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HomeMy WebLinkAbout2422 Waxwing Way17-2880; NEW SFHCOUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER- 17100007 DATE: October 03, 2017 Vy BUILDING APPLICATION #: 17-10000717 BUILDING PERMIT NUMBER: 17-10000717 UNIT ADDRESS: WAXWING WAY 2422 .,17-20-31-502-0000-1440 l!/ TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: SUBDIVISION: TRACT; PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: PARK SQUARE ENTERPRISE LLC ADDRESS: 5200 VINELAND ROAD SUITE 200 ORLANDO FL 32511 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 2422 WAXWING WAY./ .LOT 144 WYNDHAM PRESERVE FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Housing 705.00 1.000 dwl unit 705.00 ROADS -COLLECTORS N/A Single Family Housing ..00 1.000 dwl unit 00 FIRE RESCUE N/A 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1,000 dwl unit 54.00 SCHOOLS CO -WIDE ORD Single Family Housing 5,000.00 1.000 dwl unit 5,000.00 PA 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 STATEMENT RECEIVED BY: ' `' SIGNATURE: PLEASE PRINT NAME) DATE: ,I 167 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 2-FINANCE 4-LAND MANAGEMENT NOTE** PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE GIVSEMINOLECOUNTYROAD, FIRE/RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. v PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUST BE EXERCISED. BY FILING A WRITTEN REQUEST WITHIN 45 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THk REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT -SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT.. THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST. CALL 407-665-7356. e CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1-7— C CO 0- Documented Construction Value: $ 00 4 Z?O j557. L Job Address: 2422 Waxwing Way, Sanford 32771 (Lot 144) Historic District: Yes No Parcel ID: 17-20-31-502-0000-1440 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone: 407-529-3135 Fax: Email: mparkison(aa parksquarehomes.com Name Park Square Enterprises LLC Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Property Owner Information Phone: 407-529-3000 Resident of property? : No Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Fax: 407-529-3001 State License No.: CRC1330351 Architect/Engineer Information Arch. / MJS Home Designs Arch. 407-629-6711 Name: Eng. / Don Bolden Eng. Phone: Eng. 386-668-7606 Arch./ 250 N. Wymore Rd. Suite B Winter Park FL 32789 Street: Eng./ PO Box 530783, Debary FL 32753 Fax: City, St, Zip: Bonding Company: Address: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code * /effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 5 3oz + — !A' Permit Application r 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 Signature of Contractor/ e Date Print Owner/Agent's Print SigiTatur of Notary- Stgn Y;+1% MICHELLE PARKISON f'* MY COMMISSION # FF 063452 EXPIRES: OCtober 30, 2017 a,.$', Bondod Thru Notary Publlc UndonMlters 09/lw/ 12 of Notary -State Ip;}13aNy ., MIL_,LE PARKISON MY COMMISSION # FF 063452 EXPIRES: October 30, 2017 Bondod Thru Notary PublIc Underwriters Owner/Agent ism Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building ® Electrical [R Mechanical © Plumbing® Gas Roof Construction Type: V& Occupancy Use: Total Sq Ft of Bldg: 7-C '7 Z Flood Zone: X' Scc A" L W 6"D Min. Occupancy Load: \''A # of Stories:-2- fL3 New Construction: Electric - # of Amps j0 Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No [ij # of Heads APPROVALS: ZONING: 2 4/f'?UTILITIES: C , ENGINEERING: t\-tTC, %Q-R-z.Ot_? FIRE: COMMENTS: Ok to construct single family home with setbacks and impervious area shown on plan. 53 • % me. Zo78 Swmoto- 3 , GP, tIR Fire Alarm Permit: Yes No WASTE WATER: BUILDING: 5F to-at-0 Revised: June 30, 2015 Permit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 1"7- c 2 (Q_ Documented Construction Value: $ 103,000.00 Job Address: 2422 Waxwing Way, Sanford 32771 (Lot 144) Historic District: Yes No Parcel ID: 17-20-31-502-0000-1440 Residential X Commercial Type of Work: New 0 Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Phone:407-529-3135 Fax: Title: Permitting Manager Email: mparkisonCaDparksquarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Resident of property? : No City, State Zip: Orlando, FL 32811 Contractor Information Name Park Square Homes/ Vishaal Gupta Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 Fax: 407-529-3001 City, State Zip: Orlando, FL 32811 State License No.: CRC1330351 Architect/Engineer Information Arch. / MJS Home Designs 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: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 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. Si a . • / •. •Ze / •. Print Owner/Agent 09/fig/i7 MICHELLE PARKISON MY COMMISSION # FF 063452 c EXPIRES: October 30, 2017 Bondod Thru Notary Public Undorwrlters Print Contractor gent o/10 0 Signatu a of Notary -State 10 "4. W?ftLE PARKISON MY COMMISSION # FF 063452 EXPIRES: October30,2017 01 Bondod Thru Notary Public Underwriters Owner/Agent is' Personally Known to Me or Contractor/Agent is` Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[-] Roof Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No UTILITIES: tee /U -1 •/ WASTE WATER: 19 BUILDING: Revised: June 30, 2015 Permit Application City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Michelle Parkison Firm: Park Square Homes Address: 5200 Vineland Road, Suite 200 City: Orlando State: FL Zip Code: 32811 Phone: 407-529-3135 Fax: Email: mparkison@parksquarehomes.com Property Address: 2422 waxwing way Property Owner: Park Square Enterprises, LLC Parcel Identification Number: 17-20-31-502-0000-1440 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) 07 ry'iOFFICIAL_USE ONLY x t F ' i 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: 0 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# 17-2880 Reviewed by: Michael Cash, CFM Date: October 9, 2017 i Application for Paved Driveway, Sidewalk or 2 1 111 Walkway Including Right-of-way Use & N -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 j., driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Know whays below. size and location of the existing right—of-way and use shall be provided or application could be delayed. Call before you dig. 1. Project Location/Address: 2. Proposed Activity: X Driveway 3. Schedule of Work: 4. Brief Description of Work Other: Start Date Completion Date Construction of new driveway for new single family residence This application is submitted by: Party Owner. A . A - _ A J Signature: !Idgffo / Address: 5200 Vineland Rd Phone: (407) 529-3135 Orlando, FL 32811 Print Name: Vishaal Gupta Emergency Repairs Email: mparkison@parksquarehomes.com Date: Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition. In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requestor does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requestor's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have Signature: Pre -pour Inspection by: Application No: _ Reviewed: Public Works Utilities Approved: Engineering Site Inspected by: Special Permit Conditions: understa the bove statement and by signing this application I agree to its terms. Date: Dy,/y% 2 his lKrmit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Date: Official Use Only Fee: Date: Date: Date: Date: k Q - Ct —ZUl 3 Date: November 2015 RUW Use unveway.pal LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: (y / % I hereby name and appoint: an agent of: David Mercer Park Sauare 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): P-----The specific permit and application for work locate at: Street Addr ) Expiration Date for This Limited Power of Attorney: License Holder Name: Vishaal Gupta State License Number: CRC1330351 Signature of License Holder: , STATE OF FLORIDA COUNTY OF Orange 12/31 /17 a' The foregoing instrument was acknowledged before me this °day of , 20P7_, by Vishaal Gupta who is ID(personally known to me or who has produced identification and who did (di* gnare joa Notary Seal) Print or type name µY°yo •. MICHELLE PARKISON t s MY COMMISSION # FF 063452 Notary Public - State of i EXPIRES: October 30, 2017 Commission No. F c CD3 15 a Bontlotl Thru NotaryPublic Underwriters My Commission Expires: /0-30•aoi-7 Rev. 08.12) as SCPA Parcel View: 17-20-31-502-0000-1440 r. Page 1 of 2 Property Record Card Dot ".CIA Parcel: 17-20-31-502-0000-1440 Owner: BRISSON INV LLC sccocrrrv, Property Address: 2422 WAXWING WAY SANFORD, FL 32771 Parcel Information Value Summary Parcel 17-20-31-502-0000-1440 Owner BRISSON INV LLC Property Address 2422 WAXWING WAY SANFORD, FL 32771 Mailing; 27 N SUMMERLIN AVE ORLANDO, FL 32801 Subdivision Name i WYNDHAM PRESERVE Tax District S1-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions Legal Description LOT 144 WYNDHAM PRESERVE PB 81 PGS 93-102 Taxes 2017 Working 1 2016 Certified Values Values Valuation Method Cost/Market Cost/Market Number of Buildings_,.:_,__ 0- Depreciated Bldg Value 0 Depreciated EXFT Value 0 Land Value (Market) 14,000 0 Land Value A 0 Just/Market Value " 14,000 0 Portability Adj 10 Save Our Homes Adj 0 0 Amendment 1 Adj E $0 0 P&G Adj 0 01............. .... _ Assessed Value 14,000 0 Tax Amount without SOH: $0.00 2016 Tax Bill Amount $0.00 Tax Estimator Save Our Homes Savings: $0.00 TRIM Notice Help Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 14 000 1 0 $14,000 Schools 14,000 0 1 $14,000 City Sanford 14 000 , 0 1 $14,000 SJWM(Saint Johns Water Management) 14 000 1 0 $14,000 I County Bonds 14,000 1 0 $14,000 Sales Description `Date Book Page Amount Qualified VaGlmp I No Sales No Permits http://parceldetail.scpafl.org/ParcelDetaillnfo.aspx?PID=l7203150200001440 8/30/2017 SCPA Parcel View: 17-20-31-502-0000-1440 Page 2 of 2 Extra Features Description Year Built Units Value i New Cost No Extra Features http://parceldetail.scpafl.org/ParcelDetaillnfo.aspx?PID=I 7203150200001440 8/30/2017 Page 1 of 1 THIS INSTRUMENT PREPARED BY AND o UPON RECORDING, PLEASE RETURN TO: R. Travis Retz, Esq. GODBOLD, DOWNING, BILL & RENTZ, PA 222 W. Comstock Avenue, Suite 101 Winter Park, FL 32789 RK OF iRCUIT t—.0tI'T :ONFTROLLEF•: CLERK'S t 17473301 CC' 'N' 'TA-' ACE ABOVE THIS LINE FOR RECORDING DAT. SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2" d day of August, 2017, by and between BRISSON INVESTMENTS, LLC, a Florida limited liability company, whose post office address is 27 North Summerlin Avenue, Orlando, FL 32801 Grantor"), to PARK SQUARE ENTERPRISES, LLC, a Delaware limited liability company, whose address is 5200 Vineland Road, Suite 100, Orlando, FL 32811 ("Grantee"). Wherever used herein, the terms "Grantor" and "Grantee" shall be deemed to include all the parties to this Special Warranty Deed and the heirs, legal representatives and assigns of individuals and the successors and assigns of corporations. The singular shall be deemed to include the plural, and vice versa, where the context so permits. WITNESSETH: THAT, for and in consideration of the sum of Ten and No/100 Dollars ($10.00) and other good and valuable considerations, the receipt and sufficiency of which is acknowledged by Grantor, Grantor hereby grants, bargains, sells, conveys and confirms unto Grantee all that certain real property together with the improvements thereon (hereinafter collectively referred to as the "Real Property") in Seminole County, Florida, more particularly described as follows: See Exhibit "A" attached hereto and incorporated herein by this reference. TOGETHER WITH all the tenements, hereditaments and appurtenances thereto belonging or in any way appertaining. TO HAVE AND TO HOLD the same unto Grantee in fee simple, forever. AND Grantor hereby fully warrants the title to the Real Property and will defend the same against the lawful claims of all persons claiming by, through or under the Grantor, but not otherwise; the foregoing subject to, real estate taxes or assessments for 2017 and the matters set forth on Exhibit "B" attached hereto and incorporated herein by this reference, all of which, by reference hereto, shall not serve to reimpose same. Book8965/Page144 CFN#2017078301 Page 1 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 Page 1 of 1 IN WITNESS WHEREOF, Grantor has caused this Special Warranty Deed to be executed as of the day and year first above written. Signed, Sealed and Delivered in the Presence of: U 7 Print Name:& -LE eS'- (n pa f e- Print Name: R. 'Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: Ro ert Itkissepresentative The foregoing instrument was acknowledged before me this 2 2 day of July, 2017, by Robert Zlatkiss, as Authorized Representative of Brisson Investments LL,C, a Florida limited liability company, on behalf of said entity. He is personally known to me or has -produced. ica io . W COMMWpW A FF M4N DPIRMMg15,2= Bad d lAtu Nda y FMif lMdenwY n Notary Public, tate of on a Seal) Book8965/Page145 CFN#2017078301 Page 2 of 4 http://officialrecordsbv. seminoleclerk.orgBrowserView/ 8/24/2017 Page 1 of 1 Exhibit "A" Legal Description Lots 3, 4, 5, 8, 9, 13, 14, 15, 46, 47, 50, 51, 55, 56, 57, 58, 93, 94, 95, 99, 100, 104, 105, 106, 107, 108, 112, 113, 114, 115, 139, 140, 141, 142, 143, 144, 149, 150, 155, 156, 157, 162, 163, 164, 179, 180, 210, 211, 212, 216, 217, 218, 219, 220, 221, 224, 225, 229, 230, 231, 237 and 238, Wyndham Preserve, according to the Plat thereof as recorded in Plat Book 81, Pages 93 through 102, inclusive, Public Records of Seminole County, Florida. Book8965/Page146 CFN#2017078301 Page 3 of 4 http://officialrecordsbv.seminoleclerk.org/BrowserView/ 8/24/2017 Page 1 of 1 Exhibit "B" Permitted Exceptions 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 REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # 1'l- 7-%'60 Address: Z"M?- WA L-'-E BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 / Lintel / Tie Beam / Fill / Down Cell 30 / Sheathing — Walls 30 / Sheathing — Roof 40 Roof Dry In 50 Frame 60 J Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 v Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description o 1'S- 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final Min Max Inspection Descri tion 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 11,15- 1-7 BY: j D e fE C2 (i a t-1 _ NOV 1225 2011 A--1 CITY OF SANFORD BUILDING EFIRE PREVENTION RMIT APPLICATION go ApplicationNo: i 0 3 5 (' 5 Documented Construction Value: $ Historic District: Yes No Commercial Job Address: Residential Parcel ID: Alteration p Change of Use Move Addition Al Re air Demo g Type of Work: Ne ' , "fI/ Description of Work: 9- 0c) A Title: Plan Review Contact Person: Email: Fax: Phone: Property Owner Information Phone: Name Resident of property? : Street: Contractor Information Phone: u='3 3 Name fr> f?v. Fax: Street: State License No.:C l yl City, State Zip ArchitectlEng ineer Information Phone: Name: Fax: Street: E-mail- city, St, Zip:. _ Mortgage Lender: _ Bonding Company: address: Address, Y RESULT WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MENCEMENT IN YOUR BE SITE BEFORE THE FIRST INSPECTIONECORDING YOUR NOTICE IF YOU INTEND TO AIN OF PA YING TWICE FOR IMPROVEMENTS S O YOUR PROPERTY. A NOTICE OR RECORDEDANDPOSTEDONTHEJOBFINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFOREy` COMMENCEMENT. d to meet standards of all laws regulating construction oils, obtainapermittodotheworkandinstallationsasindicated. I certify that no work or installation as Applicationisherebymadetoolumbing, signs, wells, P commencedpriortotheissuanceofapermitandthatallworkwillbeperformeduedprtion. I understand that a separate permit rEc. must be secured for electrical work, p m this] and air conditioners, furnaces, boilers, heaters, tanks, withthe date of application and the code in effect as of that date: 5`" Edition (2014) Florida Building Code FBC105.3 Shall be inscribed permit Application permit, there may be additional restrictions applicable to this property that may be nd there may be additional be add equired from other governmental entities such as water _ TTICE: In addition to the requirements of this p und in the public records of this county, a - e uirements of Florida Lien Law; FS 713. anagetnent districts, state agencies, or federal agencies. of the r q e of ermit submittal. A copy of the executed contract is requiredacceptanceofpermitisverificationthatlwillnotifytheowneroftheproperty the ' ob at the time of submittal. The City of Sanford requires pay n,ent of a plan review fee i the the p erritit is issued, in e current ICC Valuation. Table in effect ceed thenactuale the c onstruction value, tea plan review charge and will be coil idered the estimated construction value o. in order to calcula P es figured off the executed contraTheactualconstructionvaluewillbefiguredbaseon accordance with local ordman ermSh it when the permiould calculatedtgissued - fees all work will creditwillbeappliedtoyourpcertifythat all of the foregoing information on an accurate and that OWNER' S AFFIDA T' I applicable laws regulating constru be done in compliance with all app i / , ' 1 n - Signature of Owner/Agent Print own,,/Agent's ent's Name gDate Signature of Notary -State of Florida Owner/ Ag ent is Personally Known to Me or Produced ID ___ Type of ID Print C ctOr/Agent's Name i 1 { J 1 1 u '- at Flon Signature'' flAu/ry-Statepunan Q'Clair JJ P,. • ' • 9 i Commission # GGi5170 October15, 2021 Fxoiresl/ l lit{tt bonotu l{iiu ralull Known to-IvI' Contractor/ Agent is Pe sonally produced ID __— Type O' W IS FOR OFFICE USE ONLY LRoof Mechanical El trical Plumbing Gas Flood Zone: _— permits Required: Building occupancy Use: Construction Type # of Stories: Total Sq Ft of Bldg: - Tlumbing - of Fixtures - Nev'; Construction: Electric - # of Amps Fire Alarm Permit:' Yes []- No Fire Sprinkler Permit: Yes[]No 0 # of He WASTE W ATER: UTILITIES APPRo-" ALS: ZONING: BUILDING-- ENGINEERING* k' IRE: COMMENTS: Permit Application CUNTRACT JOB NANE: DATE: 6/21/2017 PROPERTY OWNER OR HIS AGENT: DOCUMENT: ELECTRICAL CONTRACT REVISED PARK SQUARE HOMES SPEC: LEVEL I - WITH CFL BULBS FUEL: GAS/ELECTRIC ADDRESS: 5200 VINELAND RD mARKET: ORLANDO CITY: ORLANDO STATE: FL CITY: SANFORD STATE: FL WYNDHAM PRESERVE PLAN SERVICE SIZE SQ FT A/C SYSTEM PRICE SEBRING 200A 2410 10-kW HEAT 240V, 60A 6,758.00 5-TON AC 240V, 50A SORRENTO 200A 2078 8-kW HEAT 240V, 50A 5,465.00 4-TON AC 240V, 40A SPRUCE 200A 2774 8-kW HEAT 240V, 50A 7,264.00 4-TON AC 240V, 40A SUNDANCE 200A 1730 SAW HEAT 240V, 35A 5,081.00 3-TON AC 240V, 30A TELLURIDE 200A 2637 10AW HEAT 240V, 60A 6,601.00 5-TON AC 240V, 50A TRIBECA 200A 1986 8-kW HEAT 240V, 50A 5,608.00 4-TON AC 240V, 40A TUSCANY 200A 2718 AT 240V, 60AH10-kW HE 6,818.00 5-TON AC 240V, 50A WALTON II 200A 1811 8-kW HEAT 240V, 50A 5,110.00 50A 4-TON AC 240V, 40A WELLINGTON 200A 3075 QTY 2) 5-kW HEAT 240V, 35A 7,587.00 QTY 2) 3-TON AC 240V, 30A CONTRACTOR/OWNER: DATE: EDMONSON ELECTRIC: /. DATE: 1034 Skipper Road e Tampa, FJ 3 -3 a Phone:(813)910 34 3 • Fax:(813)910-8546 • www.EdmonsonElectric.com FLORIDA LICENSE 8 EC13005408 RECOPD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 144 Sorrento B RHG - S Builder Name: One Stop Cooling and Heating g0ILp/ C Street: 2422 Waxwing Way Permit Office: Seminile 2 8 8 0 sCity, State, Zip: Sanford , FL , Permit Number: # 4 lF C9¢` Owner: Park Square Homes Jurisdiction: G 70TD Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) o X. qRT d 1. New construction or existing New (From Plans) 9. Wall Types (2612.7 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1302.00 ft2 b. Frame - Wood, Exterior R=11.0 1026.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 284.67 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1518.0 sgft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1518.00 ft2 6. Conditioned floor area above grade (ft2) 2078 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A 11. Ducts R= ft2 R ft2 7. Windows(223.0 sqft.) Description Area a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 415.6 a. U-Factor: Dbl, U=0.55 135.00 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 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 24.00 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: 2.818 ft. Area Weighted Average SHGC: 0.232 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2078.0 sgft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1324.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 560.00 ft2 None c. other (see details) R= 194.00 ft2 15. Credits Pstat Glass/Floor Area: 0.107 Total Proposed Modified Loads: 62.00 PASSTotalBaselineLoads: 65.51 I hereby certify that the plans and specifications covered by Review of the plans and E S79?' this calculation are in compliance with the Florida Energy Digitally byBojan specifications covered by this 0 F0 Code. signed Paukovic calculation indicates compliance Bojan PaukovicDate 20,,.o9.ob,z:5$_z, with the Florida Energy Code. ti,P' ` i PREPARED BY:-04'-00' Before construction is completed DATE: this building will be inspected for compliance with Section 553.908 h I hereby certify that this buildi as esigned, is in c mpliance Florida Statutes. with the Florida Energy 71A GvOWNER/AGENT:BUILDING OFFICIAL: DATE: O6 DATE: Compliance requi s certification their handler unit manufacturer that the air handier enclosure qualifies as certified factory -se in a ance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and an envelope leakage test report in accordance with R402.4.1.2. Compliance with a proposed duct leakage On requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with Section 803 of RESNET Standards, is not greater than 0.030 On for whole house. 9/6/2017 12:55 PM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 144 Sorrento B RHG - S Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2078 Lot # Owner: Park Square Homes Total Stories: 2 Block/SubDivision: WP of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 0 Street: 2422 Waxwing Way Permit Office: Seminole Cross Ventilation: No County: Seminole Jurisdiction: 0Vsv0 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp V Design Location TMY Site Zone 97.5 % 2.5 % Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2078 19099.2 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1st Floor 1324 12313.2 Yes 2 1 1 Yes Yes Yes 2 2nd Floor 754 6786 No 3 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage 2nd Floor ---- ---- 194 ft2 11 0.29 0 0.71 2 Slab -On -Grade Edge Insulatio 1 st Floor 139.5 ft 0 1324 ft2 0.29 0 0.71 3 Floor Over Other Space 2nd Floor ---- ---- 560 ft2 0 0.29 0 0.71 ROOF V Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1698 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 1518 ft2 N N 9/6/2017 12:55 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1st Floor 30 Blown 1518 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below S Pace 1 S Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0 2 S Exterior Concrete Block - Int Insul 1 st Floor 4.1 10 0 9 4 93.3 ft2 0 0 0.8 0 3 E Exterior Frame - Wood 2nd Floor 11 27 0 9 0 243.0 ft2 0 0.25 0.8 0 4 E Exterior Concrete Block - Int Insul 1 st Floor 4.1 55 0 9 4 513.3 ft2 0 0 0.8 0 5 N Exterior Frame - Wood 2nd Floor 11 30 0 9 0 270.0 ft2 0 0.25 0.8 0 6 N Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.8 0 7 W Exterior Frame - Wood 2nd Floor 11 27 0 9 0 243.0 ft2 0 0.25 0.8 0 8 W Exterior Concrete Block - Int Insul 1 st Floor 4.1 44 6 9 4 415.3 ft2 0 0 0.8 0 9 Garage Frame - Wood 1st Floor 11 30 6 9 4 284.7 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 S Insulated 1st Floor None 39 3 8 24 ft2 2 Wood 1st Floor None 39 2 7 8 20.7 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang v Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 S 1 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 2 S 1 Metal Low-E Double Yes 0.54 0.25 12.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 3 e 3 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 4 e 3 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 5 e 4 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 6 e 4 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds None 7 N 5 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 8 N 6 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None 9 N 6 Metal Low-E Double Yes 0.58 0.25 64.0 ft2 7 ft 4 in 1 ft 0 in None None 10 W 8 Metal Low-E Double Yes 0.55 0.22 45.0 ft2 1 ft 0 in 1 ft 0 in Drapes/blinds None GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 420 ft2 420 ft2 52 ft 9.3 ft 1 9/6/2017 12:55 PM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000409 2228.2 122.33 230.05 .3674 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 33 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 34.8 kBtu/hr 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 Cert # Company Name Collector System Model # Collector Model # Area Storage Volume FEF None None ft2 DUCTS Supply ---- V # Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT QN RLF HVAC # Heat Cool 1 Attic 6 415.6 ft 2nd Floor 103.9 ft Prop. Leak Free 2nd Floor --- cfm 62.3 cfm 0.03 0.50 1 1 TEMPERATURES Programable Thermostat: Y CoolingJan j Feb Mar HeatinHJan Xj Feb f Mar VentingJan ]] Feb [X] Mar Ceiling Fans: A r May Jun Jul Au Se fAPrfMay4JunfJulfAufSePX] Apr [ May [ Jun [ Jul [ Aug [ Se Oct Nov Oct f X Nov Oct [ X] Nov j Dec Xj Dec j Dec 9/ 6/2017 12:55 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 Thermostat Schedule: Schedule Type HERS 2006 Reference 1 2 3 4 5 Hours 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 9/6/2017 12:55 PM EnergyGauge@ USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 Florida Department of Business and Professional Regulations nesiaent[al whoiebUilding rertormance and rrescri Live metnoas ADDRESS: 2422 Waxwing Way Permit Number: Sanford , FL , MANDATORY REQUIREMENTS See individual code sections for full details. 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. 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. O R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 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. R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 9/6/2017 12:55 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Corn Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105°F (41 °C) or below 55°F (13°C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 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. 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. R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100°F to 140OF (38°C to 600C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 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. 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. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. 0 R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in Section 403.6, or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 9/6/2017 12:55 PM EnergyGaugeO USA - FlaRes2014 - Section R405.4.1 Corn Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity. is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. 0 R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. 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. 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. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. 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 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. 9/6/2017 12:55 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 3 of 3 FORM R405-2014 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 95 The lower the EnergyPerformance Index, the more efficient the home. 2422 Waxwing Way, Sanford, FL,i-7 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area a. Concrete Block - Int Insul, Exterior R=4.1 1302.00 ft2 2. Single family or multiple family Single-family b. Frame - Wood, Exterior R=11.0 1026.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 284.67 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1518.00 ft2 6. Conditioned floor area (ft2) 2078 b. N/A R= ft2 c. N/A R= ft2 7. Windows" Description Area 11. Ducts R ft2 a. U-Factor: Dbl, U=0.55 135.00 ft2 a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 415.6 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 64.00 ft2 SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor: Dbl, U=0.54 24.00 ft2 a. Central Unit 34.8 SEER:16.00 SHGC: SHGC=0.25 d. U-Factor: N/A ft2 13. Heating systems kBtu/hr Efficiency SHGC: a. Electric Heat Pump 33.0 HSPF:9.00 Area Weighted Average Overhang Depth: 2.818 ft. Area Weighted Average SHGC: 0.232 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1324.00 ft2 a. Electric EF: 0.9 b. Floor Over Other Space R=0.0 560.00 ft2 b. Conservation features c. other (see details) R= 194.00 ft2 None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based on installed Code co tan features. // Builder Signatur( Address of New O le2 , i ity/FL Zip Note: This is not a Building Energy Rating. If your Index is below 70, your home may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 9/6/2017 12:55 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot 144 Sorrento B RHG - S Builder Name: One Stop Cooling and Heating Street: 2422 Waxwing Way Permit Office: Seminole City, State, Zip: Sanford , FL , Permit Number: Owner: Park Square Homes Jurisdiction: oqtg0 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces. Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 9/6/2017 12:55 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 wrightsoftt Project Summary Entire House One Stop Cooling and Heating 7225 Sandscove Cart, W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirg.com License: CAC032444 For: Park uare Homes 2422 axwing Way, Sanford, FL Notes: Job: Lot 144 Sorrento B RHG - S Date: 09-06-2017 By: LF/RI/BP lnformatioln" E, Weather: Orlando IntIAP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 68 OF Inside db 74 OF Design TD 26 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 49 gr/Ib Heating Summary Sensible Cooling Equipment Load Sizing Structure 20366 Btuh Structure 20649 Btuh Ducts 2266 Btuh Ducts 4681 Btuh Central vent (0 c1m) 0 Btuh Central vent (0 cfm) 0 Btuh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 22633 Btuh Use manufacturer's data n Rate/svvin multipplier 0.97 Infiltration Equipmen1sensible load 24671 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 4048 Btuh Ducts 971 Btuh Central vent (0 cfm) 0 Btuh Heatingg Coolingg none) Area (ft2) 2117 2117 Equipment latent load 5019 Btuh Volume (ft3) 19452 19452 Air changes/hour 0.41 0.21 Equipment Total Load (Sen+Lat) 29691 Btuh Equiv. AVF (cfm) 133 68 Req. total capacity at 0.75 SHR 2.7 ton Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6036H1 Cond 4TWR6036H1 AHRI ref 7562981 Coil TEM6AOC36H31++TDR AHRI ref 7562981 Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER Heating input Sensible cooling 26100 Btuh Heating output 33000 Btuh @ 470F Latent cooling 8700 Btuh Temperature rise 0 OF Total cooling 34800 Btuh Actual airflow 0 cfm Actual airflow 1160 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.046 cfm/Btuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.83 Capacity balance point = 32 OF Calculations approved byACCAto meet all requirements of Manual J 8th Ed. i wri g htSOft` 2017-Sep-061251.03 Rigti-Sute®Uriversal 2017 17.023 RSU16877 Page 1 sldop\TEMP PRINTLot 144 Sorrerto B RHG - Snp Calc = M,18 HoLse faces: S Aj-wrightsoft,* Right-JOWorksheet Job: Lot 144Sorrento BRHG-S Entire House Date: 09-06-2017 One Stop Cooling and Heating ByLF/ RI/BP 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirKj.com License: CAC032444 1 Room name Entire House PWDR 2 E) posed wall 253.5 ft 12.0 ft 3 Room height 92 ft d 93 ft heat/000l 4 5 Room dimensions Room area 21173 f[z 4.5 33.8 1`12 x 7. 5 ft Ty Construction U-value Or HTM Area 09 Load Area (T) Load number BWhRZ° F) Btuh4t2) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W: 12B siv.ne, 2.53 2.82 243 243.... 615 wmr 685 4.. 0 Or 0 0: t-G 13A-4ocs 4A5-2om 0.143 0.550 ne ne 3. 73 14.35 2.90 22.14 414 45 369 0 1377 646 1068 9% 0 0 0 0 0 0 0 0 11 126- 0- m 4A5-2om :" 0 097 0550 se se 253 1435 2. 82 21.42 270 15 243 2 615 215 685 321 0 0 0 0 0 0 0 0 UJ t- D V)/ 4B5- 2fm, ". - ___ `... 13A-4ocs 11 DO 126 Osw 4A5 2om 4135 2( m . 13A-4ocs 0.540 0.143 0.390 0 097 0 550 0 540 0.143 se.: se se sv sn - sw sw 14. 09. 3.73 10.18 253 14. 35; 1 g. 09:... 3.73 21.90 2.90 1227 2. 82 21.42 20.81: 2.90 12 93 24 243 15 4 512 3 69 24 224 2 1 489 169 258 244 567 215 56 1823 263_._ 200 294 631 321 83 1415 42 0 0 0 0 70 42 66 156 0 0 0 0 0 0 0 u .. _-."' o 245 11. 21 0 0; 0 190 4A5- 2om 0. 550 sw 14.35 21.42 15 2 215 321 0 0 0 0 L_(G G 4135-21m 12B- 09N , ' 46r2fm :. w 0. 540 0 097 0550 sw rnv.' nW.; 14. 09 253', 1435 24" 2. 82 2214 8 270 5 0 255 0 113 646 215 193 719 332 4 0 0 0 0 0 56 0 96 0'. V( J f-- G 13A- 4ocs 4A5- 2om 0. 143 0. 5501 nw nw 3. 73 14. 35 2. 90 22. 14 279 30 185 0 690 431 536 664 0 0 0 0 0 0 0 0 IN 61 c) AED excursion 16271 1 19 Envelope lossrgain 16565 15506 828 427 12 a) Infiltration 3802 1373 183 66 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 9 2070 0 0 Appliances/other 1700 0 Subtotal (lines 6to 13) 20366 20649 1010 493 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 865 427 14 Subtotal 20366 20649 1875 921 15 Dud loads 11 % 23 % 2266 4681 11 % 23 % 209 209 Total room load 22633 25330 2083 1130 Air required (dm) 0 1160 0 52 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. 9 - wrightsolFt Rigtt- Sunte® Universal201717. 023 RSU16877 2017-Sep-061 Page sldop\TEMP PRINT\ Lot 144 Sorrento B RHG - S.p Calc = W8 House faces: S 1 I -wrightsoftx Right-J@Worksheet Job: Lot 144 6-2sorrerrtoBRHG-S Entire House Date: O17 By: LF/RI/B/RI/BP One Stop Cooling and Heating 7225 Sardscove Court, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCoolirg.com License: CAG032444 1 Room name STC1 LNDY 2 Exposed well 17.0 ft 0 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/000l 4 Room dimensions 4.5 x 17.0 ft 6.0 x 7.5 ft 5 Room area 76.5 ft' 45.0 fF Ty Construction U-value Or HTM Area OF) Load Area OF) Load number Btuh/ftz°F) 13 2) 1 or perimeter (ft) Btuh) or perimeter (ft) BWh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W . _ .? 126 Osw = ,:; 0 097 new 2 53 2182 A as. 0 0 w 0 6 Q 13A- 4ocs 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 4A5- 2om 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0 12B Osw 'r r 0 097 se: 2.53 2 82 0 0 0 w0 0 0 0 0 1 1 4A5 2om y 0 550 se° 14 3 0 21.42 k 0 0 0 0 0 0 0 0 4B5 2fm 0 540 se_ 14.09 Nq 21.90 0 . 0 0 , 0 w_ 0A W -.0 z-, b Oi Y- D 13A- 4ocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 11 DO 0.390 se 10.18 1227 0 0 0 0 0 0 0 0 126 Osw F 0 097 siu 2,53 2.82 0 0 0 0 4A5 2om ; ° 0 550 sw 14 35 21'.42 d 0 0 0 0, 0 0 0 0 485 2fm' `_. ,, o.540 sn' 14bq 0 M.. D 0 0 0 0. w a:.0: 13A- 4ocs 0.143 sw 3'73 2.90 158 154 575 446 0 0 0 0 4A5- 2om 0.550 sw 14.35 21.42 0 0 0 0 0 0 0 0 4135 2fm 0.540 sw 14.09 24.09 4 0 56 96 0 0 0 0 12B- 0sw ,' 0097 nw 253 282 0 0 0 0 0 0 0'; 4B52fm . _ 0550 nva: h 01935 M, ..,.2214 0 _ 0 0 0 : ... 0 0 A 13A- 4ocs 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5- 2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 4A5- 2omd 0.580 nw 1514 27.72 0 0 0 0 0 0 0 0. P 12C-Osw 0 091 2 3$ 1:51 0 0 0 0 56 35 33 53 11D0„_ _'. _..--., 0390 rid, 1018..., 1227 0 ....... 0 0 A 0 21., I 21; 21b x 253; C 1613-30ad 0.032 0.84 1.76 0 0 0 0 0 0 0 0 F F 09 1,9csq „ , ,, 0 049 0.44 a<, , 0 31. 0 0 0 f 0 p i) 0 F 22Morn 1.180 30.80 0.00 77 17 524 0 45 0 0 0 xmx F ML MR, m T 6 c) AED excursion 15 21 Envelope loss/gain 1155 558 294 286 12 a) Infiltration 259 93 0 0 b) Room ventilation 0 0 0 0 13 Intemalgains: Occupants@ 230 0 0 0 0 Appliancesrother 0 500 Subtotal ( lines 6 to 13) 1414 651 294 786 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 1414 651 284 183 14 Subtotal 0 0 578 969 15 F Duct loads 11 % 23 % 0 0 11 % 23 % 64 220 Total room load 0 0 642 1189 Air required (cfm) 0 0 0 54 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. 4G h 4* 11- wrightsofta 2017-Sep-0612:51:03 Right- SuteOUriversal 2017 17.023 RSU16877 Page 2 sktop\ TEMP PRINT\Lot 144 Sorrento B RHG - S.rup Calc= M,18 Hose faces: S F- Date: O17 wrightsoft, Right-M Worksheet Job: Lot Date: RHG - S Entire House By: LF/RI/B 17 RI/ BP One Stop Cooling and Heating 7225 Sardscove Coot, Wirier Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg.com License: CAC032444 1 Room name Krr DINE 2 Exposed wall 10.5 If 9.5 ft 3 Room height 9.3 ft heat/cool 9.3 ft heat/cool 4 Room dimensions 14.0 x 10.5 It 1.0 x 147.0 It 5 Room area 147.0 T 147.0 ftz Ty Construction U-value Or HTM Area (T) Load Area (ff) Load number BtjM--q Btuh/ttz) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W" 12B 0sw,. :_ 0097 ne. 253 . 2.82 0--- 0 1 - 0-0 0y/ 13A-4ocs 0.143 ne 3.73 2.90 98 98 364 283 88 73 274 212 4A5- 2om 0.550 ne 14.35 22.14 0 0 0 0 15 0 215 332 I-G 12& Osw 0 097 se , 2S3 f82 0 0. 0 0 0= 0 0 0 1 1 G 4A5 tom 0 550 se 14.35 21,.42 0 0 0 0 0 0 0 0' I 4B5 2fm ` 0.540 se 14.09 21:90 0, 0 0 0 0 0 ...... 0 Y- D 13A- flocs 0.143 se 3.73 2.90 0 0 0 0 0 0 0 0 11 DO 0.390 se 10.18 1227 0 0 0 0 0 0 0 0 12& 0sv- 0097 sw 2.53 2:82 0 w 0 0 0 0 0 0 0 4A5- 2om 0.550 sw 14.35 21.42 x 0 0 0 0 0 0 0 0 4135- 2fm-.aa.., 0.540 sv 14,09 20.81 0 0.. 0 0., 0,.... 0 0 No y! 13A-4ocs 0.143 sw 3.73 2.90 0 0 0 0 0 0 0 0 4A5- 2om 0.550 sw 14.35 21.42 0 0 0 0 0 0 0 0 I 4B5-2fm 0.540 sw 14.09 24.09 0 0 0 0 0 0 0 0 1210sw ' 0.097 rrvv, 2.53 2.82 0 0 0 0 0 0 0 Oi 465 2fm-.:_, 13A- 4ocs 0. 550 0. 143 nw, ..- 14.35 nw 3.73 2214 2. 90 a . , . 0 0 w, 0 0 0 0 0 . 0 M _„ 0 0 0 M., 0 0 0 0 0 4A5- 2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 4A5- 2omd 0.580 nw 15.14 27.72 0 0 0 0 0 0 0 0 P D t2C Osw , 0091 238 1.51 130 s 130 309 196 0 0' 0 0' 11D0 .... 0390 n. - 10.f8 ...z- 1227 - 0 0-,, 0.-,..,. 0 0 0' 0 0; C 16&30ad 0.032 0.84 1.76 0 0 0 0 56 56 47 98 F .. 19G 19cs. .. A 049 Q.44 0.31; O MA ,., D u; 0 ..., 0A> 0 r 0 4,_ .' 0 O F 22A-tpm 1.180 30.80 0.00 147 11" 323 0 147 10 293 0 6 c) AED excursion -44 -18 Envelope loss/gain i 997 435 828 625 12 a) Infiltration 160 58 145 52 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliancestother 1200 0 Subtotal ( lines 6to 13) 1157 1692 973 677 Less extemalload 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 63 41 113 73 14 Subtotal 1220 1733 1086 751 15 Dud loads 111 % 23%1 136 393 11 % 23%1 121 170 Total room load 1356 2126 1207 921 Air required (dm) 01 97 01 42 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. i9GC wrightsOft- Right-Sute®Uriversal201717.023 RSU16877 2017-Sep-061 Page 3 sl4op\ TEMP PRINTLot 144 Sorrento B RHG - S.np Calc = W8 House faces: S 144ALrFwrightsoft' Right-MWorksheet Job: Lot6-2SorrentoBRHG-S EDate: O/Rl/ B 17 Entire House By: LF/RI/BP One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopGoolirg.com License: CAC032444 1 Room name GRT NBED 2 Exposed wall 32.5 It 39.5 It 3 Room height 9.3 It heaU000l 9.3 ft heat/cool 4 Room dimensions 1.0 x 281.5 It 14.5 x 17.5 ft 5 Room area 281.5 W 253.8 IF Ty Construction number U- value Btuh/ h--F) Or HTM Btuh4t2) Area 06) or perimeter (ft) Load Btuh) Area ( ft) or perimeter (ft) Load Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1 1 W 1/ G 126 0sw0.097 13A- 4ocs 4A5- 2om 12BOsw 4A5- tom M4B5 2fm„ 13A- flocs 11 Do 12( 3 Osw}y r 4A5 tom 13A- 4ocs 4A5- 2om 0. 143 0, 550 0097se,' 253 0 550 0540 0. 143 0. 390 0 097 0 550 0540 0. 143 0. 550 ne. ne ne se se se sw ; sw siv sw sw 2 53 3. 73 14. 35 1435 1, 4,09, 3. 73 10. 18 2 53 14. 35 14. 09.,.,2081 3. 73 14. 35 2. 82 2. 90 22. 14 282 21. 42 21. 90 2. 90 1227 2 82 21 42 2. 90 21. 42 0 158 30 x 0 0 0 0 0 0 0 0.-_ 0 0 A 128 0 0 0 0 0 0 0 0,.. m.. 0 0 0 478 431 0 0 0 0 k 0 0 0 0 h_._ ..._, 0 371 664 0 0 0 0 0 0 0 0 0 O 70 0 p 0 0 0 0 0 w.': wow 16315 70 0 D 0 0 0 0> 0 0 148 2 260 0 0 o 0 0 0 0 0. m 551 215 202 0 00 o 0 0 A D' 0; 428 321 V)% t- D I 4135 2rm 126 osw 1465 2fm > 13A- 4ocs 4A5- 2om 0. 540 0 097 0. 550 0. 143 0. 550 sN aw;- rrvva nw nw 14. 09 Y 253 s_ __ 7435 3. 73 14. 35 24. 09 z' Bz 2214` 2. 90 22. 14 0 o 0 144 0 0 0 M. 0 80 0 0 0" 0 299 0 0 o 0 232 0 0 w , A 135 30 0 0 105 0 0 0 0 391 431 0 o w -', 0` 304 664 4A5- 2omd 0.580 nw 15.14 27.72 64 0 969 1774 0 0 0 0 61 c) AED excursion 2791 1 255 Envelope loss/gain 3413 3815 3278 2620 12 a) Infiltration 495 179 601 217 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 2 460 Applianoesrother 0 0 Subtotal ( lines6to13) 3907 3994 3879 3297 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3907 3994 3879 3297 15 Duct loads 11% 23% 435 905 11 % 23% 432 748 Total room load 4342 4899 4310 4045 Air required (cfm) 0 224 0 185 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. 9C A -Fk wrightsoft' Rig ft-SUte@Uriversal201717.023 RSU16877 2017- Sep-061 P 1ge4 sldop\ TEMP PRINT\Lot 144 Sorrento B RHG - S.rnp Calc = W8 House laces: S wrightsoft' Right-JOWorksheet Job: Lot 144Sorrento BRHG-S Entire House Date: OM6-2017 By. LFiRueP One Stop Cooling and Heating 7225 Sandscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirg.com License: CAC032444 1 Room name MTOI METH 2 Exposed wall 0 It 13.0 it 3 Room height 93 8 heat/cool 9.3 It heaU000l 4 Room dimensions 3.5 x 6.0 ft 6.5 x 13.0 ft 5 Room area 21.0 ft' 845 ft' Ty Construction U-value Or HTM Area 012) Load Area (W) Load number Btuw-q Btuh/W) or perimeter (ft) Btuh) or perimeter ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W , _. 126 0sw 0.097 ne, 253. 2.82 w ... 0 w. . M... 0—, 0 0 0 0 0 V I— G 13A- 4ocs 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 1. 1 V r_G 12liOsw.., 4A5-2om' ° 0097 0. 550 se. se 2. 53 1435 2. 82 21.42 0 0 6 0 .... :,• 0 0 0 .., 0' 0 0 r N 0 O 0 OI 0'. 11 DO 12B-0sw u. 4A5-26rh 4B5-2fm`< 13A-4ocs 4A5-tom aB5-2fm 12B-09N 4Br2fm `; 13A- flocs 4A5-2om 1 0. 143 sw 3.73 2 c 0.550 sw 1435 21.4 0.540 sw 14.09 0097 nw' 253 2.E 0.550 nw, 14.35 22.1 0.143 nw 3.73 2 c 0.550 nw 14.35 22.1 0.5801 nw 15.14 1 27.7 21 0.,. 0 0. 0 0p 0 0 0 . M,,0 121 121 451 350 0 0 0 0 0 0 0 0 0 0 O 0 0 0 0 0 0 0 0 0 0 0 0 6 1 c) AED excursion 1 14 Ernelope loss/ gain 18 36 909 456 12 a) Infiltration 0 0 198 71 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 0 0 Appliances/other 01 0 Subtotal (lines 6 to 13) 18 36 1106 528 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 749 353 14 Subtotal 18 36 1855 881 15 Dud loads 11 % 23% 2 8 11 % 23% 206 200 Total room load 19 44 2062 1080 Air required ( cfm) 0 2 0 49 Calculations approved bvACCA to meet all requirements of Manual J 8th Ed 515K wriglhtsoft Right-Sute® Uriversal 201717.023 RSU16877 2017-Sep-061 Page a Ae5sldop\TEMP PRINT\ Lot 144 Sorrento B RHG - S.r p Calc = MJ8 House faces: S g rF wrightsoft, Right-JO Worksheet Job: Lot rerdo6 RHG -S Entire House Bate: onc6-2017zo,7 By: LF/RI/BP One Stop Cooling and Heating 7225 Sandscove Court, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCoolirg.com Licerse: CAC032444 1 Room name KWIC H 2 Exposed vwall 0 If 5.5 ft 3 Room height 9.3 It heat/000l 9.3 It heaUoDol 4 Room dimensions 1.0 x 60.9 It 1.0 x 172.9 It 5 Room area 60.9 fF 172.9 fF Ty Construction U-value Cr HTM Area fF) Load Area OF) Load number Btuh/ tZ°F) 13 or perimeter (ft) BWh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W.,< u' 12609N, 0097 S3 2. 2 0_ w 0 H _. 0,., r..0 _ 0 0 d` W 13A-4as 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0 Vj/- G 0 0 0 0 0 0 0 11 G 4A5-2om ' 05950 se: 1435 21.422 3, 0 0 0 0 0 l 0 00 0540 se? s1409 21.90 0 0u-, 0 p 0 0 0, Y-D 13A-4ocs 0.143 se 3.73 2.90 0 0 0 0 51 27 101 79 11 DO 0.390 se 10.18 1227 0 0 0 0 24 24 244 294 41 " 0.097 0 0 0 0 0 0, p p` 4A5 tom , 0 550 sw 14.35 2142 a 0 0 0 0 0 0 0 0 0.540 s 7.409. 20821 p 0,. 0 s0 0: 0 0. 0 13A-4ocs 0.143 sw 3.73 2.90 0 0 0 0 0 0 0 0 G 4P5-2om 0.550 sw 14.35 21.42 0 0 0 0 0 0 0 0 L 4B5 2fm 0.540 sw 14.09 24.09 0 0 0 0 0 0 0 0 121 -0s, N 253 2.82 0 0 0 0 -' 0 0 O A G AB5 2fm •„_, -i.. 0.550 w 1435 22.11 0..O e__m 0 DA 0 0 w A 0, UtJ 13A-4ocs 0.143 nw 3.73 2.90 0 0 0 0 0 0 0 0 4A5-2om 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 I-GG 4A5-2omd 0.580 nw 15.14 27,72 0 0 0 0 0 0 0 0 P 12C Osw 0.091 238 1:51 0 0 0 0 98 98 232 147 l-D 11 CO T" , w... ,W, 0.390 n 10.18" 1227 Y.: 0 0. 0 e.._ 0 . 0 0 0,' 0: C 16B-30ad 0.032 0.84 1 76 43 43 36 76 0 0 0 0. F ,,: 19C:19cs4o y. s0049 0.44."" 0 0-, 0 30. 0 xz-. 0 A s.0 F 79A-i- 1 1 Rrt an An n r1f1 R1 n n n 173 R 1 Fig n 61 c) AED excursion 1 2 14 Envelope loss/gain 36 74 747 506 12 a) Infiltration 0 0 84 30 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 136 74 8311 536 Less external load 0 0 0 0 Lesstransfer 0 0 0 0 Redisbibution 171 110 831 536 14 Subtotal 207 184 0 0 15 Dud loads 11 % 23 % 23 42 11 % 23 % 0 0 Total room load 230 226 0 0 Air required (cfm) 0 10 0 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. Se -0 2:55032017p6 . wrightsoft° 1 . 1 RngN-Sute®Uriversal 2017 17.023 RSU16877 Page 6 sldop\TEMP PRINi\Lot 144 Sorrento B RHG - S.rup Calc = MJ8 House faces: S A-- wrightsoft' Right-J® Worksheet Job: Lot 144 Sorrerdo B RHG -S Entire House Date: 09-06-2017 By- LF/RI/BP One Stop Cooling and Heating 7225 Sandscove Court, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCooling.com Lioerse: CAG032444 1 Room name BED2 BED3 2 Exposed well 25.0 ft 25.0 ft 3 Room height 9.0 ft heaUwol 9.0 8 heat/000l 4 Room dimensions 13.5 x 11.5 ft 1.0 x 164.0 ft 5 Room area 155.3 ft2 164.0 fF Ty Construction U-value Or HTM Area OF) Load Area OF) Load number BtjM--F) Btuh4t2) or perimeter (ft) BWh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W VV 12B-0%v , .. 13A-4ocs 9097 0.143 neo' ne 253 3.73 2.82 2.90 104 0 1104 0 262.. 0 292 0 F 126 0 S26 0 319 0 0 L-G 4A5 tom 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0 yJ 12B Ostiv< ` 0.097 se 2 53 2 82 0 0 0 0 t 99 84 213 237: 11 G 4.45-2om 0.550 se 1435 21.42 0 0 0 0 15 2 215 321; 11 DO 12&Osw 4A5-2om 4B5-2fm 13A-flocs 4A5-2om 4B5-2fm 12B-Osw 4B5-2(m 13A-flocs 4A5-tom IF 0.390 se 10.18 1227 0 0 0 0 0 0 0 0', 14.09 w 0.550 14.35 0.540..sw 20.81 0. 0 D ham ,,,. 0 0.,., 0 0, 0.143 sw 3.73 2.90 0 0 0 0 0 0 0 0 0.550 sw 14.35 21.42 0 0 0 0 0 0 0 0 0.540 sw 14.09 24.09 0 0 0 0 0 0 0 0 0.097 nw 2 53 2 82 122 107 270 300 0 D 0 r .- P., .. * r .0 0.550 rTw 1435 221:4 15 0 u,._..<...215 332 0 U 0 0. 0,143 nw 3.73 2.90 0 0 0 0 0 0 0 0 0.550 nw 14.35 22.14 0 0 0 0 0 0 0 0 0.580 nw 15.14 27.72 0 0 0 0 0 0 0 0 0091 238 15 0 0 0. 0 0 0 0 0' 0 390 Fn. , 1018 0 0 x_ 0_ 0 0 0.032 0.84 1.76 155 155 130 273 164 164 137 288 0049 0.44 0.31 0 0 w..,,',,,,-,0 0 99 99 44 i31I 1.180 30.80 0.00 0 0 0 0 0 0 0 0 61 c) AED excursion 184 1 1 58 Envelope loss/gain 877 1281 928 1290 12 a) Infiltration 368 133 368 133 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 1 230 Applianoes/other 01 0 Subtotal (lines 6 to 13) 1245 1644 1296 1653 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1245 1644 1296 1653 15 Dud loads 11% 23% 139 373 11% 23% 144 375 Total room load 1383 2017 1440 2028 Air required (cfm) 0 92 0 93 Calculations approved byACCAto meet all requirements of Manual J ft Ed. A = 4 wrightSOft RigIY-Suite@Unversal201717.023 RSU16877 1251:03 Page 7 sktop\TEMP PRINT\Lot 144 Sorrerdo B RHG - S.rcp Calc = W8 House faces: S 9 AL Job: wrightsoftx Right-JO Worksheet Job: Lot 6-2SorrentoB RHG -S Date: LFRUB017EntireHouse By: F/RI/BP One Stop Cooling and Heating 7225 Sandscove Court, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OneStopCooling.com License: CAG032444 1 Room name TOI2 BED4 2 3 Exposed wall Room height 9.0 ft 7.5 ft heaUcuol 9.0 ft 245 It heat/ ool 4 5 Room dimensions Room area 6.0 36.0 ft2 x 6.0 ft 1.0 x 137.0 fF 137.0 ft Ty Construction number U-value ptum -og Or HTM 13tuhhl2) Area OF) or perimeter (ft) Load Btuh) Area 011) or perimeter ft) Load Bluh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1 1 W V L-G Val L-D G UV G l -G P 12B Osw 13A-4ocs 4A5-2om 12B-09N .h h 4A5-2om 4B5Zrn 13A-4ocs 11DO 1213,09N 4A5-2om - 13A-40cs 4A5-2om 4B5 2fm 128Osw_ 0097 485;2hn "; , »... fi 13A-4ocs 4A5-2om 4A5 2omd 12C Osv' 11 D0 0 097 0.143 0.550 0 097 0 550 0.540 0.143 0.390 0 097 0,550 0540 0.143 0.550 0.540 0550 0.143 0.550 0.580 0 091 0 nel ne ne se se" se se se slur sw svu' sw sw sw nw< nuv, nw nw nw 2.53 3.73 14.35 2 53 h 14 35 f 1409 3.73 10.18 2 53 14.35 14.09 3.73 14.35 14.09 2.53 74.35 3.73 14.35 15.14 2.38 10:1$ 52.82 2.90 22.14 2.82 21.42 21.90 2.90 1227 2 82 21:42 r ,20.81 2.90 21.42 24.09 2.82 22-14 2.90 22.14 27.72 1.5] 1227 14 0 0 54 0 6 0 0 0 s 0 0 0 0 0 0 x .,, , 0 0 0 0 0 0 n.... 14 0 0 48 0 z1 0 0 0 0 z._ 0 0 0 0 0 0 0 0 0 0 0 W .34 0 0 122 r' 0 85 0 0 0 0 0 0 0 0 0 0 0 0 0 0 o 38 0 0 135 0 131, 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 117 0 aa. 6,. 0 0 104 15 0 0 0 0 0 0 0 0 0 0 0 0 0 0 111 0 1: 0 0 89 2 0: 0 0 0 0' 0 0 0 0 0 MS 9 0 0 281 1 x 0 85 0 0 224 215 0 0 0 0 0 0 0 0 0 0 0 0 313 0; 131: 0 0 249 321 0'. 0 0 0 0' d 0 0 0 Q.. C 168-30ad 0032 009 0.84 44 1 76 36 36 3 3 63 137 2 137. k,' 114 1019C19cs 24-71 i F 22A-Rxn 1.180 30BO 0.00 0 0 0 0 0 0 0. W-,.0. 6 c) AED excursion 451 1 lb Envelope loss/gain 286 424 929 1278 12 a) Infiltration 110 40 361 130 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 1 230 Appliancestother 0 0 Subtotal (lines 6 to 13) 397 464 1290 1639 Less extemal load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 98 540 14 Subtotal 397 464 1387 2179 15 Dud loads 11 % 23% 44 105 11 % 23% 154 494 Total room load 441 569 1542 2673 Air required (cfm) 0 26 0 122 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. 2017-Sep-0612:51:03 4C A wrightsc ft- Rigft-Sute®Uriversal201717.023 RSU16877 Page 8 sldop\TEMP PRIVT\Lot 144 Sorrento B RHG - S.rcp Calc = W8 Hose faces: S FF wrightsoft" Right-J® Worksheet .lob: Lot 6-2017rernoB RHG -S Entire House Date: OF/RI/B 17 By: LF/RI/BP One Stop Cooling and Heating 7225 Sandscove Cout, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCooling.com License: CAC032444 1 Room name LOFT STC2 2 E>posed wall 12.0 If 155 ft 3 Room height 9.0 It heal/cool 9.0 ft heaV000l 4 5 Room dimensions Room area 191.0 ft2 1.0 x 191.0 It 4.5 x 49.5 W 11.0 If Ty Construction U-Value Or HTM Area (ftz) Load Area OF) Load number Btijh4 -9 Btuh4[2) or perimeter ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 126 Osv' : „ 0.097 ne' 2 53 2'.82 0 0 0 Nwu ...,0 Y 0 w,.,.ew 0 0 A. VV 13A-4ocs 0.143 ne 3.73 2.90 0 0 0 0 0 0 0 0 G 4A5-2om 0.550 ne 14.35 22.14 0 0 0 0 0 0 0 0 12B-0sW 0 097 se 2.53 2.82 0 0 0 0 '° 0 0 0 0 1 1 4A5 2om ,- 0 550 se 1435 21.42 0 0 0 0 0 0 0 0. Y-D 41352(m0540 13A-4ocs 11D0 12B Osw 0.143 0.390 0097 se se se sw_= 1409 3.73 10.18 2.53 21:90 2.90 1227 2.82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 99 0 0 95 0 0 241 0 0 268' 4A5 2om. ' 0.550 sw 14.35 21.42 0 0 D 0 0 0 0 0 13A-4ocs 4A5-2om 0.540 0.143 0.550 swv' sw sw 14.09 3.73 14.35 20.81 2.90 21.42 0 0 0 0 0 0 0 0 0 0 ,,..::. 0 0 4 0 0 1. 0 0 56 0 0 83' 0 0 v 4B5-2fm 12B-0sw 0.540 0.697 sw nw 14.09 2 53 24.09 2 82 0 108 0 108 0 273 0 304 0 41 0 41' 0 103 0 114' G"-4852fm y! 13A-4ocs 4A5-2om R_.>.:0550 0.143 0.550 Trw_',_.1935....2274... nw nw 3.73 14.35 2.90 22.14 0 0 0 0 0 0 0. 0 0 0 0 0 0 0 0 0 0 0 wK,..__0 0 0 0 0 0 P DL 4A5-2omd 12C-Osw 11D0.-.. 0.580 0091 0390 nw n 15.14 2:38 10.18 27.72 1 51 1227 0 0 0 0 0 0 D 0 0 D..,_-; 0 U 0 0 0 C F. F 16B-30ad 19C 19csq 22A-tom rf 0.032 00.049 1.180 a 084 044 30.80 1.76 0.31.; 0.00 191 0 191 n 160 n 336 0 50 D. n 50 0, n 41 n 87. n 6 c) AED excursion -18 16 Envelope loss/gain 4341 6231 1 1 441 568 12 a) Infiltration 177 64 228 82 b) Room ventilation 0 0 0 0 13 Internal gains: Oaxjpants@ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 611 687 669 651 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 764 1187 669 651 14 Subtotal 1375 1874 0 0 151 Dud loads 111% 23% 153 425 11% 23%1 0 0 Total room load 1528 2299 0 0 Air required (dm) 0 105 0 0 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed AC h wrigtttsOft` Rig ft-Sule@Universal 201717.023 RSU16877 2017- Sep-061 Page 1e9sktop\ TEMP PRINT\Lot 144 Sorrento B RHG - S.np Calc = W8 House faces: S g 44 r wrightsoftx Right-M WorkSheet Job: Lot 6-2017 Sorrento RHG -s Entire House Date: 0F/R1/B 17 By: LF/RI/BP One Stop Cooling and Heating 7225 Sandscove Court, Wirier Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: www.OreStopCooling.com License: CAC032444 1 Room name 2 3 Exposed wall Room height 9.0 It 0 ft heat/cool 9.0 ft 45 ft heat/000l 4 5 Room dimensions Room area 25 7.5 ft' x 3.0 ft 45 20.3 ft2 x 45 ft Ty Construction U-value Or HTM Area 011) Load Area M) Load number Buivitz09 Btuh4t2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1 1 W-. t—G Y—D G G"485 j w!--G V)J t—G 126„O9 v 13A-4ocs 4A5-2om 12&Osw 4A5 2om ` 13A-flocs 11 DO 12& 4A5-2om "" 13A 4ocs 4A5-2om 4B5 2(m 12B Osw , 4B5-2fm ..,. 13A-flocs 4A5-2om z s,:0097 0.143 0.550 0097 0 550 0 540 0.143 0.390 0 550p540 0143 0.550 0.540 0 097 0550 0.143 0.550 P„, jnew. re ne se se ; se se se sw sw' sw sw sw nw, nw nw nw 253 3.73 14.35 253 1435 1,4.09, 3.73 10.18 14 35 14 09 3.73 14.35 14.09 253 14.35 3.73 14.35 2i82 2.90 22.14 282 21.42 21.90 2.90 1227 21.42 20.8 1 2.90 21.42 24 09 2 82 2214 2.90 22.14 i„ b _ .0 0 0 0 0 0 0 0 0 y 0 rzw?.0.,.,,, 0 0 0 r 1 0 0 0 0 0 0 0 0 0 0 0 0 0 Q, 0 0 0 0 0 0 0 0 0 0 0 0 20 0 0 0 0 0wn:a..,.,,, 0 0 0 m..-_. 0 w 0 0 P -._ - 0 0 0 0 00 0 0 0 0 0 0 0 0 0 0 0 0 r_. 0 0 0 q0 0 0 0 41 0 0,<,__ 0 0 0 0 0 0 0 0 0 00 D 0 0 0 41, D 00 0 0 0 0 0 0 7 Q 0 0 0 0 0 0 103 p A 0 0 0 www,0 0 0 x D 0 0 0' 0 01 0 0 114" 0 0 0 0 0 p' 0 0 0.049 1.180 61 c) AED excursion 0 28 Envelope loss/gain 10 15 119 122 12 a) Infiltration 0 0 66 24 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants@ 230 0 0 4 920 Appliancesiother 0 0 Subtotal (lines 6 to 13) 10 15 186 1066 Less eldemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 10 15 186 1066 14 Subtotal 0 0 0 0 15 Dud loads 11 % 23% 0 0 11 % 2391- 0 0 Total room load 0 0 0 0 Air required (ctm) 0 0 0 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. 2017-Sep-0612:51:03wrightscftd_ Right-Sute®Uriversal201717.023 RSU16877 Page 10 sldop\TEMP PRINT\Lot 144 Sorrento B RHG - S.r p Calc = W8 House faces: S 9 rF wrightsoft' Right-M Worksheet Job: Lot 6-2 Sorrento B RHG -S EDate: OF/Rl/B 17 EntireHouseBy: L/RI/BP One Stop Cooling and Heating 7225 Sandscove Cori, W irter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg.com License: CA0032444 1 Room name BTH2 2 Exposed wall 0 It 3 Room height 9.0 ft heat/000l 4 Room dimensions 6.0 x 5.5 ft 5 Room area 33.0 fF Ty Construction U-value Or HTM Area (fF) Load Area Load number Btuh/IIL-q 13tuh4tz) or perimeter (ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 w .. 12&,Ow 0A97 ne` ...... 2 53 2;82 W 13A-4ocs 0.143 ne 3.73 2.90 0 0 0 0 t— G 4A5-2om 0.550 ne 14.35 22.14 0 0 0 0 Vj! ., 12E Osw r 0.097 se ` 2.53 282 0 D 0 0 1 1 G 4A5 2om , . 0550 se ; 1435 21.42 0 D "... 0 0 11 DO 213- 06WV' 4A5- 2om 4B5- 2f n 13A- flocs 4A5- 2om 4B5- 2fm 12B- 0sv` 4B5- 2fm 13A- 4ocs 4A5- 2om 0. 143 sw 3.73 2 E 0. 550 sw 14.35 21.4 0. 540 sw,,. 14.09 24.0 0. 097 , nw a.. 2.53 2E 0-% 0 nw 1435 22.1 0. 143 nw 3.73 2 c 0. 550 nw 14,35 22.1 0. 580 rrov 15.14 27.7 6 c) AED excursion -2 Envelope loss/gain 40 65 12 a) Infiltration 0 0 b) Room ventilation 0 0 13 Internal gains: Occupants@ 230 0 0 Applianoes/ other 0 Subtotal ( lines 6 to 13) 40 65 Less extemalload 0 0 Less transfer 0 0 Redistribution 3 4 14 Subtotal 42 69 151 Duct loads 11 % 23%1 5 16 Total room load 47 85 Air required (cfm) 01 4 Calculations approved byACCAto meet all requirements of Manual J ft Ed. i4C f\ + wrigl7tsoft" RigH- Suite®Uriversal201717.023 RSU16877 2017- Sep-06 1Page:11 sktop\ TEMP PRINT\Lot 144 Sorrento B RHG - S.np Calc = MJB House faces: S 9 For: Park Square Homes 2422 Waxwing Way, Sanford, FL External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.169 i n/100ft 0 cfm 201 Cooling 0.50 in H2O 0.16 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.169 in/100ft 1160 cfm k Su plyBran h C1e it TableM Name Design Btuh) Htg cfm) Clg cfm) Design FIR Diam in) H x W in) Duct Mal Actual Ln (ft) Ftg.Egv Ln (ft) Trunk BED2 c 2017 0 92 0.277 6.0 Ox 0 VIFx 22.8 100.0 sti BEDS c 2028 0 93 0.268 6.0 Ox 0 VIFx 22.1 105.0 sti BED4 c 2673 0 122 0.275 6.0 Ox 0 VIFx 23.7 100.0 sti BTH2 c 85 0 4 0.307 4.0 Ox 0 VI Fx 15.6 95.0 sti DINE c 921 0 42 0.179 5.0 Ox 0 MFx 45.4 145.0 st3 GIRT c 4899 0 224 0.176 9.0 Ox 0 VIFx 48.0 145.0 st3 Krr c 2126 0 97 0.214 6.0 Ox 0 VIFx 28.9 130.0 st2 LNDY c 1189 0 54 0.228 5.0 Ox 0 VIFx 24.4 125.0 st2 LOFT - A c 2299 0 105 0.282 6.0 Ox 0 VIFx 20.5 100.0 sti MBED c 4045 0 185 0.170 8.0 Ox 0 VIFx 50.5 150.0 st3 MBTH c 1080 0 49 0.169 5.0 Ox 0 VIFx 51.4 150.0 st3 MTOI c 44 0 2 0.177 4.0 Ox 0 VIFx 41.9 150.0 st3 MWIC- A c 226 0 10 0.176 4.0 Ox 0 MR 43.4 150.0 st3 PW DR c 1130 0 52 0.219 5.0 Ox 0 VI Fx 24.9 130.0 st2 T012 c 569 0 26 0.293 4.0 Ox 0 VI Fx 20.9 95.0 sti Trunk Htg Clg Design Veloc Diam H x W Duct Name Type cfm) cfm) FIR fpm) in) in) Material Trunk st2 PeakAVF 0 717 0.169 671 14.0 0 x 0 VinlAx sti PeakAVF 0 443 0.268 564 12.0 0 x 0 VinlFlx st3 PeakAVF 0 514 0.169 654 12.0 0 x 0 VinIFIX s2 t wri htsoft& 2017- Sep-0612:51:04 9 Rigt1-SLiteGUriversal 2017 17.023 RSU16877 Page 1 sldop\ TEMP PRINT\Lot 144 Sorrerdo B RHG - S.rip Calc = W8 House faces: S 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 Mat! Trunk rb1 Ox 0 0 1160 0 0 0 0 Ox 0 VIFx 2017-Sep-0612: ageWrlhtsoft, 2 9 Rig RSU16877 Page 2 CA ...sktop\TEMP PRIMT\Lot 144 Sorrerdo B RHG - S.rup Calc = W8 House faces: S Job: Lot 144 Sorrenio B RHG - S v Static(ressu re and Friction Date: 09-06 2017 En thre Huse By: LF/R!/BP One Stop Coofing and Heetorng 7225 Sardscove Court, Winter Park, FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoo(ir)g.com Licerse: CAC032444 a-1. ,tom. "`,_-` xt-kt 3"''•, r ' x a j ... s -e r 3 ' { 7J , s ., a Y .",- : - xS.`z t , For: Park Square Homes 2422 Wa Wng Way, Sanford, FL yk` `s` - `'`,'• *" ift'i a-- ,.r.Fs.r ^ _ f-.'.r ., ,+.-tea`*- - _- ..< '-: l?• - s" s..: ,:..-::a. , S,- .. #'- Heating Goofing in H2O) (in H2O) External static pressure 0.50 0.50 Pressure losses Coil 0 0 Heat exchanger 0 0 Supply diffusers 0.03 0.03 Return grilles 0.03 0.03 Filter 0.10 0.10 Humidifier 0 0 Balancing damper 0 0 Other device 0 0 Available static pressure 0.34 0.34 G:.. -ram K 7 r M 3 ..:Kr. P* c € _ bi'.'sk m 'sir" *ii sS x-5+',m z3 mY 4 }''- 3',..'.-- F .. a`-t" "a Supply Return ft) A Measured length of run -out 15 0 Measured length of trunk 37 0 Equivalent length of fittings 150 0 Total length 201 0 Total effective length 201 1 '« " .'. Y -.i cLtx.. ,;: „ t ;: 3..`. ,-hE.': i d,3:...;.,.rim, s Pleating Cooling in/100ft) (in/100ft) Supply Ducts 0.169 OK 0.169 OK Return Ducts 0.169 OK 0.169 OK Supply 4X--35, 11 A=20, 11 G=5,11 G=5,11 A=20, 11 J=15, 1 A--35, 11 Gam, 11 Gam, 11 G=5: Total EL=150 Return TotalEL-0 2017- Sep-0612:51:04 I_ tz + H9htS0'Ftr' Right-SUteOO Unversal 2017 17.0.23 RSU166877 Page i ACCK sktop\TEMP PRIM1Lot 144 Sorreft 6 RHG - S.rtp Cao = W8 House faces: S W 57 drn EF1 VTW Job #: Lot 144 Sorrento B RHG - S Performed by LF/RI for: Park Square Homes Sanford, FL Level 1 One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale:1 :107 Page 1 Right -Suite@ Universal 2017 17.0.23 RSU16202 2017-Aug-16 14:28:34 Job #: Lot 144 Sorrento B RHG - S Performed by LF/RI for: Park Square Homes Sanford, FL Level 2 One Stop Cooling and Heating 7225 Sandscove Court Winter Park, FL32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 www.OneStopCooling.com Scale:1 :107 Page 2 Right -Suite@ Universal 2017 17.0.23 RSU16202 2017-Aug-16 14:28:35 RFC_'ORn COP L All y jSlL' ,ui o ti 3 34 #17-28,80 r. a`' 1/V14 X K/-, DESCRIPTION AS FURNISHED: Lot 144, WYNDHAM PRESERVE, as recorded in Plot Book MI , Pages 93 through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 140 5, 00' LOT 143 My 5.00' Ok to construct single family home with setbacks and impervious area shown on plan. 53. 8'/o 2078 So'crenio- $, C P. C. 76.00' SETBACKS AS FURNISHED FRONT25'(+) REAR = 20' SIDE = 5' (40' LOT) 7. 5' (60' LOT) 10' ( 75' LOT) SIDE STREFT = 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 G PROPOSED DRAINAGE FLOW LOT GRADING TYPE 'A" PROPOSED F.F. PER PLANS -30.6' Q L a RECORD COPY LOT 1,39 N 89040'51 " E 40, 00' 20. 00' 20.00' I LOT 144 C 14. 7' 3. O'x4.0' LANAI AC 15. 3' PROPOSED RESIDENCE 2078- SORRENTO-8 2 CAR GARAGE RIGHT i COV' D. ENTRY i o d 20. 7' 16' W LK DRIVE 25. 00' 25.00' 10' UTIL. ESMT. LOT 138 5. 00' 1 5. 00, LOT 145 ry 6 WALK CURB N 89040'51 " E 40. 