR I I ` INTERIOR 5/8" SITE (— - SILICONE lrl SEALA./a I SETTING, DLOCK GLAZING DETAIL B MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT COMPONENTS M' op; No. N.G. 1 08-02546 r NTS d E 12/09/14 Isi,Ertl4 OF 14 SIGNED: 0711212016 S1IR IL10 f T(rrAfT E OF ; t 717 A iz'SS,ONA 11 a0` Florida Building Code Online Page 2of3 Summary of Products FL !F I Model, 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 FI I5351 R4 C CAC APC 97429,01-109-47 Fin and Approved for use outside HVHZ: Yes 97435,01-109-47 Flanoe.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 FL153515351 R4 II 188 HS FIN 73x62 DP55 As Tested 97429.0l.odf FL15351 R4 II 188HS Flanoe Non -Impact Fastener Schedule 08-01023B.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL1S3S1 R4 AE S115888.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 FL15351 R4 C CAC APC 99775,01-109-47 Fin and Approved for use outside HVHZ: Yes Impact Resistant: No 99780.01-109-47 Flanae.odf Quality Assurance Contract Expiration Date Design Pressure: +40/-55 04/15/2019 Other: HS-LC40 Installation Instructions FLIS351 R4 II 188HS XOX Flange Non -impact Fastener Schedule 08-01156B.odf FL15351 R4 II Installation Instructions - 188 HS (XOX) As Tested 99775.0l.odf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511725B.odf Created by Independent Third Party: Yes 1 1S351.3 I HS 188 Fin Frame 173x62 Laminated Insulated Glass I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +55/-55 Other, HS-LC55. Missile Level D, Wind Zone 3. Glass consisted of 1/8" annealed outer lite, air space, 1/4" annealed laminated glass comprised of 2 sheets of 3/32" glass and 0.090" thick PVB by Solutia. Glass was bedded Dow 995 silicone with a 5/8" glass bite. Certification Agency Certificate FL1S351 R4 C CAC APC 97356.01-109-47-RO 97429.01- 109-47-RO.odf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 11 Installation Instructions - 188 HS Impact FIN 73x62 Product 3.ndf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 115351.4 1 HS 188 Fin Frame 1 73x62 Laminated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +50/-50 Other: HS-LC50. Missile Level D, Wind Zone 3. Glass consisted of 2 sheets of 3/32" annealed with 0.090" PVB by Solutia•. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. 15351.5 I HS 188 Flange Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +45/-45 Other: HS-LC45. Missile Level D, Wind Zone Certification Agency Certificate FL1S3S1 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.odf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FI 1 S351 R4 11 Installation Instructions - 188 HS Imoact FIN 73x62 Product4.odf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 73x62 Laminated Glass Certification Agency Certificate F115351 a4 C CAC APC 973S4.01-109-47-RO 97433.01- 109-47-RO.odf Quality Assurance Contract Expiration Date 01/05/2019 Installation Instructions FL15351 R4 II Installation Instructions 08-01161B.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd Wlau... 9/7/2017 Florida Building Code Online Page 1 of 3 us Prokssional Recidlatibn+ SCIS Home Log In User Registration ; Hot Topics ( Submit surcharge Stats 6 facts ; Publications FSC staff f BCIS Site Map Links Search a I :;: Product Approval ik` It USER: Public Userdb Product Approval Menu > Product or Aool¢aGon Search > Application US t > Application Detail FL tf FLIS349-RS Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE W 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=wGEVXQwtDgtH8572gvdWIan... 9/7/2017 Florida Building Code Online Page 2 of 3 E 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 FLIS349 R8 II 08-02357B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FLIS349 R8 AE S13124B.Odf Created by Independent Third Party: Yes 15349.2 18S PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 15350.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other: R-PG55 FLIS349 R8 II 08-02949.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FLIS349 R8 AE 513783.odf Created by Independent Third Party: Yes 1S349.3 185 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/-SS Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02948.odf consisted of S/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 S/8" glass bite. Evaluation Reports FL15349 R8 AE 513782.odf Created by Independent Third Party: Yes 1S349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8• C CAC APC 8272.odf Approved for use outside HVHZ: Yes FLIS349 R8 C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +SS/-55 01/24/2021 Other: FW-RSS, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FLIS349 R8 II 08-01614B.odf annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62S14 bedded in Pecora 896 silicone with S/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FLIS349 R8 AE S12278B.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 FL1S349 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: +SS/ -SS Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-01613B.odf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62S14 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 512277B.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-LC55, Missile Level D, Wind Zone 3. Glass FL1S349 R8 II 08-02947.odf http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtH8572gvdWlan... 9/7/2017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed exterior - spacer - 1/8" Verified By: Luis Roberto Lomas 62514 annealed / 0.090 PVB / 1/8" annealed. Glass was bedded in Created by independent Third Party: Yes Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513781.odf Created by Independent Third Party: Yes Baer Heat Contact Us :: 2601 Blau Stone Road, Tallahassee Fl. 32399 Phone: SSO-487-1824 The State of Florida Is an AA/EEO employer. Copyright 2007-2013 State of Flonda.:: Privacy Statement :: Accessibility Statement :• Refund Statement Under Florida taw, email addresses are public records It you do not want your a -mall address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, Please contact 850.487.1395. -Pursuant to Section 451.275(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 It you are a licensee under Chapter 4SS, F.S., please dick here . Product Approval Accepts: M Credit Cara Safe http://www.floridabuilding-orglprlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIan... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2' WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL 5. WHERE WOOD BUCK THICKNESS IS 1-1/2- OR GREATER. BUCK SHALL BE SECURELY FASTENED TO MASONRY. CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. B. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16. OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4•. 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. 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 REOUIRED 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. REVISIONS DESCRrncN Mt I APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4• MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16.FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16' TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17.FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2.000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2.000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.0487 FY=33KSI/FU=52KSI OR ALUMINUM 6063-75 FU-30KSI .048• THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. SIGNED: 1111512016 MI WIND oww. MARANDK DOORS, LLC GRATZ, PA 17030 ST.\\J\S 1R!I Lip CENS,t 9`I' o, 6T^6 = SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT NOTES j0; STATE Of i o s OR O G` `1 5/0111AI110a\\`\ LUIS R. Lomas P.E. FL No.: 62514 TABLE OF CONTENTS DROMoRc 08 R fl BSHEETN0. DESCRIPTION NOTES salE NTS °A 09/03/14 sNCE117 OF 12 2 - 3 ELEVATIONS. CHARTS AND GLAZING DETAILS L R06ERTOLOMASP.E. MVWOODFORDRDLEWISVILLE.AC27023 634-W-CW9 ffl Rs*&Awwsps4 - 12 INSTALLATION DETAILS 72 1/2" MAX FRAME WIDTH 6 MAX 18" MAX O.C. -) 6" MAX L / 18" MAX O.C. IT 71 1/2" MAX FRAME HEIGHT j REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 91 & ®2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REOUIRED 72 1/2" MAX FRAME WIDTH 6" MAX I 18" MAX O.C. 6" MAX 6 j 71 1/2" 18 MAX MAX O.C. FRAME T HEIGHT 0 / REFER TO CHARTS -,' SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 91 & 12 EXTERIOR VIEW FOR NUMBER OF ANCHORS REOUIRED DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES: 1. MAXIMUM O.L.O.: 69 34' X 68 34' REVIS06 - Rlv DFSCNII'IgN DATE APPROVM A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 1 10/27/16 IR.L. CHART I1 Number of anchors required (without rigid Offers) Frame Frame width In Height 24.00 1 30.00 0.00 1 42.00 1 48.00 4.00 to .00 66.00 72.60 In) HAS amD HAS amb HASIJsmb HAS Jamb HAS amb HAS Jamb HAS smb HAS Jamb HAS 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 2 211.00 2 3 2 3 3 3 J 3 3 J 4 3 4 J S 3 5 J 42.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 S 3 6 J 48.00 I 3 2 3 3 J J 3 J 3 4 3 S 3 6 3 6 3 61.00 2 4 2 4 3 4 3 4 J 4 1 4 5 4 6 1 7 4 60.00 2 4 2 4 3 4 3 S 3 S 4 5 5 S 6 S 7 5 6t.00 2 1 2 4 3 S 3 S 3 6 4 6 5 6 6 7 6 7f.60 2 S 2 S 3 S J 6 J 6 4 7 5 7 47 7 7 CHART I2 Number of anchors required (with rigid fillers) Fame Frame width fin) Wight 2400 1 30.00 2s o0 42.00 11.00 54.00 so .o0 66.00 72.50 in) HAS lbmbl HAS Aomb HAS Pamb HAS mD HAS pambi HAS pamb HAS Jambi HAS Pamb HAS Jamb 24.00 2 2 2 2 3 2 3 2 3 I 1 4 2 4 2 1 4 2 5 2 3000 2 2 2 2 3 2 3 2 3 2 4 2 4 214 2 5 2 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 42.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 4000 2 3 2 3 3 J 3 J 3 3 4 J 4 J 4 3 S 3 64.00 2 4 2 1 3 4 J 4 3 1 4 4 4 4 4 4 5 4 0.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 0.00 2 4 2 1 3 1 J 1 3 4 4 4 4 4 4 4 5 4 7t.60 2 S 2 S 3 S 3 S 3 S S S S S 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 mew 7w. J.L. 08-02357 WA' NITS - 09/03/14 - 2 OF 12 L ROBERTO LONAS P E 1432 wOOOFORD RD LEWISVILLE. AC 27023 434-M-0609 AamaSOMbmaspe Co. SIGNED: 1111512016 GENSF;,d+ 0 6 •• *' AT OF t`S. G Luis R. Lomas P.E. FL No.: 62514 71 F1 HI 6' MAX — 72 1/2- MAX FRAME WIDTH — IF18' MAX O.C. 18' j MAX O.C. 1/2' 1AX AL1E IGHT j j 6' MAX REFER TO CHART 13 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 6' MAX j F 18' MAX O.C. j MAX O.C. 71 1/2' MAX jFRAME HEIGHT jI 6" MAX IEFER TO CHART 13 — FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING I IMPACT RATING t60.OPSF NONE NOTES: 1. MAXIMUM D.L.O : 69 34' X 68 314' REVISIONS - DESCRIPRON DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L REVISED NAME AND ADDRESS 10/27/16 R.L CHART 03 Number of anchors required (fin Installation Frame Frame wltltA (In) ll ghl 24.00 1 3-0.00 36.00 42.00 46.00 1 moo 00.00 60.00 7L60 In) Ht5 amD H65 mD HASpamb H65 smb His Jamb HAS Jamb HAS Jamb Has J&mbjN&S Lamb 24.00 3 1 3 1 3 3 3 1 3 4 3 4 3 4 3 S 3 5 3 6 3 0.00 3 s 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 3600 3 3 3 3 3 3 4 3 4 3 4 3 5 3 S 3 6 3 4L00 3 4 3 4 3 1 4 4 4 4 4 4 5 4 s 4 6 4 46.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 S I 6 4 H.00 3 1 3W43 1 1 1 4 4 4 4 S 4 5 4 6 4 60.00 3 S 3 S 4 5 4 S s s 5 5 5 6 5 60.00 3 5 3 5 4 5 4 S 4 s S 5 5 5 6 5 71.60 3 6 3 6 4 6 1 4 1 6 1 I 1 6 1 5 6 5 6 6 6 SEE SHEET 8 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 do CHART DRAWN: DNC NO. J.L. 1 08-02357 sr4ut NTS 09/03/14 s-3 OF 12 L. ROBERTO LOMAS RE 1432 WOODFORD RD LEWISVILLE. NC 27023 434-6e6-0609 A0map@*b.&w Co. SIGNED: 1111512016 1R II LID q'% 1k • 0 6 • ' = O TlLQ, z c OR10"' Luis R. Lomas P.E. FL No.: 62514 1/2' MIN. r EDGE DISTANCE WOOD FRAMING I 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1 /4" MAX. BACKER ROD SHIM SPACE APPROVED SEALANT 110 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4' MAX, SEALANT SHIM SPACE WOOD FRAMING 1 1/4" MINOR2XBUCK BY OTHERS EMBEDMENT 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4' MIN. 1/4" MAX. EMBEDMENT IF SHIM SPACE I1/2' MIN. EDGE DISTANCE INTERIORI J 10 WOOD--' SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BACKER RODBYOTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT STRUCTURE BY OTHERS 3/4' MIN. EDGE DISTANCE 3/4" MIN r r EDGE DISTANCE 1 /4' MAX. r SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER r 1/4" MAX. L SHIM SPACE III 3/4' MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4' MAX r SHIM SPACE INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRWTM DATE WROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES- 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE MTNASTM E2112 SIGNED: 1111512016 MI WIND DOORS, LLCoWw. MNDKET s 9+' GRATZ. PA 17030 GENS SERIES 185 ALUMINUM FIXED WINDOW 0 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS SATE Dluwer DNe No O'" F•'c[OR1 P J.L. 08-02357 REv g ONA11 l G` SCALE D` SHEET4 7/ 0NTS09/03/14 OF 12 L.ROSERTOLOA44SP.E MVW0WFORDRDLEIWSVILLE.NO27023 LUIS R. Lomasas P.E. 434-M-OW9 /DmuShpYldnasoe mm FL No.: REVISIONS RLV DESCRIPTION DATE APPROVED 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 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENTSEENOTES3 - 7 SHEET 1 77 CONCRETE/MASONRY BACKER ROD 1/4- MAX, BY OTHERS 1/4" MAX. APPROVEDSHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK I SEENOTES3 - 7 SHEET 1 3/ 16- TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/ 16" TAPCON BACKER ROD APPROVED SEALANT 1/ 4" MAX. 2 1/2- OPTIONAL 1X BUCK SHIM SPACE MIN. 04 SEENOTE3 - 7 EDGE SHEET 1 DISTANCE EXTERIOR CONCRETE/ MASONRY BACKER ROD BY OTHERS 1 1/4" MIN APPTOVED EMBEDMENT JAMB INSTALLATION DETAIL CONCRETEMASONRYINSTALLATION 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRETHMASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA IIIIIIIIIii, 5 R• L0 1j9 i 17030v •\GENS• S NOTES SERIES 185 ALUMINUM FIXED WINDOW oJ6 1.INTERIORANDEXTERIORFINISHES, BY OTHERS, 73" X 72" NON -IMPACT NOT SHOWN FOR CLARITY. FINLESS INSTALLATION DETAILS WITHUT FILLERS 0, TAT OF 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE p , DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAW 7No REV 10R10 08-02357 a s-ut NTS — 09/03/14 5 OF 12 MIAI11\\ L. RWERTO LOMAS PE 14M WOODFORD RO LEWISVILLE. NC 27023 Luls R. Lomos P.E. FL No.: 62514 ua,64e-0609 1ADma mcom 1/2" MIN. I EDGE DISTANCE WOOD FRAMING I 1 1/4" MIN. OR 2x BUCK EMBEDMENT BY OTHERS 1/a" MAx. BACKER ROD SHIM SPACE APPROVED SEALANT RIGID FILLER 110 WOOD SCREW EXTERIOR INTERIOR 1l10 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4- MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2x BUCK EMBEDMENTBYOTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4' MIN. 1/4- MAX EMBEDMENT I r SHIM SPACE I- I RIGID FILLER 1/2" MIN. EDGE DISTANCE 1 VINTERIOR 010 WOOD-' SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT STRUCTURE BY OTHERS 3/4- MIN. EDGE DISTANCE r 3/4" MIN EDGE DISTANCE 1/4- MAX. r SHIM SPACE RIGID FILLER 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. F SHIM SPACE 3/4- MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4- MAX. r SHIM SPACE RIGID FILLER I /_ INTERIOR 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REV60NS REV DEWRIPTIDN DALE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B 1 REVISED NAME AND ADDRESS 1 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 17D30 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS DRAWN: DWD No, I REV J.L. 08-02357 B CAL" NTS JDATE 09/03/14 1 SHEET 6 OF 12 L. ROBERTO LOMAS P E 1432 WOODFORD RD LEWISVILLE, NC 27023 434-W-0609 dbffa$ *taw pe mm SIGNED: 1111512016 x 0,6*- y ' STTAtT E OF ; Wo`• ZOR10* • ONAi. 11E G` Luis R. Lomas P.E. FL No.: 62514 CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK SEE NOTES 3 — 7 SHEET I BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT OPTIONAL 1X BUCK — SEE NOTE 3 — 7 SHEET 1 CONCRETE/MASONRY — BY OTHERS 2 1/2" MIN. EDGE DISTANCE i• , d 1 1/4" MIN a EMBEDMENT 1/4" MAX SHIM SPACE RIGID FILLER 3/16" TAPCON 3/16" TAPCON RIGID FILLER 1/4" MAX. SHIM SPACE 4 u 1 1/4" MIN. A. EMBEDMENT a• , 4 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" MIN. EMBEDMENT CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON 2 1/2" MIN. EDGE DISTANCE I NOTES. 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM Elf 12 RLMSONS ' REV DESCRPMN DATE APPRWED A REVISED INSTALLATION DETAILS 06/01/15 R.L. 8 REVISED NAME AND ADDRESS 1 10/27/16 R L 0 1/4" MAX. SHIM SPACE RIGID FILLER INTERIOR EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETE/M.4SONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS ANDDOORS,DOORS, LLC 0 W. ET ST. J\511 111`/ 0 9/// GRATZ, PA 17030 GENSF•,J' SERIES 185 ALUMINUM FIXED WINDOW tt•/ Oy6 25 *- 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS 10'', S$STATEEESOF DRAWN• owe No aLv iiO iS' ALORIOP 08—0 2 357 a i7S ONA sDA1c DATc NTS09/03/14 7 OF 12 11``` L RMERTO LOMAS P.E. 1432 WDODFORD RD LEWISVILLE. NC 27023 Luis R. Lomas P.E. FL No.: 62514 43461D•06 a Mb=StbktmSD4c 1/2' MIN. rEDGE DISTANCE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/4' MAX. BACKER ROD k SHIM SPACE APPROVED SEALANT BEHIND FLANGE 110 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/4' MIN EDGE DISTANCE N 1 /4' MAX. SHIM SPACE J10 SMS OR SELF DRILLING SCREW RMSONS REV DESCROWN DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R L. B 1 REVISED NAME AND ADDRESS 1 10/27/16 1 RL. EXTERIOR EXTERIOR INTERIOR INTERIOR 10 SMS OR 10 WOOD SCREW SELF DRILLING SCREW BACKER ROD do RIGID FILLER BACKER ROD & RIGID FILLER APPROVED SEALANT 1/4- MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4- MAX r SHIM SPACE NOTES. WOOD FRAMING 1 1/4" MIN. METAL 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, OR 2X BUCK STRUCTURE014 NOT SHOWN FOR CLARITY. BY OTHERS EMBEDMENT BY OTHERS 2 PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/4' MIN DESIGNED IN ACCORDANCE WITH ASTM E2112 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 F SHIM SPACE 1/2" MIN. EDGE DISTANC INTERIOR I III10 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4" MAX. SHIM SPACE 3/4- MIN. INTERIOR EDGE DISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE OTHERS BACKER R00BY APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 MI WINDOWS DOORS, LLCMnDK J\5111 LIiL10,; // GRATZ, PA 17030 v,•CENSF •S+% 0,,6126 • *= SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT r z FLANGE INSTALLATION DETAILS WITHOUT FILLERS p•• TATE OF fORIOP: G-\ DRAWN• owe No RlvO iS' 08 Luis R. Lomos P.E. FL No.: 62514 SCALE NTS DATE 09/03/14 —L' 87 OF 12 L ROBERTO LOMAS P.E. I432WDODFORDROLEWISV&LE,NC27023 43oBsetQ6p9 /IbTBi5L51rbWiifP's LLIII CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK SEE NOTES 3 - 7 SHEEP 1 BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & — APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK — SEE NOTE 3 — 7 SHEET 1 CONCRETE/MASONRY — BY OTHERS 2 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. EMBEDMENT 7 IMAX. SHIMHIM SPACE 3/ 16" TAPCON INTERIOR l- 3/16' TAPCON 1/ 4" MAX. SHIM SPACE 1 1/4" MIN. a EMBEDMENT 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/ MASONRY INSTALLATION 1 1/4" MIN EMBEDMENT 0 CONCRETE/ MASONRY BY OTHERS OPTIONAL 1X BUCK SEE NOTES 3 — 7 SHEET 1 V. 3/ 16" TAPCON REvIsIDNs REV DESCRFMN DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R L. B REVISED NAME AND ADDRESS 1 10/27/16 R.L. 1/ 4' MAX. SHIM SPACE INTERIOR I. 2 1/2" MIN. EDGE o DISTANCE EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETEAMSONRY 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 W1TH 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 DRAM'. DWG N0. R J. L. 08-02357 sC4 NTS — 09/03/14 —Er9 OF 12 L ROBERTO L0U4S P.E IAW WOODFORD RD LEWISVRLE. NC 27023 434- 5 -0" dbMAS&bmatpe ovm SIGNED: 1111512016 C, ENSF.94p AT OF u= t02¢ TAT RID - S111 NA 10aG` Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1 /2' MIN. EDGE DISTANCE 1 1/4' MIN. EMBEDMENT 1/4" MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & APPROVED SEALANT 1/4- MAX BEHIND FLANGE SHIM SPACE IWOODFRAMING11/ MIN. OR 2X BUCK BY OTHERS EMBEDMENT EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4' MAX. EMBEDMENT I r SHIM SPACE f I RIGID FILLER 1MIN EDGEISTANC INTERIOR I 10WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROp & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS ' REV DESCRPMN DATE APPROVED 3/4' MIN A REVISED INSTALLATION DETAILS 06/01/15 R L METAL EDGE DISTANCE STRUCTURE B REVISED NAME AND ADDRESS 10/27/16 R.L. BY OTHERS 1/4MAX. SHIM SPACE BACKER ROD & APPROVED SEALANT RIGID FILLER BEHIND FLANGE 10 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR 110 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE A 1 1/4- MAX SHIM SPACE NOTES. METAL 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/4" MIN DESIGNED IN ACCORDANCE WITHASTME2112 EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE RIGID FILLER 3/ 4" MIN. / INTERIOR EDGE DISTANCE 010 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 o%%%IIlIIII/' 5 R• LpMij i•GENSF; 9i1+% 6 tO*= SERIES 185 ALUMINUM FIXED WINDOW*M_TAT 73" X72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS I> p Of O' t•;(ORIOP• o" w". DRDNO. aB Lv 08- 02357 11111111 aG\\` R. Luis is NoP.E. os P wuL NTSD11E09/ 03/14 gw 10 OF 12 L. ROBERTO LOMAS P. E. 14M WOODFORD RD LEWISVILLE, NC 27023 4N-W-OW9 dbm& vOtrbmAwcvm Lomos 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 1X BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS 2 1/2" MIN EDGE DISTANCE 1 1/4" MIN. a EMBEDMENT 1/4" MAX SHIM SPACE RICID FILLER 3/16" TAPCON INTERIOR 3/16" TAPCON RICID FILLER 1 /4" MAX. SHIM SPACE 1 1 /4' MIN. n A. EMBEDMENT e. 4 a,• a 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRET&NIASONRY INSTALLATION 1 1/4" MIN. EMBEDMENT 6 CONCRETE/MASONRY , BY OTHERS OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON 2 1/2" MIN. EDGE DISTANCE I REVISIDNS ' REV DESCRIPIIDN WE I APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. I 1/4" MAX. SHIM SPACE RIGID FILLER INTERIOR EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES: I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 I2 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS DRAM m ND I REV J.L. 1 08-02357 B scut NTS JDATE 09/03/14 1 SHEET 11 OF 12 L ROSERTO LOMAS P E. I4M WOODFORD RD LEW ISVILLE, NC 27023 434•666.0608 AWRatON=WCVM SIGNED: 1111512016 J\ 5111 1 I 1 ` l09 GENSF'`P M_TeATP OFirz: 7o w Ss,ONA;`SaG`. Luis R. Lomos P.E. FL No.: 62514 APPROVED SEALANT BEHIND FIN A6 WOOD SCREW 3/8" MIN jp 1 EDGE DISTANCE II Jl EXTERIOR 1 1/4' MIN. EMBEDMENT WOOD FRAMING BY OTHERS 1/4" MAX. _ r SHIM SPACE WOOD FRAMING MAX BY OTHERS SHHIMIM SPACE y6 WOOD SCREW INTERIOR INTERIOR 1/4" MAX I F SHIM SPACE 3/8' MIN EDGE DISTANCE p6 WOOD WOOD SCREW FRAMING APPROVED 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4' MIN. EMBEDMENT APPROVED SEALANT BEHIND FIN EXTERIOR 3/8' MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REMSIONS RLv DESCRIPIIDN DATE APPRMD A REVISED INSTALLATION DETAILS 06/01/15 R L 8 REVISED NAME AND ADDRESS 1 10/27/16 R L NOTES: I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS DRAW* D D No. J.L. 08-02357 seAu NTS o`er 09/03/14 — 12 OF 12 L ROBERTO LOADS P.E. lAV. WOQDFORDRDLEWISVXLE,NC27Q23 34-M.oso9 Awras@ttmavemn SIGNED: 1111512016 1R 11LI0/// i v,•\CEN3F9`P o D TAT OFF Orb` •' ORIOP • e Z%A 11E G` Luis R. Lomos P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 gvsine'S.,&Nefessional Regulation aCIS Home I tog In I User Registration I Hot Topics I Submit Surcharge I Scats & Facts { Publications I FeC Stan j SCIS Site Map I links I search I raori a re a---- Product ApprovaldbUSER. Public User 1 ProAuct Aooroval Menu > Proouti or Aoolitation Sean:h > Aoolication Lac > Application Detail FL # FUS353-R2 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer r4i Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE C Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15353 R2 COI FLCOI.odf 1710.5.3 Method 2 Option B http://www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WI S... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted Date Validated Date Pending FBC Approval Date Approved SummarV of Products 06/15/2015 06/15/2015 06/21/2015 08/19/2015 FL !F Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL153S3 R2 II 08-01448A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62S14 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FLiS353 R2 AE 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 II 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 FL15353 R2 AE 512063A.odf span: 83" Created by Independent Third Party: Yes 15353.3 5765 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 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 FLIS353 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 FLIS353 R2 II 08-01440A.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: S2-1/8" x 84". Max mullion FLIS3S3 R2 AE 512064A.odf span: 83". Created by independent Third Party: Yes 15353.5 CM- 18S14 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL153S3 R2 II 08-01442A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant, Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: S2-1/8" x 84". Max mullion FL15353 R2 AE 512066A.odf length - 83". Created by Independent Third Parry: Yes 115353.6 1 CM-18S20 I Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01451A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant, Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FLIS353 R2 AE 512075A.odf span - 104-1/4" Created by Independent Third Party: Yes 1 15353.7 I CM-18S23 I Horizontal Aluminum Mullion I Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 Il 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 FLIS353 R2 AE 512076A.odf span - 104-1/4". Created by Independent Third Party: Yes 153S3.8 CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLi53S3 R2 II 08-01443A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62S14 http : //www. flon dabui l ding. org/pr/pr_app_dtl . aspx?param=wGE V X QwtDgtH 8 5 72 qvd W I 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 FLIS353 R2 AE S12067A.0df span - 83" Created by Independent Third Party: Yes 15353.9 CM-18S32 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01453A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure, N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512077A.odf span - 104-1/4" Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01444A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure, N/A Evaluation Reports Other: Max single window size: S2-1/8" x 84". Max mullion FL153S3 R2 AE 512068A.odf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS353 R2 II 08-01454A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FLIS353 R2 AE S12078A.odf span: 104-1/4". Created by Independent Third Party: Yes Badt Next Contact lJs .: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 8SO-487-1824 The State of Florida is an AA/EEO employer. Coovricht 2007.2013 State of Florida.:: Prlvacy 5tatement :: Accessibility Statement n Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mall address released in response to a public -records request do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850 487.139S. `Pursuant to Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for offWal communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Credit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd WIS... 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 REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1 TRIBUTARY WIDTH = W1 + W2 2 REV DESCRFRON DATE APPROVED A I REVISED INSTALLATION DETAILS 06/10/15 RL. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 3. 2) FOR ANCHORING INTO CONCRETE USE 1/4* TAPCON WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 4. 3) ALL FASTENERS TO BE CORROSION RESISTANT. 4) INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS, AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD - MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.200 PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). 5) TO ATTACH MULLION TO CLIP USE (4) #10 x 1 1/4" SELF DRILLING SCREWS PER CLIP. SCREWS MUST BE FIELD INSTALLED. HOLES FOR SCREWS ARE NOT PRE -DRILLED BY MANUFACTURER. TABLE OF CONTENTS SHEET NO.1 DESCRIPTION NOTES CONFIGURATIONS AND DP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES V.L. 08-01439 SC&E NTS 04" 01/11/12 1 s"mI OF 3 SIGNED: 0611112015 511RI t GEtip' cc 0 6 ••*_ Or E OF ;Wzz 1ORITIt A II I 107 3/8" COMBINED WIDTH WI -I[- W2 - 83'1 1 FRAME HEIGHT WINDOW WINDOW MULLION SPAN) ! ! I / FA HE MU SF 107 3/8" 107 3/11" COMBINED WIDTH W1 83' 1 FRAME "WINDOW HEIGHT WINDOW MULLION SPAN) I-- COMBINED WIDTH wz1F-1 113" w1 WINDOW AME IGHT WINDO ` W/NDO LLION A WI W2 107 3/8" COMBINED wluln I Design pressure rating s - Mullion span (in) Tributary 18.13 2S.50 width (in) 36.00 42.00 48.00 52.13 25.00 130.0 130.0 130.0 130.0 13D 0 1300 37.38 130.0 130.0 127.2 127.0 127.0 127.0 49.63 120.7 943 779 73.8 72.1 72.0 62.00 71.0 52.2 397 35.9 33.4 32.3 65.63 59.6 43.7 33.0 29.6 27.4 26.3 72.00 44.9 32.7 24.4 21.8 19.9 19.0 81.00 28.1 20.3 1 15.01 13.2 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. 107 3/8' COMBINED WIDTH WI- 8 LwFRAME WINDOW HEIGHT MULLION SPAN) 1 1 FW_ 107 3/8" COMBINED WIDTH 1 W2 LH83* WINDOWFRAME HEIGHT WNDOJ IN MULLION SPA W1---1- W2 107 3/8" COMBINED WIDTH FF HE ML SI RMSIONS REV I DESCRFWN WE APPRo'" A I REVISED INSTALLATION DETAILS 06/10/15 R.L. COMBINED WIDTH W1 -jW2 1 IGHT LION 1 1 WINDOW W J I WINDOW 1 1 1 W I --i F^ w2 107 ^ 3/8" APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107 347' AS SHOWN HEREIN. Design pressure rating (pst) with rebar option Mullion span ( in) Tributary 18. 13 25.50 width ( in) 30. 00 42.00 48.00 52.13 25. 00 13D 0 1300 1302. 130.0 130.0 1300 37. 36 130.Q 1300 127.2 127.0 127.0 127.0 49. 63 120.7 943 77.9 73.8 72.1 72.0 62. 00 924 70.0 53.3 48.1 44.8 43.4 65. 63 80 0 58.6 442 397 36.7 35.3 72. 00 1 60.3 43.9 32.8 292 26.7 25.5 84. 00 1 37.7 27.3 20.1 17.7 160 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. WIDTH 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 I DALE 01 / 1 1 / 12 1 SWEET 2 SIGNED: 0611112015 R I li 0 4f7////' G E N'sN`' q'P 70 Ve; FO ,cc z 20P Rt0 e fir== U MIN 2 1/2" MIN r EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT 1/4" TAPCON SECT5796 CLIP OPTIONAL REBAR SECTS764 MULLION MT000022 CLIP 10 WOOD SCREW I 1 3/8" MIN. EMBEDMENT WOOD FRAMING/ 1/2" MIN 2X BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRYICONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 0.84E 3.261 " 1.375" 3.250" 4.000' REVSXM DESGR WN art APPRWED REVISED INSTALLATION DETAILS 06/10/15 1 R.L. 3.750" 0 375" 0.422" 2.032" 2.875" 0.841 3" SECT5796 CLIP ` 2X 00.210" FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125• THICK MT000022 CLIP 16GA (0637 GALVANIZED STEEL 3.750" 2 189" — 1.0 0" 0.375" F— 2.140" —I I I T 0.843" 1.125" 1 I 1.562" 2X 00 210" SECT5764 MULLION ALUMINUM 6005-T5.125- THICK 1.5II62" J 0.688" SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125• THICK 1 531" SIGNED: 0611112015n--L MI WINDOWS AND DOORS \111111I/l RF• 185 2 REBAR 650 WEST MARKET STREET J 5 R', L p41, 6 GA (.062) GALVANIZED STEEL GRATZ. PA 17030-0370 •G E bl,gF qJ1% 5764 — VERTICAL MULLION*• D 5 83" MULLION SPAN INSTALLATION DETAILS AND COMPONENTS `ATATE OF 0, DRAWN: owc NO. REV i FS.l0R10::De scuE NTS DAB 01/11/12 08 S"R'390F 3 A //S OtMSa Florida Building Code Online Page 1 of 3 Ut, . I Profiestioil. A Reg ulatio n, A err i la SCIS Home i log In User Reoistration 1 Not Topic I submit surcharge scats & Facts Publications FBC scan aUs Site Map Unks search Salida r Product Approval w USER! Public User ia vts Product Approval Menu > ProAUR or Aoohuhon Search > Aooheatron List > Application Detail FL # FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer lames 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@ja meshardie.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 R Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. GZ Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COI RIO - Certificate of IndeDendence.PDF Referenced Standard and Year (of Standard) Standard Year ASTM C1186 2007 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R3 Eauiv ASTM C1186 Eauivalencv Sioned.Ddf http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 1 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 Cempanei 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.pdf FL13223 R3 II ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 II Install Cempanel Sidino.odf Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04 Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.pdf 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 II ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 II ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 II Install HardiePanel Sidino.odf Design Pressure: N/A FL13223 R3 11 NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 15-0122.04.ndf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement. panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal -wood. df FL13223 R3 II ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL13223 R3 11 Install Prevail Panel Sidino.odf Design Pressure: N/A FL13223 R3 11 NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.pdf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 15-0122.04.pdf Created by Independent Third Party: Yes Contact us :: 2601 Blair Stone Road- Tallahassee Fl. 32399 Phone, 8SO-487-I1124 The State of Florida is an AA/EEO employer. Coovnoht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you d0 not want your e-mail address released in response to a publiC-reeordS request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850 467.1395. 'Pursuant to Section 45S.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 erhaliS provided may be used for official communication with the licensee. However email addresses are public record. If you d0 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: x c http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Cred'r, Card Safe http://vow",.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQvADgvRk6bsvZ66FC... 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 1B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE 0 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 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardlePanetS Siding James Hardie Product Trade Names covered In this evaluation: HardiePane* Siding, Cempanel® Siding, PrevagTM Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building CodeO RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 EVALUATION PURPOSE: Tfiis analysis is to determine the maximum design 3-second gust wind speed to be resisted by an assembly of HardiePanal (Cempanel. Prevail Panel) siding fastened to wood or metal framing with nags or sCfews. REFERENCE REPORTS: 1. Interiek Report 3057913 (ASTM C1186) Material properties HardiePanal Sidirg 2. Ramlech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test, 5116' Thick by 48 Inch wide HardiePenel Siding installed on 2X4 Hem -Fr wood studs spaced at 16 inches on carrier with a 6d common galvanized nag 3. Reattach Laboratories Report IC-1271-94 (ASTM E330) Transverse Load Test, 5/16' Thick by 48 Inch wide HardiePanal Siding Installed on 2X4 Hem -Fir wood studs spaced at 24 Inches orraer0er with a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E330) Transverse Load Test, 5/16' Thic k by 48 Inch wide HardieParhel Siding Installed on 2X4 Group III SG=0.36 wood studs spaced at 16 arches on center with a 4d, 0.091 inch shank by 0225 inch head diameter by 1.5 inch long ring shank nail 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Tail, 114' Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced el 16 inches on center with a No 8 X 1 in. log X 0.323 in head diameter ribbed bugle head screw 6. Ramtech Laboratories, Report IC-1055-89 (ASTM E330) Transverse Load Test, 1/4"Thick by 48 Inch wide HardiePan el Siding installed on 20gauge Metal studs spaced'at 241nches on center with a No 8 X 1 in. tong X 0.323 in head diameter rubbed bugle head screw 7. Ramlech Laboratories, Report 11149-98/1554d (ASTM E330) Transverse Load Test,1/4' Thick by 48 Inch wide HardiePanal Siding installed on 20gauge Metal studs spaced at 16 and 24 itches on center with a ET3F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener 8. Ramtech Laboratories Report IC-1273-94 (ASTM E72) Racking Shear Test. 5116' Thick by 48 inch wide HardbePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 Inches on center with a 6d common galvanized rail 9. Ramtech Laboratories Report IC-1274.94 (ASTM E72) Racking Shear Test, 5116' Thick by 48 inch wide HardieParial Siding installed on 2X4 Hem -Fa wood studs spared at 24 itches on center with a 6d common galvanized nail 10.. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E72) Racking Shear Test, 5116' Thick by 48 inch wide HardiePenel Siding installed on 2X4 Group III SG-0.36 wood studs spaced at 16 Inches on center with a 4d. 0.091 inch shank by 0.225 inch head diameter by 1.5 inch long ring shank nag 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72).Raddrhg Shear Task 5/16' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 Inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 12. Ramtech Laboratories Report 11284-99/1580 (ASTM E72) Racking Shear Task 5/16' Thick by 48 Inch wide HardiePanei Siding installed on 2X4 Hem -Fa wood studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. king X 025 in. head diameter pin fastener P P qw A 24 12 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com TEST RESULTS: Table Ia. Results of Transverse Load Testing RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO.2556-15 Fastener Spacng Allowable Flame Ultcnaie Design Thickness Width Spacing Perimeter Field Load Load' Report Number Test Agency m.) m. Frame Type in.) Supports Supports Fastener T PSF PSF IC-1270.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 149 49.7 IC-1270.94 Ramlech 0.3125 48 2X4 wood Hem-Flr 16 4 4 6d common 236 78.7 IC-1271.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 94 31.3 IC-1271.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 143 47.7 10868 97/1475 Ramtech 0.3t25 48 2X4 wood, SG x 0.36 18 4 8 4d,•0.091 b. shank X 0.225In. 90 30.0 HD X 1.5 inlong ring shank nail Min. No. 20 gauge X 3.625 in. X Min. No 8 X 1 in long X 0.323 In IC-1054-89 Ramtech 0.25 48 1.375 in metal stud 16 6 6 head diameter ribbed bugle 169.9 56.6 head screw Min. No. 20 gauge X 3.625 h X Min. No 8 X 1 In. long X 0.323 in IG1055 89 Ramtech 0.25 48 1.375 in metal stud 24 6 6 head diameter ribbed bugle 91.9 30.6 head strew Min. No. 20 gauge X 3.625 In. X ET&F 0.100 in. krxided shank X 11149 98/1556d Ramtech 0.3125 48 1.375 in metal stud 24 4 a 1.5 in. long X 0.25 in..head 170 56.7 diameter pin fastener Mm 20No. 2f1 gauge X 3.625 in X ET&F 0.100 In. knurled shank X 11149.98/1554d Ramtach 0.3125 48 metal stud 16 4 8 1.5 in. long X 0.25 in. head 101 33.7 diameter pin fastener k. wr(jrvaoke Loaa is ore waurnate t-oao arvnaea oy a racier in sarery or a. 2. HarcHePanel Siding complies with ASTM C1186, Standard Spetr6eatron for Grade 11, Type A Non -asbestos Fiber-Cament Flat Sheets. Table 1b, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls t= Fastener Spacing r,, r .i Frame Ultimate Allowable Thickness Width Spacing Perimeter Field Load" Load' Report Number Test Agency in ) fin.) Frame T in. Supports Supports Fastener T p 11 IC- 1273.94 Remtsch 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC- 1273.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 698.8 232.9 IC- 1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 153.3 IC- 1274-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 212.5 10868- 97/1475 Ramtech 0.31.25 48 2X4 wood, SG 2 0.36 16 4 8 4d, 0.091 In shank X 0.225 in. 595, 4 1985 HD X 1.5 in long ring shank nail Min. No. 20 gauge X 3 625 in. X Min No 8 X 1 in. long X 0.323 in IG1057 89 Ramtech 0.25 48 1. 375 in metal stud 16924 6 6 head diameter ribbed bugle 9W.0 123.8 head screw Min. No. 20 gauge X 3.625 in. X ET&F 0.100 tn. knurled shank X 11284 9911580 Ramletdl 0 3125 48 1.375 In metal stud 16 4 e 1.5 in. long X 0.25 in. head 1227.0 153.4 diameter pin fastener Min. No. 20 gauge X 3 625 tn. X ET&F 0 1001n. knurled shank X 11284 99/1580 Reattach 0.3125 48 1 375 in metal stud 24 4 8 1.5 in. long X 0.25 in. head 1060.0 132.5 diameter pin fastener 1. All board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 2. The maximum height -to -length ratio for constriction in this Table a 2:1. 3. In the steel framed assemblies the allowable bad Is based on the average load at 1/8 Inch net deflection Ol t iG1!fl G PpSIFIq'9 c 2412- "0. . 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. 1-888-542-7343 info@jameshardie.com DESIGN WINO LOAD PROCEDURES: Fiber -cement siding transverse bad capacity (wind bad capacity) is determined via compliance testing to transverse load national test standards. Nut the transverse load testing an allowable design bad is determined based an a factor of safety of 3 applied to the ultimate test load. Since the allowable design bad is based on factor of safety of 3, allowable design bads on fiber -cement siding oorrelate directly to required design pressures forAllowable Stress Design, and therefore should be used with oombaaaon loading equations for Allowable Stress Design(ASD). By using the oombination loading equations for Allowable SVessAesign (ASD), the tested allowable design bads for fiber -cement siding are aligned with the wind speed requirements in ASCE 7- 10 Figure 26.5.1A, Figure 26.5.113, and Figure 26.5.1C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2A combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q6=0.00256'K,-K.-K,-V` (ref. ASCE 7-10 equation 30.3-1) 6 , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Ka . topographic factor Ka , wind directionality factor V , basic wind speed (3-second gust MPH) as determined from 12012 IBC, 2014 FBC] Figures 1609A, S. or C: ASCE 7-10 Figures 26.5.1A, S. or C Equation 2, V= V,a Iml. 201218C d 2014 ABC Section 16021 definitions) Vn , ultimate design wind speeds (3-second gust MPH) determined from (2012 IBC. 2014 FBC] Figures 1609A, 8, or C; ASCE 7-10 Figures 26.5-1A, B, orC Equation 3, p=q,•(GC.-GCP) (net. ASCE 7-10 equation 30.6ri1 GC. , product of external pressure coefficient and gust -effect factor GCd , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable desgn load for siding) To determine design pressure, substitute q, into Equation 3. Equation 4, p=0.00256'K2'Kn'Ka'V.2-(GCp-GC,) Allowable Stress Design, ASCE 7-10 Section 2.4.1, load combination 7 Equation 5, 0 6D - 0.6W (ref. ASCE 7-10 section 2.4.1. load combination 7) 0 , dead bad W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, P. = 0.61p) Equation 7, p.a = 0.6'(0.00256'K, Ka'Ka'V t1'(GCp-GCyn Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie.Sding in Table 6, salve Equation 7 for V, . Equation 8, V a = (p.d0.6'0.00256'K.' I(a'K'(GCp-GCp))ns Applicable to methods specified in Exceptions 1 through 3 of (2012 IBC, 2014 FBCI Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for Hardie Siding in Table 6, apply the conversion formula below, Equation 9, V. = V. ' (0.6)ps (ref. 2012 ISC 6 2014 FBC Section 1609.3.1) V. i . Nominal design wind speed (3-second gust mph) (rot. 2012 IBC 6 2014 FBC Section 1602.11 Table 2, Coefficients and Constants used In Determining V and p, K, Wall Zone 5 Height ( ft) Exp B Exp C Exp 0 GC GC 0. 15 0.7 0.85 103 hs60 1 0.85 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35 0.73 1.01 1.19 1 0.85 1.4 0.18 40 0.76 1.04 1.22 1 0.85 1.4 1 0.18 45 0.785 1.065 1 1.245 1 0.85 1.4 0.18 50 0.81 1.09 1.27 1 0.85 1.4 0.18 55 0.83 1.11 1.29 1 0.85 1.4 0.18 60 0.85 1.13 1.31 1 0.85 1.4 0.18 100 029 1.26 1.43 h>60 1 0.65 1.8 0.18 RONALD 1.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847.4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds -'Wind Exposure Category S. Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 I 200 210 Heigh (it) B B B B B B B B B B B B B B 0.15 14.4 15.9 17.5 191 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 521 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 521 57.8 63.7 30 14.4 159 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 16.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 15.7 1 -17.3 190 20.7 22.8 26.5 1 .30.7 35.3 1 -40 1 45.3 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 41.5 46.8 525 5&5 64.8 71.4 50 16.7 18.4 20.2 221 24.1 282 32.7 37.6 42.8 48.3 54.1 60.3 66.8 73.7 55 17.1 18.9 20.7 226 24.7 28.9 33.6 38.6 43.8 49.5 55.5 61.8 68.5 75.5 1 6 2 31. 33.8 36.9 43.3 4. 72.9 924 10 4 112 Table 4, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C. Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height(it) C C C C C C C C C C C C C C 0.15 17.5 19.3 21.2 23.2 25.2 29.6 344 39.5 44.9 50.7 56.8 63.3 70.1 77.3 20 18.6 20.5 22.5 24 6 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 202 22.3 24.5 26.7 29.1 342 39.6 45.5 51.8 58.4 65.5 73.0 80.9 89.2 35 20 8 23.0 25.2 27.6 30.0 35 2 40.8 46.9 53.3 60.2 675 75.2 83.3 91.9 40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 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 49A 56.2 63.5 71.2 79.3 67.9 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 55 22.9 252 27.7 30.3 33.0 38.7 44.9 51.5 58.6 66.2 742 27 91.6 A-143.6 4 100 32.6 35.9 39.4 43.1 4&9 55.0 63.8 73.3 834 94.1 105.5 117.6 130.3 Table 5, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category 0, Wind Speed 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) D 0 D 0 0 0 D D D D D 0 D 0 0.15 212 23A 25.7 28 1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93 7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 A112 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9 30 23.9 26.4 29.0 31.6 34.5 40.4 46.9 53.8 61.3 692 77.5 86.4 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 40 252 27.7 30.5 33.3 36.2 42.5 49.3 56.6 64.4 72.7 1.5 90.9 100.7 111.0 45 25.7 283 31.1 34.0 37.0 43.4 50.3 57.8 65.7 74.2 83.2 92-7 102.7 113.3 50 26.2 28.9 31.7 34.6 37.7 4.3 51.3 58.9 67.1 75.7 84.9 94.6 to4.8 115.5 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 100 37.0 40.8 44.7 48.9 53.2 62.5 T2.5 3.2 94.8 106.8 119.8 133.4 147.9 163.0 Tables 3, 4, and 5 erebased on ASCE 7.10 and consistent with fire 2012 IBC, 2012 IRC and the 2014 Florida Buffding Code 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 lnfo@jameshard.le..com zz Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7.10 Chapter 30 C&C Pan 1 and Part 3)4OFlC 201218C, 2014 F8C 201218C, 2014 F13C STA F.44/ iofv - - - LQCna)OsiiedfiP: i/ lf111 1u"``\``` Coefficients used In Table 6 catcutallons for-V;a Allowable, Ultimate Design Wind, Speed. V. 4. 3- second gust mph) Allowable, Nominal Design Wind, Speed. V 64 3• second gust mph) AppliCoble to hod specified in j201122 IISC5 6o2014FSatSection d P01218C, 2014 F8C] Figures 1609A. S. or C. MPlicable,tomethods 2 2ISCIn Excelitions ' through I3of12012 ion 1609.1.1. Wind exposure category Wind exposure category Siding K, Product Products Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) BuildingDeslgo Height'' feet) B C D B C O Aftwatil Load PSF) Exp B Exp C UP D It. K. GC. GC. HardiePaneM 5116 48 6d common 6 2X4 wood Hem - Fir 16 0-15 186 168 153 144 130 118 49.7 0.7 1 0.95 1.03 hS60 1 0.65 IA 0.18 20 186 164 149 144 127 116 49.7 07 0.9 1 08 1 0.85 1 4 0 18 25 186 160 147 144 124 114 49.T 0.7 0.94 1.12 1 0.85 14 016 30 186 157 144 144 12l 112 J9.7 0.7 0.98 1.16 1 Us 14 0.18 35 182 154 142 141 120 110 49.7 0 T3 1 0t 1.19 1 085 1.4 0.18 40 178 152 141 138 118 109 49.7 0.76 1.04 122 1 0.85 1A 0.18 45 175 150 139 136 117 108 49.7 0.785 1.065 1245 1 0.85 1.4 0.18 50 172 149 138 134 115 107 49.7 0.81 109 1.27 1 0 85 1.4 0.16 55 170 147 137 132 114 106 49.7 0.83 1.11 129 1 0.85 1.4 0.18 60 168 146 136 130 113 105 2.7 0.85 1.13 1.31 1 O.eS 1.4 0.16 100 139 124 116 108 96 90 49.7 0.99 126 1.43 h>80 1 085 16 0.18 HardiePanel® 5116 48 6d common 4 2X4 wood Hem - Fir 16 0-15 233 212 192 181 164 149 70.7 07 0.95 103 hM 1 0.85 1.4 0.18 20 233 206 188 181 159 146 78.7 0.7 0.9 1.08 1 a.85 14 0.16 25 233 201 185 181 156 143 78.7 0.7 0.94 1.12 1 0.85 1.4 0.16 30 233 197 181 181 153 140 79.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 229 194 179 177 151 139 76.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40 224 192 177 174 148 137 78.7 0.76 1.04 122 1 025 1.4 0.18 45 220 189 175 1 171 147 136 787 0.785 1.065 1.245 1 0.95 1.4 0.18 50 1 4 187 173 3 145 134 787 0.61 1.09 1.27 1 0.85 14 018 55 214 185 172 166 144 133 78.7 0.83 1.11 1.29 1 0.85 1.4 0.18 60 212 184 171 164 142 132 78.7 0.85 13 131 1 0.85 7 4 0.18 100 175 155 146 136 120 113 7&7 0.99 126 1.43 h>60 1 0.85 1.8 0.18 HardiePanel® 5/16 48 64 common 6 2X4 wood Hem - Fir 24 0-15 147 134 121 114 103 94 31.3 07 0.85 103 h560 1 0.65 1.4 0.18 20 6-7 130 119 32659 101 92 31.3 0.7 0.9 1.08 1 0.85 1.4 0.18 25 7 127 116 5 98 90 313 0.7 0.94 1.12 1 0.85 1.4 0.18 30 147 124 114 114 96 89 31.3 0.7 098 1.16 1 085 1.4 0.16 35 144 123 113 112 95 87 313 073 1.01 1.19 1 0.85 14 0.16 40 141 121 112 109 94 86 313 0.76 104 1.22 77 1.4 0.16 45 139 119 110 108 92 86 31.3 o3e5 1.065 245 1 0.85 1.4 0.1e 50 137 118 109 106 91 85 31.3 0.81 1.09 127 1 0.85 1.4 0.18 55 135 117 108 105 91 84 313 0.83 1.11 129 1 0.65 1.4 0.18 60 134 116 108 103 90 83 31.3 0.85 113 1.31 1 0.85 1.4 0.18 100 111 98 92 86 76 71 313 0.99 1.26 1.43 tu60 1 0A5 1.6 0.16 HardiePanel® 6/16 48 6d common 4 2X4 wood Hem• Fir 24 0-15 182 165 150 141 128 116 47.7 07 0.85 1.03 hS60 1 0.85 1.4 0,18 20 182 160 146 141 124 1 113 1 •47.7 07 0.9 108 1 0.85 1.4 0,18 25 182 157 144 141 121 111 47.7 0.7 0.94 1.12 1 0.85 1.4 OAS 30 182 154 141 141 119 109 477 0.7 0.98 1.16 1 0.85 1.4 Ole 35 178 151 139 138 117 108 47.7 0.73 1.01 1.19 1 0.85 14 0.18 40 174 149 138 135 116 107 47.7 0.76 1.04- 122 1 0.e5 74 0.19 45 172 147 136 133 114 106 47.7 0.785 1.065 1245 1 0.86 1.4 0.18 50 189 146 135 131 113 105 47.7 Fit Tog 727 1 0.85 1.4 018 55 167 144 134 129 112 104 47.7 0.63 Ill 1.29 f 0.65 1.4 0.18 60 165 143 133 126 111 1 103 47.7 0.85 1.13 1.31 1 0.a5 T4 o5a 100 137 121 114 106 94 1 88 473 0.99 126 1.43 h>60 1 0.85 1.6 0.16 HardiePaneMA 5/16 48 4d, 0.091 in. shank X sha in. 0.2251 HDX1. 5 in long ring shank nail 4 edge 8 field 2X4 wood SG20. 36 16 0.15 144 131 119 112 101 92 30.0 0.7 0.85 103 IhS60 1 0.85 1.4 0.18 20 144 127 116 112 98 90 1 •30 0 07 0.0 1.08 1 0 85 1.4 0.18 25 144 124 114 112 96 88 300 0.7 0.94 1.12 t 0.851 AA 1 0.18 30 144 122 112 112 94 87 30.0 0.7 0 9e 1.16 1 0.95 14 0.18 35 141 120 111 109 93 86 30A 073 1.01 1.19 1 OR 1 4 018 40 138 118 109 107 92 85 30.0 0.76 1.04 t22 1 0.85 1.4 0.18 45 136 117 108 105 91 64 40.0 0.785 1.065 1245 1 0AS 1.4 0.18 50 134 118 107 104 89 83 30.0 1 0.81 1.09 127 1 0.8s 1.4 018 55 132 114 106 103 89 82 30.0 083 1.11 129 1 021 1.4 0.18 60 131 113 105 101 88 82 30.0 0.e5 113 1.31 1 0." 1.4 O.tB 100 108 96 90 84 74 70 30.0 0.99 L261 t.43 h'60 I 1 joes 1.6 Ole RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO.2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888.542-7343 infb@jameshardie ;com tttttilUO IGIqAilfUq'*' i 201218C, 2014 FSC 201218C, 2014 F8C p/y t}'1!- 202 Allowable, Ultimate Allowable. Nominal Design Wind. Speed, v,,,, Design Wind. Speed, v-46F P= I STATE F 3-second ust mph) 3•second gust mph) V/ ii' r; • ° O Rio,. . Applicable to methodsApplicable to methods' specified ise' ' V.,TERfFD `• 1609.1.1. as detemdned by ttEN'. 1201218C. 2014 F8C) 2014 FBC) Section Figures 1609A. S. or C.Coaf 1609.1.1. clerits used in Table 6 calculations for V. Wind exposure category Wind exposure category Siding K Product Stud Binding Allowable Product Thickness Width Fastener Fastener Frame Sparing HeighP t 8 C D B C D Design inches) inches) Type Spacing Type inches) feet) Load PSF) Exp B Exp C Exp D Ka Ki GC. GC 0-15 198 180 163 153 139 126 56.6 0.7 0.85 1.03 h160 1 0.85 1.4 0.18 Min. No 8 20 198 175 159 153 135 123 56 6 0.7 0.9 1.08 1 0.85 14 0.18 25 198 171 157 153 132 121 46.6 07 0.94 1.12 1 0.95 1.4 0.16 1 in long X Min. No. 30 198 167 154 153 130 119 1 •56.6• 07 0.98 1.16 1 0A5 IA 0.18 0.323in 20 gauge 35 194 165 152 150 128 118 56A 0.73 1.01 1.19 1 0.85 1.4 0.18 head X 3.625 40 190 162 150 147 126 116 56.6 0.76 1.04 122 1 0.85 1A 0.16HardiePanel-V 1/4 48 diameter 6 in. X 16 45 187 161 148 145 124 115 66.6 0 785 1.065 3245 1 0.05 1A 0.181.375 in ribbed buglerewir' metal 50 184 159 147 143 123 114 56.6 0.81 1.09 1.27 1 0.85 1.4 0.18 55 182 157 146 141 122 113 56b 0.83 t.l t 129 1 085 1.4 0.18stud sereurl 60 180 156 145 139 121 112 56.6 0.85 1.13 1.31 1 0.85 1.4 0.18. 100 149 132 124 115 102 96 56.8 0.99 126 1.43 h>80 1 0.85 1.8 0.18 0-15 146 132 120 113 102 93 30.6 0.7 0.85 1.03 hs60 1 0.85 1.4 0.18 Min Nob 20 146 128 117 113 99 91 30.6 0.7 0.9 1.08 1 0.85 1.4 0.18 25 146 126 115 113 97 89 30.6 0.7 094 1.12 1 0,86 1.4 018 1 in. long X Min. No. 30 146 123 113 113 95 88 30.6 0.7 0.98 1.16 1 0.85 1.4 0.180.323 in 20 gauge 35 143 121 112 110 94 86 30.6 0.73 1,01 1.19 1 0.85 1.4 0.1a head X 3.625 40 140 119 110 108 93 85 30.6 0.76 1.04 122 1 0.85 1.4 018HardiePanel® 114 48 diameter 6 in. X 24 45 137 118 109 106 91 85 306 0.785 1.065 1245 0.65 14 18 0F01 ribbed 1.375in 50 135 117 108 105 90 84 30.6 0.8t t.09 t27 0.05 4 bugle head metal 55 134 116 107 104 90 83 30.6 0.93 1.11 129 t 0.85 1 4 screw' stud 60 132 115 106 102 89 82 30.6 0.85 1.13 1.31 1 0.95 1.4 100 109 97 91 85 75 70 306 0.99 126 1.43 h>60 1 0.85 18 0.18 ETdF 0-15 198 180 163 153 139 127 387 0.7 0.65 1.03 hs60 1 0.85 1.4 0.18 20 198 175 160 153 135 124 56.7 0.7 0.9 1.08 t 0.96 14 0.18 0.100 in. 25 198 171 157 153 132 121 56.7 0.7 094 1.12 1 0.85 1.4 0.18 knurled Min. No. 30 198 167 154 153 130 119 56.7 0.7 0.98 1.16 1 0.85 1.4 0.18 shank X 20 gauge 35 194 165 152 150 128 118 661 0.73 1.01 1.19 1 0.85 1.4 0.181.5 in. long q edge X 3.625 40 190 163 150 147 126 116 56.7 0.78 1.04 122 1 0.85 1.4 0.18HardiePane7A5/16 48 X N. 8 field in. X 16 45 187 161 149 145 124 115 36 7 0.785 1.065 1245 1 0.85 1.4 0.18 tread head 1375 in 50 184 159 147 143 123 114 587 0.81 1.08 t27 t 0.85 1.4 0.18diameter metal 55 182 157 146 141 122 113 56.7 083 1.11 1.29 1 0.85 14 018 pin stud 60 180 156 145 139 127 112 567 0.85 113 t 31 t 085 14 0.18fastened 100 149 132 124 115 102 96 56.7 099 1.26 1.43 h>60 1 0.85 1.6 0.19 0.15 153 139 126 116 107 98 33.7 0.7 085 1.03 h160 1 0.85 1.4 0.18 ET3F 20 153 135 123 118 104 95 33.7 0.7 0.9 1.08 1 Gas AA 0.18 0.100 in. 25 153 132 121 118 102 94 33.7 0.7 6.94 1.12 755 1.4 0.18 knurled Min. No. 30 153 129 119 till 100 92 33.7 0.7 0.98 1.16 1 0.85 1.4 0.18 shank 20 gauge 35 150 127 117 116 99 91 33.7 0.73 1.01 1.19 1 0.85 1.4 0.161.5 in long 4 edge X 3.625 40 147 125 116 114 97 90 33.7 0.76 1.04 122 1 085 1.4 0.18HardiePaneig5/16 48 X in. 8 field in. X 24 45 144 124 115 112 96 89 33 7 0 785 1.065 1.245 1 0.85 1.4 018 heed head 1.375 in 50 142 122 113 110 95 88 33.7 081 1.09 1.27 1 0.85 1.4 0.18 diameter metal 55 140 121 113 109 94 87 33.7 0.83 1.11 120 1 0.86 1.4 0.18 pin stud 60 139 120 112 107 93 87 33.7 0.95 1.13 131 1 0.85 t4 0.18fastener 100 115 102 95 89 79 74 33.7 0.99 126 11.43 h>60 1 0.85 1.8 0.18 I. screws snas penetrate the metal trarung at ieast three tun inreacs. 