00' 1VAXfl7ING TrA Y PRIVATE ROAD)(50' WIDE) PLOT PLAN ONLI' PLOT PLAN AREA CALCULATIONS NOT A SURVEY TOTAL LOT AREA. 4,400 t SQUARE FEET v FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK DRIVE 400/ 110= 510 t SQUARE FEET FOUNDATION/PAD 1,744 t SQUARE FEET WALKS 37/ 200= 237 t SQUARE FEET REAR PATIO 112 t SQUARE FEET SOD 2,033 130 = 2163 t SQUARE FEET FRONT PORCH DECK 62 t SQUARE F1.'LT POOL DECK N/A t SQUARE FE:'E'T NOTE. FRONT SIDEWALK AND STREET LOCATION TAKEN FROM PLANS PROVIDED BY CLIENT • NOT FIELD VFRIFIF-D ' CR UST NMEYL'R-SCIO TT A SS 0C. — 19NID S [R VL'.r iT-1 1 ziVC. LEGEND - LEGEND - P PLAT P. O.L. POINT ON LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-='1436 F FIELD TYP. TYPICAL NOWS: R. I.R. IRONPIPEROD P.R.C.RON P.C. C. .C. POINT OFCOMPOUND CURVATURE POINT DF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF C.H. CONCRETE MONUMENT PAD. RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN GRAPIER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, Fl.OR10A ST.47tlLS SET I.P. 1Ge' I.R. dBLA 4596 N.R. NON -RADIAL 2. UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIGINAL RAISED SEAL, 774IS SURVEY MAP OR COPIES ARE NOT VALID. REC. RECOVERED WP. WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFDRMATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHER RESTRICTIONS PA.A. POINTOPBEGINNINGCALC. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERLY. PLC', a POINTOFCOMMENCEMENTCENTERLINEPRAFF. FF. PERMANENTREFERENCEMONUMENT FINISHED FLOOR ELEVATION 4, NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHO WN, NLD L HAT i DISKBUILDING SETBACK LINE 8 THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE. CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY. R/W RiGMT- OF-WAY D.M. a BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY ONES. ESMT, EASEMENT D. D. DASE BEARING 7. BEARINGS, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN AS BASE BEARING (B.B.) DRAIM. U7'11- DRAINAGEUTILITY8. ELEVAM. NS, IF SHOWN, ARE [LASED ON NATIONAL GEODETIC VERTICAL OA77JM OF 1929, UNLESS OTHERWISE NOTED. CLTC. WD.FC. CHAINLINK. FENCE WOOD FENCE 9. CERTIFICATE OF AUTHORIL471ON No. 4596. C/D p, f, CONCRETEBLOCKPOINT OF CURVATURE SCALE H--- 1' 20' -- DRAWN BY: •'• P.T. D' F:SC. PONT OF TANGENCY DESCRIPTION CERTIFIED BY: DATE ORDER No. R L RADIUS ARCLENGTH PLOTPLAN08-3 f -2017 3730- 17 D DELTA REVISED PLOT PLAN (MOVED A/C) 09-19-2017 C CHORD C. B. CHORD DEARING NORTFI THIS BUILDING\ PROPERTY DOES NOT UE WITHIN THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRM" TOM X, GRUSENMEYER, R.L.S. j 4714 ZONE X. MAP 112117CO090 F (09-28-07) JAMES W. SCO' IT, R.L.S j 4801 Filename: PARK SQUARE SORRENTO 2,078SF.rrr RECORD COPY Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2 2 1 Lighting Summary Standard 3,527 3,527 Optional 4,506 3,527 Ranges & Ovens Range No. No? Nameplate Line Neutral 1 1 8000 2 0 0 3 0 0 Range/Oven Summary Standard 6,400 4,480 ONF Optional 8,000 4,480 Dryers Dryer No. No? Nameplate Line Neutral --------- 11 5000 2 0 -- --- - — 3 0 #7-2880 Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 Heating and Cooling: Actual Number = 2 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 14.0 240 3,360 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 1 1 1 1 14 240 1 3,360 0 2 M 1 1 14.0 240 3,360 0 2 M 1 1 2.0 240 480 0 2 M. 1 1 5.0 240 1,200 0 2 1 1 1 14 240 1 3,360 0 Heat/ Cool Summary Standard 16,800 0 Optional 16,800 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600 DISH 1 1 120 1200 1,200 1,200 MICRO 1 1 120 1200 1,200 1,200 WH 1 1 18.5 240 4,440 0 OPT POOL 1 1 10 240 2,400 0 OPT POOL HEAT 1 1 31 240 7,440 0 Fixed Appliance Summary Standard 12,960 2,250 Optional 17,280 2,250 Other Appliances: Actual Number = 0 Name M? Ph No Amps Volts VA HP Line Neutral Other Appliance Summary Standard 0 0 Optional 0 0 Ir-- 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts 1 14 240 Heat/Cool Phase Amps Volts 1 14 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 840 0 SUMMARY Standard Line Neutral Total Total 45,527 13,757 Maximum Amperage = 190 57 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total 36,714 13,757 Maximum Amperage 153 57 Service Voltage = 240 Service Phase = 1 A C 1 J7 J7 J7 J7 J7 J7 J7 J7 J7 1 RECORD COPY FOR HEAD CLEARANCE BELOW. FLOOR AREA FRAMED BY BLDR. NOTE: SEE ENGINEERING PROFILES FOR SPECIAL CONNECTIONS AND NAILING SCHEDULES. FLOOR SPACING 24" O.C. UNLESS OTHERWISE NOTED. ALL WALLS SHOWN ARE LOAD BEARING AT 9'-4" UNLESS OTHERWISE NOTED. 1 R 119" )n,. _. _- O 2 - HGUS26-2 2-PLY HGRS. A L 16 - HHUS46 FLR. HGRS APPROVED TRUSS ANCHOR BY BUILDER BOTTOM =4x2 TOP = 4x2 2x4 Cont. Band 7--\ I\ TRUSS END DETAIL APPROVED TRUSS ANCHOR BY BUILDER w PLUMB CUT OVERHANG Q HEEL HEIGHT = 2 x 4 Q BOTTOM = 2 x 4 12 TOP= 2x4 6 12 N t TRUSS END DETAIL v\ pW G CEPNF- 2aa MID - FLORIDA LUMBER ACQUISITIONS BARTOW, FLORIDA TRUSS LOADING CONDITIONS ROOF TRUSSES FLOOR TRUSSES TOP CHORD LIUE: 20.0 TOP CHORD LIUE 400 TOP CHORD DEAD: 10.0 TOP CHORD DEAD 10.0 BOTTOM CHORD DEAD: 10.0 BOTTOM CHORD DEAD 5.0 TOTAL LOAD IPSFI 40.0 TOTAL LORD IPSFI 55.0 STRESS INCREASE 125 STRESS INCREASE: 1.0 THIS TRUSS SYSTEM HRS BEEN DESIGNED WITH LORDS GENERATED BY 140 MPH WINDS USING 4.2 PSF TOP CHORD DEAD LORD AND 30 PSF BOTTOM CHORD DEAD LORD 0 MILES FROM HURRICANE OCERNLINE. CRT. IL EXP. B IASCE 7-141 2078 - B Park Square Homes LEG1 ADDRESS: MODEL. Sorrento - B FIN P2078B srnE Bce m. N/ A BBiE [ EM 8- 7-17 maxBr Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. RECORD COPY RE: P2078B - Park Sq Hms/ Sorrento-B 2078 MiTek USA, Inc. Site Information: 6904 Parke East Blvd. T F 33610-4115 Customer Info: PARK SQUARE HOMES Project Name: P2078B Model: SORRENTO'- Lot/Block: 144 Subdivision: WYNDHAM PRESERVE Address: 2422 WAXWING WAY City: SANFORD State: FLORIDA Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: State: General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/ TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 Wind Speed: 140 mph Roof Load: 40. 0 psf Floor Load: 55.0 psf This package includes 38 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15- 31.003, section 5 of the Florida Board of Professional Engineers Rules. No. Seal# Truss Name Date _ No. Seal# Truss Name Date 11 IT11778633 1A1 8/7/17 112 IT11778644 IC1 8/7/17 12 I T11778634 I A2 18/7/17 113 I T11778645 I C2 18/7/17 13 I T11778635 I A3 18/7/17 114 I T11778646 I C3 18/7/17 14 I T11778636 I A4 18/7/17 115 I T11778647 I CA 18/7/17 I 15 I T11778637 I A5 18/7/17 116 I T11778648 I CJ3 18/7/17 I 16 I T11778638 I B1 18/7/17 117 I T11778649 I CJ4 18/7/17 I 17 I T11778639 I B2 18/7/17 118 I T11778650 I CJ5 18/7/17 I 18 I T11778640 I B3 18/7/17 119 I T11778651 I D1 18/7/17 I 19 I T11778641 I B4 18/7/17 120 I T11778652 I D2 18/7/17 I 110 I T11778642 I B5 18/7/17 121 I T11778653 I D3 18/7/17 I I11 IT11778643166 18/ 7/17 122 IT11778654 E1 18/7/17 I G At 41^ OIRp veaAR., This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies The truss drawing( s) referenced above have been prepared by MiTek USA, Inc. under my direct supervision based on the parameters provided by Mid - Florida Lumber Acquisitions, Inc.. Truss Design Engineer' s Name: Lee, Julius My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/TPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any project specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. U TJ: jIz 3 CTATI= (1F 41 August 7,2017 Lee, Julius 1 of 2 RE: P2078B - Park Sq Hms/ Sorrento-B 2078 Site Information: Customer Info: PARK SQUARE HOMES Project Name: P2078B Model: SORRENTO 2078 - B Lot/Block: 144 Subdivision: WYNDHAM PRESERVE Address: 2422 WAXWING WAY City: SANFORD State: FLORIDA No. I Seal# Truss Name I Date 23 IT11778655 I E2 8/7/17 124 IT11778656 I F1 18/7/17 125 I T11778657 I F2 18/7/17 126 I T11778658 I F2A 18/7/17 127 I T11778659 I F3 18/7/17 128 IT11778660 I F4 18/7/17 129 IT11778661 I F4A 18/7/17 I I30 IT11778662 I F5 18/7/17 I 131 IT11778663 I FT1 18/7/17 132 IT11778664 I FT2 18/7/17 133 IT11778665 I FT3 18/7/17 134 I T11778666 I FT4 18/7/17 I 135 I T11778667 I J7 18/7/17 136 I T11778668 I KJ2 18/7/17 137 I T11778669 I KJ7 18/7/17 I 138 IT11778670 I M1 18/7/17 I 2 of 2 Job Truss Truss Type Qty Ply Park Sq Hmsl Sortento-B 2078 T11778633 P2078B Al COMMON 7 1 job f e lion I Mio-Noma wmoer, Dan—, IL. ro 00 0-0' 7-11-11 6.00 12 7-0-5 4x4 = nV, nve — raec , ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-go42Z?kaCgS5AftVLG5gPKmtonii_ttNSMzFTNygCzn 7-0-5 7-11-11 1-0-0 Scale = 1:53.3 3x4 = 4x5 = 3x4 = - 3x6 = 3x6 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014ITP12007 CSI. TC 0.62 BC 0.93 WB 0.31 Matrix-M) DEFL. in Vert(LL) -0.39 Vert(TL) -0.68 Horz(TL) 0.09 loc) I/deft Ud 8-10 >934 240 8-10 >532 180 6 n/a n/a PLATES GRIP MT20 244/190 Weight: 137 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-3-3 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0-8-0, 6=1260/0-8-0 Max Horz 2=-164(LC 10) Max Uplift2=-328(LC 12), 6=-328(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-1997/568, 3-17=-1902/593, 3-18=-1777/594, 4-18=-1668/606, 4-19=-1668/606, 5-19=-1777/594, 5-20=-1902/593, 6-20=-1997/568 BOT CHORD 2-10=-409/1772, 10-21=-189/1163, 9-21=-189/1163, 9-22=-18911163, 8-22=-189/1163, 6-8=-425/1701 WEBS 4-8=-199/755, 5-8=-427/259, 4-10=-199/755, 3-10=-427/259 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=30ft; eave=4ft; 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 15-0-0, Exterior(2) 15-0-0 to 18-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ` This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 2 and 328 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the Is fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sorrento-B 2078 T11778634 P2078B A2 HIP 1 1 o Reference o ti n Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:08 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-go42Z?kaCgS5AftVLG5gPKmvRnoe_oiNSMzFTNygCzn 1-0.0{ 6-9-4 I 13-0-0 17-0.0 23-2-12 30-0-01- 1-0.0 6-9-4 6-2-12 4-0-0 6-2-12 6-9-4 d1 4x8 = 44 = Scale = 1:53.5 13 12 10 9 3x5 = 1x4 I 3x4 = 3x8 = 1x4 II 3x5 = 3x4 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.45 BC 0.55 WB 0.58 Matrix-M) DEFL. in (loc) 1/defl L/d Vert(LL) -0.09 12-13 >999 240 Vert(TL) -0.28 12-13 >999 180 Horz(TL) 0.10 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 157 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-9-15 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-2-7 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0-8-0, 7=1260/0-8-0 Max Horz 2=144(LC 11) Max Uplift2=-328(LC 12), 7=-328(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-2114/654, 3-20=-2033/675, 3-21 =-1 561/556, 4-21 =1 468/572, 4-5=1321/571, 5-22=-1469/572, 6-22=-1562/556, 6-23=-2032/675, 7-23=-2114/654 BOT CHORD 2-13=-510/1818, 12-13=-510/1818, 11-12=-289/1320, 10-11=-289/1320, 9-10=-519/1818, 7-9=519/1818 WEBS 3-13=0/259, 3-12=-579/253, 4-12=-92/397, 5-10=-110/398, 6-10=-579/253, 6-9=0/258 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 6=45ft; L=30ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 13-0-0, Exterior(2) 13-0-0 to 17-0-0, Interior(1) 21-2-15 to 31-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DO L=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 328 lb uplift at joint 2 and 328 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual builtling component, not a truss system. Before use, the builtling designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is toprevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability antl to prevent collapse with possible personal injury and property damage. For general guidance regarding the 111 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Soffento-B 2078 T71778635 P2078B A3 HIP 1 1 Jo b Reference (optional) Mid -Florida Lumber, Bartow, FL. i.o s Npr iv 20i6 Mi i ex mausnies, nw. rviun Auy yr 1 5 27.00 20, 7 Page 1 ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-B_eRmLkDz7aynoShvzd3xYJ6—B6cjK_WgOjpOpygCzm r1-0-0 5-9-4 11-0-0 15-0-0 19-0.0 24-2-12 340-0 $1-0-0 1-0-0 5-9-4 5-2-12 4-0-0 4-0-0 5-2-12 5-9-4 1-0.0 Scale = 1:53.5 d1 4x4 = 3x4 = 4x4 = 4 23 5 246 14 13 11 w 1.4 II 3x8 = 3x4 = 3x8 = 1.4 3x4 3x4 ITd 5-9-4 11-0-0 19-0-0 24-2-12 30.0-0 5-9-4 5-2-12 8-0-0 5-2-12 5-14 Plate Offsets (X Y)— f2 0-2-10 0-1-81 18 0-2-10 0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.33 Vert(LL) -0.14 11-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(TL) -0.38 11-13 >951 180 BCLL 0.0 Rep Stress Incr YES WB 0.32 Horz(TL) 0.10 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 157 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-3 oc puffins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-12 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1260/0-8-0, 8=1260/0-8-0 Max Horz 2=-123(LC 10) Max Uplift2=-328(LC 12), 8=-328(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-21=-2151/693, 3-21=-2080/711, 3-22=-1725/602, 4-22=-1650/620, 4-23=-1486/608, 5-23=-1486/608, 5-24=-1486/608, 6-24=-1486/608, 6-25=1650/620, 7-25=-1725/602, 7-26=-2080/711, 8-26=-2151/693 BOT CHORD 2-14=-552/1860, 13-14=-552/1860, 12-13=-402/1571, 12-27=-402/1571, 11-27=-402/1571, 10-1 1=-561/1860,8-10=-561/1860 WEBS 3-13=-447/222, 4-13=-133/479, 5-13=-254/105, 5-11=-254/105, 6-11=133/479, 7-11=-447/222 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=30ft, eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 11-0-0, Exterior(2) 11-0-0 to 23-2-15, Interior(1) 23-2-15 to 31-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond ing. 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 2 and 328 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies ml qWARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 verify 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 - 91: - - 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 ANSUTPII Quality Criteria, DSB-89 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 Ply Park Sq Hms/ Sorrento-B 2078T71778636ryP2078BA4HIP1 Job Reference (ootional) Mid-Flonda Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:10 2017 Page 1 ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-cBCp_hlrkRipPy1 uTg81UlrFsbPQSoBgvgSMYFygCzl r1-0-01 4-9-4 9-0.0 15-0-0 21-0-0 252-12 1 -0 1-0-0 1-0.0 4-9-4 4-2-12 6-0.0 6-0-0 4-2-12 4-9-4 0.10 3x5 = 4x8 = 1x4 11 4x8 = 4 21 22 5 23 24 6 3x4 = 3x4 = 3x8 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.45 TCDL 10.0 Lumber DOL 1.25 BC 0.78 BCLL 0.0 Rep Stress Incr YES WB 0.19 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 3x4 = Scale = 1:53.5 3x5 = DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.12 13-16 >999 240 MT20 244/190 Vert(TL) -0.34 13-16 >999 180 Horz(TL) 0.10 8 n/a n/a Weight: 150 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-14 oc purlins. BOT CHORD Rigid ceiling directly applied or 7-4-13 oc bracing. REACTIONS. (lb/size) 2=1260/0-8-0, 8=1260/0-8-0 Max Horz 2=-103(LC 10) Max Uplift2=-328(LC 12), 8=-328(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-2141/770, 3-20=-2082/784, 3-4=-1873/674, 4-21=-1963/759, 21-22=-1963/759, 5-22=-1963/759, 5-23=-1963/759, 23-24=1963/759, 6-24=-1963/759, 6-7=-1873/674, 7-25=-2082/784,8-25=-2141/770 BOT CHORD 2-13=-627/1862, 12-13=-438/1630, 11-12=-438/1630, 10-11=-445/1630, 8-10=-634/1862 WEBS 3-13=-274/215, 4-13=-50/351, 4-11 =- 176/509, 5-11=-411/216, 6-11=-176/509, 6-10=-50/351, 7-10=-274/214 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft, L=30ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 25-4-11 Interior(1) 25-4-11 to 31-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 328 lb uplift at joint 2 and 328 lb uplift at joint B. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev, 1010312015 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 verify 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- - r 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 ANSI/TPI1 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sorrento-B 2078 T11778637 P2D78B A5 HIP 1 1 Jo b Reference (optional) Mid -Florida Lumber, Barlow, FL. t.ovu s Apr IV zulo mi i eK inauane5, mc. mun Aug 07 i u.27. i i cu i r Payc i r11- 3-9-4 3-2- I D: LwgEfgAb9YkKfRKdr2TX-NIBB 1 mTVlgg 16c41 OfX1 zOOU?ncB7ip 38i KCw4iygCzk 0. 0.0 14-4-0 18-7-2 23-0Z262-12 -0 7- 2 -2 -414 3-2-12 3-9412 3-8-14 3 Scale = 1:53.5 c 0 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 44 = 3x4 = 4x5 = 1.4 4x8 = 15 -- - 14 13 1z 3x8 = 5x7 = 4x10 = 3x4 = 3x4 = 3x4 = 7- 0- 1 4 1 14-4-0 1 8-7-2 23-0-0 1 30-0-0 7 0-0 3-614 3-7-2 4-32 4-4-14 7-40 Plate Offsets (X Y) f8 0-5-4 0-2-01 110 0-2-0 Eddel 114 0-3-8 0-3-41 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.59 Vert(LL) 0.09 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(TL) 0.23 14-15 >733 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.75 Horz(TL) 0.03 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 155 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-12 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 5-6-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=681/0-8-0, 14=290110-8-0, 10=841/0-8-0 Max Horz 2=-82(LC 6) Max Uplift2=-197(LC 8), 14=-1041(LC 8), 10=-415(LC 8) Max Grav 2=695(LC 17), 14=2901(LC 1), 10=854(LC 18) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1032/273, 3-4=825/216, 4-22=-695/211, 5-22=-695/211, 5-23=-308/1039, 23- 24=-308/1039, 24-25=-308/1039, 6-25=-308/1039, 6-26=-418/287, 26-27=-418/287, 7- 27=-418/287, 7-28=-418/287, 28-29=-418/287, 8-29=-418/287, 8-9=-1146/517, 9- 10=-1342/576 BOT CHORD 2-15=-179/885, 14-33=-975/422, 33-34=-975/422, 13-34=975/422, 13-35=-365/1009, 35- 36=-365/1009, 12-36=-365/1009, 10-12=-452/1160 WEBS 6-14=-1560/691, 8-12=-180/608, 7-13=-506/260, 6-13=-738/1761, 8-13=-780/264, 5- 15=-228/941, 5-14=-1490/512 NOTES- 1) Unbalanced roof live loads have been considered forthis design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=25ft; B=45ft; L=30ft; eave=4ft, Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); porch 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 197 lb uplift at joint 2, 1041 lb uplift at joint 14 and 415 lb uplift at joint 10. 7) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 206 lb up at 7-0-0, 111 lb down and 106 lb up at 9-0-12, 108 lb down and 106 lb up at 11-0-12, 105 lb down and 106 lb up at 13-0-12, 105 lb down and 106 lb up at 15-0-0, 105 lb down and 106 Ito up at 16-11-4, 107 lb down and 106 lb up at 18-11-4, and 111 lb down and 106 lb up at 20- 11-4, and 189 lb down and 206 lb up at 23-0-0 on top chord, and 327 lb down and 97 Ib up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 13-0-12, 71 lb down at 15-0-0, 74 lb down at 16-11-4, 74 lb down at 18-11-4, and 74 lb down at 20- 11-4, and 327 lb down and 65 lb up at 22-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on oaae 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the 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 ANSIITP11 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hmsl Sorrento-B 2078 T11778637 P20788 AS HIP 1 1 Job Reference o tional wnu-r wc uu,uo om. t.Ii4U 5 Apr 19 2U 16 Mi I eK industries, Inc. Mon Aug 07 15:27'11 2017 Page 2 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-4N IBB 1 mTVIggl6c410fX1 z00 U?ncB7ip8KCw4iygCzk LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-8=-60, 8-11=60, 16-19=-20 Concentrated Loads (lb) Vert: 4=-142(F) 8=-142(F) 15=-327(F) 12=-327(F) 22=-97(F) 23=-97(F) 25=-97(F) 26=-97(F) 27=-97(F) 28=-97(F) 29=-97(F) 30=-41(F) 31=-41(F) 32=41(F) 33=-41(F) 34=-41(F) 35=-41(F) 36=-41(F) WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall _ building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing _ is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the 911 fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPH Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ So ento-e 2078 T11778638 P2078B B1 SPECIAL 1 1 Job Reference o tional mia-rionua worn r, aanuw, r. -+N'^"a ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-YZJZPNn5G2yXeGBGaSAmZAxZAO5RwdLzNyTdBygCzj 1-0-0 6-7-4 12-8-0 18-4-0 20-0-0 27-0-0 i28-0-01 11-0.D 6-7-4 6-0.12 5-8-0 1-8-0 7-0-0 0 Scale = 1:49.3 4x4 = 4 3x4 = 3x4 = — 3x5 = 3x6 — 1x4 I 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.22 10-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(TL) -0.51 10-12 >632 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.53 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 132 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-2-2 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 9-3-13 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1138/0-3-8, 7=1142/0-3-8 Max Horz 2=-135(LC 10) Max Uplift2=-297(LC 12), 7=-302(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-19=-1817/557, 3-19=-1740/577, 3-20=-1563/534, 4-20=-1475/546, 4-21=-1951/752, 5-21=-2022/741, 5-6=-1703/593, 6-22=-1678/554, 22-23=-1682/543, 7-23=-1776/532 BOT CHORD 2-12=-399/1577, 11-12=-198/1089, 11-24=-198/1089, 24-25=-198/1089, 10-25=-198/1089, 9-10=-393/1501, 7-9=-392/1499 WEBS 3-12=-370/227, 4-12=-129/576, 4-10=-376/1019, 5-10=-1061/429, 6-10=-123/611 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft, L=27ft; 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 12-8-0, Exterior(2) 12-8-0 to 15-8-0, Interior(1) 18-4-0 to 28-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 297 lb uplift at joint 2 and 302 Ito uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 1010312015 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 verify the applicability of design parameters and propedy incorporate this design into the overall building design: Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sorrento-B 2078 T11778639 P2078B 82 SPECIAL 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:12 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-YZJZP Nn5G2yXeGBGa5AmZAx WG06uwe_zNyTd8ygCzj 6-7-4 12-8-0 20-4-0 22-0-0 27-0-0 2 0-0 1-0-0 6-7-4 6-0-12 7-8-0 1-10 5-0-0 1-0.0 Scale = 1:50.3 4x4 = 13 - 11 10 9 3x5 = 1x4 11 3x4 = 3x8 = 3x4 = 1x4 11 3x4 = 6-7-4 1211 20-4-0 22-0-0 27-0-0 6-7-4 6-0-12 7-8-0 1-&0 5-0-0 Plate Offsets (X.Y)— 16:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.12 10-11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.36 10-11 >892 180 BCLL 0.0 Rep Stress Incr YES WB 0.49 Horz(TL) 0.09 7 n/a n/a BCDL 10.0 Code FBC2014TTP12007 Matrix-M) Weight: 134 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 `Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. 4-5: 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-10-3 oc bracing. BOT CHORD 2x4 SP No.2 WEBS 1 Row at midpt 5-11 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1141/0-3-8, 7=1139/0-3-8 Max Horz 2=-135(LC 10) Max Uplift2=-300(LC 12), 7=-299(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-20=-1847/530, 3-20=-1766/550, 3-21=-1347/465, 4-21=-1265/476, 4-22=-1241/455, 5-22=-1366/441, 5-6=-2045/676, 6-23=-1793/579, 7-23=-1867/564 BOT CHORD 2-13=-379/1579, 12-13=-379/1579, 11-12=-379/1579, 10-11=-566/2079, 9-10=-433/1601, 7-9=-432/1602 WEBS 3-11=-543/220, 4-1 1=-181/718,5-11=-999/398, 5-10=-607/261, 6-10=-245/868 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=25ft, B=45ft; L=27ft; eave=4ft; 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 12-8-0, Exterior(2) 12-8-0 to 15-8-0, Interior(1) 20-4-0 to 28-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 300 Ito uplift at joint 2 and 299 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies M WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. ,P - 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 verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for 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 ANSIITP11 Quality Criteria, DSB-89 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 Hms/ Sorrento-B 2078 T11778640 P2078B B3 SPECIAL 1 1 job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:13 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-OmtxcjnjOM40GOm S8ph?6OToDoSuf2Y6behO9aygCzi 1-0-0 4-7-0 8-7-8 12-8-0 22-4-0 240-0 27-0-0 ? 1-0.0 4-7-0 4-0.8 4-0-8 9-8-0 1-8-0 3-0.0 1_"q Scale = 1:50.3 3x4 = 3x4 = 4x4 = 3x8 = 7x6 = 2x4 II 3.10 I 3x5 - s-11-14 12-8-0 22-4-0 24-0-0 27-0-0 o_o_n 1-a-n s-nn LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.13 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.34 12-13 >956 180 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.09 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 149 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-4-7 oc purlins. BOT CHORD 2x4 SP No.2 `Except` BOT CHORD Rigid ceiling directly applied or 9-8-3 oc bracing. 9-13: 2x6 SP No.1 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1175/0-3-8, 9=1512/0-3-8 Max Horz 2=-135(LC 6) Max Uplift2=-309(LC 8), 9=-409(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-2005/487, 3-4=-1878/490, 4-5=1385/405, 5-6=-1406/399, 6-7=-2147/544, 7-8=-2749/687, 8-9=-2965/723 BOT CHORD 2-15=-360/1737, 14-15=-265/1473, 13-14=-37111877, 12-13=-631/2819. 11-12=-611/2749, 11 -21 =-585/2635, 9-21=-585/2635 WEBS 4-15=-63/335, 4-14=-433/169, 5-14=-247/935, 6-14=-852/272, 7-13=-981/274, 7-12=-717/205, 8-11=-271/1161, 6-13=-81/502 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft, L=27ft; eave=oft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 309 lb uplift at joint 2 and 409 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 407 lb down and 133 lb up at 25-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 5-7=-60, 7-8=-60, 8-10=-60, 9-16=-20 Concentrated Loads (Ib) Vert: 21=407(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 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 verify 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 - -- r - 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 ANSIITPII Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sorrento-B 2078 T11778641 P2078B B4 SPECIAL 1 1 Job Reference o tional Mid-Flonda Lumber, Barlow, FL. 7.640 s Apr 19 2016 MiTek Intlustries, Inc. Mon Aug 07 15:27:14 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-VyRKg2oLngC FuaUi WCEebO_GCoP Oa8Gq IRahOygCzh r1-0-0 4-8-8 8-10-8 10.6-8 12-8-0 0.0 21-2-12 27-0-0 28-0.0 1-0.0 4-8-8 4-2-0 1-8-0 2-1-8 3-416-0 5-2-12 5-9-4 Scale = 149.3 d 5x5 = 4x4 = 6 24 4x4 = 725 1J 14 -- 12 11 3x5 = 3x4 = 3x4 = 3x8 = 1x4 II 3x4 = 3x4 = Plate Offsets (X Y)-- 12:0-2-8 Edgel 16:0-2-8 0-2-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) -0.12 12-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(TL) -0.31 12-14 >999 180 BCLL 0.0 " Rep Stress Incr YES WB 0.32 Horz(TL) 0.08 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 (Matrix-M) Weight: 146 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-1-9 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-11-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1139/0-3-8, 9=1141/0-3-8 Max Horz 2=119(LC 11) Max Uplift2=-297(LC 12), 9=-301(LC 12) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-22=-1910/669, 3-22=-1851/683, 3-23=-1651/582, 4-23=-1598/593, 4-5=-1440/579, 5-6=-1633/678, 6-24=-1249/526, 24-25=-1249/526, 7-25=-1249/526, 7-26=-1387/544, 8-26=-1464/532, 8-27=-1823/608, 9-27=-1894/590 BOTCHORD 2-15=-541/1655, 14-15=-384/1440, 13-14=-301/1252, 12-13=-301/1252, 11-12=-464/1631, 9-11=-464/1631 WEBS 3-15=-273/181, 4-15=-101/412, 5-14=-658/288, 6-14=-242/573, 7-12=1131382, 8-12=-454/194 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=27ft; eave=4ft; 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 8-10-8, Exterior(2) 8-10-8 to 15-8-0, Interior(1) 15-8-0 to 28-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pond ing. 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 297 lb uplift at joint 2 and 301 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for 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 ANSIITP11 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sorrento-B 2078 T77778642 P2078B B5 HIP 1 1 Job Reference o tional mio-nunua lu nuai, oei ww, rL. ID:LwgEfgAb9Yk,, r, RKdr2TZXPzS7xJ-z8?i1 OpzYzK6VjvrGEjTBpZAic7C73yP3yA7DTygCzg 1-o-0 4-9-4 9-0.0 13-6-0 18-0-0 22-2-12 27-0-o 2?& 1-0.0 4-9-4 4-2-12 4-6-0 4-6-0 4-2-12 4-9-4 Scale: 1/4"=V 4x4 = 3x4 = 4x4 = 4 20 5 21 6 12 lu 3x8 = 3x4 = 3x8 = 3x5 = 3x5 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.25 Vert(LL) 0.10 10-12 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(TL) 0.33 10-12 982 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.22 Horz(TL) 0.08 8 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) PLATES GRIP MT20 244/190 Weight: 132 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-5 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 7-10-1 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1140/0-3-8, 8=1140/0-3-8 Max Horz 2=-99(LC 10) Max Uplift2=-299(LC 12), 8=-299(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-1898/692, 3-19=-1841/706, 3-4=-1621/593, 4-20=-1408/578, 5-20=-1408/578, 5-21=-1408/578, 6-21=-1408/578, 6-7=-1621/593, 7-22=-1841/706, 8-22=-1898/692 BOT CHORD 2-12=-558/1646, 11-12=-437/1548, 10-11=-437/1548, 8-10=-566/1646 WEBS 3-12=-289/221, 4-12=-121/451, 5-12=-291/134, 5-10=-291/134, 6-10=-121/451, 7-10=-289/221 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=27ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 22-4-11 Interior(1) 22-4-11 to 28-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 299 lb uplift at joint 2 and 299 lb uplift at joint 8. 7) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. Id Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTeM connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the 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 ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Ply Park Sq Hms/ Sorrento-B 2078T71778643ryP2078BB6HIP1 job Reference o tional MIO-rlor[aa Lumber, barrow, FL. 