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 a less than or equal to 10' (2-12 roof slope). 4. Vult = the ultimate design wind speed (3-second gust mph) as determined by 12012 IBC, 2014 FBC) Figures 1609A, 1609B, or 1609C; ASCE 7-10 Figures 26.5-1A, 26.5-1 B, or.26.5.1C 5. Vasd = the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of 12012 IBC, 2014 FBC] Section 1609 1.1. 6. The wind speeds in 12012 IBC, 2014 FBC) Figures 160K 16098 and 1609C are ultimate design wind speeds, Vult, and shall be converted in accordance with (2012 IBC, 2014 FBC) Section 1609.3.1 to nominal design wind speeds. Vasd, when the provisions of the standards referenced in 12012 IBC. 2014 FBC] Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear interpoieGon of budding height and wind speed is permitted. 8. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 CLC Part 1 and Part 3. hfc=1, !, a= .85, GC,=1.4 (hs60), GC,=1 8 (h>60), GCpr=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 HAROIE® BRAND FIBER-CEMENTPANELS TO WOOD FURRING SOLUTIONS JAMES HARDIE'BUILDING PRODUCTS, INC. 10961 ELNI AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE ' COVER PAGE ._, <_ a . _ . _.. _ _. 1.. .. EVALUATION SUBJECT EVALUATION SCOPE 2 • . EVALUATION PURPOSE -- REFERENCE REPORTS TEST RESULTS TABLE IA, RESULTS OF TRANSVERSE LOAD TESTING - 2- TABLE.I B, ANALYSIS OF ALLOWABLE LOAD FOR #8 SCREW AT 107 O.C.. _ 2 = " JUSTIFICATION OF. USING THE -RESULTS ON,LIGHTGAU.GE STEEL FRAMING'2 DESIGN WINO LOAD PROCEDURES 3 . TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING VAND p 4 TABLE 3. ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 4'. TABLE;4, ALLOWABLE STRESS DESIGN •C&C-PRESSURES EXPOSUREC• 4 TABLE 5, ALLOWABLE STRESS DESIGN C&C'PRESSURES EXPOSURE D 4 TABLE A, ALLOWABLE WIND SPEED (MPH)'FOR HARDIEPANEL' SIDING AS.PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE REQUIREMENTS OF THE ASCE 7-10. THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. ' PREPARED BY: RONALD 1.OGAWA3 ASSOCIATES, INC. - - 16635 ALGONOUItJ STREET #U3 HUNTINGTON BEACH, C_A92649 714-292-2602; _ 714-U74595 FAX. off Cc 0 STAXE ' FSS10 N A IV RONALO I.OGAV AASSOCIATES, INC. 16WS ALGONQUIN STREET 0443 NUMINGTON BEACH, CA 92M 714-292.2602 M 714-84T-4595 PROJECT: PJO.2579-15 EVALUATION SUBJECT NaedisPanalSSldhfp James Mardle Product Trado Maus eovered In this evalustlan: MamiaPanoW Sdnng, Cem Siding, Prwall- Panel Ssdhng EVALUATION SCOPE: ASCE 7.10 2014 Flaids IgLaft Code 2012 t cumsiiwl 9WdaV Cc& 2012 hdemabad Resdermw tads EVALUATION PURPOSE: T Ws mmys:s b to awAm*w dr msanurn desttn 34cane gust wad speee to be towsw by an sawnby at kc-"Pow (Carnwek Prevoi Panot) iahv ucwnd b wood ttmibgs to other v+eoa at nwid naming wttn rWb or saevn. REFERENCE REPORTS: 1. Iraenak Report 1020243113COO.O3IA Trwwae rood teal an MwtaisPendL , TEST RESULTS: Able Is. Results of Transverse Load T*MhV Frsms FaMew M now Tom Tniddbn Spodq Spedrp faatww Type. Load Oniin Load' Roast Member A2crKT OL VVICIN an Frame T ' M. in.) and Oimandam PSF) PSFI Fnlurs anode 10M4363COO.041 A hr;mtah 0.3125 46 2X4 wood dwd, 314• oft by 3.5' to a No. a X 125' loop X 0.3:1' NO 460.7 33.6 po tt w;h Mactaa wild SPFhoboslbbodbugleMadsoawa1020743630004MAtrWrlek 01125 46 2X4 waoa sera, 314• trick by 3.5' t6 a No. e X 125' Wq X 0.32 r NO i]t.a 3,6 pug Ltmugh wide SPFfurt'p nabld bugle Mad coon 1020243630004MA Wwk 0.3125 46 2X4 wood cad, 3u' diet q 3.T le 12 No. e X 125' wn0 X 0.3zr MO 1091 JS.a sae ew-f2n wins SPFhoeingdbbaawgloMhandsoon102024363C00OOIA htesnak 0 3125 ae 2x4 wood aid. 314. Oiec by 3.5' 18 8 0.060' {hank X 02 t 6' MO x tS t47.6 1:2 WAtNOVQn Rnehrta wtoo SPFhrftringat. "a t020<''4353CO0- 001A hntsrtak O.3t23 46 2X4 woad swq 3r4' tntet by 3S 24 a 140. e X 125' gang x 0.323' MO 2,7 2 7.8 plltMauy'n Areg:un wide SPftwftribbed! bugle Read aaewe 1. r a tesumers ere rmovac on weep wmnwa ponvowAn eaa rw oenunp momaae: 2. AsowsWe top Is awrw*" from times load dMaw by a (acme at sdaq at 3. 3. MamwPana 64 t complies wilt ASTM C1106, SIRM&M SpoaAcaonat tar Graft 0, Type A Alhrosbesw Fihoo4emew F44f Snods. Table 1b. Analysis of Atbrabb Lad for 14 Screvrat 10' O.C. sd Spew Spacing Fastener Soad gin, a 12 10 fmm0 (n 16 16 16 Fastandr1 arsd 066 1.33 1.11 Att table bad 436 3s a 30A 14vilwt (ast_ mer load rta.1 38.2 472 43.1 rho tarsnor good for 06 6m w at IT O.C. was coladabd as tM ovemge W. the taw: cos s lar6' stir 12' O.C, TM 4Sdwabte load tar b toot dt lro WdCM of ttr O.C. gab (among can be ta.ade:ad by Irberpdtaant the MOAS al same (aslarwt at 6' aq Ir O.C, aura both last had 6=0 MUM made d lastmter PS vtm4h tram IN poneb.As artmwn in Ow table, uw aaoracts bad for fa stews hn:ded at t0' O.C. to wad M6p is 3a.8 pat. JuMtMeatbn of tlahp 00 Results On UUM Gauge SOW Frondnt In the abject oMfiQWvbots, as hislarvrs wen 4216004 10 ftattnp onyx. 40 aaw0W the haft Is atat:had In food or MW bamM does not o6c: panats• rafewrse load capeow. tfs the pf*o orwrows rdspawbtety ts ensure Ur haring maomwm rg naraNt mematwa to haft aUWM odd =paauaa. RONALD L OG"AASSOCViTE6, INC. 1605 AL GONQU IN STREET 0"3 HUNTINGTON BEACK CA0264D T) 714_202.2802: (F) 71 a-847-45" PROJECT. R10.257&i5 DESIGN WIND LOAD PROCEDURES: Fe w-wnerd st m n.uvww load cspadp (wm bad c mad y) Is detm wad via ddmpialda tastnp m mrwA as bad nrnrW me cardaft. Via aw twwd n0 "a teams as awwaate Ono boo is datmtflfnad oared on a aamf of safety of 3 appher to urns tAmm toff loan. Equation 1. q f-0.00 w*v,*K.%*v* W. ASCE 7-10 mallon 3:1y1) q, . voWty pressure at helm z K . Modty wassure comma cooMderd evWaad at hei0da K.. t*WaPCict— Eguaflen 26 K , wind ernrD w ft Now V. eatc wind speed p-sawm vm MPFQ u osfamd-d ft— 2dt218C Roues 1607I. B. or C: ASCE 7.10 FI;Wvs 26.fr1A, B, or C VIV. (ref. 2012 ABC Section IW2.1 defin5ons) V.. ufWMlla deayn wind speaa (SiYmrd Dust MPH) dc*mnawd aem 201218C Fipuns 16MA, S. or C: ASCE 7.10 Fi9wec 26.S1A B. or C Eguadam z. P%*((r--CC.) pe(. ASCE 7-10 equCion 30.6-Ij CC., promal of external ptassnaa coaftmd wd O+m'aneel Neon GC.. Pia of MW" pressure ooef9dmn and ria4gea Naar p . dedDn promse (PSF) far ddhD (abwa04 deapn band for sidirtfa To dsw,i w design pmsnae. atos ve q, lrad EWafio0 3, Eguatlen 4, P'D.O(RSE'K"K.'Yv'Vrs'fGC Cwj Aaw+v-*fe Sheet Oesipn, ASCE 7.10 Section 2.4.1. bad oone0lnaaon 7 Equation t. 0.60 t 0 ew (nf. ASCE 7-10 aednon 14.1. bad 00,mb(MLbrr 7) o .•dwa bed w,wimlow To wMY"eW 1110 Aaowvhb Saris oeaya Pnsaun. @XWMe bad famarfar W MA" Dam Egaahon 4 by (deslpo pntWM) 0*—. rod Item 02—I n 4 ECPAUM 6, pr' 0.6•IP) Equation 7. p— • o.a o.002r6•K'K.'K' V.r'IG4 GC.)) Egw!iM 7(s used to ppufafa Ti.Ys 3.4. and S. To 0ea m*w ter aao.ata<a urreta:a basic vAd aped far Not" SkkV In Tab* S. s*PA Equation 7 for V. Equation a. V.-(pJ0.6.0.00258•K,•K,'K•(G4-l--r)Iss A 1A*Abw to nwhods sPeazw n EAZv#iwe f mrouga 3 of 201219C SOWN1 1607.f.I. to dexrmim dw 890wable nominsi desipa wad sated (Vasd) forHatcry S ft In Taafe C. aatofy ma don.etsbn ImAb WOW Equation t, V.. • V. • (0.6f, (W. 2012 ISC Sealon 1609.3.1) V., . t.Vm#W oesion wind speed 0-aem 4 Dust mptp (n . 20f 2 IS S0: ion 1602.1) 3 RONALD 1. OGAWAASSOCIATES. INC. ISMSALGONOUN STREET 0"3 HUNTINGTON BEACH, CA 82649 1) 714-222-2602: (F) 714-13,117-4595 PROJECT. RIO-208-15 Tabkl.CaeffldefaaftdCoftcWftused InDamf&IhVVend p. IUMMMU-rmmmuum MUM 111M]IIIII MKIMMMEE7Mmmm 11111111MI! miim mom MR= mKium OEM= EIMM MEEIM 111111111311111111 WIEM mmm Mmm mmm OMjaw®mw- mm EKJLM M= MILM, m m IammmtjiiiiiMLma Table 3. Alloemble Sbuma.0malan - Coerp?,warit and CbdMm IC&Cj Pmiums WSF) to be Resisted at Various Wind Spada - Wr.W Es ,q- C—Vi 13. - V MEM MKZM MIUMENW-M Mmnmmk-= MELT= W1111IMELT-MMUM lmmkl%jm minxIIIII mmm monk= MIRKIIIIII MEMM MEMM ImEam mam mclum ImMmmamm DEEM11111 I11- r=MMakMMRXM WIMMETEM MaM IMLLM ULM 9)IC31M MUMM ONE' M=m 111100:11111111 ma*m mum MIKIM MME MEMO OREMM MaEm mcmm MMMM mWY-M MUM EMME MEEM mr-EEM NEW31111 EMAM III_= wommuff--E MILSAM IIIIKIMMMK AMM12AM tbLM= ak= LIM fjMM=_jU==aM 7' Table 4I. Allavable Streas Du4n - Conymmorn &Ad Cladding (CaCj Pressures (MF) to be Reakled atVarlow Wind Spasda. VAnd 9-pos- re Category C. MIUMM21M m1E2m1w4m OW-M Blum 1=:m=MM EMEEMMEMMINIU&M ImEnswivimmEmm T.14m S. AD.Ift Street 0.1g. - C.P.M..d Cladding (C&C) Pressures (PSF) to be Restated atVIdous Wind Sandl - Whrld EWZMufi Category 0: IIIIIIIIU1111111 MUM MMEMIM MUSMINK'm SEEM NMMME mmw-= 0 MUM MEMO MEMMMEEM MIZENN WSAM MMAI MOM MM MKMMM12MM MCEMMMUMMMEMM mum mmm M*1AM 1111111=1311111 1111115M7 91W-M 11111111MI111111 Tables 3. 4. wW 5mm. basidanASCE 7-10sed axtslaterivdMift 2012 ISC, 20M2 IRC bGA FFSs10N R1.Or..AMAMOCt4TES. ds. AMP-1 HARDE GUWDC oRMUC M wl 1605 AG.COI.LM STREET aiaa] 1.9-5-54 -7 ]q WM'1lh^.TOu CEAJA G/2M0 iee,ynpyeytppm mT14-M- =fF'J21a•Mt-dM PROJECT: PAO.25THS o _ ems. uw f, Auum"I3 W od Optled (mph) (aI NomkPald Slishtp petty" d]od1o01a ASC! T•10 ChWw 30 C&C Pavl 1 ar10 Put # e - ,!aa•ae11.tA.l a aar.te..l.aorlY I o.•as«adf-a P+%nwiplrRocl ta-TslAam-ml - aaaea•YT11r r.pYrr(]o12 aa,yll 4r IO.I.1.1. 'arTl...a:i 0•a•01w.1 - a+'••h12012C, aleparpl.aSaa. eLTrI.-1621ka, FM7 aTralT t0.I.1. C. mr.aw <>nloa.t .Iat1m• A C1Taalllir rirt.r:as Tl.rv" . Isa •: 1 PIa4-.t M.etaa Taleara• lal•' VAMS 841-0Ftrp• fa/rOrl Camillo 1 or" 67A SC<en'J1'n.) 0racrJ, f+•C 1, t• 1 O I C2 0 0 C. O Alaa:rY Oar111t11 o•h I It t' tmC fq0 K• G aCt.l'a), MaatPam bH t4i L 1I VI=ou10 ITIad Waw r00. b qA' S!«.a as0i0 lae• a&iarw rat..w 6a.a0 Ito• 7. 61l tal' t l at M la 1".tit Ora Oe la I in4. 06 41 016 Cui9 • 163 tM t57 1<e - l22 120 lr•• on- ae to, a lal let. t 1<t tA tt1 Lla CA a4 17 a' 9 On om 4. CIa auaDIpt07t5pI<7 i76 IU aaa On oa id! to 10 us t.6 124 to 434 et] 101 119 1 1 tit as 4a at. eu cuaus1w1<5 Iq 22• t:7' of .' tts al 12: 0 177 110 I4 AM tW I" cta CR 1na t31 1 1 On Om n• n Ou ata63titta/ 1 14 in tao Try oc •• On Is ITT N In. U3 1 14' 137 tta ISO iaa On• I tl 1a 1. I Ioq aq ot1 otaLOt. li^ 14I us ltl ap0 Ct 0e I.I. III 100 115 t20 220 • to a O. Qa . a1. I IA. 10 • 0 1 oa 4Jl Cta Maal.0swe Ne, .. 41 IY OY L2S b0 0 ]T]' a0 1 YaO , 2110 rra1a p Wr oasalp, W WASTaTOa.aal w 1 W Cl-to 174• ta0 1•• tb t22 111 la On 00 In alr a 1 I1 Eel r. 0 1. ateOI. 1 110 Ift OTa CW I" a' t qu 126 Ittl t r1a at0 ow tl I1 Oa n. CO A. a.ta101atItl• 1 aVa an Oat I.a t eta n. ouI0. N t is 1 4a o2a 1. aTa 1 1 raa e. M ta:. n1 On .1• Ct1 .. pNQU1l .- L. 1 tiia aal 10 L t t rla ap t N 12r II pCCq a• Otta'. Id tsa tl 1. 12} 0a r]a an I.t1 aft t?a 1 141 410 t 1 YO raa alp li l4 a.0 as r bU c' 4 ftaat[ 12W"X CA::rMo00"Mwc.pM paa0 IT O.C. arty 21t4 .aON 2.Cp.eM a 'Y1. alra 4 ],Y r10r rOtlC w 0.1 4 436 1. 11 10 10 an Om Ila I" 11 1t11 r- r. on <• Osi 4a as .• N r. on 4l ae 4. aNlaataauallaIt as f64 1• • 1 R Is, 1.1 00 t2 It t aa em OM 112 W t . t Jat ew or In< 161 1 I:L t8 rlta aTa qel H 1 I tat Cta IaI t7 a 1 I 1. S 1 raa aTa 131: to t 1 to 1 YS• ON 1 1]1 1 1 On _1• pn • OY. d. OU allal. 1 t St M Ir/ J1• a0 1.a1 1:9 I.i t t 116 yaa CO 113 Ill 100 71) A Tat Jr lA IO tree I Cn .a Ou II.IdaPa+tm Slta I 4 M oK, 1• 0>;! an.w 1: O,C alb Tu T•pa0a nP.aelM0'W t 1O ar].: 1Ye aap y,1a,0 u. t0 O15 Isl 42 120 124 to too J3• - C.10 on Ias I1 AS w< Otl •11 en n• OIla4e.KI3a17p124Uaqrt. a cat 10. 1 f: 1.. I W ta. L _ oY 1tl t t32 Jt t M a CS ar 1 Ita I Ce -0• Ma 1 t tit lOt G 1A t/_ a tit 1 V2 ri. o>• fa.1 1 Cn •. a catty• Crleft a) laa 1: al fa. Jaa CA ICr ISJ t-0 Ia0 In Ise Ill aT aq ri• 4n d Lti I It t y ala a4 I.it D 1 pe •I. I •I Ce •1. C16 ' ateTaou2 • 1:3 it- Ita to aS. tue 1 o uI 1 Ila at u. ae lia t4 n•011 Qe {a ala Mnaw aA Ytd•` t t IW,ar 12T Wr0 aIraa rOC, a bt<.Mar 20pa, Iou Oa11uC, aMr idtwata u, 24 Ota 13t 26 lt. Sal tT 4 T.A CIO on 1 ISO MCI 1 oa 4. 1 aC's Otta,tt1.. lit t M. 412 CIO Iat1 tm a CC Cr 1I. I Oa 4. 1 OM •t• ea04111ltaG. Oae 1M 3 1] 115 1 f.0 • iG - OO tal I» 1 Cm At I Cn 4. 1 atl r 011 OIaCM ll i rA C/a a I22 a t t tt2 tot a Ctt• tOT to Its 1 r1 Ca a" Ia1 L 1 lea •t. 1 Gn AI I Cn r olaoldat. Sf 1 111 Tt t a0. 11t 131 t I CG 1.3 oil tt0 7.4 Crl t:J I4 T..o I lam ri 0.1 • waas.+a iota 4 000? Q21P 101 ad0.0. 1' 1lalaW atare0, 31. L r ta, 2i lll. imtC3 14 tq 1.1 la0 126 Ia It 02 42 01] alp 00• C tPi 12 06 r. 1 atl 01a 7i Iss 156 14 t4 173 tU ral C1a Oat In 1 On 4. 1 on •11 an0430Ie5l21tatrajOtoOftIu 1.2 o 2 n pn .+: v IS 1n na 1a I cw 1a t tTa 5 Ila lot Y at 1@ Lta 1 antdtan .t. a.. W06 i It$ I(a rat an is t21 N t a t11• 103 a7 Oe 1t1 13t 1 Cn '•I. Na0lalOluIar2OnIla131tMINTyma2aa11:I n P•m r on .t. ou Wrpa.r • a.r 1! yea {ea.pr• Y1atq,ta.r aatuw lrala rr1 r rr a aap oraatr rnaale 1a P•Iitt•a taaa), a . •Tr. r•r• r qr. v,••Te1..Iry:apr . a t...•.rtr•r•ar velrwttottw.Iutar.r•as a aalrr arty 1r1a1rw11roN a,A~ rlar "M1.taaril as CaC%A1Iw rll.lf.•1, kt.Oq,V.CI,C{IIl.OaO .•O,a 7,ra• LOa aLrIC,:6Ot•Ma.eRrq Irr.l. I.T Iatla r e.41a r 3. aaar alli.rr /Irw 1•Irr11I aura a,lruol aq wr calla P•V I! Cr P•I•I• p• ATI1tit.:y;r.ra anallr•Itt.rlrawlnay r 00C ra.t rOOC IaCaIN11 P1V•IOt. UMITATIONS Of USE: t) a M411 VaWtOT MartlCaae 2oltta (gym --do Oat u:ad)a00 Gouty Flarids. KOA IS-M=04. I 0GAh, c 21 1 c` F40RIO1i, V RI.00AYAA='ATM. DtC. WU ALGOM.Y/T STREET "C3 HL2MT07CTOMOEACK CAMO m Tt4,2a2-y!.CCF) T:4447-4503 PROJEC7: MO.2QLI6 Table t, All/eaele Wald Epeed WIph) IIM HaMePfted GWMS (M1tyDaq /he01aQ pl ASCE 7aC Cti ynf 3/ CAC Prot i end Heof , I•.tseR UQhY1 N..•Y DnC+1Ma•6wui. It7WrlEYsl Il y tl r1•tt>o12.1--.9•• •. I 1flr r.nrl•1 y ••a14e1•I l.1.Y' ltASeepOOerel• a.,eer A•Dm20o, hsp. ...Ifii1. 1•glt1 MQS-leQ•teOG>oll et$WA.t. ' 1 • _. or- a1D01, 1e a ans-c•Npn t JAAMS KkPDI ! Su4014 7JtT• 6t?•TYt) 11he.• rnaroe.srel.wfa Y--' • tAwati 1Ierl. la T ' ll. Ow.a Ilhml IWFfaN•c illsuwv fs6.sr Farr The saw0-woo-t tPaa; C M•baP' 11 R C D d c O OwyaW tpo): Os• f.sC f.e0 At. tYtOhl• h•'.tlt Yid• Y. N•,• lt 1] T 0223. M ahr a. 9 sesaw...• POC. MIT 286: l 0 1a Ad . 2w s$ ltq 2.P iw. ss/ U WS, IS) law y\-a 1 131 12S C••- 0te e.a) to t 1 ae to J• t< u Gt• n1574T0U4q1AT. 120 UO •' 4D Ob 101 73• tq to alp its 1)• en Of+ 117 t I 0e 091 1• 1. p. o Ctl u103W1000t20110Ua0n0M11, 3s tp tw 1Y• 146 134 tM fI•.• CT2 lei tie 1' la.,• Ott 41 Atu 1 is 40I•s tip 146- 1q, 122 Its 416 aff I IT a 17 ISO ua 123 tie Ia t). pM tat• 1A2 I ee Iw• Cu L. 4 NinAs.' W. W lap T s1f aY IO In u t l lia tO u1 lla a • b3f oo 1 CC tq4.•'0u CItm•• 17/ I!2- 1.1 In 111 40,' Q• Ce Itt Ill• t00 1Y 123 72D t12 00 03 v:. 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OX MSs• M Mf•1a L•YITATMAS Of USE 1) In Mph Vebcty MVICM Iaee PC*M W11e per lti•n deft Ce1g1y fbm•, a/OA 1.6412:.01, I lost 0GAW4 NSF+ 1 1 STATE FLO R1 P ' FSS/ON H O a LLJ REPORT NUMBER: 102024363COQ-001A ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30. 2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COQUITLAM, BC V31K 7C1 RENDERED TO JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 PRODUCT EVALUATED: HardiePanel& EVALUATION PROPERTY: Transverse Load Testing Report of HardiePanel& tested in accordance with Standard Test Method for Structural Performance Doors, Skylights and Curtain Walls by Uniform Dffference 1. OGq 21 ? STA * •.` rr.,rl t ASTM E330-2002I2014. of Exterior"Windows, Static Air Pressure This report is for the exclusive use of IntertWs Dent and is provided pursuant to the agreement between Intenek and is Client Interrek's responsibility and liability are limited to the terms and condidans of the agreement. lnterek assumes no liability to any party, other than to the Client in accordance with the agreement, for any lass, expense or damage occasioned by the use of obis report. Only the Client is authorfaed to copy or distribute this report and then only in its en: re:y. Any use of the Intertek name or one of its marls for the sale or advertisement or the tested mate.-bi, product or service must first be approved in writing by inteneL The observations and test results in this report are relevant only to the sample tested. This report by Itself does not imply that the material, product, or service is or has ever been under an Intertek cerdrIcation program. James Hardie euHdarg Products, Inc. Report No. 102024363COO-001A 1 Table of Contents April 30.2015 Page 2 of 7 1 Table Of Contents.............................................................................................................. 2 2 Introduction........................................................................................................................ 3 3 Test Samples..................................................................................................................... 3 3.1. Sample Selection......................................................................................................... 3 3.2. Sample And Assembly Description............................................................................. 3 4 Testing And Evaluation Methods...............................•........................................................ 3 4.1. Conditioning............................................................................................................... 3 4.2. Transverse Load............................................................. ........... .. ............................. - 3 5 Testing And Evaluation Results.......................................................................................... 5 5.1. Results And Observations.......................................................................................... 5 6 Conclusion......................................................................................................................... 6 Appendix A Transverse Load Test Data.....................................................................17 Pages RevisionSummary ............................................................................................................ 1 Page 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. 0 Hardie Panel "IZ10. JamesHardie Vertical Siding EFFECTIVE SEPTEMBER 2013 002—=— INSTALLATION REOUIREMENTS RESIDENTIAL SINGLE FAMILY ONLY - PRIMED & COLORPLUS° PRODUCTS Visit,mww.iameshardie.com for the most recent version. SMOOTH - CEDARMILLO - SELECT SIERRA 8 - STUCCO IMPORTANT FAILURE TO INSTALLAND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WR TTEN 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 HZ10TM PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 (8669HARDIE) 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. — L CUTTING INSTRUCTIONS OUIDOORS . INDOORS 1. :: lion trig station so that wired will blow dust avray from user 1. Cut only using score and snap, or shears (manual, electric or pneumatic). and, Ahees in> g area 2. Position cutting station In well-ventllated.area 2. Use orp of the to Mng methods: a. [ lest I. Saxe and strap 0. Shears (mmural, dWx or pr") - NEVER use a power saw indoors b. Berner. I. Dust reducing circular saw e*;pped with a -NEVER use a circular saw blade that does not carry the Hardie8lade saw blade trademark Ha deBlalte'saw blade and WA %wnfin toctraalon - NEVER dry sweep - Use wet suppression or HEPA Vacuum c. Good: I. Dust redwing circular saw with a Harrsefte saw blade any use fa lav to ngderale cubing) Important Note: ror mapmumn protection onest reoable dustproduction), James Hardie recommends aMays using'Best%level adOFng me Cods where feasible. NIOSH-aWoied respirators Carl be used in wAh above adding pradi'ces to What red ree dug opm res Additional exposure information is avalNahe at vvww.) ameshardie.00m to help you determine the most appropriate curing metliod for yw job ntqulrements. If concern still erases about aposure levels of you do not eompy Will the above practices, you should allays Consul a Qualified industrial rygrerast or contact James Hardie for further information. sDo1113415 GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For Commercial J Multi-Famly installation requirements go to.www.JamesHardieCommercial.00m HardiePaneP vertical siding can be installed over braced wood or steel studs spaced a maximum of 24" D.C. See genemal fastening requirements. Irregularities in naming and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainsaeen4uning) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. iamehardie.twm A water - resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will, assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap® Weather Barrier, a non -woven 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 sidingg in Fascia or Trim appplications. Some application are not suitable for ColorPlus. Refer to ColorPlus section page 3. 00 NOT use stain, ciValkyd base paint, or powder coating on James Hardiew Products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin 8 "Expansion Characteristics" at www.JamesHardie.com. INSTALLATION: Joint Treatment' Fastener Requirements • Vertical Joints - Install panels in moderate contact (fig. 1), altematively 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). Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing mustbeprovidedathorizontalandverticaledgesfornailing. Figure 2 Figure 3 HardiePanel verticalsidingmustbejoinedonstud. water -resistive barrier water -resistive barrier Double stud may be required to maintain minimum edge / `° St„d / ED. 3- reslstive via-rasistive nailing distances. ( I Z' ° 5"'°barrier u.— upper panelFigure 1 studnott/4gap Oo'not t!4" papwater-resistive / blk Caulkbarrier { •=--_ I -,-- sheathing HardiePanel Batten Joint "H" Joint ~Z-lktshing f Z-flashing n C. p vertical siding water-resiswe barite, r decorative keep halls / ' `, 2 x 4 stud truer board 3/e' min. - Penal . Pew from panel edgesplate { o Figure 4 3/9e leave appropriate gap between Recommendation: When r= p _ panels, then caulk' insialling Siara e. provide 0_ — Caulk Joint a double stud at panel \ ' q_j -( moderatecontactNotavicabletoColorRueFinish) joints tb avoid nailing keep fasteners 'Apply caulk In accordance with caulk through grooves. \ away from comers iii' ' manulaaurer•s written applica'uon Instructions. r For additional information air HardieWrapTm Weather Barrier, consult James Hardie at 1-866.41-lardie or wwtv.hardlewrap com WARNING: AVOID BREATHING SILICA DUST James Hardier•• Produr b eontarn fespabble crystalline SI Ca, which 6 kl0:m to this State of California to Caine Cancer and is c0iuidered b•/ IAfACand NIM to be a Cause of cancer from some occupabonel sources, ereatrdtg excessive amounts of respirable silica dust can also cause a disabling and potentially total sag disease called slticosL% an7 has been Ifted with oanerdiseases. Some studies suggest smoking may mGease frrase risen [luring Instaaatron or handling. ( 1I work in outdoor areas cam ample vemilation; r1i use hear Cement shears for Gulling or. where na feasible. use a HardeBladc" saw blade and dust-roduang circular saw attached to a HE°A vacuum a) wam others L'h tre Immediate area, (4) war a properly -tared, tdOSH-apprised dust mast, or respirator to C. N-%-) in accordance with a%di note government regulations and manufacturer lrtsnuctions to furtner IM respirable sdrCa exposures During clean-up, use HSPA vacuums or wet cleanup methods - n+vu dry sweep. For further information, refer to our mstallatnrt instructions arc Material Safety Data Sheet available of wArw.jameshardie.com or b/ calling 1.800.9HARDIE (1.800-942.7343). FAILURE TO ADHERE TO OUR wARidNGS, MSDS, AND WSTNJATION INSTRUZTIONS MAY LEAD TO SERIOUS PERSONAL tr,UM OR DEATH. memo HS1236 - P113 1113 CLEARANCES Install siding and trim products in Maintain a minimum 1" Maintain a minimum 1 " 2" clearance At the juncture of the roof and vertical Maintain a 114" compliance with local building code 2" clearance between between James Hardie products surfaces, flashing and counterflashing clearance between requirements for clearance between James Hardie® and decking material. shall be installed per the roofing manufacturer's instructions: Provide a the bottom of James Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 "- 2" clearance between horizontal flashing. the -adjacent finished grade. steps and driveways. I the roofing and the bottom edge of the Do not caulk gap. Figure 5 stub swing I I tattarn plate conuete Z 6" min. I foudalion Maintain a minimum 1" gap between gutter end, caps and siding 8 trim. Figure 9 t siding t y gutter and end cap Figure 6 i z;rrllr, derma deck siding r Do not bridge floors with HardlePanel'siding. Horizontal joints should alwT s be created between floors (fig.10). water. IReMsdve Barrier ; Framing Figure 10 ; Horizontal y r Flooring Trim n sheathing fasda HardiePerkel• I ; BLOPKED PENETRATIONS Penetrations such as hose bibs and holes 1 34" or larger such as dryer vents should have a block of trim around point of penetration. GENERAL FASTENING REQUIREMENTS Fasteners must.be corrosion resistant, galvanized, or stainless steel. Electro-galvanized are acceptable but may exhibit premature corrosion. James Hardie recommends the use of quality, hot -dipped galvanized nails. James Hardie is not responsible for the corrosion resistance of fasteners. Stainless steel fasteners are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Consult applicable product e4uation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Sentices 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). Oig. A) Do not over -drive nail heads or drive nails at an angle. It nail is countersunk, fill nail hole and add a nail. (fig. B) Is For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace naiQ. NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush 5771 ICYN I Countersunk, fill & add nail Figure A Figure B do not under drive nails 00 NOTSTAPLE siding and trim. I Fliglflure 6 I 7 ii / 1' • 2' min. iI I I 1I ars Refer to fig. 3 on page 1. 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 sidewall.. The roof must be flashed with step flashing. Where the roof terminates, install a kickout to deflect water away from the siding.11. is best to Install a self -adhering membrane on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout. Figure 1 i, IGckout Flashing To prevent water from, dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code R905.2. 8.3 :'...flashing shall be a min. of 4" high and 4" wide." James Hardie recommends the Idckout be angled between 100e - 1100 to maximize water deflection Figure 11 Step mil, Sdiauterp v eaves ma We KwW naeam Dripedi NpoeWr, PNEUMATIC FASTENING James Hardie products can be hand nailed or fastened with a pneumabc'tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is drven 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 p(oves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer - Does not apply for installation to steel framing). HS1236 - P213 8113 CAULKING For best results use an 9astomeric Joint Sealant complying with 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 written instructions. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT Baulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section_ CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. I DO NOT use stain, olUalkyd base paint, or powder coating on James Hardie® Products. James Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up ColorPtus products. recommended. Do not.paini 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 HardiePanel9 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 waters, available from your'ColorPlus product dealer. Note: James Hardie does not warrant the usage of third party touch-up or paints used as touch-up on James Hardie ColorPlus products. Problems with appearance or performance arising from use of third party touch-up paints or paints used as touch-up that are not James Hardie touch-up, will not be covered under the James Hardie ColorPlus Limited Finish Warranty.. The following outlines the recommended applications for ColorPlus and Primed panels. Not all designs will be suitable for every application: Exposed fasteners or battens is the recommended application for ColorPlus panel products Do not use touch-up over fastener heads for smooth ColorPlus products - primed panel recommended For ColorPlus panel applications that require fasteners in the field, it is acceptable to use touch-up over fasteners for Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE• SIDING AND TRIM PRODUCTS WITH COLORPLUS° TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie° Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOMON: In aanrdana %ft IOC -ES Evaluation Report ESR-1844, HardiePaneS vertical sidlrp is recognized as a sultable atzrnate to that specified In: the 20062009, & 2012 tntemational Residential Code for One -and Tvv-Family OrMfngs and the 2006, 2009. E 2012 International 6mldig Code. HardreParrd vertical sld:rg Is also recognized lot application in the fogmnng. City of Los Angeles Research Report Na 24862, Sta;e.ol Ftoi da listing F1.4889, Dade county. Ho;ba NOA No. 02-0729.02. US. Dept of HUD Materials Rate=1263e, Terns Department of Insurance Produc Evaluation EC-23, Cny of New Yom WA 223-93-M, am Calilomia OSA PA-019. These documenis should alrn be cons lUad for additional information Gmcemng the suft&lnty of this product for specific apoicahons. 2013 James Hardie Building Products. All rights reserved. Additional Installation Information, ca TM, SM, and ® denote trademarks or registered trademarks of James HardieTechnaogy Umited 6 Is a registered Warranties, and Warnings are available atrol Ja IiiesHardle trademark of James Hardie Technology Limited. www.jameshardie.com HS1236 - P3/3 6113 MIAMI-DADE IVITAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONOMIC RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADMINISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.eovleconomv James Hardie Building Product, Inc. 10901 Elm- Avenue' Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable nines 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 leas been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planks and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSofftt, 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., beating the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the mantifachirer'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. RE, NEWAL 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 expiratiou date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided -to the user by the manufacturer or its distributors and shall be available for utspection at the job site at the request of the Building Official.. This NOA revises NOA ff 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. 15-0122.04CMIAMI&DE COUNTY Expiration Date: May 1, 2017 Approval Date: April 9, 2015 James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted tinder NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction', sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted 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 -tip drawings and installation diagram of HardiePlank, HardieSoffit and HaidiePanel, prepared by Intel tek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted tinder ATOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3.. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5`h edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald 1. Ogawa, P.E. O3/3o1 015 Carlos M.• UUrra, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 i: -1 WALL LENGTH SEE Stud Spacing` at 16" O.C. DETAIL A Btom- 6" thick 15 ply APA rated r 4 1 i`• .:+•.,• ` amdance with Ronda Buddng Code Section rmwssvlhio6« E> ! dk ? B {' off i l Wakr- resistive WALL 10410i 1, l .c j • barrier per Florida IEIGHT i y S'[0' Budding Code Sedon 1404.2 BY 2' X 4" S-P-F Wood Studs i HardiePaneL B 4—MCTION B-B Cempanel, Nails at 16" O.C. (typ.) Prevail Panel 3/ 8" Minimum Edge Distance Siding DE L-6Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 too V110"rthi HardiePanel, Cempanel, Prevail Panel Siding c4wdter4esistive barrier per rida Building Code Section APA rated ng fastened in accordance with Florida Building Code Section 2322-3 Z. 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. PRODUCT DESCRlI?TION Harc iePanew Cempanew, & Prevail® Panel Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM Cl 186 Grade it, Type A and meeting the requirements of the Florida Building Code. PANEL DIMENSIONS Width Length Thickness 4 8.9,10' 5/16" DESLGiJ PRESSURE RATING Installation Design Pressure Wood Shads 76 psi Impact Resistant - Planks installed over 5/6" thick 15 ply APA fated plywood sheathing HARD1gE6NEL, CEMPANEL._PREVAIL.QA__NEL SIDING 1NSTALL0.TLON1DEE&ILS Allir>stallation shall be done in conformance with this Notice of Acceptance, the manufacturer's installationrecommendations, and the applicable sedions of the Florida Building Code. WoodstudswhereHardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsof this N. OA Note1] 5/8' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 23223. APA rated pywood sheathing supporter Thesidingpanelsshallbeinstalledover5Vthick15plybyaminimumof2"X C S-P-F wood studs spaced a maximum of 16" O.C. Note21Thesidingpanelfastenershallbea2' long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 6" O.C. at panel edges andintermediatestuds; the fasteners shall be driven through the SW thick 15 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fastenersshallhaveaminimumedgedistanceof30' and a minimum clearance of 2" from comers. Creator. E Gonzales HARDIEPANEL, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana. CA 92337 NO DIAG No I REV A I I PNL-PLKSOFF 1/ 2' = 1'0 1 Oate: 4/242013 IsKEET 1 OF 12 Fastener Spacing per FloridaBuildingCode.Section 2322.3 16.00in. I I• ,. I I. PRE7tJC't JD ner Sae a° muggy* wbb Bungpacing per Florida Code Section 2322.3 6 An drat Ctra d I MODL==VLSM as a onwhiw with the iW ida IAmeasvmwN, lea- /l, a 7 By FRAMING NOMINAL 2" X 4" S-P-i= 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 SHEAJFIING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322.3 CI 4DDIKG THE PANEL IS FASTENED WITH 2- LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing i Sheathing I N 1 O FCO wf FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 909356-6300 SIZE FSCM NO DWG No Fax 909-427-0634 A PNL-PLK-SOFF Creator E. Gonzales scar 1" = r-0" Date: a/24/2013 IS MEET 2 OF 12 1 W ALL LENGTH Stud Spacing at 16" O.C. t t4tir OGA P tO1 tiCTSFviS Q i• 11d# QW with the Floeiidfa `` \, I i `ir400ee eeNol i.v% No. WALL EIGHT i , ; "ia pev,m>Q4-,aeod—_, 0,• `OF1 , iliii — RQ i j i I 5-•......i: 3/ 8" Minimum pETAIL} 1 _ i lbe le" Distance Nails at 6" O.C. (typ.) Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 HardiePanelO Siding Water - resistive barrier per Florida Building Code Section 1404. 2 5/ 8" thick / 5 ply APA rated plywood sheathing fastened to metal studs as described in Note I. 20ga, 3-518" X 1-5/8" Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 1. 5W thick 15 ply APA rated plywood sheathing fastened to metal studs as descebed in Note 1 1& ODUC7 DESCRIP•fi LK HardiePaneW, Cempanel®, & Ptevail® Panel Siding materials are nonasbestos fiber - cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PANEL._ DLMENSIO JS Water- resisrive Width Length Thickness barrier per Florida 4' 8,9,10' 5/16, Building Code Section 14042 DESIGN EMS S_QRE_RA_T_ING Installation Design Pressure 20ga, 3-/8"X 1S/8" Metal Studs -104 psf Metal Cstud tt' HardiePanel, Impact Resistant — Panel installed over 5/8" thick / 5 ply S, f~CTJONRa cempanel, APA rated plywood sheathing PrevailPanelSiding HAIZOIEP NEIyCitMPANEL,PI EYAIL_PANELSIDING INSTj1LL,AII_ON QUAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePaneL Cempanel, Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this. N. O.A. Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter X 1-1/4" long bugle head screw The siding panels shall be installed over 5/g' thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-50 Metal C-studs spaced a maximum of 16" O. C. Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-&8' long* ribbed bugle head screw ("or screw shall have at least 3 full threads penetrating metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 5/8" thick 15 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 318" and a minimum clearance of 2" from comers. HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 1og01 Elm Avenue Fontana, CA 92337 cm NO I REV A I I PNL-PLKSOFF Creator. E. Gonzales I sc tz * 12" = T-o" I Date: 4242013 3OF12 r{ 6.00in. I+ - I I 6.001n. I I i I 6.00in. m Iymg VA& toe Fbe & Fsm>uD_Des / 7 By tvfimft+ M& prodw Canboi II I' I II I• IT6.0n. I I II I I• I I I pRom t REvtsf e 01M web ffte Ffieii f5 / OF r1061 • FRAMINGNOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 518' WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEAn9N-G NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315" HEAD DIAMETER X 1-IM LONG BUGLE HEAD SCREW CLADDING THE PANEL IS FASTENED WITH NO.8-18, 0.31y' HEAD RES{STANT Cladding I I I /I I / Framing II I' I II I•I Sheathing II II I. EGA se** INO. 121 I' II SLATE OF I'I I i =_ FLORIOQ= ok";-Al S/O N A1- f'w FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND LOAD NOT PART OF TH S APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) RE HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue DIAMETER X 1-518' LONG CORROSION - - Fontana, CA 92337 RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT11111111 MONO REV LEAST 3 FULL THREADS PENETRATING THE METAL Phone: 909-356-6300 sfz< Fsc+n "° FRAMING), PLACE SCREWS 6 O.C. AT PANEL EDGES Fax 909-427-0834 A PNL-pLK.SOFF AND INTERMEDIATE STUDS Creator. E. Gonzales scuE 1• = 1'-0" Gate: 4124/2013 SHEET a OF 1 WALL — HEIGHTI i B WALL LENGTH SEE at 16, O.C. DETAIL A as wilb 0e FbiiM 3/4" Minimum Edge Distance QFTA)L A ymg «itb Fbids Do r 16 ? 