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:16 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-RLZ4EkgcJHSy7tUIpxFik05DsOT4sTpYHcwgmvygCzf 1-0-0, 7-0.0 11-4-9 157-7 20.0-0 23-z-1z 27-0 0 2&0-0 1-0.0 3-9-4 3-2-12 4-4-9 4-2-13 4-4-9 3-2-12 3-9-4 1-0.0 Scale: 1/4"=1' 6 00 F_ 4x8 = 3x4 = 1x4 4x8 = 4 21 522 23 24 6 25 26 7 12 1x4 3 E63 tx4 8 4x5 = 14 27 13 28 29 12 30 31 11 3x4 = 6x6 = 3x10 = 3x4 = 0d 9 oIM d 4x5 = Plate Offsets (X Y)-- 14:0-5-4 0-2-01 f7:0-5-4 0-2-01 113 0-3-0 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.74 Vert(LL) 0.20 12-13 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.77 Vert(TL) 0.53 12-13 >616 180 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(TL) 0.16 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 140 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-3-11 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 5-11-4 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2022/0-3-8, 9=202310-3-8 Max Horz 2=-79(LC 23) Max Uplift2=-607(LC 8), 9=-607(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=3775/1136, 3-4=-3630/1105, 4-21=-4090/1274, 21-22=-4090/1274, 5-22=-4090/1274, 5-23=-4113/1282, 23-24=-4113/1282, 6-24=-4113/1282, 6-25=-4113/1282, 25-26=-4113/1282, 7-26=-4113/1282, 7-8=-3633/1104, 8-9=-3777/1135 BOTCHORD 2-14=-940/3304, 14-27=-873/3242, 13-27=-873/3242, 13-28=-1142/4111, 28-29=-1142/4111, 12-29=-1142/4111, 12-30=-873/3245, 30-31=-873/3245, 11 -31 =-873/3245, 9-11=-939/3305 WEBS 4-14=-55/527, 4-13=-341/1145, 5-13=-544/266, 6-12=-515/273, 7-12=-346/1158, 7-11=-55/535 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=27ft; eave=4ft; 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 607 lb uplift at joint 2 and 607 lb uplift at joint 9. 7) "Semi -rigid pdchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 205 lb up at 7-0-0, 113 Ib down and 106 lb up at 9-0-12, 108 lb down and 106 lb up at 11-0-12, 105 lb down and 106 lb up at 13-0-12, 105 lb down and 106 lb up at 13-114, 108 lb down and 106 lb up at 15-11-4, and 113 Ib down and 106 lb up at 17-11-4, and 189 Ib down and 205 lb up at 20-0-0 on top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 13-0-12, 66 lb down at 13-11-4, 66 lb down at 15-11-4, and 66 lb down at 17-114, and 327 lb down and 97 lb up at 19-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). Printed Copies Of this document are not considered signed and sealed and LOAD CASE(S) Standard the signature must be verified on any electronic copies Continued on Daae 2 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 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 Qty Ply Hms/ Sorento-B 2078Parl,Sq T11778643 P20786 86 HIP 1 1 ob Reference tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:16 2017 Page 2 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-RLZ4EkgcJHSy7tU I pxFikO5DsOT4sTpYHcwgmvygCzf LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=60, 4-7=-60, 7-10=-60, 15-18=-20 Concentrated Loads (lb) Vert: 4=-142(F) 7=-142(F) 13=41(F) 14=-327(F) 11=-327(F) 21=-97(F) 22=-97(F) 23=-97(F) 24=-97(F) 25=-97(F) 26=97(F) 27=41(F) 28=41(F) 29=41(F) 30=41(F) 31=41(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 111II-7473 rev. 1010312015 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 verify the applicability of design parameters and property incorporate this design into the overall building design: Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - - _ - -- is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- et fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Somento-B 2078 T11778644 P2078B c1 HIP 1 1 Jo b Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:16 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-RLZ4EkgcJHSy7tUlpxFik05KnOYTsUGYHcwgmvygCzf 1-1-0-0 5-9-4 11-0-0 14-4-0 19-6-12 25-2-8 1-0.0 5-9-4 5-2-12 3-4-0 5-2-12 5-7-12 Scale = 144.5 4x8 = 4x4 = I 4 21 22 12 11 9 6 3x4 = 1x4 3x4 = 3x4 = 3x8 = 1x4 II 3x4 = 5-0-4 5-2-12 3-4-0 5-2-12 5-7-12 Plate Offsets SX Y)— 14:0-5-4 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.07 11-12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.42 Vert(TL) 0.19 11-12 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.35 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 130 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-2-13 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-7-3 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 7=1002/Mechanical, 2=1075/0-3-8 Max Horz 2=114(LC 11) Max Uplift7=-238(LC 12), 2=-284(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-19=-1765/566, 3-19=-1696/584, 3-20=-1311/477, 4-20=1233/495, 4-21 =-1 111/490, 21-22=-1111/490, 5-22=-1111/490, 5-23=1235/496, 6-23=-1312/478, 6-24=-1704/582, 7-24=-1774/571 BOT CHORD 2-12=-473/1517, 11-12=-473/1517, 10-11=-282/1110, 9-10=-282/1110, 8-9=-463/1526, 7-8=463/1526 WEBS 3-11=-478/220, 4-11=-84/332, 5-9=-103/335, 6-9=-488/224 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=25ft; B=45ft; L=25ft; eave=4ft; 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 11-0-0, Exterior(2) 11-0-0 to 14-4-0, Interior(1) 18-6-15 to 25-2-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 238 lb uplift at joint 7 and 284 to uplift at joint 2. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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. 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 ANSIITPII Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sorrento-B 2078 T11778645 P2078B C2 HIP 1 1 Job Reference o do a mia-rionaa Lumoer. 0.now. rL. d 1-0-0 4-9-4 4-2-12 4x5 = r.oru srp is <um run ert niuuau-, ni,. m nuy ur w _eye i I D: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-vX7SS4rE4bapI 13ENfmxGEeK?Pp6b_giWGfE ILygCz. 7-4-0 - 4-2-12 - 4-9-4 -1-0-0 Scale = 1:45.7 4x8 = n a 3x4 = 3x5 = 3x8 = 3x4 = 3x5 = d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.11 9-17 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.72 Vert(TL) 0.31 9-17 967 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.14 Horz(TL) 0.07 7 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 121 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1073/0-3-8, 7=1073/0-3-8 Max Horz 2=97(LC 11) Max Uplift2=-283(LC 12), 7=-283(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 8-2-2 oc bracing. WEBS 1 Row at midpt 5-11 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-18=-1736/642, 3-18=-1678/655, 3-4=-1476/553, 4-19=-1281/545, 19-20=-1281/545, 20-21=-1281/545, 21-22=-1281/545, 5-22=-1281/545, 5-6=-1476/553, 6-23=-1678/655, 7-23=-1736/642 BOT CHORD 2-11=-511/1501, 10-11=-341/1281, 9-10=-341/1281, 7-9=519/1501 WEBS 3-11=-260/202, 4-11=-40/355, 5-9=-45/355, 6-9=-260/202 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vint=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 20-8-11 Interior(1) 20-8-11 to 26-4-0 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DO L=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load 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 283 lb uplift at joint 2 and 283 lb uplift at joint 7. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ll REFERENCE PAGE i 11-7479 rev. 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Hms So ento-B 2078 T11778646 P2078B C3 HIP 1 1 ParkSq Job Reference o ion Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 k I2016MiTendustries, Inc. Mon Aug 07 15:27:18 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-Nj ggfQrsruigN BeQxM HApRBb?p5MKOmrlwPngoygCzd 1-0-0 7-0.0 10.9-15 1 14-6-1 18-4-0 21-6-12 25-0-0 2 1-0.0 1.4 3-2-12 1115 3-8-3 3-9-15 3-2-12 3-9-4 Scale = 1453 d 4x8 = 3x4 = 1x4 II 4x8 = 4 21 5 22 23 24 6 25 7 I I Iz II 4x5 — 3x4 = 5x5 = 3x8 = 3x4 = 4x5 = 7-0-0 10.9-15 14-6-1 18-4-0 25-4-0 LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 TCDL 10.0 Lumber DOL 1.25 BC 0.97 BCLL 0.0 ' Rep Stress Incr NO WB 0.35 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 DEFL. in (loc) I/deft L/d PLATES GRIP Vert(LL) -0.17 12-13 >999 240 MT20 244/190 Vert(TL) -0.44 12-13 >690 180 Horz(TL) 0.15 9 n/a n/a Weight: 133 lb FT = 20 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-7-15 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-11-11 oc bracing. REACTIONS. (lb/size) 2=1887/0-3-8, 9=1888/0-3-8 Max Horz 2=-77(LC 23) Max Uplift2=-567(LC 8), 9=-567(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3491/1052, 3-4=-3338/1018, 4-21=-3601/1129, 5-21=-3601/1129, 5-22=-3622/1135, 22-23=-3622/1135, 23-24=-3622/1135, 6-24=3622/1135, 6-25=-3622/1135, 7-25=-3622/1135, 7-8=-3341/1018, 8-9=-3493/1052 BOT CHORD 2-14=-866/3053, 14-26=-796/2980, 13-26=-796/2980, 13-27=-995/3619, 27-28=-995/3619, 12-28=-995/3619, 12-29=-795/2983, 11-29=-795/2983, 9-11=-865/3055 WEBS 4-14=-59/523, 4-13=-274/902, 5-13=-467/228, 6-12=-437/237, 7-12=-278/913, 7-11=-59/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=25ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 567 lb uplift at joint 2 and 567 lb uplift at joint 9. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 7-0-0, 115 Ito down and 106 lb up at 9-0-12, 110 lb down and 106 lb up at 11-0-12, 105 lb down and 106 lb up at 12-8-0, 110 lb down and 1 Of lb up at 14-3-4, and 115 lb down and 106 lb up at 16-3-4, and 189 lb down and 204 lb up at 18-4-0 on top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 11-0-12, 66 lb down at 12-8-0, 66 lb down at 14-3-4, and 66 lb down at 16-3-4, and 327 lb down and 97 lb up at 18-3-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on Rage 2 WARNING - Verilry design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall 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 ANSlrTPl1 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hmsr Sorrento-B 2078 T11778646 P2078B C3 HIP 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. r.ovu srpr rn toio mi ertm -u—, um. niunray ur wu .u. io cii rcyca ID: Lwg EfgAb9YkKfRKdr2TZXPzS7xJ-NjggfQrsruigN BeQxM HApRBb?p5MKOmrlwPngoygCzd LOAD CASE( S) Standard Uniform Loads ( plf) Vert: 1- 4=-60, 4-7=-60, 7-10=60, 15-18=-20 Concentrated Loads ( Ib) Vert:4=- 142(F) 7=-142(F) 14=-327(F) 5=97(F) 6=-97(F) 12=-41(F) 11=-327(F) 21=-97(F) 23=-97(F) 25=-97(F) 26=-41(F) 27=-41(F) 28=-41(F) 29=-41(F) WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO 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 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 a 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 ANSIITPII Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sorrento-B 2078 T71778647 P2078B CJ1 JACK 18 1 Job Reference (optional) Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:19 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-rvEDtmsUcC rX_LDcV3oPLfjtdDge3wQ?_aBLMEygCzc 1-0-0 1-0-0 Scale = 1:7.1 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) -0.00 7 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=12/Mechanical, 2=124/0-3-8, 4=3/Mechanical Max Horz 2=42(LC 12) Max Uplift3=-5(LC 9), 2=-64(LC 12) Max Grav 3=13(LC 17), 2=124(LC 1), 4=12(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; 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 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 5 lb uplift at joint 3 and 64 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIP7473 rev. 1010312015 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the -- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, OSB-89 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 Qty Ply Park Sq Hms/ Somento-B 2078 T11778646 P2078B CJ3 JACK 16 1 obReference o tional Mid -Florida Lumber, Barlow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:19 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-rvEDtmsUcCrX_LDcV3oPLfjtVDgs3wQ?_a8LMEygCzc 1-0-0 3-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 TCDL 10.0 Lumber DOL 1.25 BC 0.06 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=65/Mechanical, 2=201/0-3-8, 4=29/Mechanical Max Horz 2=74(LC 12) Max Uplift3=-34(LC 12), 2=-67(LC 12) Max Grav 3=65(LC 1), 2=201(LC 1), 4=46(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:12.3 3-0-0 rLn DEFL. in (loc) I/deft Ud PLATES GRIP Vert(LL) -0.00 4-7 >999 240 MT20 244/190 Vert(TL) -0.01 4-7 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 11 Ito FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE: 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 13=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 2-114 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live 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 34 Ito uplift at joint 3 and 67 Ito uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is toprevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracingffisalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Somento-B 2078 T11778649 P2078B CJ4 JACK 1 1 b Ref rence o ti nal Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Intluslries, Inc. Mon Aug 07 15:27:19 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-rvEDtmsUcCrX_LDcV3oPLfjq_Ddr3wQ7_a8LMEygCzc 4-7-8 478 Scale = 1:17.3 3x4 = LOADING (psf) SPACING- 2-0-0 csI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Vert(LL) 0.03 3-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(TL) -0.06 3-6 >936 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Weight: 15 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-7-8 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. REACTIONS. (lb/size) 1=183/0-3-8, 2=123/Mechanical, 3=59/Mechanical Max Horz 1=76(LC 12) Max Uplift 1=-21(LC 12), 2=-65(LC 12), 3=-1(LC 12) Max Grav 1=183(LC 1), 2=123(LC 1), 3=86(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18, M WFRS (directional) and C-C Exterior(2) 0-0-0 to 3-0-0, Interior(1) 3-0-0 to 4-6-12 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 1, 65 lb uplift at joint 2 and 1 Ito uplift at joint 3. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 1010312015 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sorrento-B 2078 T11778650 P20786 CJ5 JACK 15 1 job Refer n e ti mm-nonua umuei, oanrm•, r, nyi rJ — , reyo , ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-J6ob46t6NWzOcVop2nJeusGOad_DoNg8CDuuvgygCzb 1-0-0 - 5-0-0 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well L/d TCLL 20.0 Plate Grip DOL 1.25 TIC 0.25 Vert(LL) 0.02 4-7 999 240 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(TL) 0.04 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=111/Mechanical, 2=298/0-3-8, 4=46/Mechanical Max Horz 2=108(LC 12) Max Uplift3=-60(LC 12), 2=-82(LC 12) Max Grav3=111(LC 1), 2=298(LC 1). 4=76(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. Scale = 1:17.3 PLATES GRIP MT20 244/190 Weight: 18 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf, h=25ft; 6=45ft; L=24ft; eave=4ft, Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 4-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 60 lb uplift at joint 3 and 82 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 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 Hms/ Sorrento-B 2078 T11778651 P2078B D1 SPECIAL 1 Job Reference ODtona Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:21 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-nlMzlSukBp5FEeN?cUgtR4pOEtAhXcpHRtdRR6ygCza 1-1-0-0 5-3-0 9-11-8 1111-10-9i 13-11-6 16{ 0-3 18-1-0 20-3-8 1-0-0 5-3-0 4-8-8 1-11-1 2-0.13 2-0.13 2-0.13 2-2-8 Scale = 1:38.6 1.5x4 I 11 3x4 = 7x8 MT20HS = 5x5 11 8x12 MT20HS = 4x4 = 2x4 II 5x14 = 3x8 M18SHS 11 5-3-0 9-11-8 11-10.9 1311-6 16-0-3 18-1-0 20-3-8 53-0 4-8-8 1-11-1 2-0-13 2-0-13 2-0.13 2-2-8 Plate Offsets (X,Y)- f5:0-3-12.0-3-41 115:0-6-0 Edgel 117:0-3-8 0-3-81 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.96 Vert(LL) 0.43 15-16 >557 360 MT20 244/190 TCDL 10.0 Lumber COL 1.00 BC 0.80 Vert(TL) 0.94 15-16 >257 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.90 Horz(TL) 0.09 11 n/a n/a M18SHS 244/190 BCDL 10.0 Code FBC20147TPI2007 Matrix-M) Weight: 368 Ito FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 5-10: 2x4 SP No.1 end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 1D-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 5-17,5-15,7-15,10-12,8-12,8-14: 2x4 SP No.2 REACTIONS. (lb/size) 11=5533/0-3-8, 2=2397/0-8-0 Max Horz 2=1543(LC 8) Max Uplift 11=1954(LC 5), 2=-510(LC 5) Max Grav 11=6575(LC 13), 2=2612(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5923/1250, 3-4=-499/250, 5-16=-670/219, 5-20=25648/8196, 5-20=25648/8196, 6-7=-25656/8199, 7-8=-24774/7691, 8-9=11157/3349, 9-1 0=-1 1157/3349, 10-11=-5772/1723 BOT CHORD 2-17=-2560/6062, 16-17=-7239/22261, 15-16=-7957/23862, 14-15=-7691/24774, 13-14=-6208/20391, 12-13=-6208/20391, 11-12=-233f786 WEBS 3-17=-1261/ 4400, 3-5=-5674/1678, 5-17=16553/4781, 6-15=-1485/480, 7-14=2048/688, 8-13=-133/502, 9-12=-1471/415, 5-15=-264/2011, 7-15=-565/972, 10-12=-3437/11436, 8-12=-10177/3151, 8-14=-1634/4831 NOTES- 1) 3-ply truss to be connected together with 10d (0.131 "x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi= 0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 1954 lb uplift at joint 11 and 510 lb uplift at joint 2. 10) Girder carries tie- in span(s): 27-0-0 from 10-0-0 to 20-3-8 11) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on paqe 2 7 EMEMMMMEMMEMMISIMMM= 9MMEMMIMM" WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Somento-B 2078 T11778651 P2078B D1 SPECIAL 1 Job Reference o lion I Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MTek Industries, Inc. Mon Aug 07 15:27:21 2017 Page 2 ID: LwgEfgAbgYkKfRKdr2TZXPzS7xJ-nIMzISuk8p5FEeN?cUgtR4pOE 1 AhXcpH RtdRR6ygCza NOTES- 12) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) . The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=-40, 5-10=-673, 2-11=-13 Concentrated Loads (lb) Vert: 5=-275 WARNING - verify design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 verify 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 end/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 ANSUTP11 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hmsr Sorrento-B 2078 T11778652 P2078B D2 HIP 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7,640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:21 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-nIMzlSuk8p5FEeN?cUgtR4psfl CeXoUH RtdRR6ygCza 1-0-0 4-9-4 9-0-0 1 11-8-0 15-10-12 I 20-3-8 i 1-0-0 4-9-4 4-2-12 2-8-0 4-2-12 4-4-12 Scale = 1:35.6 ctl 4x4 = 4x8 = 3x5 = 3x5 = 3x8 = 3x4 = 3x5 = L LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.22 BC 0.68 WB 0.16 Matrix-M) DEFL. in Vert(LL) -0.12 Vert(TL) -0.32 Horz(TL) 0.04 loc) I/deft Ud 8-13 >999 240 8-13 >767 180 7 n/a n/a PLATES GRIP MT20 244/190 Weight: 101 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-1 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 8-10-14 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 7=799/0-3-8, 2=884/0-8-0 Max Horz 2=94(LC 11) Max Uplift7=-192(LC 12), 2=-237(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-17=-1343/511, 3-17=-1293/525, 3-4=-1052/408, 4-5=-890/410, 5-6=1048/406, 6-18=-1233/499, 7-18=-1331/485 BOT CHORD 2-10=-436/1156, 9-10=-219/886, 8-9=-219/886, 7-8=-398/1142 WEBS 3-10=-312/226, 4-10=-78/271, 5-8=-53/284, 6-8=-305/208 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft; B=45ft; L=24ft, eave=4ft, Cat. 11, Exp B; Encl., GCpi=0.18, MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 9-0-0, Exterior(2) 9-0-0 to 11-8-0, Interior(1) 16-0-11 to 20-3-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 7 and 237 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - -- fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPI1 Quality Criteria, DSB-89 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 Qty Ply Park Sq -Hms/ Somento-B 2078 T11776653 P2078B D3 HIP 1 1 Job Referen o tonal Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 Mrrek Industries, Inc. Mon Aug 07 15:27:22 2017 Page t ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-GUwLVouMv7D6royBAC L6zHLC3Q WUGDRRgXN?zzygCzZ 3-9-4 7-0 10-4-0 13-8-0 161412 20-3-8 1-0.0 3-9-4 3-2-12 3-4-0 3-4-0 12-12 3-4-12 61 44 = 4 18 19 3x4 = 4x4 = 5 20 6 Scale = 136.6 4x4 = 4x4 = 3x8 = 3x8 = 4x5 = LOADING (psf) TCLL 20.0 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TP12007 CSI. TC 0.89 BC 0.77 WB 0.30 Matrix-M) DEFL. in (loc) I/deft Ud Vert(LL) -0.12 9-11 >999 240 Vert(TL) -0.37 0-11 >656 180 Horz(TL) 0.09 8 n/a n/a PLATES GRIP MT20 244/190 Weight: 100 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-6-11 oc purlins. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied or 7-3-14 oc bracing. WEBS 2x4 SP No.3 WEDGE Right: 2x4 SP No.3 REACTIONS. (lb/size) 8=1488/0-3-8, 2=1548/0-8-0 Max Horz 2=75(LC 24) Max Uplift8=-429(LC 8), 2=-469(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2830/849, 3-4=-2655/805, 4-18=-2378/750, 18-19=-2378/750, 5-19=2378/750, 5-20=-2343/739, 6-20=-2343/739, 6-7=-2610/791, 7-8=-2729/817 BOT CHORD 2-11=-719/2473, 10-11=-738/2558, 10-21=-738/2558, 21-22=-738/2558, 22-23=-738/2558, 9-23=-738/2558, 8-9=-683/2355 WEBS 4-11 =-1 64/797, 5-11=-317/165, 5-9=-367/184, 6-9=-153/761 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft, L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will ftt between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 429 lb uplift at joint 8 and 469 lb uplift at joint 2. 7) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 189 lb down and 204 lb up at 7-0-0, 115 lb down and 106 lb up at 9-0-12, 115 lb down and 106 lb up at 10-4-0, and 115 lb down and 106 lb up at 11-7-4, and 189 lb down and 204 lb up at 13-8-0 on top chord, and 327 lb down and 97 lb up at 7-0-0, 66 lb down at 9-0-12, 66 lb down at 10-4-0, and 66 lb down at 11-7-4, and 327 lb down and 97 lb up at 13-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=60, 4-6=-60, 6-8=-60, 12-15=-20 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Continued on Ra e 2 MN WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for 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 ANSIITPII Quality Criteria, D5B-89 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 Qty Ply Park Sq Hmsr Somento-B 2078 T11778653 P2078B D3 HIP 1 1 ob Reference o ti nal Lumoer, Zanow, rL. I blu s Apr 19 zo16 MI I ek Industries, Inc. Mon Aug 07 15:27:22 2017 Page 2 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-GUwLVouMv7D6royBACL6zHLC3Q WUGDRRgXN?zZygCzZ LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 4=-142(F) 6=-142(F) 11=-327(F) 5=97(F) 9=-327(F) 19=-97(F) 20=-97(F) 21=41(F) 22=-41(F) 23=-41(F) Em WARNING •Verily design parameters and READ NOTES ON TNIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE.wit- 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 verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for 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 ANSIITP11 Quality Criteria, DSB-89 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 Hmv Sorrento 2078 T11778654 P20788 E1 COMMON 3 1 Job Reference o ti Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MTek Industries, Inc. Mon Aug 07 15:27:23 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-khUji7v?gRLzTyXNkvtLWVuVvq_R?jKauB6YV?ygCzY 1-0.0 5-0-01 D-0-0 11-0-0 11-0--0 5-0-0 5-0-0 Scale = 1:24.7 4x4 = 3.4 II 48 = 63.4 II 4- 5-0-0 10-0-0 4- 4-8-0 5-0-0 Plate Offsets (X Y)— f2 0-2-15 0-2-01 14 0-2-15 0-2-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.37 Vert(LL) -0.01 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.21 Vert(TL) -0.03 7-8 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014ITP12007 Matrix-M) Weight: 55 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No-2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=457/0-4-0, 6=457/0-8-0 Max Horz 8=57(LC 11) Max Uplift8=-157(LC 12), 6=-157(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-9=-420/237, 3-9=-357/248, 3-10=-357/248, 4-10=420/237, 4-6=-413/330, 2-8=-413/330 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-0-0, Exterior(2) 5-0-0 to 8-0-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at joint 8 and 157 lb uplift at joint 6. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7d73 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the we - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 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 Hms/ Sorrento-B 2078 T11778655 P2078B E2 GABLE 1 1 Reference o ti n MIa-I-lonaa Lumber, tianow, I-L. 1-0-0 5-0-0 4x4 = 5 6411 s Apr 19 Zulb MI I ex Industries, Inc. Mon Aug U/ 1 b:2 /:Z3 zu1 / Fage 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-khUj i7v?gRLzTyXNkvtLWVuZyq 1 E?keauB6YV?ygCzY 5-0-0 1-0-0 16 15 14 13 12 11 10 1.5x4 11 1x4 11 1x4 11 1x4 11 1x4 11 1.5x4 II Scale = 1:26.8 1_d LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.11 Vert(LL) -0.00 9 n/r 120 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(TL) -0.01 9 n/r 120 BCLL 0.0 ' Rep Stress Incr YES WB 0.05 Horz(TL) -0.00 10 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Weight: 50 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 10-0-0. Ib) - Max Horz 16=57(1_C 10) Max Uplift All uplift 100 lb or less at joint(s) 16, 10, 14, 15, 12, 11 Max Grav All reactions 250 lb or less at joint(s) 16, 10, 13, 14, 15, 12, 11 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft, B=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Part. Encl., GCpi=0.55; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-0-0, Interior(1) 2-0-0 to 5-0-0, Exterior(2) 5-0-0 to B-0-0 zone; cantilever left exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) Gable requires continuous bottom chord bearing. 5) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 16, 10, 14, 15, 12, 11. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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 verifythe, 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 i 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 ANSIITPII Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sonento-B 2078 T11778656 P2078B Fi ROOFTRUSS 4 1 Job Refer n tional 0-1-8 H ' 11 I 5x6 = tx3 = tx3 = 1 5 4 4x6 = 2 3x4 = 3x8 FP = 3x3 = 1x3 11 3x3 = 3 4 5 6 7 M 5Apr ly LVIb MI eK In0u5fnes, mc. mon Aug ut 1Y.Z I:24 Zul/ rage 1 ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-Ct26wTwdRkTg565aHdOa2iRWmEClky?k7rs62RygCzX Scale = 1:34.6 3x3 = 3x4 = 445 = 5x5 = 8 9 10 11 0v 2x4 H 5x8 = 4x6 = 3x4 = 3x3 = 1x3 11 3x3 = 3x4 = 4x6 = 3x8 FP = 3x3 1 5x6 = 20-2-12 Plate Offsets (X.Y)- f1:Edge,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 1.00 Vert(LL) -0.39 18 >613 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.71 Vert(TL) -0.61 18 >393 240 BCLL 0.0 Rep Stress Incr NO WB 1.00 Horz(TL) 0.10 12 n/a n/a BCDL 5.0 Code FBC2014/TP12007 Matrix) Weight: 106 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2D(flat) TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP DSS(flat) "Except' BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 12-14: 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) REACTIONS. (lb/size) 23=156610-8-0, 12=1210/0-3-8 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 23-24=-1532/0, 24-25=-1532/0, 1-25=-1532/0, 11-12=1203/0, 1-2=-1550/0, 2-3=3838/0, 3-4=-5122/0, 4-5=-5122/0, 5-6=5496/0, 6-7=-5496/0, 7-8=-5262/0, 8-9=-4501/0, 9-10=-3173/0, 10-11=-1248/0 BOT CHORD 21-22=0/2841, 20-21=0/4607, 20-26=0/5425, 19-26=0/5425, 18-19=0/5496, 17-18=0/5496, 16-17=0/5017, 15-16=0/3959, 14-15=0/2362, 13-14=0/2362 WEBS 11 - 1 3=0/1 662, 1-22=0/2107, 10-13=1549/0, 2-22=-1796/0, 10-15=0/1129, 2-21=0/1386, 9-15=-1093/0, 3-21=1070/0, 9-16=01754, 3-20=0/717, 8-16=718/0, 5-20=-479/0, 8-17=- 27/521, 5-19=-313/500, 7-17=-602/156 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi - rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE( S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads ( plf) Vert: 23- 26=-85(F=-75), 12-26=-10, 1-11=-100 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 1I rev. 1010312015 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 verify 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 - 916W s alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryantlpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Somento-B 2078 T11778657 P2078B F2 ROOF TRUSS 10 1 Jo b Reference footionah Mla-monaa Lumber, eanow, I-L. i 1-3-0 r.owu s r pr is zvlo M1 i ex inousmes, mc. mon,vug w i¢u:o cu i r rage i ID: Lwg EfgAb9YkKfRKdr2TZXPzS7xJ-g3cU7pxFC2bhiGgmrKvpbwzopeUpTXYtMVbfauygCzW 168 0_H18 Scale = 1:27.2 1.3 II 3x3 4x4 = 3x3 = 3x3 = 1x3 I 3x3 = 3x3 = 4x4 = 1x3 = 1 2 3 4 5 6 7 8 9 0 17 1A 19 1d 11 111 3x8 = 4x4 = 3x3 = 1x3 II 3x3 = 3x3 = 4x4 = 3x8 = 2- 9-0 5-3-0 10-8-8 132-8 15-11-8 2- 9-0 2-6-0 5-5-8 2-60 2-9-0 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) -0.17 12-13 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.98 Vert(TL) -0.27 12-13 >710 240 BCLL 0.0 Rep Stress Incr YES WB 0.41 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 84 lb FT = 20%F, 11 %E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flal) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. REACTIONS. ( lb/size) 17=864/Mechanical, 10=858/0-3-8 FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1538/0, 3-4=-2439/0, 4-5=-2773/0, 5-6=2773/0, 6-7=-2444/0, 7-8=-1537/0 BOT CHORD 16-17=0/923, 15-16=0/2121, 14-15=0/2773, 13-14=0/2773, 12-13=0/2725, 11-12=0/2126, 10-11=0/921 WEBS 8-1 0=-1 22310, 2-17=1229/0, 8-11=0/857, 2-16=0/855, 7-11=820/0, 3-16=-811/0, 7-12=0/441, 3-15=0/483, 6- 12=-391/0, 4-15=-579/0, 6-13=187/370 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) " Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11411-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage, For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSI/TPI1 Quality Criteria, DSB-89 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 Qly Ply Park Sq Hms/ SOmento-B 2078 T11778658 P2078B F2A GABLE 1 1 Job feren e o tional Mid-Flonoa Lumber, Carlow, FL. 3x3 II 1 2 3 03 26 25 24 3.3 11 i.b4u s Apr 19 ZU1b MI I eK industries, Inc. Mon Aug of 1b:zczb zu1 r eage 1 ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-g3cU7pxFC2bhiGgmrKvpbwzvzej_TdRtMVbff2uygCzW p r78 Scale = 1:27.2 4 5 6 7 8 9 10 11 23 22 21 20 19 18 17 16 12 13 27 0 15 14 3x3 = 7-4-4 8-1-0 1-0 2-8-0 4-0-0 5-4-0 6-7-0 6- 7-11-12 9-3-8 1U-7-8 11-11-8 13-3-8 14-7-8 15-11-8 1-4-0 1-4-0 1-0 1-4-0 1-3-0 0- -8 0-7-8 1-0 1-4-0 1-4-0 1-4-0 1-4-0 0-8-4 0-1-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 14 n/a n/a BCDL 5.0 Code FBC2014ITP12007 Matrix) Weight: 71 lb FT = 20% F, 11 % E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 15-11-8. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 20, 15, 16, 17, 18, 19, 25, 24, 23, 22, 21 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) All plates are 1x3 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITP11 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sorrento-B 2078 T11778659 P2078B F3 ROOFTRUSS 2 1 frnc oti I Mia-rlonaa Lumber, Barlow, FL. i 1-3-0 t.b4U s Apr 19 2U1b MI I eK Industries, Inc. Mon Aug U/ 1b:Z t26 ZU1 t Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-8G9sL9ytzMjYKQFyP2Q287W?42scC_xlb9L.C 6KygCzV 11 pi r8 Scale = 126.8 1x3 II 3x3 II 3x4 = 3x3 = 3x3 = 1x3 II 3x3 = 3x3 = 3x4 = 1x3 = 1 2 3 - 4 5 6 7 8 9 0v 17 16 15 14 13 12 11 10 3x8 = 3x4 = 3x3 = 1x3 3x3 = 3x3 = 3x4 = 3x8 = 2-9-0 5-30 10-5-8 12-11-8 15-8-8 2-9-0 2-6-0 5-2-8 2-fro 2-9-0 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud TCLL 40.0 Plate Grip DOL 1.00 TC 0.44 Vert(LL) 0A5 12-13 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) 0.24 12-13 761 240 BCLL 0.0 Rep Stress Incr YES WB 0.40 Horz(TL) 0.05 10 n/a n/a BCDL 5.0 Code FBC2014(TPI2007 Matrix) PLATES GRIP MT20 2441190 Weight: 83 lb FT = 20%F, 11 %E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=850/Mechanical, 10=844/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1509/0, 3-4=-2380/0, 4-5=-2690/0, 5-6=-2690/0, 6-7=-2385/0, 7-8=-1507/0 BOT CHORD 16-17=0/907, 15-16=012079, 14-15=0/2690, 13-14=0/2690, 12-13=0/2654, 11-12=0/2082, 10-11=0/905 WEBS 8-1 0=-1 203/0, 2-17=1208/0, 8-11=0/837, 2-16=0/837, 7-11=799/0, 3-16=-793/0, 7-12=0/421, 3-15=0/458, 6-12=-375/ 0, 4-15=-536/0, 6-13=194/340 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131"X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1.7473 rev. 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MIN fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfTPl1 Quality Criteria, DSB-89 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 city Ply Park Sq Hms/ Sorrento-B 2078 T11778660 P2078B F4 ROOF TRUSS 5 1 Job Reference ootlonal mta-rlonaa lumber, leanow, rL. 0-1-8 H 11-3 14 v 13 1 3x3 = r.b4V s Apr 1`u zulb ml I ex Inouslnes, mc. mon Aug ut io:zneb zuI / rage 1 ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-8G9sL9ytzMjYKQFyP2Q287W?e2_gCOTt b9LC6KygCzV i 1-8-4 r 3x3 = 1x3 I 1x3 3x3 = 2 3 4 5 3x8 = 6 ix 1x3 = 11 10 9 3x3 = 81 1x3 II Scale = 1:18.6 v 3x3 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.40 Vert(LL) 0.04 8-9 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.37 Vert(TL) 0.06 8-9 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 53 lb FT = 20%F, 11%E LUMBER- EIRACING- TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) *Except` BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 1-12,6-7: 2x4 SP No.2(flat) REACTIONS. (lb/size) 12=529/0-8-0, 7=529/0-3-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 12-13=-525/0, 13-14=-525/0, 1-14=-525/0, 6-7=-525/0, 1-2=-455/0, 2-3=-1029/0, 34=1029/0, 4-5=-1029/0, 5-6=-474/0 BOT CHORD 10-11=01865, 9-10=0/1029, 8-9=0/880 WEBS 6-8=0/631, 1-11=0/618, 5-8=-566/0, 2-11=-571/0, 5-9=0/341, 2-10=0/354 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 3) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED NTEK REFERENCE PAGE 11,111-7473 rev. 1010312015 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 verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for 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 ANSIITP11 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sorrento-B 2078 T11778661 P2078B F4A GABLE 1 1 Job Ref re optional) Mid -Fiona. wnmer, Be-, FL. r.onu s,vpr - eu io mi ex inoumnes, in, Mon Aug ur u:u:m 20 i r rage 1 ID: LwgEfgAbgYkKfRKdr2TZXPzS7xJ-8G9sL9ytzMjYKQFyP2Q287 W4f23CC4g 1 b9LC6KygCzV Scale = 1,17.9 0v 3x3 1 x3 1 x3 11 1 x3 I 1 x3 I 1 x3 1 x3 I 1 x3 I 3x3 I 1 2 3 4 5 6 7 8 9 18 17 16 15 14 13 12 11 10 3x3 1 1 x3 I I 1 x3 1 x3 I 1 x3 I I 1 x3 I 1 x3 I 1 x3 I 3x3 I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.01 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 10 n/a n/a BCDL 5.0 Code FBC2014lTP12007 (Matrix) Weight: 46 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3(flat) REACTIONS. All bearings 9-6-12. lb) - Max Grav All reactions 250 lb or less at joints) 18, 10, 14, 11, 12, 13, 17, 16, 15 FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Gable requires continuous bottom chord bearing. 2) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 3) Gable studs spaced at 1-4-0 oc. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 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 i a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing 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 ANSVTPII Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sonnento-B 2078 T71778662 P2078B F5 ROOFTRUSS 2 1 Job R ference o do a Mic-rwnaa Lumoer, Danow, rL. 10 9 0-1-8 H--1 3,* — 1-3-0 2—itx3 r.oau s r pr ` m io Mi ex mausmes, mc. Mon rwg ur o ':r Du i r rage i ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-cSjEYVyVjfrPyZg9zlxHgK3EzRNQxV7App4memygCzU 3x8 = 4 1x3 II 3x3 II Scale = 1:9.6 0 Y LOADING (psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 BCDL 5.0 SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TP12007 CSI. TC 0.17 BC 0.14 WB 0.15 Matrix) DEFL. in Vert(LL) -0.01 Vert(TL) -0.01 Horz(TL) 0.00 loc) I/deft Ud 6 >999 360 6 >999 240 5 n/a n/a PLATES GRIP MT20 244/190 Weight: 29 lb FT = 20%F, 11%E LUMBER- BRACING - TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 4-11-12 oc purlins, BOT CHORD 2x4 SP No.2(flat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=257/0-7-4, 5=257/Mechanical FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=252/0, 9-10=-252/0, 1-10=-252/0 WEBS 4-6=0/302, 1-7=0/308 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3) "Semi -rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the 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 IN fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUTPl1 Quality Criteria, DSB-89 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 Hms/ Sorrento-B 2078 T11778663 P2078B FT1 SPECIAL 1 Job Reference (optional) Mid-l-londa Lumber, Bartow, FL., - 1.b411 s z_ulb MI I ex mausmes, inc. Mon_ AP10: 3u:4o zu-i t ra ID:LwgEfgAb9YkKfRKdr2TZXPzSrZZSFhmZAZd6rOcWR2rBbudug Oa4q 25 i2- 7-6 5-1-49-45 11-8-10 14-1-0 15-9-8 18-1-13 201'i-222-10.8 24-9-4 27-3-0 29-10.8 2-7- 8 2-512 1-1112 2-4-5 2-4-5 2-4-6 1-8- 8 - 2-45 2-4-6 1-10.12 2-512 2-7-8 Scale = 1: 51.1 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 3x7 = 1x4 I 3x10 = 1x4 II 5x12 = 1x4 I I = 5x12 = tx4 I 5x10 = 1x4 I 4x8 = 1x4 I 3x12 = 1 2 3 4 29 5 6 7 3031 8 9 32 10 33 11 12 13 14 I 28 27 26 34 25 35 24 36 23 22 21 20 37 38 19 39 18 40 17 41 16 42 15 3x4 I 5x9 = 2x4 11 5x10 = 6x14 NIT 18HS = 6x10 = 6x12 MT18HS = 2x4 11 2x4 11 4x4 11 2x4 II 4x8 - 5x16 - 6x12 MT18HS = 2-7- 8 51-4 7-0.011-8-10 14-1-0 , 159-8 18-1-13 20-6-2 22-10.8 24-9-4 27-3-0 29-10.8 2-7- 8 2r S12 { 1-10-1z 2' 4 5 2 2-4-s 1 &8 gas z 1-10-1z z-S1z 2-7-8 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in loc) I/deft L/d TCLL 40. 0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 0.26 18 718 360 TCDL 10. 0 Lumber DOL 1.00 BC 0.65 Vert(TL) 0.41 18 460 240 BCLL 0. 0 Rep Stress Incr NO WB 0.86 Horz(TL) 0.02 15 n/a n/a BCDL 5. 0 Code FBC2014/TPI2007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.1 'Except' TOP CHORD 5-10: 2x4 SP DSS BOT CHORD 2x6 SP DSS BOT CHORD WEBS 2x4 SP No.3 *Except* 1-27, 3-27,7-22,14-16,12-16: 2x4 SP No.2, 7-21: 2x4 SP No. 1D 5-25, 5-23,7-23,8-20,10-20,10-18: 2x4 SP DSS REACTIONS. (lb/ size) 28=2517/0-7-4, 15=3792/0-7-4, 22=18260/0-3-8 Max Uplift 28=326(LC 4), 15=-488(LC 5), 22=-2391(LC 8) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-28=-2209/291, 1-2=-5264/686, 2-3=-5264/686, 3-4=10061/1334, 4-29=10061/1334, 5-29=- 10061/1334, 5-6=-1075/8158, 6-7=1075/8158, 7-30=-1415/11037, 30-31=- 1415/11037, 8-31=-1415/11037, 8-9=3720/558, 9-32=-3720/558, 10-32=- 3720/558, 10-33=-16976/2215, 11-33=-16976/2215, 11-12=-16976/2215, 12-13=-8109/1046,13-14=-8109/1046,14-15=-3305/430 BOT CHORD 27-28=-47/360, 26-27=-1254/9560, 26-34=-1254/ 9560, 25-34=-1254/9560, 25-35=-653/4464, 24-35=-653/4464, 24-36=-653/4464, 23- 36=-653/4464, 22-23=-24103/3122, 21-22=-24103/3122, 21-37=-11037/1415, 20- 37=-11037/1415, 20-38=-1875/14030,19-38=-1875/14030,19-39=-1875/14030,18-39=-1875/14030, 18-40=-1938/14942, 17-40=-1938/14942,17-41=-1938/14942,16-41=-1938/14942, 16-42=-69/534, 15-42=-69/534 WEBS 1-27=-685/5257, 3-27=-4606/609, 3-26=-89/ 775, 7-22=-16373/2153, 7-21=-1959/ 14982, 8-21=-7406/981, 12-17=-107/920, 2-27=-565/84, 13-16=-501/76, 14-16=-1048/8122, 12-16=-7325/956, 4-25=-3021/393, 11-18=-3049/396, 3-25=-91/561, 12-18=-310/2280, 5-24=-58/548, 6-23=1744/249, 5-25=-756/6041, 5-23=-13624/1759, 7-23=-2239/17205, 9-20=-2015/284, 10-19=-89/788, 8-20=-2071/15929, 10-20=-11128/1429, 10-18=-380/3179 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight: 499 lb FT = 20% Structural wood sheathing directly applied or 3- 8-15 oc puffins, except end verticals. Rigid ceiling directly applied or 10- 0-0 oc bracing, Except: 5-8-9 oc bracing: 22- 23 5-8- 12 oc bracing: 21-22 6-0-0 oc bracing: 20- 21. NOTES- 1) 3-ply truss to be connected together with 1 Od (0. 131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-5-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc, Except member 7-22 2x4 - 1 row at 0-4-0 oc, member 8-21 2x4 - 1 row at 0-7-0 oc. 2) All loads are considered equally applied to all plies, except ff noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply Printed copies of this document are to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. not Considered signed and sealed and 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=30ft; eave=4ft; g Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 the signature must be verified on 4) Provide adequate drainage to prevent water ponding. any electronic Copies Cbd B pTz20 plates unless otherwise indicated. WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE III rev. 1010312015 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 properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - Ole fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIfTPl1 Quality Criteria, DSB-89 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 City Ply Park Sq Hms/ Sorrento-B 2078 T11778663 P2078B FT1 SPECIAL 1 3 Job Reference Optional) Mid -Florida Lumber, Bartow, FL., - 7.640 s Apr 22 2016 Mi I ek Inaustnes, Inc. Mon Aug U/ It, 3U:46 ZU1 / vagge Z ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-X_5FhmZAZd6rQCWR2rIBbu_dpfWOPuesgKOZyyq 25 NOTES- 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Bearing at joint(s) 22 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 9) Provide metal plate or equivalent at bearing(s) 22 to support reaction shown. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 326 lb uplift at joint 28, 488 lb uplift at joint 15 and 2391 lb uplift at joint 22. 11) Girder carries tie-in span(s): 2-4-0 at 0-0-0 to 6-8-0 at 7-0-0.; 6-8-0 at 22-10-8 to 2-4-0 at 29-10-8.; 25-4-0 from 7-0-0 to 13-0-0, 27-0-0 from 13-0-0 to 23-0-0, 27-0-0 from 7-0-0 to 19-0-0; 25-4-0 from 19-0-0 to 22-10-8 12) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 13) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1888 lb down and 231 lb up at 7-0-0, and 2023 lb down and 247 lb up at 22-10-8, and 13 lb down and 2 lb up at 29-8-12 on top chord, and 237 lb down and 29 lb up at 5-1-4, 224 lb down and 27 lb up at 6-1-8, 224 lb down and 27 lb up at 8-1-8, 227 lb down and 28 lb up at 10-1-8, 227 lb down and 28 lb up at 11-9-8, 227 lb down and 28 lb up at 14-1-0, 227 lb down and 28 lb up at 17-9-8, 227 lb down and 28 lb up at 19-9-8, 227 lb down and 28 lb up at 21-9-8, 227 lb down and 28 lb up at 23-9-8, and 227 lb down and 28 lb up at 25-9-8, and 227 lb down and 28 lb up at 27-9-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-32=-888, 11-32=-842, 15-28=-7 Concentrated Loads (Ib) Vert:14=-13 26=-237(B)21=227(B)4=-1888 11=-2023 23=-227(B) 22=-227(B) 34=-224(B) 35=-224(B) 36=-227(B) 37=-227(B) 38=-227(B) 39=-227(B) 40=-227(B) 41=-227(6) 42=227(13) Trapezoidal Loads (plf) Vert: 1=-201-to-4=-320, 11=320-to-14=201 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated islo 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 7Tramp a,FL fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 and BCSI Building Component ast Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. 6610 Job Truss Truss Type Oty Ply Park Sq Hms/ Somento-B 2078 T11778664 P2078B - FT2 SPECIAL 1 3 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:29 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-Yrt_zB_IFH56Bt_X4Azm II801 FtMPE 1 TH7ZtjfygCzS 3-6-14 1-0-0 I 10-1-6 13-2-12 16-7-14 242-12 3-6-14 3-5-2 3-1-6 3-1-6 3-5-2 3-6-14 Scale = 1:36.0 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 6x8 MT18HS = 1x4 II 5x9 = 1x4 7x8 = 1x4 11 4x8 = 1 2 3 15 16 4 17 5 6 7 14 8 5x5 16x12 MT18HS = 8x10 MT20HS = 7x8 = 2x4 11 6x10 = 3.4 I 3-6-14 7- -0 10-1-6 13-2-12 16-7-14 20-2-12 3-6-14 3-52 3-1-63-52 3-614 Plate Offsets (X Y)-- 15:0-4-0 0-3-41 112:0-5-0 Edgel 113:0-5-0 0-3-01 LOADING (psf) SPACING- 1-8-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.90 Vert(LL) -0.60 11-12 >399 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.88 Vert(TL) -0.94 11-12 >256 240 MT20HS 187/143 BCLL 0.0 ' Rep Stress Incr NO WB 0.89 Horz(TL) 0,08 8 n/a n/a MT18HS 244/190 BCDL 5.0 Code FBC2014/TP12007 Matrix-M) Weight: 332 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP DSS 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except 5-7: 2x4 SP No.2 end verticals. BOT CHORD 2x6 SP DSS BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 *Except* 1-13,7-9,3-13,5-9: 2x4 SP No.t REACTIONS. (lb/size) 14=4419/0-7-4, 8=2866/0-3-8 Max Uplift 14=1164(LC 4), 8=-746(LC 5) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (11b) or less except when shown. TOP CHORD 1-14=-3963/1053, 1-2=-13244/3482, 2-3=13244/3482, 3-15=-23032/5964, 15-16=-23032/5964, 4-16=-23032/5964, 4-17=-23032/5964, 5-17=23032/5964, 5-6=-8641/2245, 6-7=-8641/2245, 7-8=-2484/656 BOT CHORD 13-14=-227/855, 12-13=-6301/24064, 11-12=-6301/24064, 10-11=4588/17683, 9-10=-4588/17683,8-9=-140/530 WEBS 1-13=-3380/12864, 3-11=-1081/352, 4-1 1=-1907/534,5-11=-1571/5596, 5-10=135/603, 7-9=2186/8423, 2-13=-766/236, 3-13=-11236/2947, 5-9=-9389/2448 NOTES- 1) 3-ply truss to be connected together with 10d (0.131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 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 (6), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip D6L=1.60 4) Provide adequate drainage to prevent water ponding. 5) All plates are MT20 plates unless otherwise indicated. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live 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 1164 lb uplift at joint 14 and 746 lb uplift at joint 8. 9) Girder carries tie-in span(s): 2-4-0 at 0-0-0 to 6-8-0 at 7-0-0. 10) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 847 lb down and 226 lb up at not considered signed and sealed and 10-2-0, and 1888 lb down and 504 lb up at 7-0-0, and 1073 lb down and 286 lb up at 9-0-0 on top chord. The design/selection of sucithe signature must be Verified on connection device(s) is the responsibility of others. any electronic Copies SAE#W6U, andard WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED WTEK REFERENCE PAGE 111II-7473 rev. 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Somento-B 2078 T11776664 P2078B FT2 SPECIAL 1 3 o f rence o ti n MId-Flonda Lumber. Bartow. FL. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 34=207, 4-7=-83, 8-14=-8 Concentrated Loads (lb) Vert: 3=-1888 4=-847 16=-1073 Trapezoidal Loads (plf) Vert: 1=-208-to-3=-327 7.640 5 Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:29 2017 Page 2 ID: LwgEfgAbgYkKfRKdr2TZXPzS7xJ-Yrr_zB_IFH56Bt_X4AzmII801 FtMPE 1 TH7ZtjfygCzS MMMMMMME WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev. 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sorento-B 2079 T11778665 P2078B FT3 FLOOR 1 f2 Jo Re f rence o do m,u-none Lumoer, oan—, IL. r.-u -pr I —io -i ex maumnes, inc. mon rug ut o:- .m — , rage , I D: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-Yrr_zB_IFH56Bt_X4AzmllBViFy6P HTTH7ZtjfygCzS 4-0-0 7-10- 11-8-8 15-8-8 4-0-0 3-10-4 3-10-4 4-0-0 Scale = 1:27.2 1x4 I 4x8 = - tx4 II 5x5 = 1 5x5 = 2 3 4 5 10 11 12 9 3x4 11 6x8 = 8 2x4 II 7 6x8 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.48 Vert(LL) 0.14 8 999 360 TCDL 10.0 Lumber DOL 1.00 BC 0.57 Vert(TL) 0.21 8 879 240 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.02 6 n/a n/a BCDL 5.0 Code FBC2014(TPI2007 Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 10=1285/Mechanical, 6=905/Mechanical FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-10=-889/0, 1-2=-3055/0, 2-3=-3055/0, 3-4=-2592/0, 4-5=-2592/0, 5-6=-789/0 BOT CHORD 10-11=0/332, 11-12=0/332, 9-12=0/332, 8-9=0/3783, 7-8=0/3783 WEBS 1-9=0/2807, 2-9=-356/0, 3-9=-749/0, 3-7=-1227/0, 4-7=-372/0, 5-7=0/2431 6 3x4 I PLATES GRIP MT20 244/190 Weight: 172 lb FT = 20% 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) 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 (6) 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) Refer to girder(s) for truss to truss connections. 4) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strong backs, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 248 lb down at 0-11-4, and 247 lb down at 2-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-5=-100, 6-10=10 Concentrated Loads (lb) Vert: 11=248(F) 12=-247(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Ml1-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and property incorporate this design into the overall 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 ANSVTPH Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sorento-B 2078 T11776666 P2078B FT4 FLOOR 1 Job R fer nce o tion I Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MTek Industries, Inc. Mon Aug 07 15:27:29 2017 Page 1 I D: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-Yrr_z6 IFH56Bt_X4Azm 118R7 Fr7PHBTH7ZtjfygCzS 3-4-5 6-6-15 9-11-4 3-4-5 3-2-9 3-4-5 2x4 II 4x5 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC20141TPI2007 THIS TRUSS IS NOT SYMMETRIC. PROPER ORIENTATION IS ESSENTIAL. 4x8 = 3 3x6 = CSI. DEFL. in (loc) I/deft Ud TC 0.71 Vert(LL) 0.11 6-7 >999 360 BC 0.97 Vert(TL) 0.17 6-7 >678 240 WB 0.69 Horz(TL) 0.03 5 n/a n/a Matrix-M) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.3 BOT CHORD REACTIONS. (lb/size) 8=1611/0-7-4, 5=2393/0-5-8 FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-272/0, 2-3=-5872/0, 34=481/0 BOT CHORD 7-8=0/4816, 7-9=0/4816, 9-10=0/4816, 6-10=0/4816, 6-11=0/5872, 5-11=015872 WEBS 2-8= 4741/0, 2-7=0/710, 2-6=0/1103, 3-6=0/1403, 3-5=-5625/0 Scale = 1:18. 9 3x4 11 5x6 = PLATES GRIP MT20 244/190 Weight: 110 lb FT = 20% Structural wood sheathing directly applied or 4-7-10 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 0-6-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1275 to down at 5-1-4, and 834 lb down at 6- 1-8, and 834 to down at 8-1-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE( S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-4=- 100, 5-8=-10 Concentrated Loads (Ib) Vert: 9=-1275( F) 10=-834(F) 11=-834(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTekO connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and property incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing - a 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 ANSIrrPl1 Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandra, VA 22314. Tampa, FL 36610 Job Truss Truss Type Qty Ply Park Sq Hms/ Sorrento-B 2078 T71778667 P2078B J7 JACK 29 1 bReference o ti nal Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:30 2017 Page 1 I D: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-11 P NAX?OOaDzpl ZketV?IzgfrfLa8u9cV nJQF5ygCzR 7-0-0 1-0.0 7-0-0 Scale = 122.2 3x4 = 7-M Plate Offsets (X,Y)— 12:Edge,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.52 Vert(LL) -0.06 4-7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.37 Vert(TL) -0.16 4-7 >510 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 24 lb FT = 20% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-7-6 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=157/Mechanical, 2=397/0-3-8, 4=61/Mechanical Max Horz 2=141(LC 12) Max Uplift3=-85(LC 12), 2=-99(LC 12) Max Grav 3=157(LC 1), 2=397(LC 1), 4=106(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuR=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft, B=45ft; L=24ft; eave=4ft; Cat. Il; 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 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) `This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 99 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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 verify the applicability of design parameters and propedy incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPl1 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hmsl Sonento-B 2078 T11778668 P2078B KJ2 JACK 1 1 Job Reference o tional Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:30 2017 Page 1 ID:LwgEfgAb9YkKfRKdr2TZXPzS7xJ-11 PNAX?OOaDzplZketV?IzglhfQo8u9cVnJQF5ygCzR 1-5-0 - 2-4-5 1-5-0 - 2-4-5 2x4 = LOADING (psf) SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.14 TCDL 10.0 Lumber DOL 1.25 BC 0.03 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 BCDL 10.0 Code FBC2014/TP12007 Matrix-M) LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=44/Mechanical, 2=202/0-5-11, 4=19/Mechanical Max Horz 2=52(LC 8) Max Uplift 3=-1 7(LC 8), 2=90(1_C 8) Max Grav 3=47(LC 26), 2=202(LC 1), 4=35(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. Scale = 18.7 DEFL. in (loc) I/defl Ud PLATES GRIP Vert(LL) -0.00 7 >999 240 MT20 2441190 Vert(TL) -0.00 7 >999 180 Horz(TL) 0.00 2 n/a n/a Weight: 10 lb FT = 20% BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-5 oc purlins. BOT CHORD Rigid.ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10, Vu@=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 17 Ito uplift at joint 3 and 90 lb uplift at joint 2. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 40 lb down and 9 lb up at 1-6-12, and 40 lb down and 9 lb up at 1-6-12 on top chord, and 7 lb down and 2 lb up at 1-6-12, and 7 lb down and 2 lb up at 1-6-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 9=4(F=2, B=2) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. - Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must verify the applicability of design parameters and propedy 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 r 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 ANSIITP11 Quality Criteria, DSB-89 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 Qty Ply Park Sq Hmst Somento-B 2078 T71776669 P2078B KJ7 JACK 8 1 b Reference foraflona Mid -Florida Lumber, Bartow, FL. 7.640 s Apr 19 2016 MiTek Industries, Inc. Mon Aug 07 15:27:31 2017 Page 1 I D: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-VDzIOt?OnuLgQ B8wCbOErADtf3gltG5m kR2zoXygCzQ 1-5-0 5-2-5 9-10-13 5-2-5 4-8-7 Scale = 1:22.3 2x4 = 1x4 II 5 3x4 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) 0.03 6-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.44 Vert(TL) 0.09 6-7 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-M) Weight: 42 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=130/Mechanical, 2=522/0-5-11, 5=314/Mechanical Max Horz 2=142(LC 8) Max Uplift4=-70(LC 8), 2=-148(LC 8), 5=-69(LC 8) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-11=-743/124, 11-12=-706/132, 3-12=-664/134 BOT CHORD 2-14=-206/666, 14-15=-206/666, 7-15=-206/666, 7-16=-206/666, 6-16=-206/666 WEBS 3-7=0/258.3-6=-723/224 NOTES- 1) Wind: ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; 13=45ft; L=24ft; eave=4ft; Cat. II; Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.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 70 lb uplift at joint 4, 148 lb uplift at joint 2 and 69 lb uplift at joint 5. 6) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 51 lb down and 11 lb up at 1-6-12, 51 lb down and 11 lb up at 1-6-12, ,70 lb down and 44 lb up at 4-4-12, 70 Ito down and 44 lb up at 4-4-12, and 93 lb down and 77 Ito up at 7-2-11, and 93 lb down and 77 Ito up at 7-2-11 on top chord, and 7 lb down and 2 lb up at 1-6-12, 7 lb down and 2 lb up at 1-6-12, 17 lb down at 4-4-12, 17 lb down at 4-4-12, and 33 lb down at 7-2-11, and 33 Ito down at 7-2-11 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=60, 5-8=-20 Concentrated Loads (Ib) Vert: 13=-53(F=-27, B=-27) 14=4(F=2, B=2) 15=-10(F=-5, B=-5) 16=-35(F=-17, 13=17) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111.7473 rev. 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIITPII Quality Criteria, DSB-89 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 Qty Ply Park Sq Hms/ Sorrento-e 2078 T11778670 P2078B M1 MONO HIP 1 1 rence o lion I Mid -Florida Lumber, Bartow, FL. LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr NO BCDL 10.0 Code FBC2014/TPI2007 7.640 s Apr 19 2016 MRek Intluslries, Inc. Mon Aug 07 15:27:31 2017 Page 1 ID: LwgEfgAb9YkKfRKdr2TZXPzS7xJ-V DzlOt?OnuLgQ B8wCbOErADsD3g6tLYmkR2zoXygCzQ 1-8-0 1-4-0 3 1.5x4 II Scale = 1:8.8 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TC 0.41 Vert(LL) 0.01 6 999 240 MT20 244/190 BC 0.41 Vert(TL) 0.02 4-6 999 180 WB 0.06 Horz(TL) 0.00 4 n/a n/a Matrix-M) Weight: 14 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) 1=796/0-3-8, 4=416/Mechanical Max Horz 1=28(LC 8) Max Uplift1=-192(LC 8), 4=-110(LC 5) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. WEBS 2-4=298/85 Structural wood sheathing directly applied or 3-0-0 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; Vult=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf; BCDL=3.Opsf; h=25ft; B=45ft, L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=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) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 192 lb uplift at joint 1 and 110 lb uplift at joint 4. 8) "Semi -rigid pitchbreaks including heels" Member end fixity model was used in the analysis and design of this truss. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 7 lb down and 30 lb up at 1-8-0 on top chord, and 982 lb down and 258 lb up at 1-0-12, and 2 lb down at 1-8-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=60, 2-3=-60, 1-4=-20 Concentrated Loads (lb) Vert: 6=-982(B) 7=-2(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M11.7473 rev. 1010312015 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 verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrP11 Quality Criteria, DSB-89 and BCSt 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 Symbols PLATE LOCATION AND ORIENTATION Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 0 -16 1 I- For 4 x 2 orientation, locate plates 0- 'lid' from outside edge of truss. This symbol indicates the required direction of slots in connector plates. Plate location details available in MiTek 20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 3 TOP CHORr1S Q C1-2 O 2h4a O t— C -6 C -7 C5-6 BOTTOM CHORDS 8 7 6 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I 0 bracing should be considered. ry O 3. Never exceed the design loading shown and never j stack materials on inadequately braced trusses. a O 4. Provide copies of this truss design to the building I— designer, erection supervisor, property owner and all other interested parties. 5 I 5. Cut members to bear tightly against each other. JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7. Design assumes trusses will be suitably protected from the environment in accord with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type, size, orientation and location dimensions indicated are minimum plating requirements. 12. Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins 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. 15. Connections not shown are the responsibility of others 16. Do not cut or after truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19. Review all portions of this design (front, back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria. RECORD COPY City of Sanford Building and Fire Prevention r 4 Product Approval Sp Permit # # 1 7- 2 8 8 0 Project Location Address Ic' ' ation Form J,LOING o,. PAR .' As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product approval number(s) on the building components listed below if they are to be utilized on the construction project for which you are applying for a building permit. We recommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Be aware that windows, skylights, and exterior doors must be tested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can be obtained at www.floridabuilding.org. The following information must be available on the jobsite for inspections: 1. This entire product approval form 2. A copy of the manufacturer's installation details and requirements for each product. Category / Subcategory Manufacturer Product Description Florida Approval # include decimal) 1. Exterior Doors Swinging Therma - Tru Single Door FL8871.5 Sliding MI Windows and Doors Series 420 Alum SGD - 2 Panel FL.15332.4 Sectional Clopay Building Products 94/T40-W4 FL15279.20 Roll Up 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 Description Florida Approval # including decimal) 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underla ments Warrior Roofing 15 and *30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signatu Applicant's Name mlCl+v lV ,os CGSor1 Please Print) June 2014 Florida Building Code Online Page 1 of 4 Z BCIS Nome Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map I Links Search l ucl Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL8871-R7 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Therma-Tru Corporation Address/Phone/Email 118 Industrial Drive Edgerton, OH 43517 419) 298-1740 rickw@rwbldgconsultants.com Authorized Signature Vivian Wright rickw@rwbidgconsultants.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer 7 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. Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.odf Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D635 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Florida Licensed Professional Engineer or Architect FL8871 R7 Eauiv of STANDARDS (a).odf http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017 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 II (a) INST 8871.1.1)df 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 Ca_j 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.pdf 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.pdf 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 8871.3.1)df 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 'T' 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 1I (a) INST 8871.4.pdf 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.pdf 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 "Y 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.pdf 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.idf Created by Independent Third Party: Yes http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQVADgty3Ij Wak2nHrp... 9/13/2017 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations and installation instructions. 8871.6 f. "FiberClassic" or "SmoothStar" Series 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.6.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.7.1)df Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.8.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.8.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 i. "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.Ddf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871_9.Ddf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: $50-487-1824 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 mail. If you have any questions, please contact 850.487.1395. -Pursuant to - Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M = IMA http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017 Florida Building Code Online Page 4 of 4 Cred'4 :Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrp... 9/13/2017 I HERMAITRUO THEf2MA TPU DOORS 1 I B INDUSTRIAL DR., EDGERTON, OH 43517. SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE DOOR INSWING / OUTSWING GENERAL NOTES "IM PA CTr 1. This product has been evaluated and is in compliance with the 5th Edition (2014) Florida Building Code (FBC) structural requirements including the "High Velocity Hurricane Zone" (HVHZ). 2. Product anchors shall be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or stucco. 3. When used in the "HVHZ" this product complies with Section 1626 of the Florida Building Code and does not require an impact resistant covering. 4. When used in areas outside of the "HVHZ" requiring wind borne debris protection this product complies with Section 1609.1.2 of the FBC and does not require an impact resistant covering. This product meets missile level "D" and includes Wind Zone 4 as defined in ASTM E1996 and Section 1609.1.2.2 of the FBC. 5. For 2x stud framing construction, anchoring of these units shall be the some as that shown for 2x buck masonry construction. 6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. Outswing configurations using coastal sill item #4 under active doors meet water infiltration.requirements for "HVHZ'. 8. Inswing configurations and outswing configurations using sill item #5 under the door do not meet the water infiltration requirements for the "HVHZ" and shall be installed only in non -habitable areas or at habitable locations protected by an overhang or cahopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. TABLE OF CONTENTS SHEET # DESCRIPTION t Typical elevations, design pressures & general notes 2 Door panel details (Smooth star) 3 Door panel details (Fiber classic) 4 Horizontal cross sections 5 Vertical cross sections 6 Buck and frame- 2X buck masonry construction 7 lFrome anchoring - IX buck masonry construction__ 8 1 Bill of Materials & Components 37.75" MAX. FRAME WIDTH 36:00" MAX. PANEL WIDTH 7_— 2 _ w w x = w w Fr nd o v or4 4 fAy7 z N.' 0 6m W` 6Ja4 . 6. p N > m rr rtrrsV z d m o N t z y Z 0 z d t o y\ n dZIupa5 a n m dales° 0 E 9 Z cw o° id U1 INSWING 37.75" x 98.00" 80.0 80.0 SMOOTH STAR OUTSWING 37.75" x 96.50" 80.0 80.0 INSWING 37.75" x 98.00" 80.0 80.0 FIBER CLASSIC OUTSWING 31.75" x 96.50" 80.0 80.0 See Sheet 8 for design pressure limitations. 6) BY: er: FL-8871.5 1 OF 8 46 47 41 EXTERIOR 47 4T INTERIOR HORIZONTAL CROSS SECTIONSECTION 2 L DETAIL A -A J b DOORPANEL 13 40 Smooth star 4.02" I TYP. 4 CORNERS C LLL/JLLI , n OF PANEL o. 41 70P RAIL 43 LOCK STILE 00000000 U47 0000000 \ 0000000000000000000000000000000000000000000010, I o00000000460000000 I4 LLL1Y 00000000000000 O O00000000 1 0000000 tit —1 00000 aW 00a00 o r 00a 0000000 Mq,'4 H(NGE STILE 45 BOliOM RAIL 00000000 000000028.86%OPEN 00000000 AREA MAX. 0000000 45 00000000 000000000000000DETAIL A -A Panel reinforcement NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) EXTERIOR v A. 4 fi. Q 1n6rn V''• y`a cmn J O b Z nZ0 In E. OJ 0W N< J d t a In D: aa Ed Eozp cw S ,- a INTERIOR VERTICAL CROSS SECTION Z SCALE: N.T.S. DWG. BY: DWS CNK. er: LFS DRAWING NO.: FL- 8871.5 SHEET 2 OF_A_ 64 66 67 bl EXTERIOR 67 61 L DETAIL A -A J b DOOR PANEL 60 Fberclassic INTERIOR HORIZONTAL CROSS SECTION 3 4.07' TYP. 4 1.53" CORNERS FAL m OF PANEL o. 62 TOP RAIL 63 LOCK Si1LE 00000000 (/2l 0000000 1 000000000000000 0000000000000000a-1,53"-{ 000000000000000bb00000000h0000000. OO000000000000000000000000O00000O O/ 0000000 LI,, q 64 HINGE STILE65 BOTTOM RAIL 00000000 0000000 28.86% OPEN 00000000 AREA MAX. L00000-0---000-0-00- 065 DETAIL A -A Ponel reinforcement NOTE: WOODDOOR COMPONENTS: PINE (SG >=0. 42) N. z4': Q om VAS• rCo a Loin Z O a0 O ff fill%% 0 N •; Z V o v i 0Zc4 9m 0 'a m aa V 6 E z o u w C, 3 a EXTERIOR r2' VERTICAL CROSS SECTION 3 W MN 0iODATE: 05/ 22/08 SCALE: N. T. S. DwG. BY: DWS CHN. BY: LFS DRAWING NO.: a FL-8871.5 E c SHEET 3 OF 8 1-1/4" MII EMB. IM.I 1 HORIZONTAL CROSS SECTION 4 Outswing shown - inswing also approved INTERIOR EXTERIOR 4 0.1-',,g shown - inswing also approved z o z yamv% o m 5`. Imo'''', ll j n II PipI o o m z° 0 V N ; V 0 Z V Em zmo 9 sVll aNg pta m d a 8 aZ 0Evz Cn1 or 0 y aF i'n QJ zw W m rJ to 20 R w Q0a SCALE: N.T.S. DWG. BY, DWS 1-1/4"MIN. DHK• er LFS EMB. (TYP.I DRAWNB No.: FL-8871.5 sNst:r 4 of 8 3a a P e' e e D fie, EXTERIORINTERIOR 1 VERTICAL CROSS SECTION Outswing shown - inswing also approved EXTERIOR INTERIOR 4 VERTICAL CROSS SECTION Inswing configuration see general notes, sheet I for " HVHT' water infiltration requirements EXTERIORINTERIOR 2 VERTICAL CROSS SECTION Shown w/ l X sub -buck EXTERIOR INTERIOR VERTICAL CROSS SECTION Inswing configuration see general notes, sheet I for "HVHT' water infiltration requirements 21 12 INTERIOR EXTERI. S' fi rrrt Ps sus z o m 6 m S U N z 9 U Z 0 Z OU40\` a Na maa i z ^ , v v m O 3 VERTICALCROSSSECTIONUSm N Outswing configuration see general notes, sheet I for "HVHT' water infiltration oo o requirements a a INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION Outswing configuration see general notes, sheet I for "HVHT' water infiltration requirements N. T. S. e: owS BY: LFS 3 NIN° NO.: FL-8871. 5 0 5 or 8 i 0305 SrO VIP s z a 6T , N •: Z v e i4 TYP. HEAD & L `Q E o m o" JAMBS r' TYP. HEAD & u a `o a MASONRY MASONRY JAMBS ` a a to a a OPENING (((' OPENING V o E oZ 8 ui FRAME _ Z o Eq cli p EQr vo 0 0 o 2XBUCK y 2XBUCK aN co N WNN o yXImm a a BUCK ANCHORING HINGE JAMB FRAME ANCHORING STRIKE JAMB Masonry 2X buck construction 0 u N U O O C C, CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. 000 edge distance to mortarjoints. v 12 W 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to 5 a a u maintain the min. edge distance to morlar joints, additional concrete anchors L M, > > ? may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 12 3. Concrete anchor table: 12 ITW L MN^o 12 14 D: 05 22/08 z L scue: N.T.S. DWG. BY; DWS m WOOD SCREW INSTALLATION NOTES: HINGE DETAIL LATCH & DEADBOLT DETAIL ° LFS DRIWMD NO.: I. Maintain a minimum 5/8" edge distance, I" end distance, & I"o.c. spacing of FL-8871.5 a wood screws to prevent the splitting of wood. sir 8 or 8 ELCO 1/4" 50 < U n s` TYP. HEAD J i P ll Z0.6 N zJAMBS/h[ n l to N O o z U EeMASONRY OPENING w g 5a^ a 8 n E cZ Q a E o tJ h U Y cli Ci 17 Eq TO EDFRAME15 C' o 17Lo OU 41 C? T 14 2 Woo 1XBUCK o m LATCH d DEADBOLi DETAILJf_ a 0 N y m z o a a` o to HINGEJAMB STRIKE JAMB CONCRETE ANCHOR NOTES: FRAME ANCHORINGI. Concrete anchor locations at the comers may be adjusted to maintain the min. Masonry I X buck construction edge distance to mortorjoints. 2. Concrete anchor locations noted as "MAX. ON CENTER" must be adjusted to L j 2 maintain On wmaythemin. edge distance to mortar joints, additional concrete anchors Nberequiredtoensurethe "MAX. ON CENTER" dimension are not exceeded. n N w i 3.Concrete anchor table: 1 oo N12nN..o OATEf 5 72108 = SCAM N.T.S. 9 HINGE DETAIL DWS m cHN. ar: LFS 3 WOOD SCREW INSTALLATION NOTES: DRAWING NO.: a I. Maintain a minimum 5/8" edge distance, I" end distance. & 1"o.c. spacing of a FL-8871.5 wood screws to prevent the splitting of wood. SHEEF 7 OF 8 N a ANCHOR.< ANCHOR` MINI MIN: c[EAIiaNCE MIN. CLEARANCE: EMBEDMENT TO'MASONRY: TOApJACENi ANCHOR -, ITW ® 1/4" 1-1/4" 2" 4" iAPCON ITW ® 3 16" i-1/4" 3" 1-1/2" TAPCON BILL OF MATERIALS ITEM DESCRIPTION MATERIAL A 1 X BUCK SG >= 0.55 WOOD B 2X BUCK SG >= 0.55 WOOD C MAX. 1/4" SHIM SPACE WOOD D 1 /4" X 2-3/4" PFH ELCO OR ITW CONCRETE SCREW STEEL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE G 3/16" X 3-1/4" PFH ITW CONCRETE SCREW STEEL J 1 /4" X 3-3/4" PFH ITW CONCRETE SCREW STEEL L 10 X 2-1 /2" PFH WOOD SCREW 1.15" MIN. EMBEDMENT STEEL 1 INSWING ADJUSTABLE THRESHOLD (IS300AJ) ALUM./WOOD 2 INSWING THRESHOLD (IS300HP5) ALUM./COMP. 3 INSWING SELF ADJUST THERMAL BREAK THRESHOLD (ISP30M) ALUM./COMP. 4 OUTSWING COASTAL THRESHOLD ALUM./WOOD 5 OUTSWING STANDARD THRESHOLD ALUM./WOOD 6 INSWING THRESHOLD ALUM./COMP. 7 DOOR BOTTOM SWEEP VINYL 8 JAMB PINE SG >= 0.42 WOOD 9 JAMB (OAK) SG >= 0.42 WOOD 10 WEATHERSTRIP FOAM 11 HINGE STEEL 12 10 X 3/4" PFH SCREW STEEL 13 9 X 3" PFH WOOD SCREW STEEL 14 LATCH STRIKE PLATE STEEL 15 SECURITY STRIKE PLATE STEEL 16 8 X 2-1 /7' PFH SCREW STEEL 17' 48 X 3/4" PFH SCREW STEEL 18 KWIKSET SERIES PASSAGE LOCK STEEL 19 KWIKSET SERIES DEADBOLT 660 STEEL 40 SMOOTH STAR DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 41 DOOR SKIN 0.072" THK. (SMOOTH STAR) Fy = 6,000 PSI MIN. FIBERGLASS 42 TOP RAIL SMOOTH STAR COMP. 43 LOCK STILE (SMOOTH STAR) WOOD/LVL 44 HINGE STILE (SMOOTH STAR) WOOD 45 BOTTOM RAIL (SMOOTH STAR) COMP. 46 PANEL REINFORCEMENT 0.023" THK. SMOOTH STAR STEEL 47 FOAM CORE POLYURETHANE 60 FIBER CLASSIC DOOR - SEE DOOR PANEL DETAIL SHEET FOR DETAILS 61 DOOR SKIN 0.137' THK. FIBER CLASSIC Fy = 6,000 PSI MIN. FIBERGLASS 62 TOP RAIL (FIBER CLASSIC) COMP. 63 LOCK STILE (FIBER CLASSIC) WOOD/LVL 64 HINGE STILE FIBER CLASSIC) WOOD 65 BOTTOM RAIL IFIBER CLASSIC COMP. 66 PANEL REINFORCEMENT 0.023" THK. FIBER CLASSIC STEEL 67 FOAM CORE POLYURETHANE 4.56" I ry O 8 HEAD 3 SIDEJamb THRESHOLD v Inswing adjustable 5.8T' L J THRESHOLD Inswing sell -adjust 5.75' 5 THRESHOLDOutswtngstandard tip'% Z Fty`Ov, J 06, C a o n w z0 p V N • m O. U np jotaaap a 4 c0z v w L 5.85" M777777M C 1 1 THRESHOLD Inswing adjustable j--- 4.57" L 4 THRESHOLD Outswing coastal ri, 701- - ATHRESHOLD Inswing MAX. DESIGN PRESSURE _ +/- 50 PSF or cl to w m 0 a s— N.T.S. owc. er: DWS cHK. er: LFS FL- 8871.5 SHEET 8 OF 8 Florida Building Code Online Page 1 of 3 3 FRO 10st01, E BCIS Home Log In User Registration i Hot Topics Submit Surcharge Stats & Facts Publications ; FBC Staff BCIS Site Map Links Search d, bOVR ProductApproval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL15332-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived L Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered•Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and. Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE lam; Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15332 R3 COI FLCOI.Ddf Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIdk... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/2015 Date Validated 10/30/2015 Date Pending FBC Approval 11/01/2015 Date Approved 12/15/2015 Date Revised 08/11/2017 Summary of Products FL # Model, Number or Name Description 15332.1 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OXO 145-3/4"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00500D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510807C.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00498D.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510805C.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 I SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02248B.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512968B.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.4 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OX, XO, XX REINFORCED 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R3 II 08-02249B.ndf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512969B.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD REINFORCED SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02250B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512970B.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED SERIES 420 REINFORCED ALUMINUM SGD OX, XO, XX ALUMINUM SGD 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00499D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510806C.pdf 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 Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Installation Instructions FL1S332 R3 II 08-00501D.Ddf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIdk... 9/7/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510808C.pdf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.8 SERIES 430/440 ALUMINUM SGD SERIES 430/440 ALUMINUM SGD XXX 143"x80" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00502D.Ddf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510809C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.9 SERIES 430/440 REINFORCED SERIES 430/440 REINFORCED ALUMINUM SGD XXX ALUMINUM SGD 143"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-00503D.pdf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510810C.odf PRESSURE RATINGS Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone.Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an WEED employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M ON E•_liack =.. Cred4l Card Safe http://www.floridabuilding.org/pr/pr_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 REQUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 11. FOR ANCHORING INTO MASONRY/CONCRETE USE 3/16" TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 12. FOR ANCHORING INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL, LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 13. ALL FASTENERS TO BE CORROSION RESISTANT. 14. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD — MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE — MINIMUM COMPRESSIVE STRENGTH OF 3,192 PSI. C. MASONRY — STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KSI OR ALUMINUM 6063—T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX, XO, XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO. DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS REVISIONS DESCRIPTION GATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. SIGNED: 1012312015 MILLCWI900OLAKESIDD R I L oPDOONRYs LIPFLOWERMOUND, TX 75028 GENSF 05 )r=' SERIES 420 SGD REINFORCED WITHOUT ADAPTER NOTES TAT OF CIFS :c OR1Q•PDRAWN: DWG NO. REV OS B IIONA1.` \ SOEEr490F 10SCALENITSATE10/30/13 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART #3 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX -- {-- 17" MAX O.C. ,I 6" MAX 6" MAX 17" MAX O.C. 96" - MAX FRAME HEIGHT L 6" MAX IES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 135.0PSF NONE SEE CHARTS #1 AND #2 FOR OTHER UNITS RATINGS REVISIONS ` DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART#1 WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (ps>) Frame Single Panel and Total Frame Width (in) Height 30.0 36.0 1 42.0 48.0 in) 60.00 7200. 84.00 96.00 Pos Neg Pos Neg Pos Neg Pos Meg 84.0 40.0 58.4 40.0 50.9 40.0 45.7 40.0 42.0 88.0 40.0 55.2 40.0 48.0 40.0 43.0 39.4 39.4 92.0 40.0 52.4 40.0 45.4 40.0 40.6 37.1 37.1 96.0 40.0 49.8 40.0 43.11 38.4 38.4 35.0 35.0 CHART#2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET 1 Design pressure chart (psi Frame Single Panel and Total Frame VJldlh (in) Height 30.0 36.0 42.0 48.0 60.00 7200. 84.00 96.00 in) Pos Neg Pos Neg Pos Neg Pos Neg 58.4 58.4 50.9 50.9 45.7 45.7 42.0 42.0 8.0 55.2 55.2 48.0 48.0 43.0 43.0 39.4 39.4 84.0 2.0 52.4 52.4 45.4 45.4 40.6 40.6 371 371 6.0 49.8 49.8 43.1 43.1 38.4 38.4 35.0 35.0 CHART #3 Number o/ anchor locations required Frame Single Panel and Total Frame VVldlh (in) Height 30.0 36.0 1 42.0 48.0 in) 60.0 72.0 84.0 96.0 H&S I Jamb H&S I Jamb H&S Jamb H&S Jamb 44.0 4 6 5 6 6 6 6 6 68.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 6 96.0 . 4 1 6 5 6 6 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTE 96" x 96" ELEVATION DRAWN: DWG NO. V.L. 08-02249 SCALE NTS JDATE 10/30/13 ISHEET2 OF 10 SIGNED: 1012312015 1R ! IL o f/i fit, E NSF R =*• fVo 5 it o T DrFkE rya • TA REv B x ip'mc•S:.L0R1QP:\'L' flNAl.S `. c ti FR HE 96" MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD & JAMBS SEE CHART #4 FOR NUMBER OF LOCATIONS REQUIRED 6" MAX — C 17" MAX O.C. 1 6" MAX 17" MAX O.C. 6„ . Ax ME GHT 6" MAX 6" MAX I 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART #4 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACTRATING REQUIRED 35.0PSF NONE SEE CHARTS #1 AND #2 SHEET 2 FOR OTHER UNITS RATINGS REVISIONS DESCRIPPON DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. CHART #4 Number o/ anchor locations required Single Panel and Total Unit VJldlh (in) Frame Height 30.0 36.0 42.0 48.0 in) 60.0 72.0 84.0 96.0 H&S Jamb H&S Jamb H&S Jamb H&S 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 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 DRAWN: OWG NO. REV V.L. 08-02249 B SCALE NTS IDATE 10/30/13 ISHEET3 OF 10 SIGNED: 1012312015 RI LI0i i. J• IV\ G E N T gci+i A TAT 5F 0.` S=10R10' ii s"ONAL1t'\\\. 1/2" MIN. I EDGE DISTANCE 1 MIN. WOOD FRAMING OR 2X BUCK EMB13EDMENTET BY OTHERS 1/4" MAX. SHIM 10 WOOD SPACE SCREW 10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. ENT AIN. LVVG vuTANCE REVISIONS DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 3/8" MIN. 1/4" MAX. EMBEDMENT I SHIM SPACE I INTERIOR 1/2" MIN. EDGE DISTANCE FulJI E n ,__ n 10 WOOD SCREW EXTERIOR WOOD FRAMING JAMB INSTALLATION DETAIL OR 2X BUCK BY OTHERS WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012312015 MI WIADND LLC 1R I ILr0 PDOOVRYOOOLAKEARKWSFLOWER MOUND, TX 75028 J\ 5 v • XG E N y 9S % o 5 *= SERIES420SGDREINFORCEDWITHOUTADAPTERFRAME INSTALLATION DETAILSTAT OF per• ' cCOft14P ••` ' DRAWN: DWG 110. REV V. L. 08-02249 B ALaG`\ J 111111\\ SCALENTSIDATE10/30/ 13 IsHEET4 OF 10/III METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 1/4" MAX. N F SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR I I I I I I I I INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES: 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 T-- 3/4" MI EDGE DIST/ I 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS REVISIONS ' REV DESCRIPTION DATE I APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WI900OLAKESIDANDLLC IR I lL 0 /"/ PARKWAY FLOWER MOUND, TX 75028 S v •\GEIVq 9s%. SERIES 420 SGD REINFORCED WITHOUT ADAPTER*• 96" x 9IO OA lsl( tFRAMEINSTALLATIONDETAILSyDO,• $TAT OF j ," DRAWN: DWG NO. REV iFS•••.. G 08 _ B GALE NTS DATE 10/30/13 S" OEET59OF 10 2 1/2" MIN. EDGE DISTANCE e e - 1 1/4" MIN. a. EMBEDMENT CONCRETE/ MASONRY L 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL 1X BUCK TO BE PROPERLY p SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR II II II II INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT 1 1/4" MIN. 4< EMBEDMENT c' REVISIONS ' DESCRIPTION DATE APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. 1 1/4" MIN. EMBEDMENT 1/4" MAX. 2 1/2" a SHIM SPACE MIN. s' EDGE DISTANCE v 3/16" TAPCON CONCRETE/MASONRY v BY OTHERS v OPTIONAL 1 X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR a l EXTERIOR JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/2" MIN. EDGE DISTANCE SIGNED: 1012312015 VERTICAL CROSS SECTION MI D LLC 1R I CONCRETE/MASONRYINSTALLATION PDOOVR YWfOOOLAKESID q, LIp4s7ji% FLOWER MOUND, TX 75028 1 •G NS 9s i, SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0, 6 5 tiF= 96" x 96" FRAME INSTALLATION DETAILS DRAWN: DWG N0. REVpR10P 07AT C\. 08 e 7 SjdNA1.1 a\\ scA`E NTS DATE 10/30/13 SOEEr69OF 10 1/2" MIN. r EDGE DISTANCE WOOD FRAMING I 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 10 WOOD SCREW 1/4" MAX. SHIM SPACE REVISIONS DESCRIPTION DATE I APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 R.L. n 1 3/8" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 10 WOOD SCREWS 1/2" MIN. INTERIOR EXTERIOR INTERIOR EDGE DISTANCE 1 SILL TO BE SET INABEDOF0WOOD1SCREWS 4 APPROVED SEALANT EXTERIOR WOOD FRAMING OR zx BUCK JAMB INSTALLATION DETAIL BY OTHERS V ' WOOD FRAMING WOOD FRAMING OR 2X BUCK INSTALLATION OR 2X BUCK BY OTHERS MIN. VENT tUl.t UI IIANUL VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC w11tIiIl/i 1900 LAKESIDE PARKWAY N FLOWER MOUND, TX 75028 v••GENS NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER 051 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 9ST x 96" FLANGE INSTALLATION DETAILS U TAT dF fU 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE WITH ASTM E2112 n• Q. • DRAWN: DWG NO. REVE DESIGNED IN ACCORDANCE V.L. 08-02249 j Fss,• a `\ SCALE NTS DATE 10/30/13 SHEET7 OF 10 i/i1INAL10 xx M ETAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW M ETAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE EXTERIOR 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 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW L TO BE SET IN BED OF PROVED SEALANT 3/4" MI EDGE DISTI L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS ira raa REVISIONS REV DESCRIPTION DATE 1 APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WI WS D LLC I 09,% PDOORY OOOLAKESIDJ\"1I1 FLOWER MOUND, TX 75028 v •XC;ENS. SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 51 ir= 9T x 96" FLANGE INSTALLATION DETAILS 4 OF tLcu, C 0 DRAWN: DWG NO. REV RI'D 08 B S/0nII I11O \\` SCAENTSDATE10/30/13 SHOE T890F 10 REVISIONS 2 1 /2" MIN. REV DESCRIPTION DATE APPROVED EDGE DISTANCE ~I A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 08/03/15 R.L. a .. 4.. 1 1/4" MIN. Q `n. EMBEDMENT CONCRETE/ - ° ° • 1 1/4" MIN. MASONRY EMBEDMENT BY OTHERS 1/4' MAX. SHIM SPACE OPTIONAL 1/4" MAX. i X BUCK • SHIM SPACE TO BE PROPERLY 2 1 /2 • INTERIOR MIN. SECURED EDGE SEE NOTE 3 SHEET 1 DISTANCE c 3/16" TAPCON 3/16" TAPCON CONCRETE/MASONRY . BY OTHERS EXTERIOR INTERIOR F SILL TO BE SET IN ° < A BED OF • EXTERIOR APPROVED SEALANT 3/16" TAPCON JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK CONCRETE/MASONRY INSTALLATION MASONRY/ TO BE PROPERLY CONCRETE SECURED BY OTHERS SEE NOTE 3 SHEET i NOTES: a 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, d° 1 1/4" MIN. NOT SHOWN FOR CLARITY. Q EMBEDMENT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE a ° - DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/2" MIN. SIGNED: 1012312015 EDGE DISTANCE VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLC s R I ! Lroi,; CONCRETE/MASONRYINSTALLATION 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 v •\C EN V'. cp SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0,251 * J= 96" x 96" FLANGE INSTALLATION DETAILS; STATE OF ,•` DRAWN: DWC NO.REV'PCpR10p• 08 B y 7SIp A;,C\\` SCAV. LE DATE sOeE? 49 NTS 10/30/13 9 OF 10 vvvvu rn'+rvun BY OTHEF 1 fv EMBE APPRO SEAL BEHIND 8 WOUu SCREW APPROVED SEALANT BEHIND FIN 8 WOOD SCREW 1/4" MAX 7/16" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 7/16" MIN _T— EDGE DISTANCE II II EXTERIOR REVISIONS REV DESCRIPTION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS 013/03/15 R.L. 1 5/8" MIN. EDGE DIST. TRIM a 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS 1X BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED EXTERIOR J — PANEL INTERLOCK MASONRY/CONCRETE 1/2" MIN. 1 MIN. ` EDGE EMBEDMENT I DISTANCE METAL STRUCTURE WOOD BY OTHERS FRAMING EDGEE MIN. DISTANCED BY OTHERS INTERIOR TRIM TRIM r 1/4" MAX. 1 3/8" MIN. 7 SHIM SPACE EMBEDMENT INTERIOR 1 INTERIOR VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION FOR SILL INSTALLATION SEE SHEETS 4-9. HOOK STRIP I HOOK STRIP. 10 WOOD #10 SELF DRILLING SCREW SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR INTERLOCK HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCK/WOOD FRAMING METAL STRUCTURE SIGNED: 1012312015 MI WINDOWS AND DOORS LLC `o!11111II/w/ LOM i i1900LAKESIDEPARKWAY `5 R• FLOWER MOUND, TX 75028 ` •GENS NOTES: SERIES 420 SGD REINFORCED WITHOUT ADAPTER X 1?5 0 1.INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 96" x 96" NOT SHOWN FOR CLARITY , rNAILFIN & HOOK INSTALLATION DETAILS TATE .. 41 , 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 DRAWN: DWG NO. REV ram, FsV.L. 08-02249 B SCALE NTS DATE 10/30/13 SHEET 10 OF 10 if jl,\\ Florida Building Code Online Page 1 of 6 r .'`.... BCIS Home Log In '; User Registration ! Hot Topics Submit Surcharge Stats & Facts Publications ? FBC Staff BCIS Site Map Links Search d, bp Product Approval USER: Public Userr Product Approval Menu > Product or Application 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 mwesterfield@clopay.com Authorized Signature Scott Hamilton shamilton@clopay.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler R. Validation Checklist - Hardcopy Received Referenced Standard and Year (of Standard) Standard Year ANSI/DASMA 108 2005 ANSI/DASMA 115 2005 ASTM E1886 2002 ASTM E1996 2002 ASTM E330 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL15279 R4 Equiv 20150319 - FBC - DASMA 108 equiv.pdf FL15279 R4 Equiv 20150319 - FBC - DASMA 115 equiv.odf Product Approval Method Method 1 Option A h4://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 2 of 6 Date Submitted 03/19/2015 Date Validated 06/12/2015 Date Pending FBC Approval Date Approved 06/21/2015 Date Revised 08/10/2017 Summary of Products Go to Page = FL # Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.2 002 W3-09 DSIE-1A471: GD1SP, GR1SP, GD1LP, GR1LP, AR1SP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC), 0 0 Page l/80 0 Description 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and oroof of inspectio_ FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101655-Revl2.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga, min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 CCAC W3 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103952-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.3 003 W3-09 DSIU-1A171: 9130, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9131, 9133, HDP13, HDPF13, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL13, 7130, 7131, 7133, 8130, WINDCODE@ W3 Garage Door 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/-20 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.4 004 W3-16 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 135, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104175-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with roof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101820-Revl3.1)df Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 Florida Building Code Online Page 3 of 6 15279.5 005 W3-16 DSIE-1A471: GD1SP, GR1SP, GD1LP, GR1LP, AR1SP, AR1LP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.6 006 W3-16 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). Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (92" up to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W3 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104028-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.Ddf FL15279 R4 C CAC W3 Listing Intertek.pdf Quality Assurance Contract Expiration Date O5/21/2028 Installation Instructions FL15279 R4 II 104168-RevOl.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.7 007 W3-16 PAN-21`153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, 42B, WINDCODE® W3 Garage Door 48B,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-11`171:4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W3 Lisj!n _Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101308-Rev12.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9W wide) WINDCODES W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date O5/21/2028 Installation Instructions FL15279 R4 II 101652-B-Rev11.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.9 009 W4-09 DSIE-11`471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR21_P, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODEa 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 insoection.pdf Impact Resistant: No FL15279 R4 C CAC W4 Listing 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 meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.10 010 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). 15279.11 011 W4-09 DSIUO-11<479: Canyon Ridge/Brookstone Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 05/21/2028 Installation Instructions FL15279 R4 II 103969-B-Rev02.1)df 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.) 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 insoection.Ddf FL15279 R4 C CAC W4 Listina Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104183-Rev0l.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double Skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and roof of insoection.odf FLIS279 R4 C CAC W4 Listing Intertek.Pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104456-Rev0l.Ddf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.12 012 W4-09 PAN-2F151: 73, 1500, Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) 75, 190, 84A, 94, 76, 42, 48, 55, WINDCODE® W4 Garage Door 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GR5S, GR5SV, ARSS, AR5SV, ED5S, ED5SV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and Proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listina Intertek.odf Design Pressure: +25 PSF/-32 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 300159-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-217441: G4S, GS4, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, GD4LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AR4S, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.14 Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and oroof of inspection.Pdf FL15279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103486-B-Rev0Q p Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv-yV VKJZ 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). 