0 Sheathing fastener, as described in Note 1 SA Nails at 16" O.C. (typ.) ''.,,rrr S CTU B-B Siding fastener, as described in Note 2 1 HardiePlank, Cemplank, Prevail r Lap Siding i 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 rninnnartm with the Florida Building Code. PRODUCT DESCRIP7IQN HardiePlankO. Cempiak®, & Prevail® Plank lap Siding materials sis" thick 15 ply APA are nonasbestos fiber -cementproductstestedinaccordance withratedplywoodASTMC1186GradeIt, Type A and Sheathing in accordance meeting the requirements of thewithFloridaBuildingCode. Florida Budding Code Section 2322.3 PANEL, Q%kFN$LONS waw4eyistive Width Length Thickness barrier per Florida 9 1/2' 12' 5116, Binding Code Section 14042 pE 'IGNPRESSURE-M(NG 2' x 4" s4%F Installation Design Pressure Wood Studs -92 psfWoodStuds Siding Resistant — Lap impact Planks installed over 5/8" thick / 5 ply 1-1/4" tall X 5/16- APA rated plywood sheathing thick starter strip H.A].tDI PLA.N_.IC CEMPIANK, PRQ/A_.1.41A S.ID_INGJNS_T.A7 0N_DtTAiLS All installation shall tie done in conformance with this Notice of Acceptance, the manufacturersinstalationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by anEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OA1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordanceNote with Florida But ding Code Section 2322.3. Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4" widelapsatthetopoftheplanksuchthattheexposureareaofeachplankisIs8-1W vertically. Note 21 The siding fastener shall be a 2-1/2' long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The sing is fastened s 8-1/4" O.C. vertically and sheathing, O.C.horizontally; fast rs fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated plywoodareplacedintheoverlappingareaapproximately3/4' 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 ply APA rated plywood sheathing supported by aminimumof2"X4" 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, Ina 10901 Elm Avenue Fontana, CA 92337 Phone: 909-356-6300 SIZE FSGM OV G NO PNL-PLKvOFF Fax 909427-0634 A Creator. E. Gon281e5 SOLE 12" - 1'-0" Date: 4/242013 SHEET 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 0.75in PRODUCT REWSM as wffloyimgwith ttrlbMids swiftCab Aeee91 sa. 25in. in. OC----- i r Cladding I • Framing Fastener S c! i per Florida Pa 9P -. I /Sheathing Building Code Section 2322.3 ERAAAINC; NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3- 1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 518" THICK IS PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLADDING PLANKS. OVERLAP 1-1W THE EXPOSURE IS s8.1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2° LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION• RESISTANT SIDING NAILS, -PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATIOIS i Its' p[ i: ODUC! RE%1SFD • I `tttt trios wick 1Me Floddn Coi 21 STATE OF10 01VAL tiN too FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION A06W/K LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 9=7 Phone: 909- 356-6300 SUE FSCM NO DM NO Fax 909- 427-0634 A - PNL-PLK-SOFF Creator. E. Gonzales SCAT E 1" =1'-0" Date: 4/24/2013 SHEET 6 OF 12 Stud Spacing at 16 OC—' WALL LENGT SEE PFZODUCT DISC L _Ofi g .. DETAILA• HardiePlank®, Cemplank®, and B-- i , thick $ ply A Plank Lap Siding materialsPrevail® are nonas estos fiber -cement i -----^__-------..__ _-- I __--—...__.: I ; , i streattting fastened ted plywood products tested in accordance with studs ASTM C1186 Grade II, Type A and to rnetalr. described in Note 1 meeting the requirements of the age yi R Florida Building Code. jHatlCade i 11 .1. Water -resistive WALL barrier per Florida PLgNK DIMENSIONS HEIGHT i Depigh 4ao o i ` F t3u ding Code Width Length Thickness j j ?, ° Section 14042 5 9-1/2" 12 5/16" Y Ffti+doatCoOftl : ' i I : i 20ga, 3-Sr8" X 1-SIS' DESIGN PRESSU$E RATING Metal Crstud Installation Design Pressure t F HardiePlank. Metal Studs -92 psf LL ._..__LJ_ .1. _.---"---i2""""-- 1--' Q .Y. \ Cemplank, Prevail i `F' = ; Ss •••....-•- t Lap siding Impact Resistant -- B F-' pNgL CTtO Planks installed over 5/8" thick / 5 ply3/41 Minimum Edge Distance Nails at 16" O.C. (typ.) %B B 1-1/4'ta11X 5116' thick starter strip APA rated plywood sheathing DEiAlt,1 HARDIEPLANKCEIIIIPLANKPRE1/AIL__AR SIDING_INSTALLATIONDE U.$ All installation shall be done in conformance with this Notice of Acceptance. the manufacturer's installation ice IN Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code. described in Note 1 Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an PRttk= Engineer or Architect per the Florida Building Code and the requirements of this N.OA gam tfuggvkh dw Tkci s ENote 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel Siding tastener, as edges and all intermediate supports using a No.8-18, 0.315" head diameter 1-1/4' long bugle head screw ram S Planks shall be applied horizontally commenting from the bottom course of the wall with 1-1/4' wide laps at r described in Note 2 the top of the plank such that the exposure area of each plank is 5 8-1/4" vertically. sly [Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4' long' bugle head F ng metal framing); The sidingGrdIscrewovermetalstuds (-or screw shall have at least 3 full threads penetratiis JHardiePlank, fastened 5 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" Cemplank, thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4' Prevail Lap Siding from the bottom edge of the overlapping plank. Vertical joints shall be placed over studs. The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum Water -resistive 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. barrier per Florida • Fasteners shall have a minimum edge distance of 3/8 . Building Code Section 1404.2 HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING 5/ 8" thick / 5 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened to James Hardie Building Products, Inc. metal studs as described in _ 10901 Elm Avenue Note 1 ° Fontana, CA 92337 20ga, 3-5/8" X 1-5/8" Metal C-stud Phone: 909.356-6300 FSCM "o ° NO REV The wall and soffit frames are to be designed Fax 909-427-0634 A PNL-PLK-SOFF 1 by the Architect or Engineer of Record in compliance with the Florida Building Code. 'Creator. E. Gonzales SCALE 1/2" = V-0" Date: 4124/2013 SHEET 7 OF 12 1 6.00in. 0.75in swum CO& Aempmm No T - By rroa 58.25in. FRgM1NG 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 S,jjEkTIJJNG NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315' HEAD DIAMETER X 1-1/4" LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-1/4" THE EXPOSURE IS 5 8-114" THE PLANKS ARE FASTENED WITH NO.8-18, 0.315' HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 6 in. I• t . I 6.00in.00 REVMI o e oa l .rot ve F1orie. coo tea I woaW cwwd I Cladding Framing Sheathing GA 0. 121 fir o' ISTATE OF . FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue 9 Fontana, CA 92337 Phone: 909-356-63M $1 DVW6 No Fax 909-427-0634 A PNL-PLK-SOFF Creator. E. Gonzales SCALE 1" =1'-0" Date: 424/2013 sr+eFr 8 OF 12 1 i WALL fEIGH i i DUMLI A WALL LENGTH Stud Spacing at 16" O.C. 3/8" Minimum SEE DETAIL A T f 2' X 4" S-P-F Wood Studs HardieSoM Cemsoffit 61 NailsI-- SEA-T)Qw_B. O.C. (typ.)pRaDtuC;REvtSM Distance 4D avlyms wok do Florid• odminscode Mbf0 w P101hict coo" offit fastener, as esc6bed in Note 1 HardieSoffit, Cemsoffd 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. e&OAUC`1LDESCRIPiION HardieSoffitO & CemsoffitO materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SOFF[f DIMENSIONS Width Length Thickness 4 8' 114, pY,31G_N t'f,k - QI E RATIIJG Installation Desibn Pressure Wood Studs ' -70 psf FRODUCTREVLSM evft -ilh m`r ide A«rprwim No 13 fl'de t ceae t No. 4 21 STATE OF jz 9, c''- sS/ONAX. E HARDIE S_O_FFIT .s_o. TPAK L I IsTq u J_o_N o> AtLgi All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffd will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum Z 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 studsO. thefastenersshallbedrivenintowoodstudslocatedat16' C. Fasteners shall have a minimum edge distance of 3V and a minimum clearance of 2" from comers. Creator. E. Gonzales HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 ND DWG NO PNL- PI.K-SOFF 1/ 2" = 1'-0" i Date: 4/24/2013 9OF12 4.00in. 16.00in. Cladding Framin4.00ijn- OGAINmooucrnvEsw ooypymg vd& Ae Flood. as y;eg a; ie Elaeiid ' Bead Code Am POW Jio •d AcoeptNM NODrDeii, Dipie unDaOe. / ' '/) No. 121 At sy Afis i P wAw+Caeroi STATE OF S ONA1- ''' il BSI , FRAMLNG 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 ARG14ITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE po CLADDING ll THE SOFFIT IS FASTENED WITH 2' LONG, 0.223"HEAD HARDIESOFFIT, CEMSOFFIT PANEL DIAMETER, 0.092" SHANK DIAMETER, CORROSION INSTALLATION DETAILS WOOD STUD CONSTRUCTION RESISTANT SIDING NAILS, PLACE NAIL'S 4" O.C. AT PANELEDGESANDINTERMEDIATESTUDSJamesHardieBuildingProducts, Inc. 1D901 Elm Avenue Fontana, CA 92337. Fax 909427-0634 A I PNL-PLK.SOFF I 1 Creator. E Gonzales lsc.ME 1" =1'-0" Date: 4/24/2013 SMEr 10 OF 12 WALL LENG iI1 =- Stud Spacing at 16" O.C. WALL OGHT i i DETAIL_A Nails at 6" O.C. (typ. 3/8" Minimum Edge Distance i fastener, as gibed in Note 1 HardieSoffri, Cemsoffit 20ga, 3-5/8" X 1-51V Metal Gstud Lj The wall and soffit frames are to be L — designed by the Architect or Engineer of Record in compliance with the Florida.Building Code. SEE DETAIL A 2093, 3-5W X 1-5/8" etal C-stud HardieSoffit, Cemsoffit PPO_DU_CT DESCRIP7(O_N HardieSoffrt® & CemsoffitO materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SO_F_F_!? DJMEN QN_S. Width Length Thickness 4, 8. Y1. DESIGN_ PRESSURE RATING Installation Design Pressure Metal Studs o' t0l il%ii-, r 1. % 01914it_ : SECTI N & lPRODUCT>VLSED s .•• MODUC'r aEvam ,s complying wit do Florida ` Z a C"Moying wo tie Fladit n8 ^ i Q. 121 Aatgroe Ns STAT // sae P:odeet Caetroi O. c : OF i..t Co" 4s•' •. R1C P ` 61 LiA13AIESQFFIT.CEMSOFF_IT ANEL INS_T.Ai.LA_T_IOIyDETAIL_S ~ s, ONAL EN 11 All installation shall be done in conformance with this Notice of Acceptan,' fi{nufacturees installation 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.0-k The soffit shall be installed over minimum 20ga. Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 15' O.C. Note 1] The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long' ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal • framing) -,the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from COMM. 6.001n. J9 io.vum. Cladding Framing lo 6.00in. PIiCDWr REVISED CO wiAr 16e Fldii gEDfkffwks 6" Awl 11 p-tan2 21 cc SSIovl " FRAMING. NOMINAL 20 GAUGE 3-5/B" X 1-5/8" ST1=E4 STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE AND BOTTOM CONNECTION) ' FASTENED WITH WAFER HEAD SCREWS (2 PER TOP NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESELOADS) 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 1-1/4' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL. THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS V' O.C. AT PANEL EDGES AND INTERMEDIATE - o Fontana, CA 92337 STUDS RED Phone: 909-356-6300 Simasca No ova No Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1" = 1'-0" Date: 4J24120i3 SHEET 12 OF 12 Florida Building Code Online Page 1 of 2 I I L2C.t t m BUS Nome Lop In user Repestration I Mot Tope Submit Surcharge Stats & Facts ; Publications FBC Staff ( MS Site Map Links I Search db'''LLL Y I o Product Approval o IUSER: Public User ProAutt A4LrgXL1 Menu >rcion Ls > Application Detail FL # FL12194-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Aluminum Coils, Inc. Address/ Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc. com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc. com Technical Representative Paul Frost Address/ Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc. com Quality Assurance Representative Address/ Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 13 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden G Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Referenced Standard and Year (of Standard) Standard AAMA1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http:// www. floridabuil ding.org/pr/pr_app_dtl.aspx?paratn=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 LVA 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 !F I Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVH2: No FL12194 R5 11 ALC1S001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odfApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R5 AE ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Created by Independent Third Party: Yes Balk Netrt Contact L l< : • 2601 glair Stone Road. Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida is an AA/EEO employer. Coovdeh[ 2007.2013 State of Fledda. ,; Privacy Statement k- Accesslhlliry Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request do not send electronic mail to Nis entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please Contact 850.487.139S. -Pursuant to Section 45S.275(i), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The emads provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: R Credit Card. Safe http://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE 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 Enti Report No. Standard Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 LIMITATIONS Year 1986 1986 1986 1986 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. ALC15001.2 FL12194-R5 Paqe 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2Ain.ft for the 'center vent' configuration. See Appendix D for dimension drawings. ALC 1500FL12194-R5 Page 2 of 3 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 COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. I111111//,, No 74021 0. STATE OF •: ' i FS • : O R 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location 1 1 b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location j ALC15001.2 FL12194-R5 Page 1 of B 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 d. 16" Q4 Soffit — 8-inch o.c. Fastener Location I I- Fastener Fastener Location 11,l 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 16.14 Approved Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 24-inch Overhang with F-Channel 24J-# Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width 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 1/44nch One (1) min 3/44nch x 1/44nch One (1) min. 1 3/4-inch long x 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head dia. trip Wait spaced 46- 48 84.2spaced24-inch o.c. and securing each panel lap inch o.c. One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 12F-3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch 48 16-inch spaced 8-inch o.c. and securing each panel lap head dia. trip nail spaced 48- 64.2 inch o.c. . ALC15001.2 FL12194-R5 Page 2 of 8 This evaluation report is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/ inch crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch ppatternspaced 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 164nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap 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- 63.312-inch spaced max. 8-inch o.c. 44nch o.c. and securing each inch head spaced panel lap 12-inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-2 Max. 12-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staple spaced max. 4-inch o.c. and securing each finishing nail with min. 3/16- t53.3 spaced 16-inch o.c. panel lap inch head spaced 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 325.E inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4- 2716F-4 16-inch Wood crown staples in diamond pattern spaced 24-inch o.c. Wood crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEKTECHNICALSERVICES, 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 psfl 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- 143.316-inch spaced 8-inch o.c. o.c. and securing each panel inch head spaced lap 16-inch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staple spaced 4-inch o.c. and securing each panel finishing nail with min. 3/16- t43.3 spaced 16-inch o.c. lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment 16J-1 Max. Wood Three (3) min. 3/4-inch x 1/4-inch crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.6 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width Psfl 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 Three (3) 18 ga.1/4- No.2 SYP anchored to staple spaced 12-inch o.c. securing One (1) 18 ga. inch One (1) min. 1.75-inch x 24F-1 Max. Wood inch crown x 1-inch leg staples in rafter with one each panel lap Wood inch crown x 1-inch 0.072-inch diameter finishing nail with min. 801-90 12-inch diamond pattern 1) min. 2.25- inch x 7d ring One (1) min. 1.75-inch leg staple spaced 8- 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 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 a. 9 anchored to each panel lap p inch crown x 1-inch 0.072-inch diameter 80/ 24F-2 12-inch Wood smooth shank rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 801 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-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced flinch o.c. ALC15001.2 FL12194-R5 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel 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 10 No.2 SYP nailer of each female Three (3) 18 ga. 1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-4 16-inch Wood leg staples in 1) min. 2.25- each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 diamond pattern inch x 7d ring inch o.c. and securing 3/16-inch head spaced spaced 16-inch o.c. shank nail One (1) min. 1.75-inch each panel lap 16-inch o.c. 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female One (1) min. 1.5- No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-5 16-inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16-inch o.c. inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced l4-inch o.c. I ALC15001.2 FL12194-R5 Page 6 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. lWiIIIIIIIIIII CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga.'h- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch 1) min. 2.25- staples in diamond batten or two (2) Wood leg staple spaced finishing nail with min. 360 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- 8-inch o.c. 3/164nch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each batten/rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1-inch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 18 nail straight -nailed female lock or One (1) 18 ga. anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J-2 16-inch 1) min. 2.25- staples in diamond batten or two (2) min. 2.25-inch x 7d lap Wood 8-inch o.cand finishing nail with min. 3/ 16-inch head spaced 353. 3 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 lap 24- inch o.c. of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 4-inch o.c. 24- inch o.c. ALC15001. 2 FL12194-R5 Page 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor 'imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Min. 3/6Q head dia. nail with min. 11/" oisqugement(ror w4G'i eubeLm'al:e) of min. U.097" Ala. T-uall or stub Bail NiLh ndn. 5/0" ingagemenL(for concreLe Or block 9ub0tratei, aheced a9.noLbd nir>ve. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 12F-1 8 12F-3 F" CHANNEL Hood, Concrete or Block Hall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 7°;„ `, SOFFIT STAPLE OPEN RAFTER 3/4• x 1/4• DIAMOND PATTERN DETAILCROWNSTAPLES USING A DIAMOND ' ttrvtE rr stoats i PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4• X 1/4• CROWN 1JTRIMMLFACIA BOARD 8" STAPLE ON CENTER p' F• PAINTED S.S. 4B" FASCIA CAP CHANNEL CAN BE 1-3/4" TRIM NAILINSTALLEDWITHT11EO.C. NAILING FLANGE UP OR 3/4" % 1/4" CROWN STAPLE SOFFIT— max. 12-inch span WOOD S SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001.2 FL12194-R5 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 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. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 3/•1TWM `1 SOFFITNUS STAPLE GIST I DIAMONDI PATTERN I I DETAIL FACIA BOARD air afvtul 3/4- X 1/4- CROWN STAPLE -24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 3/4' X 1/4' CROWNCIA 8' 1J—CHANNEL BOARD 1-3/4' TRIM NAIL STAPLE ON CENTER 4NAJLPscrewedtosoffit ith one(1) #8 x PAINTED S.S. 48' FASCIA CAP 1/2" x 1/8" head diameter screw. O.C. X 1/4" 16" o.c. WN STAPLE SOFFIT —max. 12-inch span S WOOD OR BLOCK SOFFIT. & FASCIA SUBSTRATE D ETAI L ALC15001.2 FL12194-R5 Page 3 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIACAP SOFFIT Yr- CROWN STAPLE OPEN RAFTER FASCIA BOARD N CAS/B' I•N!1 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT i FASCIA WAR f' CHANNEL SOFFIT; MAX. W SPAN MASONRY SUBSTRATE ALC15001.2 FL12194-R5 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 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. j Installation Detail 16F-3 Min. 3/6" head dia. nail with min. IWI engagement(for wood substrate) or min. 0.097" dia, T-nail or stub nail with min. 5/8" ongagemenL(for concreto or.'block substrate). spaced as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL Wood, Concrete or Block .Wall FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. L-PAINTED S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001.2 FL12194-R5 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail t,`, SOFFIT STAPLE OPEN RAFTER 3/4• x 1/4• DIAMOND PATTERN 1-1"D ETAI LCROWNSTAPLESI USING A DIAMOND /W K"'r stmus ` / PATTERN FACIA BOARD / If FASCIA CAP 16F-4 116= L 3/4' X 1/4' CROWN FACIA BOARD 1-3/4' TRIM NAILTRIM8' STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. 7—*'F* CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4' X 1/4- CROWN STAPLE SOFFIT— max. 16-inch span WOOD SOFFIT• SUBSTRATE SOFFIT &FASCIA DETAIL ALC15001.2 FL12194-R5 Page 6 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1;' TRIM NAIL FASCIA BOARD PAINTED 5.5. FASCIA CAP SOFFIT 1'q!' CROWN STAPLE OPEN RAFTER FASCIA BOARD 1-4- CROWN STAPLES SOFFIT & FASCIA USING A DIAMOND DETAIL 16F-2 & PATTERN: REFER TO SOFFIT STAPLE 161F-6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER i0 SOFFIT i FASCIA F' CHANNEL DETAIL SOFFIT: MAX. IV SPAN H SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 7 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 3T KIVM SOFFITSINUS STAPLE OIL I DIAMONDI PATTERN I DETAILEraETvm+iFACIABOARD trw ts /. 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 3/4" X 1/4" CROWN 8 ON CENTER 1-3 4 TRIM NAIL FACIA BOARD CHANNEL 1-3/4- TRIM NAIL pAIN7E0 S.S. PAINTED S.S. 48' FASCIA CAP O.C. 3/4• X 1/4- CROWN STAPLE SOFFIT -max. 16-inch span SOFFIT woOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001.2 FL12194-R5 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail It* TRIM NAIL FASCIA BOARD PANTED S.S. 1-rt- CROWN FASCIA CAP STAPLES SOifR USING A DIAMOND PATTERN:REFER TO rvt' CROWN STAPLE SOfFII STAPLE DIAMOND PATTERN DETAIL t t' TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT 8 FASCIA DETAIL 24F-1 & 24F4 1'et' CROWN STAPLE -- FASCIA [AP: REFER TO SOFFIT i FASCIA / \ DETAIL Nile 1' r j18 Batten Anchored to SOFFIT: MAX, 24' i-CHANNEL e 7Raller& re vilh one 0 I Ring SAenh Neil at WOOD SUBSTRATI evert Roller 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 I' TRW NAIL FASCIA BOARD PAINTED S.S. 1-1' SMOOTH SHANK( FASCIA CAP ROOF NABS SOFFn 1'aj' CROWN STAPLE 1 j' TRIM NAR FASCIA BOARD PAINTED S.S. SOFFIT 8 FASCIA 24F-2 & DETAIL 24F-5' 1'w CROWN STAPLE FASCIA CAP: REFER 10 SOFFIT & FASCIA DETAIL Nominal 1'a2' SYP Rattan Anthered to SOFFIT; HAx. tt' F-CHANNEL Rafters w4h one 7d Ring Shank NaR of every Rafter MOOD SUBSTRATE ALC15001.2 FL12194-R5 Page 10 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t' iRIM RAIL FASCIA BOARD PAINTED S.S. ItGA i' i-IIA0.S 1 fASCIA CAP SOFiIi VVV 1'Bt' CROWN STAPLE I I- TRIM NAII FASCIA BOARD PAL4110 S.S. SOFFIT & FASCIA DETAIL724F-3 & 24F-6 I-4'' CRDMN STAPLE FASCIA CAP. REFER 71— 10 11"0 S FASCIA DETAR, Nominal 1'12' SYP Batten Anchored to SOFFIT; MAX. 24' F-CHANNEL Rafters v11A ene 1d Ring Shank Nail al every Rafter MASONRY ALC15001.2 FL12194-R5 Page 11 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t' TRIM NAIL FASCIA BOARD PANTED S.S. I'tt• CROWII STAPLES FASCIA CAP USING A DIAMOND SOFFIT PATTERN; REFER TO r • CROWN STAPLE SOFFIT STAPLE CANTILEVERED DIAMOND PATTERN RAFTER DE1 AIL FASCIA BOARD I i• 1RIM NAIL SOFFIT & FASCIA PAINTED ss. DETAIL. 24J-1 8 t'at' CROWN STAPLE 24J-2 FASnA CAP: REFER TO SOFFIT 1 FASCIA, OETA0. / S) Nominol Y71 11. Dallens " \ cabbed between rafters and SOFFIT: MAX. 24' 1-CHANNEL secured with one (1) 7d sing shank rW1 suagnt•naffe0 through the m6at Into the end - W000 SUBS?RATE of the batten or two (2) 7d / ring spank nalla tosnalled on \ / either Wde of the bottom at the batlenfrofter Intersection / SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-11. 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, Ke = 0.85 7. Vu„ is shown in the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. 8. Projects with mean roof heights greater than 60-ft shall be evaluated by a licensed design professional. 9. Zones 4 and 5 shall be defined as shown below. Dimension "a" shall be 10% of the least horizontal dimension or (0.4 x Mean Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for 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 j - _ ' -.l Desi" n.W_ ind Pressures for, Soffits in Ex osure B ' :.•-: ; - _ = - TYPe Zone Mean Roof Hei 'lit' ft s. ;.•-BasicWind Speed, m h 120 130--150 170' - 180 = 190= 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 1 -18.3 21.5 24.9 28.6 32.5 36.7 1 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 5 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 1 13.1 15.4 17.8 1 20.5 23.3 26.3 29.5 1 32.9 36.4 ALC15001.2 FL12194-RS 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 Design Wind Pressures for Soffits in Exposure C Building Type Zone Mean HeightRoof ftF-22.6 Basic Wind Speed mph) 130 140 150 160 170 180 190 200 Enclosed 4 20 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 - 58.4 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 Positive Loads) 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 5 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 1 19.7 1 22.9 1 26.3 1 29.9 33.7 37.8 1 42.1 46.7 60 17.4 1 20.5 1 23.7 1 27.2 1 31.0 35.0 39.2 1 43.7 48.4 ALC15001.2 FL12194-115 Page 3 of 4 This evaluation report is provided for 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 Desi n Wind Pressures foe.Soffits'in:Exposure D; -;• r Building Zones, - Mean'' Roof - ht_ ft a•,_.i ;ti : _•= '_5 BasiclNihd,S •eed fn h 'r , y`• ='•- - - 120'<,-; s 130 =, 140'. 150 160 170: 180 190 ' 200 ;. Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 1 -73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56A Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33A 37.5 41.7 46.3. 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4- 33.4 37.8 42.3 47.2 52.2 50 19.6 1 23.0 1 26.7 1 30.6 1 34.8 39.3 44.1 49.1 54.4 60 1 20.2 1 23.7 1 27.5 1 31.6 1 35.9 40.5 45.4 50.6 56.1 ALC 15001.2 FL12194-R5 4of4 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 attnbutes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 318" F-Channel 3/8" 3/8" J-Channel 3/4" — 1/8" HEM T f -T 3/4" ISOMETRIC VIEW 3/8" PROFILE ISOMETRIC VIEW 3/6' PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-115 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREED{ TECHNICAL SERVICES, LLC 3/4" 7/81, 1 1/8" HEM T 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 02V TYP our rep 18' BLANK 3, / 8 FROFILE o oaoo ooaa aooao ooa a000a a000 ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 7/B"1 5/16" 1/2" 1/2" 1/2" 1/2" 1/2" 3/4" 1/8" 1/8" !3/8' e:rm 011STP 13.75" BLANK 3/8" PROFILE loll DDDD O D D D D DDDD a D D D D D DDDD 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 Professionji. Regulation - fig. 8CI5 Home I Log In I User Registration Mot Topics Submit Surcharge Stats 6 Facts Publications ( FSC Staff I SCIS Site Map I Links I Search FIDf'da c r Product Approval S, USER. Public User Product Aooroval Menu > Proouet or Aoolicabon Search > Aooiication Liit > Application Detail FL # FL7006-R9 Application Type Revision Code Version 2014 Application Status Approved Approved by DSPR. 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 G IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext200 rmetzOOI@tampabay.rr.com Robert Metz rm etz001 @ta m pa ba y. rr.co m Bob Metz REMCO of Pinellas 456 Avila Circle NE Saint Petersburg, FL 33703 727) 776-5261 rmetzOO1@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 C Validation Checklist - Hardcopy Received Standard ASTM D3161 modified to 110 mph ASTM 03462 ASTM 07158 Class H ASTM E108 Year 2009 2009 2008 2007 http://www. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEV XQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 2 of 3 0 Product Approval Method Method 1 Option A Date Submitted 06/28/2015 Date Validated 06/30/201S Date Pending FBC Approval Date Approved 07/06/2015 SummarV of Products FL # Model, Number or Name Description 7006.1 Cambridge, Cambridge HO and CRC Laminated architectural fiberglass asphalt shingle Biltmore AR manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - S 6 15.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation• Instructions Letter InstallationFL7006R9IIIKO-133-02-01 - Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap fiberglass This is a 12" x 12" fiberglass asphalt shingle used to cover shingles the hip and/or ridge of an asphalt shingle roof system manufactured in Toronto, Ont. and Brampton, Ontario Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II Hip and Ridge Cap Shingle Installation Instructions.odf FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Parry: No Evaluation Reports Created by Independent Third Party: 7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 1S.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 ii IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf FL7006 R9 II Roofina-Products-Leading Edoe-Plus- Aoollcation-EN(1).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, IL plants http://www. floridabuilding.orglprlpr_app_dtl.aspx?param=wGE VXQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVH2:: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odfApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odfDesignPressure: N/A Other: 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 If WO-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: Batic .ert Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487.1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement •: Aeeessibdlty Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your *-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 "ditional mail. If you have any questions, please contact 850.487.1395. 'Pursuant to Section 4SS.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 4S5, 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. tf you do not wish to supply a personal address, please provide the Oepartment 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 110te• Product Approval Accepts: Crbdi.. Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 CONSTRUCTION MATERIALS TECHNOLOGIES March 30, 2015 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2014 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab—Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN -Laminated Appins_8TTEFS-2012-04 reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidge12_3HRTri-2013-O8_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: 1 L Signed: Brad Grzybo ski Duc T.0 esn Managing O(rector Florida Re ere Profeslonal 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 PR Consftdon Materials Technologies, U.C. 6412 Badger Ome Tampa, FL 33610 Tel: 813-621.5777 Fax: 813-621-5840 a -mail: matedalstes6ng@pricmLcom WebSite. http./MwW.pdCMt.com IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (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 5-5/8". STEEP SLOPES t-trz- t-trt LI Iff trr 6t tre NAILS NAILS 00 NOT NAIL INTO OR ABOVE THE SEALING STRIP PPo Construction Matenals Technologies, LLC. 6412 Badger Onve Tampa, FL 33610 Tel: 813.621.SM fax. 813.621.5840 e-mail. materialstesling&nanLcom WebSile: http://www.pricml oam 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 undedayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". 110 0liv 0 fil 0 1 NAILS v f NAIL LINE NAILING - STEEP SLOPES APPLICATION Use sbc nails as shown. era a.r CEMENT PROPER APPLICATION REOUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Materials Technologies, U.0 6412 Badger Drive Tampa, FL 33610 Tel• 813.621.5777 Fac 813-621.5840 email. materialstestng@0cmLcom WebSite: httpJMww.pdcmLcom 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 ,. Gs mm) TAPER ctrr PM Construction Materials Technologies, I.I.C. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5M Fax- 813-621.5840 e-mail: matenalstesting@pricmt.00m WetSite: htt:/Mo w.pdcmtoom IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required. 2. Each 39 3/8" x 131/4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower comer of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. Kd Construction Materials Technologies, LLC 6412 Badger Onve Tampa, FL 33610 Tel: 813.621-SM Fax: 813.621.5840 e-mail: matenalstestirg@pncmtcom WeGSite: httpJ/www.pncmLaom Florida Building Code Online Page 1 of 2 Business &'Professional Regulation 1 y f iiiYai : • • n.. u SCIS Mome I Log In { User Registration Not Topes ( Submit Surcharge Stats a facts j Publications PBC Staff { SCIS Site Map { UnkS Search { rlolida q r Product Approval I•I• USER, Public User Product Approval Menu > Product or Applicatlon Sean:n > Application Ust > Application Detail FL # FL2346-RS Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Testing Lab Quality Assurance Entity Quality Assurance Contract Expiration Date Validated By Certificate of Independence n Warrior Roofing Manufacturing 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 115 Steven@ WarriorRooring. net Steven Crew Steven@warriorRooring.net Steven Crew 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Steven Crew 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Roofing Underlayments Test Report PRI Construction Materials Technologies, LLC Keystone Certifications, Inc. 10/05/2019 Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard ASTM D226 ASTM D4869 Equivalence of Product Standards Certified By Year 2006 2005 JI affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. http ://www. flo ridabuilding. org/prlpr_app_dtl . aspx?param=wGE V XQwtDgtOc8 bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity OYes C•No 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 HVH2: Yes FL2346 RS II Installation(nstructions.odf Approved for use outside HVH2: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 1SA Test Reoort.odf Other: Primary roof covering should be installed FL2346 RS 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 HVH2: No FL2346 RS II Installationinstructions.odf Approved for use outside HVH2: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 RS 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 Nerzt Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 8SO-487.1824 The State of Florida is an AA/EEO employer. Coovneht 2007.2011 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a publlc-records request, do not send electronic mail 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 455.27S(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 d0 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 45S, F.S., please dick D=. Product Approval Accepts: 1 Ciedit Card Safe http://www. floridabuilding.org/prlpr_app_dtl. aspx?param=wGEVXQwtDgtOc8 bnSknRps9... 9/7/2017 WARRIOR, ROOFING MANUFACTURING P. 0. BOX 40185 • TUSCALOOSA, AL 35404 • PHONE (205) 553-17U • FAX (205) 5534755 193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 • FAX (770) 207-0775 a 323 DEVELOPMENT AVENUE • CHAMBERSBURG. PA 17201 • PHONE (117) 709-0323 • FAX (717) 709-0027 Roofing Felt Installation Recommendations Be aware that roofing felt should not be walked upon prior to fastening into position. Proper safety equipment is recommended for all installations. Also, the roof decking should be clear of debris and moisture prior to installation of the roofing felt. Roofing felt should be installed from the bottom of the roof in horizontal layers to increase the water shedding ability of the felt. The initial layer of felt should be installed to cover the bottom edge of the decking, from edge to edge. Overhang is not required. Anchor the top comer of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next -course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the bottom and overlap each subsequent length a minimum of two inches as you move up the valley tgiris:poerrwae r shedding. . ;> .. •w:: - In the event some wrinkles are created while fastening down a course of felt, slice the wrinkles and fasten them flat to the deck. Then seal the cuts with waterproofing cement. Installation of the primary roof covering (ex. Shingles) is recommended immediately after felt installation. NOTE: LOCAL BUILDING CODES MAY REQUIRE A DIFFERENT FASTENING PATTERN AND/OR SPECIFIC FASTENER TYPES THAN RECOMMENDED BY THESE INSTRUCTIONS. PLEASE CONTACT YOUR LOCAL BUILDING CODE ADMINISTRATOR FOR THE EXISTENCE OF REGIONALLY SPECIFIC FASTENING REQUIREMENTS. CITY OF SANFORD FIRE PREVENTION mid (on a- BUILDIN PERMIT APPLICATION ro y+ l: Ci Application No: J r% 3 to q g Documented Construction Value: $ Job Address: 3 % ) U Sn e- Historic District: Yes No Parcel ID: ResidentiajL ommercial Type of Work: New,[J Addition Alteration Repair Demo Change of Use Move Description of Work: 1 T t rL- %L) D CA Plan Review Contact Person: Phone: Fax: Name Street: City, State Zip: Title: Email: Property Owner Information Phone: Resident of property? : Contractor Information Name s 77 Phone: 813 -9/07 3403 e-x-1 a3 2- Street: jn3 4 59iDDrr Fax: City, State ZipState License No.: Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone:, Fax: _ E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commencedpriortotheissuanceofapermitandthatallworkwillbeperformedtomeetstandardsofalllawsregulatingconstructionin 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: 5t° Edition (2014) Florida Building Code Permit Application Revised: June 30, 2015 there may be additional restrictions applicable to this property that may be NOTICII In addition to the requirements of this permit, uired from other governmental entities such as water _ found iri the public records of this county, and there may be additional permits reqmanagementdistricts, state agencies, or federal agencies. - Acce tance of permit is verification that I will notify the owner of the property of the uirements of Florida Lien Law, FS 713. req P of the executed contract is required The City of Sanford requires payment of a plan review fee at the time d the es permit submittal. A copy l. in order to calculate a plarf review charge and will be considutrent IC Valuation.Tabletimatedtineffectatthetime value of the job at permit is issued, in The actual construction value will be figured based on the c accordance with local ordinance. Should calculated charges` issued. figued off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the perm WNE R'S AFFIDAVIT: I certify that all of.the foregoing information an accuHingrate and that all work will be done in compliance with all applicable laws regulating construction u to Signature of Owner/Agent - Date gtteture o Co o Agent _ D Print Contractor/Agent's Name Print Owner/Agent's Name lit Date Date Signatura gf%jtary-Statepugft.0'ClairSignatureofNotary -State of Florida p... J Commission GG151707 Expires: October 15.2021 6000 nown Personally'Known to Me or - Contractor/Agent is to-1v' Owner/Agent is Produced ID _ TYPe 01 Produced ID . Type of' -ID BELOW IS FOR OFFICE USE ONLY Electrical Mechanical Permits Required: BuildingPlumbing0 Gas Roof Flood Zone: Occupancy Use: Construction Type* , Total Sq Ft of Bldg: Min. Occupancy Load: - of Stories: f F'tures New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes[] No 0 APPROVALS: ZONING: ENGINEERING: COMMENTS: Revised: June 30. 2015 lumbtng - o t of Heads Fire Alarm Permit:' Yes ' No UTILITIES: WASTE WATER: FIRE: BUILDING: permit Application 1' WYNWAM PRESERVE CONTRACT, AGREEMENT SERVICE SIZE SQ FT A/C SYSTEM PRICE PLAN 10AW HEAT 240V, 60A 6,663.00 BARCELONA 200A 2392 5-TON AC 24OV, 50A 10AW HEAT 240V, 60A 6;667.00 CARNIVAL 200A 2402 5-TON AC 240% SOA 10AW HEAT 240V, 60A 8,477.00 CYPRESS MA 3449 5-TON AC 240% 50A 10-kW HEAT 240% 60A 6,992.00 GLASTONBURY 200A 2798 5-TON AC 240% SOA MADRONA 8-kW HEAT 24OV, 50A 5,740.00 200A 2091 4-TON AC 240V, 40A 8-kW HEAT 240V, SOA 5,455.00, MARGATE It 200A 1966 4-TORAC 24OV, 40A 8-kW HEAT 240V, 50A 5,701.00 MELBOURNE 200A 2107 q-TON AC 240%40A 5-kW HEAT 240V, 35A 4 279.00 MILAN 200A 1349 3-TON AC 240V, 30A 10-kW HEAT 240V, 60A 6,281.00 PEMBROOKE 200A 2570 5-TON AC 240% 50A 10AW HEAT 240V, 60A 6,616.00 PENNSACOLA 200A 2570 5-TON AC 240% 50A CONTRACTOR/OWNER: DATE: DATE: l EDMONSON ELECTRIC: 4t•.e a ._... 1034 Skipper Road • Tampa, FL 3 13 e-Phone:(813)9cOscuec33oosaoex 813)910 6546 • www.Edmonson ectric.com e- . CITY OF SANFORD BUILDING & FIRE PREVENTION WIR PERMIT APPLICATION Application No: 1-1-3WSI 5 a rd Y a rn Documented Construction Value: S 0,620 • 00y22 cjJobAddress: 2J 7 IQkZ e a e . it Historic District: Yes No [P Parcel ID: v Residential]. Commercial Type of Work: NewKAddition Alteration Repair Demo Change of Use 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: infoapi-orlando.com Property Owner Information Name , i` (,'_ Phone: Street: Resident of property? City, State Zip: Contractor Information Name Advantage Plumbing, Inc. Phone: 407-323-7515 Street: PO Box 1117 Fax. 407-323-8954 City, State Zip: Sanford, FL 32772 State License No.: CF-0057881 Architect/ Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Address: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shalt be Inscribed with the date of application and the code in effect as of that date: 50 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application I r. NQUQ: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table m 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. Signaune of Oww0AVW Date Print Owner/Agent's Name Sigoaoue of Notuy-Stats of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID J 21-7/18 Sigttatme ofCootaoloNAsent Data A. Thomm Smah Print Cow or/Ameaat'e Name 8igaa re ofl 'otery-StaDe off Dula NMARY PUBM STATE OF FLORIOA Caime oGi3880 t9 ° Expires t3f2IAMI 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: I Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures, Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER COMMENTS: Revise&- June 30.2015 ENGINEERING: FIRE: BUILDING: Pamit AppUation DESCRIPTION AS FURNISHED Lot 58, WYNDHAM •PRESERVE, as recorded in Plot Book 81, Pages 93 through 102 of the Public Records of Seminole County. Florida. BOUNDARY FORICERT97ED TO: Park Square Enterprises, LLC (o Delaware Corporation): Winderweedle, Haines; Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America REMAINDER Of LOT 4 PALMER'S SUBOMSION N 89'S1 YI " EPUTBOOK2, PACE 41 60.00' 10' FENCE 4Fj, ESA .. 34.80' 34.88' LOT 58 C 11! 7.50' 7.50' TRACT G P.C. OF TRACT C r 11ae9' FORMBOARD FOUNDATION TDF- TOP OF FORM PFORA( AVERACE-20.35' 9. 1 25.20' M.", I ____I 10U-ME5A? N 89.40 51 " E 60.00' 1 7 7.50, LOT 57 SCMOkCKS AS FUR14SHED FRONT - 25•(•) SIRUP 50(40• LOT) q' p4• 7.5• (60' LOT) a 10• (75• LOT) _ _ _ BLUE. GROUSE LANE SIDE STREET - 25' (60' &75' LOT) 60' PRTVATB R/1t) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAW LOTS. NO MORE TITAN 2) IN SUCCESSION AT 20' AND A MNMUM PLOT PLAN AREA CALCULATIONS OF (2) IN SUCCESSION AT 25' IOTAL LOT AREA 7.494 t SQUARE FEET PROPOSED . FINSH£D SPOT CRADE ELEVATIONS FUTWORK ON/OFF LOT . TOTAL t SQUARE FEET FLAMORK PER ORAMACE PLANS ORNE 403/ 110- 313 2 SQUARE FEET FCUNOATTON/PAO 2.484 f SOLARE FEET V PROPOSED DRAINAGE FLOW WALKS 68/J00 J68 t SQUARE FEE REAR PATIO 1J6 4 SQUARE FEET LOT GR40M TYPE A MOO jo S00 4.3291250 - 4.379 t SQUARE FEET FRONT PORCH DECK 64 t SQUARE FEET PROPOSED F.F. PER PLANS - 29.3' POOL DECK N/A ! SQUARE FEET M M' FROM S0[WAUI AND STREET L004I10N M01 FROM PLANS PRONDED 6r CL#&T • Nor FKLO rEA'M1m CRUSEWMEYTR-SCOTT & ASSOC., INC. - LAND SURVEYORS 1AccNt - LO:OO . a•r0 in : POW0. LAK E COLONW. OR. ORLAN00, FL. J2807 (407)-277-32J2 FAK (407)-658-14J6 V. . oa PAC PAE MOM MynA[ IA YYI AO PLL • rom K tOAOAO ORr•nSO 1, TIC MOOlgl.M' OOQ M[A[AI' tnlT' IIMr DO AMO4 MArS 1ML SrAIOYOS ar IYML7r7f AA IORM A 11O naa ADow or CM . 0tl[r[ M1t1[Mr PAO • 4SOS. Kr M. . VA• M -/MI HIS MA Ia."" FIOMISO ML S41100Ar AIO MVPOM M OVPM i1-17 F{YOP /YQ04101E CCo( F1/6UWr M SMIM MMY. RARIM SM93 2. IMM OMM= W N SLOMM 4 DOMRM AND 4AOML AMM WAL. DO AMAIr wP OR OM@ AK NOT 1WAA IN= . FAzff. [A VA VIrNLY Pot11 Boa . roar v KrvFa1D rAk . tM414RA A n0 DAM' Ou MOO® MOM OLL MORIOUM NASOMM IA PC SLAKIOL now wr w 0110 11[JOOCOry1f 44 91MOM3 OMT ARM MS MWOMac. . 1A.1 ar osROA:.an rAw . wM.Ns4 A[/OARA: woMSOR w NO IAOOOIIAAO rmue" N00 AM tow" Mw on-pla I[ Dow1RAOtYiMRutL0t IN . AO104-V•r on • AOOPYO LL • A•K KAA06 s Da AM& a 0101YNO ra MT SAL AMU v DAME CDffM 10 NO DOOID Mr AE ADLD WO By MN MCI 111M. A 00001M DOOM fM ME IOWMM OF 8001WA " MOWN OpAO NW AC USDA 10 ReaMern AAOMr MM 7. MUMMQ AN AMS01 ASSAOD OMlly AO ON r1C LA[ DOM/ AS UM MOM (AA) DAWN 119141101% / D10[K ARE Trim ON MMOML W0WM %OIIOIL AtRA1 W /AM 04M 4ndMM NWM AG : [LMCC A. CD11/RwtLp AOIIR Al10N.1•UK CID Ff 5011E I' ' P.1. • rang . tAMMCY KSCMP Mt[ V- CpPRFlED 91 - MI[ OADOr M. PLAN 12-04-17 3477-17i : AMCar:OWM u : Sa3 M RFORMBMRO TOIAIQADON/ELEVS of-12-u ell-1s KNIo10 mom nos awbow\Axoporr Does AOr UL Ar11AM INC ESrAYUSMO 100 YEAR FLOW HANE AS PER V M' 1< F 1711 IONS 'Jt' MAP / 12toweq F (0A-2A-07) Sppn R.L. 46pt t-7 - 3& qg -2,33-t GPt' UNIVERSAL ENGINEERING SCIENCES Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Materials Testing - ThresKold Inspection Building Code Administration, Compliance Inspection & Plan Review 3532 Maggie Blvd, Orlando, FL 32811 - P: 407.423.0504 - F: 407.423.3106 UES Project No: 0110.1700817.0000 Workorder No: 9356595-1 Report Date: 02/14/2018 Client: Park Square Homes UES Technician Bailey Gant 5200 Vineland Road, Suite 200 Date Tested 02/12/2018 Orlando, FL 32811 Project: Wyndham Preserve, House Lot Testing East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 hype of Test: Area Tested: Residential House Pad, Lot 58 Field: ASTM D-2937 Drive Cvlinder Method Material: Fill Laboratory: ASTM D1557 Modified Proctor Reference Datum: 0 = Bottom of Footing Hand Auger Borings: Location of Auger Borings: Northeast Corner of Pad Was Building Pad Staked: N Depth of Waterable Below Grade: N/A Borings Terminated 2 Feet into Native Ground? N Number of Locations: 1. Depth of Each Boring: 7.00 Unsuitable Soils: Were unsuitable soils encountered: N Samples Obtained: N General Description of Soils Encountered: 0'-2' Dark Brown Soil, 2'-3' Dark Gray Soil, 3'-5' Black Soil, 5'-' Light Tan Colored Soil, 6'-7' Medium Brown Soil Laboratory Test Results: Organic Content; N/A Moisture Content: N/A Should Material be Removed: N/A In -Place Density Testst Report The tests below meet the 95% minimum compaction requirement. Test No. Location of Test Range Maximum Density pcf) Optimum Moisture Field Dry Density pcf) Field Moisture Soil Compaction Pass or Fail 1 North Footing 0-1 ft 106.8 10.6 105.4 7.7 99 Pass 2 West Footing 1-2 ft 106.8 10.6 103.2 6.5 97 Pass 3 South Footing 1-2 ft 106.8 10.6 102.7 7.0 96 Pass 4 Southwest Corner of Pad (TOF) 1-2 ft 106.8 10.6 101.9 9.5 95 Pass 5 1 Northeast Corner of Pad (TOF) 1 2-3 ft 1 106.8 1 10.6 1 103.1 6.2 97 Pass Remarks: (TOF) 0 = Top of Fill 2337 Blue Grouse Lane This testing covers the house pad only. Pool and deck areas were not included in this study: these items can only be tested as they are constructed. Please notify us in the event you wish us to test pool subgrade and backfill. This item has been electronically signed and sealed by Manuel Irizarry, using a Digital Signature. Printed copies or this document are not considered signed and sealed and the signature must be verified on any electronic copies. If you have any questions, please do not hesitate to contact the signor or Liz Naranjo (extension 23134). Sincerely, Universal Engineering Sciences, Inc. COA No. 00000549 Manuel Irizarry z //"2018.02.15 15:32:14-05'00' Manuel Irizarry, P.E., M.E.C.E. Sr. Project Engineer -Construction Svcs STATE OF FLORIDA Professional Engineer No. 81510 To establish a mutual protection to Universal's clients, the Public and ourselves, all reports are submitted as confidential property of our clients and autho fzation for publication of statements, conclusions or extracts 6om or regarding Universal's reports is reserved pending our written approval. Page 1 i:7 ti 1 \ .`I' l i1 Job Address: 2337 Blue Grouse Lane CITY OF SANFORD BUILDING 8t FIRE PREVENTION PERMIT APPLICATION Application No: 3 otlY Documented Construction Value: S 5138 Historic District: Yes No Parcel ID: Lot 58 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 3.0 ton HVAC with duct work 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 City, State Zip: Orlando, FL 32811 Resident of property? : 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 FL 32792 State License No.: CAC 032444 Architect/Engineer Information Name: Street: City, St, Zip: Bonding Company: Address: Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. l certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit trust 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: 514 Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foreoing information is accurate and that all work will be done in compliance with all applicable laws regulating 96nstructiptt and zoning. Signature of Owner/Agent Date Si nature of Print O%vner/Agent's Name Signature of Notary•State of Florida Date 3/12/2018 Kevin Stine Print Contractor/Agent's Name Signature Date KELLY WEIISTER Notary Public - State of Florida Commission N FF 978034 My Comm. Expires Apr 4, 2020 Owner/Agent is Personally Known to Me or Contractor/A et is, s M=yql!lF0w-n twig Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: _ Total Sq Ft of Bldg: Min. Occupancy Load: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: UTILITIES: WASTE WATER: FIRE: BUILDING: c Revised: June 30, 201 S Permit Application DESCRIPTION AS FURNISHED: Lot 58, WYNDHAM PRESERVE, as recorded in Plat 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 REMAINDER OF LOT 4 ' Insurance Fund; Bank of America PALMER'S SUBDIVISION PLAT BOOK $ PAGE 41 N 89°51 '11 " E REC. 1/2' I.R. 2N' 60.00' 2- • REC. 1/2' I.R. NO CO. / 4596 tiy0 7.50' TRACT G O O~ c 4149D) P.V.C. 1 ACE FENCE ESMT. 34.80' 34.66. LOT 58 J 7 ADACCPAD 14.7 13.3 c COV'D. c 16 BRICK NID 17.0 ONE STORY ^ RESIDENCE F.F.- 29.36' COVO. BRICK i, 5.3' 7.0' 'i N 13.3' n " 10.75' `' 9.17' 19.3' J N BRICKCK BRICK jj OR. WALK 25.2 20' 0.9' 10 UTIL. ESMT. OFF P.C. OF •'s TRACT G A ?? - o-------. J1.------- 118.89' REC. 1/2- I.R. NO CO. SETBACKS AS FURNISHED FRONT 25'(•) REAR a 20' SIDE = 5' (40' LOT) 7.5' (60' LOT) 10' (75' LOT) SIDE STREET _ 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' 2ROPOSED a FINSHED SPOT GRADE ELEVATIONS ER DRAINAGE PLANS O PROPOSED DRAINAGE FLOW y LOT GRADING TYPE A MOD PROPOSED F.F. PER PLANS a 29.3' Q 5' CONC. WALK J- 7.50' ih 010 7.50' REC. 1/2- I.R. NO I.D. N 89.40'51 " E 60.00' 60BLUEGROUSELANE 50' PRIVATE R/Tn FLATWORK DRIVE WALKS SOD NOTE- FROM LOT 57 PLOT PLAN AREA CALCULATIONS TOTAL LOT AREA 7.496 t SQUARE FEET ON/OFF LOT - TOTAL f SQUARE FEET FLATWORK 403/ 110- 513 t SQUARE FEET FOUNDATION/PAD Z484 t SQUARE FEET 68/ 300= 368 t SQUARE FEET REAR PAflO 136 t SQUARE FEET 4,329/ 250 4,579 t SQUARE FEET FRONT PORCH DECK 64 t SQUARE FEET POOL DECK N/A t SQUARE FEET SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CUENr • NOT FIELD VERIFIED GRUSENMEYER—SCOTT 8c ASSOC., INC. —LAND SURVEYORS PLAT POL • POINT OM LOC A am POE PAC. • PaLs R[m= CVRVATI00: A ROD PONT OF CONPO II CULVATNK x CO/IT M NOUICNT RAIL • RADIAL LET LA. . Vr UL WALD 43% NA . /OHRAOAL POI OF 3wIN4NG CALL. CAL tm OG POINT OFCOOCNCDWff FAA PObIM off WO10CE ICHPO1 FF. • FINIDU FLOM ELEVATIONADNAIL & OM LSL • WILOI N0 =SACK LINK Lev vAr MT. C M tL NU KAMM TRAIN. ML DRAINAGEUTILM 1LM OWN LANK PUCE VLF_ Vm0 FOU ul CONCRETE /LOCII G Pam OFCURVATIAE PMWr OFTA"GOCToT. uc. Ro tlmN An LENGTH L OITAD OQRO OEAROG NORTH THIS BUILDING\PROPERTY DOES NOT UE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER 7MM' ZONE .9.MAP 1211700090 F (49-28-07) 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 NOTES. I. IW WAS'!, VED ODES M0001Y COMFY TINT /HMS SURVEY k1M DME STMIOMW Of PIMCIZE SET FORM BY 1ME PLOD M O MRD OF PROFE55101ML SWMYEIORS AND MAPPERS 01 CHAPTER W-17 FTOOM ADAM4 WHIT OOOE PURSUANT 10 SECTION 472027. AOMOA Sd1UES 2. WO.ESS UfBOSSFD MRN SURVEIOR•S S1 mnmt AND OROOOM M= SELL. Pa SURVEY HAP OR COPIES ARE IMOF VALA. 1. 1M5 SURVEY WAS PRERRm FROM TITLE MNFDf0 RON FtfiM ED 10 THE StRYrIM TMOK MAY Sr OMPR RFSifMCDOMS OR CASOOMS TMAT AFMT IME PROPOW.. 4. NO 1WWWROLINO AUNOWDANM M W SM 1,0001D 10MW OTH MM SHOWN. a IMS SURVEY 4 FROA M FOR THE SOLE 1k VTF OF DO= CERT TO AND SNroWO NOT EC ROM UPON BY ANY 011ER UNARY. DAMENSIONS SW Ml FOR 111E L.00A" OF AMPROY774E M HEREON SMOULD NOT MiC UM 10 /EroOHSTRIx SOIOVAARY LOVES. 7. AEA WS. ARE W = ASSUMED DATUM AND ON 111E LANE SMOMM AS BASE BE MO MW 4 ETM71OK IF SNW^ ARE aASEo ON 1641001 OEOKM VERTICAL OAnOd OF 1020. UNLM ODIffffi E NOTED. 0. CERTIFICATE OF AURIORQATWN No. 459L CEFMnED 8Y• NAwww•]w•••.sm Vn.l•I..•1ti.W4arl,n.n 2c— uL••r: i . " L;,; 2: 3 0•]].II Im.m11..101poeooeo/u/ro11io1camsw OIIC AUO/011U•l, 490 IY,bY•ArY w.•• ouo u000 TOM X. GRUSENMEYER. R.L.S. 1 4714 JAMES W. SCOTT. R.LS 1 4801 SCALE I— I' - 20' --4 1 DRAWN BY' ••• PLOT PLAN 12-04-17 3377-17 FORMSOARD FOUNOATION/ELEM 02-12-18 ell-18 nM4L/8AVS. 06-27-2018 1 4257-18