15279.15 015 W4-16 DSIE-11`171: 4300, 4301, 4310, 4400, 4401, HDG, HDGL, HDGF, 66, 66G, 67, 67G, 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. Steel Pan (min. 24 ga.) with Overlay Single -Car (up to 9'0"wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listing Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103549-Rev06.1)df Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of insPgction.pdf FL15279 R4 C CAC W4 Listing Intertek.pf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 101481-B-Rev13.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.16 016 W4-16 DSIE-IF471: GD2SP, GR2SP, GD2LP, GR2LP, AR2SP, AR2LP, ED2SP, ED2LP, 4302, HDGC, 6202, SFC68, MFC68 Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS exterior skin 27 ga. min.; interior skin 27 ga. min.) Double- Car (9'2" up to 16'0" wide) WINDCODE@ W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL15279 R4 C CAC W4 Listina Intertek.pdf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 104029-6-Rev03.1)df windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.17 017 W4-16 DSIEO-1F479: Coachman/Settlers/Affinity Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25 PSF/-25 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). 15279.18 018 W4-16 DSIU-11`171: 9200, 9201, 9203, HDP20, HDPF20, HDPL20, 7200, 7201, 7203, 8200, 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES Double Skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27ga. min.) with Overlay Double -Car (up to 16'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4_Listino Intertek.pdf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103046-Rev07.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE@ W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FL15279 R4 C CAC W4 Listing Intertek.p_df Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104169-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the impact resistant requirement for windborne Evaluation Reports debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: 15279.19 019 W4-16 DSIUO-lK479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Double -Car (9'2" to 16'0" wide) WINDCODE® W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with Droof of contract and Droof of inspection.DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 Listing Intertek.Ddf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 104457-Rev02.Ddf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-21`153: 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, GR5S, GR5SV, AR5S, AR5SV, ED5S, ED5SV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FLIS279 R4 C CAC W4 Listing Intertek.Ddf Design Pressure: +24 PSF/-24.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 101711-B-Revl5.pdf 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 = d Back Next 00Page 1/800 Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copvriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: µyxr Uc..hEi, .. Grsdk Card Safe http:// www. floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 DOOR HEIGHT LP To TO• MD4l 4F n RUSH CARRI m HOUSE' RAISED PANEL E3 s DRIBS MODELS jmmjmGAm CLOPAY G053, I GPAV, GALLERY' RNs 053V HOLMEsMTRTRF' ARMS AR53V TARRIATE HOUSE' EDSs E033V wuxm Or OP ONAL VELAR CLaw SHORT RAiSFI!- amm. 'C/V30eE HOME' S/pRT RASED All L 13 AM X-MMiD. E146/B- SHEETUALSCIiYS 1 4'W/P SFIF O APA70 SCRER9 u al nn HxmEs +e o.. n NreRurnuir IerEeE Fwm DOOR VIDTH 4 OF INTEMSTILES r To 'M• 10'O' TD 1CP To 3'1D' 3 I 140' TO 13'IY 4 A 11 1TT NIOBEMATE SntEs (SEE TA9E Fa9RpTG)P!). 1 uRETIviE iaEL9'E WDNDtfpRE'R) SHEET 1 OF 2 OPTIONAL GLAZING MAY BE STANDARD OR IMPACT RESISTANT GLAZING. SEE SECTION B-B FOR DETAILS. MAX. STANDARD SIZE IS 42-1/2"06". IMPACT RESISTANT GLAZING IS 21-5/8"x14-1/8". S' . 20 G. M-B.Rs. V- N A 2-1-2-1 PATIFW D.E TWO U-BMS ONE V-BAH!" ONND fT SFCION. EIC.) kk 1 OWN 1 riw__ - 71 1 A ` Mom OVTSOE METED LOOK POSTIOM DOOR MOM - 1e•-0' nESOE nsvA SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A" AND STANDARD CONSTRUCT DETAIL "B"; TRACK AND JAMB DETAILS. A MWA— ESION ENGINEER: MARK —FIELD. P.1 rL.ORIDA P.E /48485. WC P.E. #23832, TEXAS P.E. /81513_ _ g DATE Ym VIEW V s NN1pOfe, a N°Oix Kim N,RA PORIKIN ' nu 3o N WD PONf 1)DONM i eR SHIP LAP JOINTS. - If DENSITY POLYSTYRENE FOAM INSULATION 1-5/16 THICK WITH VINYL HARCELL BACKER (INSULATED MODELS ONLY) 25 GA MIN. GALV. STEEL SKIN WITH A BAKED -ON PRIMER, AND A BAKED -ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. ll,e DONI 1[ER OR GL'OD! 1M nFSI'1 Iene EDR nE IATnnle xEo ® la'n end ACCdpeNO ro nIE EEDImA eGEaMP Aaae aR 11E InDnwclPL eunpa too[ (WAeEO IN A9E)-1a) TDrt nE EDIIOWnxI cagrcMs q DMND N1EAM0. S) D'J311 HAt i' R IIpN M EIWDPA7 E10 1GIF >) ANT RJOf 9)lIL ND Q /ExIRIM N AOWIeVMLi NN ItK SIR-EPmR: GVdRA1D16 m A OUllim PARpSQVL IYR OF/0. SLLPFE n IRf InS 30 110 ID txPonR[ wlEmer XC,n X 21 Xc I Xc IB EAII le'!a HFDRfT d lY d 19 d Clepay Building Products 6MASON , UGH 45ob rmmnnnv ( 513) 770-4800 ADDED EKIENDED HBGE ADDED MIN 429. 488. ADDED M/N 4F ADDED ' CARIOADE HDUS UPDATED MODEL TABLE SECTION A -A (SIDE VIU 1 1- 2- THICK 3" TALL U-BAR 20 GA GALV. STEEL MIN. YEILD STRENGTH: 50 KSI Lj3" f 1- 7/B" r 12 GA. GALV. STEEL TOP ROLLER BRACKET. EACH BRACKET ATTACHED W/(4) i14x5/ 8" SHEET METAL 3SCREWS. 14 GA GALV. ROLLER HINGE EACH HINGE FASTENED TO END SDlE5 WITH (4) /14x5/8" SHEET METAL SCREWS AND (4) 1/ 4-x3/4- SELF TAPPING SCREWS. SEE VIEW "B". 11- 3" TALL x 20 GA GALV. STEEL U-BARS IN A 2-1-2-1 PATTERN (I.E. TWO U-BARS ON BOTTOM SECTION, ONE U-BAR ON NEXT SECTION, ETC.). EACH U-BAR ATTACHED PER 5TILEILOC%4". SELF TAPPING SCREWS 13 GA. GALV. STEEL BOTTOM BRACKET. ATTACHED WITH (2) 1145/8" SHEET METAL SCREWS. MPC: PAN-2F153 DATE 1/3/97 DEsc DRAVN BY, JAC EECKED BY, T2 MWW JJ DESIGN LOADS: +24.0 PSF i -24.5 PSFI AeTESTLOADS: +36.0 PSF -37.0 PSF IATDIG , — DOD''tiN — x r60K16'0"H CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 16V +24/-24.5 PSF G NUNBEM VER, 101711 IBC R - MODEL 4F IS RIT7H TARRIAM HOUSE' RAISED PANEL DES DW s MD ILLS Re GA 2S GA INS LL AY Gm, GWSV, ALUERY' R5S UE5SV H S ARRSMY ANSI AN`TSV MEAL TAIWATE HWSC 0M fmv DOOR IED91T sEiTmrs B IF u-BARS JAYS ATTANWENT iALRBJlr 1rIP1O7'9 b TM Lv7/e'.J• W BEYIDvS ON 2{x CENTERS. I-1/e• O.D. WKNEO7'2' TO B'9' S B DE A FLU. SCIERS WY BE Cl%AlIDIONTA (4 NOf REOOMm1 TO PNU70E A N1919'0' 70 10'b' b 9 1OIRRNO MACE. N0R020NTAL 00 NOT FF11 (DAD. IE9' III 7 ll 14V12'b' 1O 14'0' l{_D /Y9' B9 U1{ I. UY4R SIGON 7/e•rJ' REEK NICFpR SOTS ON M' CENTERS (2.000 /SI YN. WNCREIE). Ib'R LO 15 FA3 NximDm WIN SIEVE ANCHORS. MAX SECTION IC[OIIr OR1/{50• TIPCON SCNEWS ON 17• DENIERS (2,000 PSI VN. CONED m OR 0• ENIOFRJ (C-00 BLOCK). 1. 00. YOL91ER5 REQUIRED WITH TA'COIS SECTORS MAY RE CQROFRSAN (BUT NOT REGIIIIFD) ro PROVAE A iWSi MOUNTING SURFACE HORIZONTAL YLBS 00 Nm 1WWSEFA LOAD. On*REBBlBBIs ILL' REFER TO DAS(A TDS-1e1. A LICENSED DESIGN A/mmE0NAL Wx ALSO BE EYRDYED ro N'iPO,E K1mNAlE NSIDEIS AO /GI1 A.AB COIEIGIMAOM. PRFMR. 00N tX JAYB9 RY mle]H STOP MGIRDMO BY DOOR INSIALLFA (ro SUN) 2. 6 YELLOW NINE lAme r10 GA. NN. OILV STEEL DO Stu 20 OR GLV. SRC INTER SIRE — IMPACT RESISTANT ASSEMBLY DETAILS D RAWINO 1 01 71 1 -A SECTION B-B (IMPACT -RESISTANT GLAZING OPTION) mAi Tr Olw D¢awAE re— NUL" RI oGE 1I01 IOW TAE 9lV- M INSERT (eE— /RYE AN, E ,.a tR1: GIlTrlue FIHaMf rArmE 61- 91IOGNE aDIArE GETNDH RIFEL"AND FAAEL PACT RESISTANT G IN IE4TIOR —IM ENE RETNIFII FA4IEMm ro TRANS TON etlEazr Ewer (IR) / e . a/4• nA HEAD TvanE snc n ERAR R GIADeB SOUO o0oR5 (NO GIADNG OR DOORS YRN OPwNLL BRACT-lESISfAIfT 0ADNO w aADAlEIMPACTO IS QEINT. ILELRON-MOILED POLTVlE(IIN1E FRONT FP/UIE I110 IEIWI 4%2N2T, AN APPROhD CC2 P1AITIC N IOCOROAIRE WITH IBC 2MM EOOAD DOOR ASSEMBLYR'MRSTAIFD MCOYPl1VOESRN ills SECTION MEETS 111E D (DAD REOUIREIIDR3 OF 1}IE FIDRIM BIIIDRNO CODE NAND IMFAIN11pY1 BIIIIDRID CODE BELL IEEII TIE WACT-RE56rANT REOUOENDITS (1TEr. CINPTDI ie FBC/DC). STANDARD ASSEMBLY DETAILS DRAWING 10 171 1 - B SECTION B-B (NON - IMPACT RESISTANT GLAZING OPTION) FRONT NU1E TRIM V. V. coam ON OUTSIDE wwACE NOTE THAT FRONT FRAME O NYBIORER 11011 bd` - 95TANT FRAM Im OlADNO 1OLDFD INSTIL J LIE FETANER by/{• PIN NFID SCREW. SRMBLY •CONSTRUCTION: e5 ACRI1E1 AVARANE PIAAOUIE OPIN OR LUCTrE UR APPRO61D OMPLASTICINACCORDANCEWITHIBC/ FBC SIOei THE NITRE DDOR ASSEMBLY IMAM IN COMPLIANCE WITHTSECTION MEETS THE WIND LOAD REOUIRDENIS OF THE NDRDYL BUILDING CODE OR INTERNATIONAL BUILDING CODE BUT ROMM MEET THE WADI RGASTART REDUREAENT FOR WDBOR E DmOS REGIONS REF'. UTAPIEn to FBC/IBC). SHEET 2 OF 2 ! _ DATE IEscamilxl 15 - SEE REVISION HISTORY ON SHEET ONE LAG SCREW II 1 N BRKIET. \ 11 Ol OALV, HINOE E" HIIIOE rASTE ND TO sOr3 7 te• LD.( RaINPDo) ` 4 t4.a/e• STREET 11TDEn ro eRAC%na. 1{ oA GLV. ROLLER 11NOE DLT1 EINaE rASTDHm ro EI1D also WIM p) T 11{. e/e' sHEEr METAL saEWS uO ({) 1/1•.3/4• SEIi T/AAF' SCREWS. dA TENETS 2. 10 BAL STTA aRa aOLEiT WMH IelmsoxmmBal SECION LOIN T STEEL OR NWDN TINE D_ D 6M THEDESINOFT1[ S PPOIORO STRUCTURAL UEME RS SHALL TE IHE PESPO/ISWITT OF THE PRON SSONY OF RECORD MR THE BHEDIO OR STRUCTURE AND N ACCOROYOE TERN CUdE1R BUILDING COODS m IRE LOADS LISTED OR TINE [PLANING. RA A 0® spa GENE. W KIN ENGINEER: MARK WESTERFIELO, RIM P.E. /46495. P.E. /23932, AS P.E. /01513 elopay Ildfng Products ).VSON, UGH 450VIU m n n nv (513) T70-4800 NOTE, TRACK CONFIGURATION ABOVE THE DOOR OPENING DOES NOT AFFECT THE WIND LOAD RATING OF THIS DOOR. NoRIZOOONTAL OR IN FlUPPOORr IUD e' II TALC DOORSAND UNDER 1J 0A GLV. SECFVDBRACIEr. lHR TOP BRACKET EACH ASTDNFD T9 WDaD UAMB YrtTN DOUBLE HORIZONTAL 7) afie•.f-a/e WOOD LAD DrnEWs TRACK OWR MIIBI F TReF!IF LDW HEADROOM OPTION E 2• GLV. STEM TRAM 1. AIL IRACR TNCIC EM AMID• Q TYP. 2-1/2112 M GA.V. SRC TRACK BRACKET. pSj (4) TRACK 81O 17M PER SOIL HGEELAWDOL- r 11M L_ AV III. HORIZONTAL TGCI( " Pm Br DOO16 OVER e' TALL BOOR POSTAL]" (TO SUIG 13 GA, ONLY. STEEL. HAD BIVG1EI m v EACH ffA1TDNED ro WOOD ,wre WAIN s) a/ie-n-e/e' LAD u2EWs. 2. OALV. STEEL TRACK, TRILX THKIKIIES Caw- IRK. g 8 S lI 1• J Y. YP 16g. a Bf1WFII1 ND AW 10} TRILIt 9fK1tLT NOT.TO DII.iID JD• O.F fly FOR DOORS OVFA 12'-O• HIGH, TWI CONFOUPAMN 9/Sp NOT E%CFIG WIOYW ALL N10 PROAOED. CONSRT FACTORYFORSOREMAR. F M. B-LB• DESIGN LOADS: +24.0 PSF k - 24.5 PSF TEST LOADS: +36.0 PSF k -37.0 PSF MPC: PAN-21`153 VDOLOAD RATIO W 4 KA%. D SQEr 16' 0 W % 16'0" H GATE, 1/ 3/97 DESCRIPTION CLASSIC AND CH RP STEEL PAN DOUBLE -CAR, 16'W +24/-24.5 PSF WAVN BY, JAC NECKED BY,MWW B GRAVINGNUIIBER 101711 VEM IBC Florida Building Code Online Page 1 of 3 BCIS Home I Log In User Registration ; Hot Topics Submit Surcharge Stats & Facts Publications PBc Staff BCIS Site Map Links Search OX f13 Product ApprovalciiapUSER:Public User Product Approval Menu > Product or Apolication Search > Application List > Application Detail FL # FL17499-R1 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved a MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE i Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option A 07/19/2016 08/05/2016 08/05/2016 Year 2008 2008 http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 17499.1 165 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 L21pdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 3 . dfDesignPressure: +55/-55 Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact jLPdfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 5).pdf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 R1 II 08-02544A.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.pdf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E1725.01-109-47-R0 185 SH(FLG waiver)5-BIG 1-8A 52 1-8X84 R60(100918).pdfApprovedforuseoutsideHVHZ: Yes FL17499 R1 C CAC MI Windows5=1S5 SH Fin ldfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (99),pdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) (9).pdfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 II 08-02546A.pdf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.pdf 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 . dfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact (5) Done.pdfDesignPressure: +55/-55 Other: R-PG55*, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 3). p dfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 4).pdf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02545A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.pdf Created by Independent Third Party: Yes 17499.4 185 SH 52x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 185 SH(FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).Ddf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (12).DdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) Other: R-PG60 10 . df Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 II 08-02549A.Ddf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513327A.pdf 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=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13363)E1729.01-109-47-R0 185 SH (FLG waiver).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (13).odf FL17499 R1._C_. CAC MI Windows - 185 SH Fin(14),.pdfDesignPressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Flange) Other: R-PG60* 11 df Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 II 08-02550A.0f Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.pdf Created by Independent Third Party: Yes 17499.6 185 Triple SH 11102 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 RS C CAC MI Windows - 185 SH Triple (Fin) L3).DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin) 4 dfDesignPressure: +50/-50 Other: R-PG50* FL17499 R1 C CAC MI Windows - 185 SH Triple (Flange) 3 . df FL17499 R1 C CAC MI Windows - 185 SH Triple (Flange) 4 df Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02548A.Ddf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513324A.Ddf Created by Independent Third Party: Yes 17499.7 185 Twin SH 10602 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 - 185 SH Twin (Fin) 3).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) 4 . OdfDesignPressure: +45/-45 Other: R-PG45 FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 3).Ddf FL17499 R1 C CAC MI Windows - 185 SH Twin (Flange) 4).Ddf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 .11 08-02547A.pdf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513323A.Ddf Created by Independent Third Party: Yes Back Nett Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395, *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: K9 C!edi= :Cans Safe. http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtCUGgvj Qlz6BP... 9/7/2017 N- - , I U; THE PRC-DUCT SHOkiN HERFIN IS DEST ANI) TO CO drl..Y WITH FEUREMEN:`,' C. [HE Bt-11-U11,10 COLA- INC, UUCIIHNI(1 IHE H,'HZ, FRA:VI:'K-, AHD 1,1 .)NR'' TO BE Dr, Ir NE.1) AND A.',ICrOREE,' T' TRANSFER A.Lt I OADS TO 'l-HUCTUrE. F. AMIIYS AND MAS)NRY THE F THE P..PCHIIECI C';!,l RECORD. 3. IX RiCk' OVER MAZONR)/t-eNrl RETF IS ODTIONAL. 4. , R ROCK IS IFSS THIAN I /," WII,rOW (.JI+TS tius, r REc, AN21"':1 il 11 .10,j(,,I, I I [ IE, 1: RArIF IN ACCC.114)ANCE Wl 111 ".:IANLII ACI URCR'S PILIDLISIED INS TALLATI,DH ;: kSTPUCTInNS. AN!'HOPs SHALL. FE. SECURE.A.Y F?N.ST--I.lFr,, I)IRFrTi,,v INTO MASONRY. CON" I PETE OP 0.11HER. SUUSPAIE MATERIAL E 5. -IREAIER. U I :'E Y "Al RIL ViOCD BIJCKIIflCKN; SS IS 1 111/2 CIR 0 UC< SHALL **SE SEC.)f , FAtSEL.!\I;:,'-) 1,(), MA. --, Q'JRY, T'CNCRI JE C., 1;1LJBl.,I1t,`,T:E, UNIIS, PRAY RE ANCHOREf H- ,'!):l. IGH iF To SFC;jRFD N(;ff) Btjlf':K IN AClCClPf.;AN,r:- WIT"-, PUBLISHL' INS[ALLAPON IN, 1,TRLIC Wllul`<` IX DUCK IS NOT J E-f -AR IIXTERIA-S, MliSf Br SLF'A(-*,'Al ED WITI 1 U COAT11,6; OR MEVRWANF. C,, COATING, OR M.EMRRA.F :S TE PE*SP-ONSIR!j ITT OF fd: Al:TCIHIIEr'i OR ENGINEER 0": RECOF l BUCKS, SHAil BUCKS, I c. XTrNr) DF.'ef."NID Vv.NrYYAl INTERIuR E SO, T i,-,,T FUEL- FRAMF IA!PPOIRT rS PROVIDED- FC)R RN LATICNI SHJA AS NEEDED. FOR FRAME JNSlALiPjIll-l.N SHIM AS RECAPRED AT EACH AN.',HOR I..r f- N SITU LCA(j P-PRlNc Siiim. SHIM 1hHERE- ':PA--E O` lo` op, C, F 4LLT`W4'AR,:. l SHIM S- CK -0 BE 1 4". IT A T F RC, C 1 1 R S, Ml A AIF 11-A. I) ANC MADE.- FF M. %Ykyl: RIA; AND SHITAll SHALL BE. Ll) AT[ i OF STAINING APPLI-11A.,BLE A I ) S. 1 Ljl^,D DU A- K)N FACTOR' (-,I= I .,'. vVAS USED -,-)R V400E), Alq,,-14(.:R P DOR --',E[) RIC,11) %.;'- FRAMEIV,,TEPIAl: J 2UNLISt,, IUSI LIL OLAZEC PER AST M. E 1 MO C-4/0'D, SLt' SH4 E 1 14 !:'OR GLASS DUAlLs, to, AP, PR()VED IMF , T E SYSTEM IS IACI REQUIRED FOR TI IIF F PODUCT IN VIINC' BORNE DEEIrl-', REGI-ON", NOOD RAIAING OR 2X 91, ,-' k USE 18, %lVc;0;j OR ANICHOPN` f*-,;,,,(lLjCH., INNjrTOAt.,,HIEVE A 1 114' MINIMUV EHBEDMEIJI INTO 'EUBSTRAT E. LOGAIL AN,-.:ICFlS AS SH01111111 IIli AND IN. IAIA.A:ION DFTAILS. RF,Vnonr , I RN I OESCMITION C;ATE I APr,R0-,Tr I RPVISED AIACHQR SP,%CINC. & CHAFTS, ,)7 / 1 1,,2rj I Fj F4.f.. 15, i:OR ANI.AKRING FRAME illl F C) *00f) FPA!..,iING, OR 2X FUCK US;- ';vo(.)z-., SCREVT,--.; NIT. H Ui FICJEN. TO ACHInT Al 1 1,11,1" EUDEDIJENT ;NTO 9JE;'-;flRAIL LOCiAlL AkrfIOPS AS SHOINN IN U LVAHOJ,::, AIff) P4"'iTALLA1110111. DUAILS. I I cj:OR ANCA.IORWNG11- IROUCII I:RANIE USE 5,1 16" JA=';,ONS Vvill: LLINIIll ' - I .Ct AIIEVA I - 1 / 4" I-JINIMUNA EMBEDMENT vro Su0,.3. /-.TE 1/2" I"INIMUM EDGE DISFANCE. LOC.A. 111 ANCHORS Al' SHOWN r;',i ELuv,,,;:-0Ns AND NSIALLAIION DETAIL`—.. 17. AM'.11OR1NG' 1111FICIUCH FRAt:E IN70T NILTAI- c-TPI1,-,T!.jfl[ #10 st"is o l su!, DRILLING SCRBVS WiTill 5IJFrI:'.'IC'JT LENGTH TO A"llsEvE 3 Tl;•IREADS MINIM0,1 BEYOND STRUCIURE INI. EPIOP WALL. U),CltiE ANCHOR'S - 1AC; SHONN IN ELE,"AlIONS AND 114 5 i'ALLATIC) kI LlAh', 1 8. AI..FASTENERS TO 9,- RR ):;: OPT R'[SISTANT. 1 INSIALI.AIJON ANCHORS SHAtA, Blr- IN Acrx.; 2DANC-E WITH ANCH(N., MANUFACJUP...'R-S, AND ANCHORS T:HALL NOI IN IN F;I.)qSTRATE`, WITH STUNGTHS LESS THAN THE 1,VNIMUM STR NGTH SPEUIFIEP BEI..041: A. WOOD: MINIVI.IM .;ACC -I :- 1RAVIU -,),[: G= 0.42 H. WNIMUM 'C) M P R14 ll.*;,-; IVE SR.FNGIII ""i 0100 PSI. IIA",,,' NIRY '.R.00K PER A5,11"! W11H I fr-2. ') .. ; :! / .0100PSI Ml'N:TX1IA. fj: kJ[TAj_ STRIJI'JL!RE: STEEL F'(—), 3KSI/Flll=52KSf Or ALAP,AINUIA 60(53 - T5 FIj---.-3r_)j< SI ,- A8" THIiaK MINIM UM I TABLE C-F CONTENTF, LLl N0.1 Nlf) 1 E S 2 z- ELE`4AI ONS 5 - 13 INSTALI ATION DETAILS 14 COIMPONENT S SIGNED: 0711212016 MI WINDUOIS AND DooRS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON IMPACT NOTES TAT; OF-I- z 0 R ID NQ. REV N. G. 5 6 08-024IT. ONA l 1 NTS 12/09/14 lOF 14 MAX t;. MAX 8, MAX F 7,,tv1E . IEr"HT 1 MAX PAoaE WIDTIi I' ' oft„X M t 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 #1 FOR SMALLER UNITS REQUIRED ANCHORS .SEE CHART #f FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60,OPSF NONE 1 1nA fat 6 SASH I l X r .1A1 IA,6 ,4,511 I, I. 0.: 41 .. 1 12" i MAXi IA, -.XFD D.I,_.0. .., Y 4 " HARDWARE SCHEDULE METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE ATdAMBS Df.SCR PT101, P .IoFi iNC H-.l.P. >PF i,IIC & (;N:•4*S i )7 11 '2n"C F't:. CHART#1 UNITS INSTALLED WITHOUT FILLERS Number of anchor locations required Frame Frame Width Tin) Flelght (In) 18.00 Head Jamb 24.00 Head Jamb 30.00 Head Jamb 36.00 Head Jamb 4200. Head Jamb 48.00 Head Jamb 52.00 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 36.00 2 3 3 3 3 3- 3 3 4 3 4 3 4 3 42.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 64.00 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 5 4 5 4. 5 66.00 2 5 3 5 3 5 3. 5 4 5 4 5 4 5 72.00 2 6 3 6 3 6 3 6 4 6 4 6 4 6 78.00 2 6 T 6 3 6 3 6 4 6 4 G 5 6 84.00 2 6 3 6 3. 6 3 6 4 1 6 1 4 1 7 1 5 7 Ml WINDOWS AND DOORS 650 WEST MARKET SIPFFT GRAIL, PA 17030 0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON IUPACA FLANGE & FINLESS ELEVATIONS N. G. I 08 02546 s::nlr N T S, IDAT 12 09/14 "12 OF 14 SIGNED. 0711212016 StI 8TAr Ize•r r/''t , FCORMt' • `S' A 'fii//j NA4T\ MA. J.......... _.. . IC•i 3h" F,AY, HEKvHT 52. 4.A;< Ff<:AI:"F.. WIDTIi ............__ 16 < VA; y f nFsc R,lTl'0K GATE I A"%0VCD P ISF.'i AWCHOR SP \C114C &, (H .f; r -, .), ,i i 206 fi.; O CHART #2 UNITS INSTALLED WITH FILLERS Number of anchor focat ions re qu Ire Frame Frame Width (In) Helght ( in) 18. 00 Head Jamb 24, 00 Heatl Jamb 30. 00 Head[ Jamb 36, 00 Head Jamb 42. 00 Head Jamb 48. 00 Head Jamb 52. 00 Head Jamb X I ` 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 36. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 42. 00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 00 2 5 3 4 3 4 3 4 4 4 4 4 4 4 54 54.00 2 3 5 3 5 3 5 4 5 4 5 4 60. 00 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66. 00 2 5. 3 5 3 5 3 5 4 5 4 5 4 5 72. 00 2 5 3 6 3 6 3 6 4 6 4 6 4 6 78. 00 2 6 3 6 3 6, 3 6 4 6 4 6 4 6 84. 00 2 6 3 6 3 6 3 6 4 6 4 6 4 6 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE & FINLESS INSTALLATION FLANGE & FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS .SEE CHART #2 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60. OPSF NONE. 1 ( AX NI L I I I I > 1 , IAX< NI hSASH L f_ tl.: F b" < 2 1 1/2„ METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL BLOCK AND TACKLE BALANCE ATIAMBS IVII WINDOWS AND DOORS 650 WEST MARAFT SIREET GRATZ, PA 17030 0370 ERIES 135 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON —IMPACT FL. NCE FINLESS ELEVATIONS N. G. 03 0254.6 sC.. t[ NTS i-i4'`- 1.2109/14 D1- .3 OF 14 SIGNED. 0711212016 I 2" MAX MAX 0. 4A> i I•.9: FRAME lJ':0TH 11 ! i l (N 10 MAX I U.;: 7 i I I 7A .L IEIGH- R F. i".g''„ NS R`i fiESC f:IF•T CN f:ATF 2 klA.X f VJ` rr • W3 ,R SPACING & CIIA?', 7 7]16 I,, I... 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART #3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART k3 FOR SMALLER UNITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE L 1A> P UM SWH SIZE: < 36" 2 IJA>. P.+UM ;AS .U.. 4" - 1r_? X 32 111-2'. HARDWARE SCHEDULE 2) METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR 2) BLOCK ANDTACKLE BALANCE ATIAMBS CHART #3 Number of anchor 1—tions required frame Frame Width (in) Height (in) 1&00 H8S Jamb 24.00 H&S Jamb 30.00 H&S Jamb 36.00 HAS Jamb 42.00 H&S Jamb 48.00 H&S Jamb 52A0 H&S Jamb 24,00 3 3 3 3 4 3 5 3 5 3 6M 30.00 3 4 3 4 4 4 5 4 5 4 6 36.00 3 5 3 5 A 5 5 5 5 5 6 42.00 3 5 3 5 4 5 5 5 5 5 65 48.00 3 6 3 6 4 6 5 6 5 6 6 54.00 3 6 3 6 4 6 5 6 5 6 6 60.00 3 7 3 7 4 7 5 7 5 7 67 66.00 3 8 3 8 4 8 5 8 5 8 6 72.00 3 8 3 8 4 8 5 8 5 8 678.0039394 9 5 9 5 9 684:00 3 9 3 9 4 9 5 9 5 9 69 SIGNED: 0711212016 DOORSMoWINDOWSOS65MA KEI SIEr GRATZ, PA 17030 0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON- IMPACTFIN 46Mt ELEVATION FiVN.G 08 0`254f A 4NA1.1V\S NT,, 12 j09/ 14. OF 14 f i [ r 1N C P It 1, CY 011 L H R ,r, Al.pr 1 L.o flI B `;K 1' ROD A.r r RIO ED lA't OD RA!a1;l i: Vhi 1.L U(,-K 1 r i 2" ',41H a" SHIM SPACL k1c t,-IET" 11..f;:u PPI L ? AN INTERIOR EXTERIOR Sll..t.. T`) RE ^ET Ibi A LIED 0:;.. A'I?k')'dED STFUG lJ AL. 1i4 MAX. BACKER ROD SHIM SPA I-E & APPF,'OVEL", ST?UG7UR BY OTHER VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 Lii ANCII VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1 4" MIAX. SI IIN•i 5P A L IS OF RLUN, INTERIOR R F..v f)ES ;RIPTit'Iv . WITE Aaar.!CiVED A r !, re H-1 ;R rr ,IIr CHAR -PS, 11 > 20316 fr .. 1 1/4" I,/N. I N4AX. E 1 -- i INTERIOR MIN i 1,0 WOOD 7Faiij C FRAMING r ._ __ I. 2x l,_,I; EXTERIOR BY 0-111 ROD 4.PPPOV':.D 1 ANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1 r=:. MAX, HIM SPACE SELF IRn..I lrl INTERIOR 3,14 I -E[: ST.- ST 1l .TURAL. SLALAN1 haE SIRL)CTI!R; 114" MAX. E" UTHERS SHIM SPACE EXTERIOR DA"-"KER ROJ A,P FROVEF) yEALAN;- JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI IIJINQQ4/ AND DOORS 650 WEST MARKET 51RE4T GRA1 Z, PA 1 7 050-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84 NON IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS IVNG. 0802546 A r":`' u:: NTS °'-K 12%09/14 de:P' 7 OF 14 SIGNED: 0711212016 j_- 2 1 `2" Tvl::. I FIB`.i?ft.; I I)(- F PPI UKPIPTIO 11 0k.TF A I ov F, r, C I ;E E /Mn- I I P I P.J.. 4111 SPA;^ING ,HAF1 17, FPY -1E I'llm. SEE N,",TES 3 7 = [MHI E N I kl E I, I SH:1,1. SPA(,f1 4" MA D', C)TliERS SIM.4 SPAC.-- A.CPR ,0vFr) I C. nN INTERIOR 1- 7 EXTERIOR INTERIOR m IF F_. DISTA'4CF EXTERIOR ACKER ROD APPROV--r-) Or I A. ANT7IONAI. BUCI E NO 1 s 3 HFFT 'I JAMB INSTALLATION DETAIL C&M&REFEMMONR Y INSTALLATION BACkER POD — IN A O AIPP,()v D AP pRC, v--_, TSTRU,,, t J R A L S LALA'J I SEALAN- I NOTES: f- - I- INTERIOR AND EXTERIOR FINISHES, BYOTHERS, si': '.PA-E 11E: 1 NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 TF/ I,,4A7 It r SIGNED: 0711212016 MI WINDOWS AND DOORS 0111111/11/ 4 \\ S 9 • L o 650 WESTMARKETSIREETGRATZ, PA 17030-0370 E Nq SERIES 185 ALUMINUM SINGLE HUNG WINDOW --,w 52"" NON - IMPACT IFLANGE INSTALLATION DETAILSWITHOUTFILLERSMVERTICALCROSS SECTION• IN. G. 08-02546 A I I /// Al- S NTS l P.A-VI 2/nq/ 14 OF 14 1 1111!w0 2" M114 F I "I AM 1 W&CF) OR "",X "I'll Jrl IM 'i I ii4" TAAX,. 1 1 T,4 SPACL ILLCM'.. I! U INTERIOR EXTERIOR DAC:' i6 R W)D APPROVED 0, 100[) FRA1,41IN-7 BY OTHERS SEALAN- RIG! D FIL. E? sl_ L _0 F1 A BID 01: APPROVEr, 10C T: SEA. Ali I BA" KER ROD APPROVED SEA.. AN:_ VERTICAL CROSS SECTION WOOD FRAMING OR2X 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 E21 12 METE STRILICIUR BY OTHER j Vll' KAIN LUCE DISTANCE 1/ 4" MAX. SHIM o VI r R Fz, " R:LI_Rp" VIV INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION I : 1, T(; 9F 5,-' T F. IN A BED, Of STRI )( T: JFAI 1/ 4" MAX, SHIM SPACE GATE Aa. R Y"'ED A P,:_V'.SFJ) AI-jrj_.,,,p SPACING k C14ARTS i Q7 /1 1,/20 16R. I.. I I ' / 4" *1N. I MAX, EteiS41,1 EPA('E INTERIOR Po wcoci R E" Al FP tMIN 2D;._i,_ K x i t3 - --j EXTERIOR BY 071 ER' S RMK_P R-ju ILL. P SEALAN:_ JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION I 4l K"A X. Br OTHFR- I o slos o: Rl INTERIOR S.F. I F ' DFILI 11,IG 14" 7 U, 1 SANC EXTERIOR RIGID RACK ER T` 01) A, APPROVED SE A: ANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 Ml WINDOW S AND D 1R. Lo 6,50 T SIREFTOORS WESMARKET GRATZ, PA 17030-0370r, E N (p SERIES 185 ALUMINUM SINGLE HUNG WINDOW o 52"X84" NON IMPACT OF FLANGE INSTALLATION DETAILS WITH FILLERS TAT , Al N. 08-02546 A 010NAL NTS 12/09/14 7 OF 14 2 1/2" V.';' SE-E NCII[S 3 7 EMREDMI. NI ICKI I' P-M-) APP c' A'Fr A;: AN7 p ULE, 3 P YC lt t I EXTERIOR INTERIOR sit, T. -r.,,) D.F. SU W-1 BACKFR' POO ITT . 4 A. IPROV---S ST r U(.,TUPAL S LAL-",N I 'FALANT J.i PTIONA X 9U( MAX. Sir E 561V SPA( E Co'\ K',R,-TF A VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION LM, Lbmuo RE, Df. F,IPT I P- A?-l-.0VF0 P, - N R SPA 114G & t'14AR S Pl- UPIIOHN. IX 13UCK SEE N0-:Es S Slflll SPACE INTERIOR I .......... EXTERIOR B,, CeER ROD TIPF( lv-D St A AN - JAMB INSTALLATION DETAIL CONCRETE/ MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2, PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTU E2112 SIGNED., 0711212016 ND DOORS M650IWINDOWMARKESAS F \N — L 0 WLSI T IREFT SGRATZ, PA 17030-0370 E N SERIES 185 ALUMINUM 'SINGLE HUNG WINDOW 4XOF 52" X84" NON IMPACT DETAILS WITH FILLER FLANGEINSTALLATIONTAiT 08- 02546 All NTS12/09/14 OF 14 2" !"i!N en BOCK Az A,111, W "si ilm S P'A!,P P ROVI-Do SEALA'Ni A A LIJ ti INTERIOR EXTERIOR BACKI::I" Ac, APPRIUVEI,-) N T C 2. BI-) CK BY 01HERS EXTERIOR I.I TO BE IN A BED 01: TFIIICTI.IRAIL RA( kl-R RNOF A.PPROVEr HIM S=',%(,E SEAL,",.NT 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 OTHER; I"""Ro I— ELIGI- Dl',IAN(,E I , m I 1/4" MAX I IM SPACE 1 /2 MIN DiS I ANCE S OR INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION Sh - . E. L I 0 E SE IN A BEF) ()I: A p P 'P., C) 1',' 7. r) SEAL, 1 1/4" MAX, SHIM SPACE i 1 - "Airl-c"D QR 2'X 3y ll)-IERS F' EV;, ONS DESCRIPTION 1/ 4 " MAX. INTERIOR kJ EXTERIOR PACKFF, ROD SFALANI JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION if •*' I I' IX, SHI!, l !SFArl" r. 7.Z— 10 SIAS OR , u INTERIOR SELF DRILI-ING FPCIE U! IS I A N CIL 1...__._............... EXTERIOR M, ETAL. BACKER FfuD APPROVED JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED.- 0711212016 MI WINDOWS AND DOORS 650 WEST MARKFT SIREFT, S Vk. L 0 GRAIL, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW fie0 5 52*' X84" NON IMPACT 4.mf"OF FINLESSINSTALLATIONDETAILSWITHOUTFILLERSI N. G. 7 08-02546 A NTS 12/0q/14 OF 14 by o—i-Fs f)[110tAN, VX Hiifl'/ S, I !El; 1 f3A',',K( R ROF" APPR(DvEr SEALAN': 2 1112 ViN. FDGE D;GTA1,10E 1,11N, 4 LV9LDME N I 11 [viA 71- SHIM SPACE J N. (j EXTERIOR .......... INTERIOR IRE 31. L T0 PE SE-1 IN '3ED 10F F)ACKFR PO-) APIPROV_') jcTl IFAL SE ll 5 f Al AN" I 0 'FTIONAi f. - f.. T3 M ACE 1 F El R-TE 6y 4 VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION 1/4" mii,i. E!,!, E 'EUMENT, OTHER'- F, " -A ' C 0 N FIEM'.11ltts DFSCRIPTION IITF a11NPIEO M-WK0 'I+ART7 )71/11/2r16 Rj., CPHONAl- 1X [31U('K SEE No ---, S' I IEE T I F SIN,! 'SPACE INTERIOR MIN NSIA,NCE EXTERIOR 9,"0.,?ER ROD Arkovr-6 ALAN7 JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E21 1P SIGNED.- 0711212016 VI WINDOWS AND DOORS 6,50 WEST MARKET STREET GRAIZ, PA 17030-03.10 0SERIES185ALUMINUMSINGLEHUNGWINDOW 52"X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLER rO N.G. 08-02546 F NTS 12/09/1 4 10 OF 14, FFAfiN(, --l" OR 2X B!Ici/ AF—ROVI'l) : A. A N 1 LLLP EXTERIOR B. I—, POD NT 0IR /x BKK Y .)THLW- 2 MIN DISTAIM_- blio wo"or LlJ 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 ST1RI,ic,'T:,)Rf 6Y . . j; .,i . E 1,,,, P,PPIR0VL:' R! C I EXTERIOR rf;lr STRUT BY 0 EDGE DlIANCE 1 /! 1" M AX, SHIM °. CF I — SF) RHUNG INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SITi. TO F. 1.,E7 I A BFC+ Gf APPROVEr., S1 R U Ii.) RAi— LALAN 1/ 4" MAX. SHIM SPACE At RE" n,F!" ANCA-0,P SPAC-11,;C & f-WRT7, mire. 1/ 4" MAX. LMJEL)m_ rr S: i I k S A- ( L INTERIOR MIN 41- 7 .......... 7 7 SI' EVV' LI EXTERIOR FRAMING RY ' OTHI. RS R PC[) St"Al AN7 FLLER JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BOCK INSTALLATION ETN - -- SrpU(." ji) RE , 4, wx OIHLRI; HIS. ', PA(,-- 71tio D' is aR INTERIOR SFILF EPGf EXTERIOR J Ric,( E) DACKU, FOu Fill T APPROVE.D SEA - ANiT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED.- 0711212016 M1 WINDOWS AND DOORS L 6, 50 WEST MARKET SIRLET GRATZ, PA 17030-0370 o SERIES 185 ALUMINUM SINGLE HUNG W114DOW 5 *7 52"X84" NON IMPACT LATE FINLESS INSTALLATIONDETAILSWITHFILLERSOFORk N. G. 46 08-025A1 610JVA NTS 12/09/ 14 11 OF 14 2 1/2" MIN. FDGF -STANCF SHIM c;PA;.,-- i4);, ]Ci" TAPCON I E/Ki. A SC)HR" JY OTHERS A"110HAL 1Y H:jci f:A(,Vf R F, F (.V F r S; Aj R;(F) F p J; EXTERIOR INTERIOR it I T LIE SET ik A RED O RACIK R POD I CT SEAL -", J I STT S7ALANT OFTIONA. :., IX BUC,:< MAX. SPA— IIEEi 1 ................... ...... VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION mi" I. EM B EUME.N COW, RET D1 OTHER`, 31/ 16" TAFjC0h P, l-Vl',7.B; AKPOR SPAONG !, C;'AF,-:5 Pl, uPHOHN ly, Rl,,-.,IK SEE NO ES 3 SIM,'. SPACE INTERIOR 2 1/1,11", ......... . ........ . ........... dl F DISIANCE EXTERIOR Fl:. 1, F F JAMB INSTALLATION DETAIL CONCRETEIMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, 13YOTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BYOTHEPS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS 650 WEST MARKf SIREETI GRAIZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON IMPACT FINLESS INSTALLATION DETAILS WITH FILLER N.G. 08-02 546 NTS 12/ 09/1 4 12 7= 14 SIGNED: 0711212016 E N 0 l(// P o F iu AT 0ORIDNA.- OL IIII,11110\ li tq "i, unr Q, c p VV I L D I I E VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION r FS,, P. I PT N AT, CING & i-,FARTS 7/11 '20161 &. FRAM11,10 BY 001r-'PS S I M Sr A(,', E INTERIOR EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLA TION mx NOTES: S H IM ms « 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANC15 WITH ASTM E2112 Al r) I e F" R S MI %,VINDOWS AND DOORS 650 WES) MARKET SWEET GRATZ, IIA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52984" NON-IMPACI FIN INSTALLATION DETAILS N. A08-02546 1' NTS 10A-v 12/09/14 l5p-93 0.- 14 SIGNED.- 0711212016 2 FLANGE FRAME HEAD CW1996i -_ -_ -_ ALUMINUM 6063-T5.050" THICK 7/8" 2 3// 1 FLANGE FRAME JAMB CM-18503 ALUMINUM 6063-T5.050"THICK FINLESS FRAME HEAD ALUMINUM .6063- T5.050"THICK FINLESS FRAME JAMB CM- 16513 ALUMINUM 606345,050" THICK 2 2 T., .......... 2 5/16" FLANGE FRAME SILL FINLESS FRAME SILL A ................ . t CM- 18502 CM- 18554 FIN FRAME SILL FIN FRAME HEAD ALUMINUM 6063-T5.055" THICK ALUMINUM 6063- T5.055' THICK CM- 18509 CM- 18508 ALUMINUM 6063-T5 .055" THICK ALUMINUM 6063-T5.050" THICK 1 71116- 2 3/ k p 2 5 16 2 31/1 6 2" j) LOCK RAIL/STILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB ALUMINUM 606,1- T5 - 062" THICK ALUMINUM 6063- T5.050" THICK CM- 18504 ALUMINUM 6063-T5.055" THICK ALUMINUM 6063-T5.050"THICK GLAZING BEAD V_ 66 RIGID PVC.060" THICK 15, 1 (J GLAZING BEAP, V- 185 RIGID PVC .050'THICK SASH STILE CM- 18507 ALUMINUM 6063-T5.050" THICK R. VSK,M, kN Dr. SICIF, I PT 1014 A I P ='Nr. P A I RPOSU) ANI-MIR SPAICINC. & CUARTIS !-,7i1j,2r.1f: PA.. 1/ 8' ANN. 11/8" ANN. 4FT,- L REINFOFI'ED DljiL SPA(_'P EXTERIOR INTERIOR SEMLANT GLAZING DETAIL A mol EXTERIOR INTERIOR 51/ 8" IiTE LICONE SEALAN I SE F-1 iNG DUICK GLAZING DETAIL B V11 WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030- 0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON -IMPACT COMPONENTS N. G. 08-02546 VAY: NTS I"-h. 12/109/14 15HE:'114 OF 14 SIGNED: 0711212016 Florida Building Code Online Page 2 of 3 Summa FL # Model, Number or Name Description 15351.1 HS 188 Fin and Flange Frame 73x62 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +55/-55 Other: LC-PG55. Glass must comply with ASTM E1300-04. Certification Agency Certificate FL15351 R4 C CAC APC 97429.01-109-47 Fin and 97435.01-109-47 Flanoe_.ndf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II 188 HS FIN 73x62 DP55 As Tested 97429.O1.odf FL15351 R4 II 188HS Flange Non -Impact Fastener Schedule 08-01023B.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 5115885.odf Created by Independent Third Party: Yes 115351.2 1 HS 188 Fin and Flange Frame XOX 1120x62 Insulated Glass Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +40/-55 Other: HS-LC40 Certification Agency Certificate FL15351 R4 C CAC APC 99775.01-109-47 Fin and 99780.01-109-47 Flanoe.pdf Quality Assurance Contract Expiration Date 04/15/2019 Installation Instructions FL15351 R4 II 188H XOX.Flanye Non -Impact Fastener Schedule 08-01156B.Ddf FL15351 R4 II Installation Instructions - 188 H5 (XOX) As Tested 99775.O1.1)df Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511725B.pdf Created by Independent Third Party: Yes 115351.3 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 in Dow 995 silicone with a 5/8" glass bite. Certification Agency Certificate FL15351 R4 C CAC APC 97356.01-109-47-RO 97429.01- 109-47-RO.pdf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II Installation Instructions - 188 HS Impact FIN 73x62 Product 3.pdf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 115351.4 1 HS 188 Fin Frame 173x62 Laminated Glass I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +50/-50 Other: HS-LC50. Missile Level D, Wind Zone 3. Glass consisted of 2 sheets of 3/32" annealed with 0.090" PVB by Solutia. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. 15351.5 1 HS 188 Flange Frame Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +45/-45 Other: HS-LC45. Missile Level D, Wind Zone 3 Certification Agency Certificate FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.ndf Quality Assurance Contract Expiration Date 02/16/2019 Installation Instructions FL15351 R4 II Installation Instructions - 188 HS Impact FIN 73x62 Product 4.ndf Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 73x62 Laminated Glass Certification Agency Certificate FL15351 R4 C CAC APC 97354.01-109-47-RO 97433.01- 109-47-RO.odf Quality Assurance Contract Expiration Date 01/05/2019 Installation Instructions FL15351 R4 II Installation Instructions 08-01161B.Ddf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8 5 72gvdWlau... 9/7/2017 Florida Building Code Online Page 1 of 3 r , 4. e; 60 BCIS Home } Log In I User Registration Hot Topics Submit Surcharge Stabs & Facts Publicatio&ns FBC Staff BCIS Site Map Links Search s 'i Product Approval LSER: Public Userr Product Approval Menu > Product or Application Search > Application List > Application Detail a w ; FL # FL15349-R8 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived . Product Manufacturer 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 Fixed Compliance Method Certification Mark or Listing Certification Agency American Architectural Manufacturers Association Validated By Steven M. Urich, PE i 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=wGEVXQwtDgtH 85 72gvd WIan... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL # Model, Number or Name Description 15349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 12786.pdf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 12787.pdf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FL15349 R8 II 08-02357B_pdf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513124B.odf Created by Independent Third Party: Yes 15349.2 185 PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15350.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-55 Installation Instructions Other: R-PG55 FL15349 R8 II 08-02949.pdf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513783.odf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15454.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-1-055, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02948.odf consisted of 5/32" tempered exterior - spacer - 5/32" Verified By: Luis R. Lomas, PE 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513782.pdf Created by Independent Third Party: Yes 15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8C CAC APC 8272.1)df Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 8273.pdf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-R55, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" FL15349 R8 II 08-01614B.odf annealed / 0.090 Solutia PVB / 3/32" annealed. Glass was Verified By: Luis Roberto Lomas 62514 bedded in Pecora 896 silicone with 5/8" glass bite. Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 512278B.pdf Created by Independent Third Party: Yes 15349. 5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 7962.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions, Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-01613B.pdf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 62514 annealed / 0.100 Solutia Saflex HP / 5/32" annealed. Glass Created by Independent Third Party: Yes was bedded in Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 512277B.pdf 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.pdf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 10/28/2017 Design Pressure: +55/-55 Installation Instructions Other: FW-LC55, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-02947:odf http:// www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQMDgtH8 5 72gvd WIan... 9/7/2017 Florida Building Code Online Page 3 of 3 consisted of 1/8" annealed exterior - spacer - 1/8" Verified By: Luis Roberto Lomas 62514 annealed / 0.090 PVB / 1/8" annealed. Glass was bedded in Created by Independent Third Party: Yes Pecora 896 silicone with 5/8" glass bite. Evaluation Reports FL15349 R8 AE 513781.pdf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Cooyriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: rqA R M Safe http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWlan... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2" WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REQUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS. 14. FOR ANCHORING THROUGH FIN INTO WOOD FRAMING OR 2X BUCK USE #6 WOOD. SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. REVISIONS DESCRIPTION DATE I -PROVED 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. IB. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAVITY OF G=0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048") FY=33KSI/FU=52KSi OR ALUMINUM 6063—T5 FU=30KSI .048" THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT NOTES TABLE OF CONTENTS DRAWN; Owc NO. SHEET NO. DESCRIPTION J.L. 08-02357 1 NOTES SCALE NTS I DATE 09/03/14 1 SHEET 1 OF 12 2 — 3 I ELEVATIONS, CHARTS AND GLAZING DETAILS 4 — 12 INSTALLATION DETAILS L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NG 27023 434-688-0609 110-05Idomaspe. com SIGNED: 1111512016 S1lR I1L 0 1// iENy tr 0, 6751 9o` STTATTrrE C i0•._ REV "IR{dP O.• C„* e Luis R. Lomas P.E. FL No.: 62514 72 1/2" MAX FRAME WIDTH — 6" MAX —— 18" MAX O.C. _I 6" MAX 18" MAX O.C. 71 1/2" MAX FRAME HEIGHT REFER TO CHARTS SERIES 185 ALUMINUM FIXED WINDOW 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 6" MAX — [ 18" MAX Q.C. I 6" MAX 71 1/2" 18" MAX MAX D.C. FRAME T HEIGHT j j REFER TO CHARTS J SERIES 185 ALUMINUM FIXED DESIGNER WINDOW 1 & #2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 69 3/4"X 68 3/4" REVISIONS REV I DESCRIPTION DATE I APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. CHART p1 Number of anchors required (without rigid fillers) Frame Frame width (In) Height 24.00 30.00 36.00 42.00 48.00 64.00 60.00 66.00 72.50 Iin) HAS amb HAS amb Hd5 amb HAS Jamb HAS amb HAS Jamb Hd5 amb HAS JambIH&S Jamb 24.00 2 1 2 2 2 3 1 2 3 2 3 1 2 4 2 4 1 2 4 2 1 5 2 30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 5 2 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 5 3 42.00 2 3 2 3 3 3 3 3 3 3 4 3 5 6 3 48.00 2 3 2 3 3 3 3 3 3 3 4 3 5 6 3 64.00 2 4 2 4 3 4 3 4 3 4 4 4 5 j46 7 4 60.00 2 4 2 4 3 4 3 5 3 5 4 5 5 7 5 66.00 2 4 2 4 3 5 3 5 3 6 4 6 5 7 6 71.50 2 5 2 5 3 5 3 6 3 6 4 7 5 7 7 CHART p2 Number of anchors required (with rigid fillers) Frame Frame width (in) Height 24.00 30.00 36.00 42.00 1 40.00 1 54.00 1 60.00 66.00 72.50 in) HAS amb HAS Pamb HAS Pamb HAS JambI HAS PambI HAS JambI HAS Pamb HAS JambI HAS Pamb 24.00 2 1 2 2 2 3 1 2 3 2 1 3 1 2 1 4 2 4 2 4 2 5 2 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 5 2 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 T71_50 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 2 5 2 5 3 5 3 5 3 5 4 5 4 5 4 5 5 5 SEE SHEETS 4-7 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE & FINLESS ELEVATION & CHARTS DRAWN: DWG NO. J.L. 08-02357 CALE NTS I DATE 09/03/14 1SHEET OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rlloma cWIrIamaspe.c SIGNED: 1111512016 R ill Ll0 q TAO T' REv i°F•'CORIOp•.'.: e Luis R. Lomas P.E. FL No.: 62514 71 FI HI 6" MAX — 72 1/2' MAX FRAME WIDTH — 18" MAX O.C. —I j 18" j MAX O.C. 1/2" IAX AME IGHT 6" MAX REFER TO CHART #3 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REQUIRED 72 1/2" MAX FRAME WIDTH 6" MAX 18" MAX O.C. —I 6" MAX V j 18" MAX O.C. 71 1/2" MAX FRAME HEIGHT I REFER TO CHART #3 — FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING 60.OPSF NONE NOTES: 1. MAXIMUMD.L.O.: 693/4"X683/4" REVISIONS DESCRIPTION DATE I APPROVED REVISED INSTALLATION DETAILS D6/01/15 R.L. REVISED NAME AND ADDRESS 10/27/16 R.L. CHART#3 Number of anchors required ((n installation) Frame Frame width (in) Height 24,00 1 30.00 36.00 42.00 48.00 54.00 60.00 66.00 72.50 in) HAS Pambl HAS Pamb HAS IJamb HAS Jamb HAS Jamb HAS amb HAS Jamb HAS Pamb HAS amb 24.00 3 3 3 3 J 1 3 4 3 4 3 4 3 5 3 5 1 3 6 J 30,00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 36.00 3 3 3 3 3 3 4 3 4 3 4 3 5 3 5 3 6 3 42.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 48.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 54.00 3 4 3 4 3 4 4 4 4 4 4 4 5 4 5 4 6 4 60.00 3 5 3 5 3 5 4 5 4 5 4 5 5 5 5 5 6 5 66.00 3 5 J 5 3 5 4 5 4 5 4 5 5 5 5 5 6 5 71.50 3 6 3 6 3 6 4 6 4 6 4 6 5 6 5 8 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 & CHART DRAWN: DWG NO. J.L" 08-02357 SCALE NTS DAB 09/03/14 1 SH-3 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 dlomas@lrIomaspe.com SIGNED: 1111512016 5`1 , I ILl07j7 i CEIVS.•s J 7Jk 0 61 k TAT OF 0'. REv %' t%' <0V)N B /;/OONAt': G\ Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN. METAL EMBEDMENT STRUCTURE BY OTHERS 1/4" MAX. BACKER ROD SHIM SPACE BACKER ROD APPROVED & APPROVED SEALANT SEALANT 10 WOOD SCREW EXTERIOR EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS II 1/2" MIN. r EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACEF 1/2" MIN. EDGE DISTANCEN /L INTERIORI 10 WOOD J SCREW AqWOODFRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION BACKER ROD — APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4" MIN EDGE DISTANCE 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/4" MAX. rL SHIM SPACE 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION J 1/4" MAX. SHIM SPACE 3/4" MIN. EDGE DISTANCE INTERIOR 10 SMS OR SELF DRILLING SCREWS EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE I APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS DOORS, LLC IILOi 650 W MADK ET ST. GRATZ, PA 17030 5 R. J••\ GNs SERIES 185. ALUMINUM FIXED WINDOWS 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS qD , TAT OF tL,` DRAWN: DWG NO. REV'• L0R10*c-• ssJ.L. 08-02357 B ONAL'0G SCALE NTS DATE 09/03/ 14 suEEr 4 OF 12 I!U 111111\\\ L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC27023 LUIS R. Lomas P.E. FL No.: 62514434-688-0609 rllomas@Irlomaspe.com REVISIONS ` REV 2 1/2° MIN. DESCRIPTION A REVISED INSTALLATION DETAILS DATE APPROVED 06/01/15 R.L. EDGE DISTANCE 8 REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS • 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1 X BUCK- EMBEDMENT SEE NOTES 3 — 7 SHEET 1 CONCRETE/MASONRY BACKER ROD J 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1 X BUCK SEE NOTES 3 — 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 SEE NOTE 3 — 7 SHIM SPACE MIN. EDGE a ' ..• SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD BY OTHERS n 1 1/4" MIN. APPROVED EMBEDMENT SEALANT JAMB INSTALLATION DETAIL a,, + CONCRETE/MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 w111111ui/7rJSR'. .i/// iGEN'q NOTES: SERIES 185 ALUMINUM FIXED WINDOW 0 6251A •*= 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT 73" X 72" NON —IMPACT y1 J`'_ ` SHOWN FOR CLARITY. FINLESS INSTALLATION DETAILS WITHUT FILLERS ry7 , TAT OF2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE ipFDESIGNEDINACCORDANCEWITHASTME2112DRAWN: DWG 110. REV 08 B sS/pNA SCALE 502357DATENTS09/03/14 5 OF 12 11101 L. ROBERTO LOMAS P. E. LU15 R. asLomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL No 434-688-0609 rllomasL7a blomaspe—m WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4" MIN r EMBEDMENT 1/4- MAX. SHIM SPACE RIGID FILLER 10 WOOD SCREW INTERIOR 10 WOOD SCREW RIGID FILLER 1/4" MAX. SHIM SPACE MIN. EMBEDMENT I 1/2" MIN. r EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE T__ — y RIGID FILLER 1/2" MIN. EDGE DISTANCE INTERIOR I 10 WOOD IiCJ__ SCREW J WOOD FRAMING EXTERIOR OR 2X BUCK BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS REV DESCRIPTION DATE APPROVED 3/4" MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L. METAL EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/15 R.L. STRUCTURE BY OTHERS 1/4" MAX. Qi F SHIM SPACE ROD JBACKER APPROVED RIGID FILLER SEALANT 10 SMS OR SELF DRILLING SCREW EXTERIOR INTERIOR 10 SMS OR DRILLING SCREW BACKER ROD jj, SELF RIGID FILLER APPROVED SEALANT 1/4" MAX. SHIM SPACE METAL NOTES' STRUCTURE 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, BY OTHERS NOT SHOWN FOR CLARITY. 3/4" MIN 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE EDGE DISTANCE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE l RIGID FILLER 3/4" MIN. EDGE DISTANCE INTERIOR 10 SMS OR SELF DRILLING SCREWS EXTERIOR METAL STRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS DRAWN - DWG N0. REV J.L. 08-02357 B SCALE NTS DATE 09/03/14 1 sNEET6 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC27023 434-688-0609 r1lomas@Irlomaspe.com SIGNED: 1111512016 I r° ENS 0. TA OF 5lDNA 11 ? X`s Luis R. Lomas P.E. FL No.: 62514 REVISIONS REV 2 1/2" MIN. DESCRIPTION A REVISED INSTALLATION DETAILS DATE APPROVED 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL IX BUCK EMBEDMENTSEENOTES3 — 7 SHEET 1 CONCRETE/MASONRY BACKER ROD 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACEaSEALANTOPTIONAL1XBUCK RIGID FILLER SEE NOTES 3 — 7 SHEET 1 RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. SEE NOTE 3 — 7 EDGE v SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY J BACKER ROD BY OTHERS e 1 1/4" MIN. APPROVED a , e EMBEDMENT SEALANT JAMB INSTALLATION DETAIL CONCRETE/MASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WIND DOORS, LACoWw. MnDK GRATZ, PA 17030 ST.,,\\;S1RuL10 XG E IV S cA Nores: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, SERIES 185 ALUMINUM FIXED WINDOW*"%'('py6 5 NOT SHOWN FOR CLARITY. 73" X 72" NON —IMPACT Q ,// c•`w2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE FINLESS INSTALLATION DETAILS WITH RIGID FILLERS 1 0, TAT OF ltur DESIGNED IN ACCORDANCE WITH AS TM E2112 O . 4DRAWN: DWG NO. REV/s 08 B g[IORIOP t`\\ calf NTS DATE 09/03/14 SHEET 77 OF 12 0111111110\ L. ROBERTO LOMAS P.E. Las LUISR. P LomasP.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL NO 434- 688-0609 rllomas@Irlomaspe.com 1 /2" MIN. rEDGE DISTANCE WOOD FRAMING 1 1/4" MIN OR 2X BUCK EMBEDMENT BY OTHERS 1/4" MAX. BACKER ROD & SHIM SPACE APPROVED SEALANT BEHIND FLANGE 10 WOOD SCREW EXTERIOR INTERIOR 10 WOOD SCREW RIGID FILLER BACKER ROD & iti APPROVED SEALANT 1/4" MAX. BEHIND FLANGEFirSHIM SPACE WOOD FRAM I N G 1 1/4" MIN OR 2X BUCK EMBEDMENT BY OTHERS 1/2` MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING, OR 2X BUCK INSTALLATION 1 1/ 4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 1/2" MIN. EDGE DISTANC INTERIOR I 10WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/4" MAX. SHIM SPACE 10 SMS OR ELF DRILLING REW EXTERIOR INTERIOR 10 SMS OR SELF DRILLING SCREW BACKER ROD & Aft RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. r SHIM SPACE META BY OTHERS 3/4" MIN EDGE DISTANCE T VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4" MAX. SHIM SPACE 1/4" MIN. 3INTERIOR EDGEDISTANCE 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRIPTION DATE I APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS ND DOORS, LLC R ILCo///, MADK ET ST.\\`\`\ GRATZ, PA 17030 GENS.9 y;` wit• p 6 SERIES 185 ALUMINUMFIXEDWINDOW73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS 0 .41 TAT OF p•• i 0R\ DV" DRAWN: DWG NO. REV DS B Luis R. Lomas P.E. SCALE DATE SDEE357 NTS 09/03/14 8 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@lrlomaspe. m FL No.: 62514 REVISIONS 2 1/2" MIN. REV A DESCRIPTION REVISED INSTALLATION DETAILS DATE 06/01/15 APPROVED R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS e 1 1/4" MIN. a° • 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK a EMBEDMENT SEE NOTES 3 — 7 SHEET 1 r CONCRETE/MASONRY v BACKER ROD & / 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SEALANT S HIM SPACE I SHIM SPACE BEHIND FLANGE OPTIONAL 1X BUCK d SEE NOTES 3 — 7 SHEET 1 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK 1/4" MAX. 2 1/2" IXI SEE NOTE 3 — 7 SHIM SPACE MIN. a ..• SHEET 1 EDGE DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD & BY OTHERS 1 1/4" MIN. APPROVED SEALANT n a EMBEDMENT BEHIND FLANGE e°a e JAMB INSTALLATION DETAIL n <. CONCRETE/MASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS DRAWN: DWG NO, F J.L. 08-02357 KALE NTS DATE 09/03/14 SNEET9 OF 12 L. ROBERTO LOMAS P. E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-666-0609 rHomasCTa ldomaspe—m SIGNED: 1111512016 111107i/ i o,fi1261 • '1t E 1rTAT0F , LG, pT•• w O R10P • ' i y ssl NAL1 G`\ Luis R. Lomas P.E. FL N0.: 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 WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4" MAX. EMBEDMENT SHIM SPACE RIGID FILLER 1/2" MIN. EDGE DISTANC INTERIOR 10 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR i 3/4" MIN ^ r INTERIOR 1/4" MAX. SHIM SPACE GID FILLER 10 SMS OR LF DRILLING BREW REVISIONS REV DESCRIPTION DATE I PPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 R.L. 10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4" MAX. I 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 DESIGNED W ACCORDANCE WITH ASTM E2112 3/4" MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION I 1/4" MAX. SHIM SPACE RIGID FILLER 3/4" MIN. INTERIOR EDGE DISTANCE 7,1 10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 DOORS, LLCMIWINDOWW IILr7, MADK ST.\ 0\11R GRATZ, PA 17030 J•GENs.q,%, SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT 9EFLANGEINSTALLATIONDETAILSWITHRIGIDFILLERSJam' S TAT OF -.. OFy4 DRAWN: DWG NO. REV J.L. 08-02357 B/j SS"R10Ia•e oNA 11\0 Lomas P.E. LU15 R. FL NoL62514 SCALE NTS DATE 09/03/14 SHEET 10 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, AIC27023 434-688- 0609 Alomas@trlomaspe.com REVISIONS ` REV DESCRIPTION DATE APPROVED 2 1/2" MIN. A REVISED INSTALLATION DETAILS 06/01/15 R.L. EDGE DISTANCE B REVISED NAME AND ADDRESS 10/27/16 R.L. CONCRETE/MASONRY BY OTHERS a' < 1 1/4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1 X BUCK EMBEDMENT SEE NOTES 3 — 7 SHEET 1 c CONCRETE/MASONRY BACKER ROD & 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SEALANT SHIM SPACE yI SHIM SPACE BEHIND FLANGE OPTIONAL 1 X BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET 1 RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD & APPROVED SEALANT RIGID FILLERBEHINDFLANGE OPTIONAL 1X BUCK 1/4" MAX. 2 1/2" MIN. SEE NOTE 3 — 7 SHIM SPACE a . aEDGE SHEET 1 DISTANCE EXTERIOR CONCRETE/MASONRY BACKER ROD & BY OTHERS e 1 1/4" MIN. APPROVED SEALANT e BEHIND FLANGE a EMBEDMENT JAMB INSTALLATION DETAIL e. CONCRETE/MASONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC 1111111uui7. NINTERIOR AND EXTERIOR FINISHES, BY OTHERS, 650 W. MARKET ST. G N .t/,9% NOT SHOWN FOR CLARITY. GRATZ, PA 17030 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE SERIES 185 ALUMINUM FIXED WINDOW 7k• p,25 DESIGNED IN ACCORDANCE WITH ASTM E2112 73" X 72" NON —IMPACT fl' FLANGE INSTALLATION DETAILS WITH RIGID FILLERS TATE OF DRAWN: NO. 000" \ ` DWG REV J.L. 08-02357 B j's10NAt. EaG SCALE NITS DATE 09/03/14 SHEET 11 OF 12 7/111111100 L. ROBERTO LOMAS P.E. Luis R. Lomas P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 FL NO.: 62514 434-688-0609 dlomas@lrlomaspe.com REVISIONS DESCRIPTION DATE APPROVEDREV A REVISED INSTALLATION DETAILS 06/01/15 R.L. APPROVED B REVISED NAME AND ADDRESS 10/27/16 R.L. SEALANT BEHIND FIN 1 1/4 MIN. EMBEDMENT 6 WOOD WOOD SCREW FRAMING BY OTHERS 1/4" MAX. F SHIM SPACE 1/4" MAX 3/8" MIN WOOD FRAMING BY OTHERS I SHIM SPACE EDGE DISTANCE 6 WOOD INTERIORSCREW INTERIOR EXTERIOR 1 1 /4" MIN. EMBEDMENT T NOTES: k4 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, 1/4" MAX APPROVED NOT SHOWN FOR CLARITY. SHIM SPACE SEALANT 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE BEHIND FIN EXTERIOR DESIGNED IN ACCORDANCE WITH ASTM E2112 li l/l! 3/8" MIN 3/8" MIN EDGE DISTANCE EDGE DISTANCE JAMB INSTALLATION DETAIL 6 WOOD SCREW WOOD FRAMING WOOD FRAMING OR 2X BUCK INSTALLATION APPROVED 1 1/4" MIN. BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS DRAWN: DWG NO. J.L. 08-02357 SCALE NTS DATE 09/03/14 1 SHEET 12 OF 12 L. RORERTO LOMAS P.E. 1432 WOODFORD RD LEWISVILLE, NC 27023 434-688-0609 rllomas@rlomaspe.00m SIGNED: 1111512016 1R -Lr0 lf//i ttr• 0 1'4'*= O'. TAT w Luis R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 b BCIS Home I Log In User Registration Hot Topics Submit Surcharge Stats & Facts i Publications ( FBC Staff BCIS Site Map 3 Links Search soUSER: Produd Approval f Public User Product Approval Menu > Product or Application Search > Application Lis[ > Application Detail ri7 FL # FL15353 R2 L bN' wu Application Type Revision Code Version 2014 Application Status Approved Comments Archived a Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer 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 R 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://v,rNA,w.floridabuildinc,.org/pr/pr app dtl.aspx?param=wGEVXQwtDqtH8572qvdWIS... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 06/15/2015 Date Validated 06/15/2015 Date Pending FBC Approval 06/21/2015 Date Approved 08/19/2015 Summary of Products FL # Model, Number or Name Description 15353.1 5764 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01448A.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512072A.odf span: 52-1/8". Created by Independent Third Party: Yes 15353.2 5764 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01439A.pdf 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.pdf 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.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512073A.pdf 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 FL15353 R2 II 08-01440A.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512064A.pdf span: 83". Created by Independent Third Party: Yes 15353.5 CM-18514 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01442A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512066A.pdf length - 83". Created by Independent Third Party: Yes 15353.6 CM-18520 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01451A.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512075A.pdf span - 104-1/4" Created by Independent Third Party: Yes 15353.7 CM 18523 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01452A.pdf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512076A.pdf span - 104-1/4". Created by Independent Third Party: Yes 15353.8 CM-18531 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01443A.odf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WI S... 9/7/2017 Florida Building Code Online Page 3 of 3 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512067A.Ddf span - 83" Created by Independent Third Party: Yes 15353.9 CM-18532 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01453A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size - 52-1/8" x 84". Max mullion FL15353 R2 AE 512077A.Ddf span - 104-1/4" Created by Independent Third Party: Yes 15353.10 CM-18533 Vertical Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01444A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512068A.odf span: 83" Created by Independent Third Party: Yes 15353.11 CM-18534 Horizontal Aluminum Mullion Limits of Use Installation Instructions Approved for use in HVHZ: No FL15353 R2 II 08-01454A.Ddf Approved for use outside HVHZ: Yes Verified By: Luis R Lomas, PE PE-62514 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: Max single window size: 52-1/8" x 84". Max mullion FL15353 R2 AE 512078A.Ddf span: 104-1/4". Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail, If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: rr 09 ® RE -Ma Credit Safe Ci9r1t' i 9u"3 3iC5 t; http://v,7NA,w.floridabuilding.org/pr/pr app dtl.aspx?param=wGEVXQwtDqtHS5 72gvdWIS... 9/7/2017 NOTES: 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE. 2) 3) 4) 5) 6) 7) 8) 9) 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. 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. APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION. WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REQUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EQUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = W1 + W2 2 REVISIONS , REV I DESCRIPTION DATE APPROVED A I REVISED INSTALLATION DETAILS 06/10/15 1 R.L. ANCHORING NOTES: 1) FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE #10 WOOD SCREW WITH SUFFICIENT LENGTH TO ACHIEVE A 1 3/8" MINIMUM EMBEDMENT. LOCATE ANCHORS AS SHOWN IN INSTALLATION DETAILS SHEET 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. DESCRIPTION 1 NOTES 2 CONFIGURATIONS AND DP CHART 3 INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN: DWG NO. V.L. 08-01439 SCALE NTS DATE 01 /1 1 /12 1 SHEET I OF 3 SIGNED: 0611112015 iL/O7j!/J/ M 9s A TAT 5EOF . w i,'O/ONA 11 NG\ 107 3/8" OMBINED WIDTH W1T 83" FRAME HEIGHT WINDOW WINDOW MULLION SPAN) 107 3/6" OMBINED WIDTH W 1T 63" FRAME WINDOW HEIGHT WINDOW MULLION SPAN) 107 3/8" COMBINED WIDTHFW1 - W2 83" WINDOW l FRAME HEIGHT WINDOK WINDO MULLION SPAN) III-- W1 W2 - 107 3/8" COMBINED WIDTH Desi n Pressure rating s Mullion span (in) Tributary width (in) 18.13 25.50 36.00 42.00 48.00 52.13 25.00 130.0 130.0 130.0 130.0 130.0 130.0 37.38 130.0 130.0 127.2 127.0 127.0 127.0 49.63 120.7 94.3 77.9 73.8 72.1 72.0 62.00 71.0 52.2 39.7 35.9 33.4 32.3 65.63 59.6 43.7 33.0 29.6 27.4 26.3 72.00 44.9 32.7 24.4 21.8 19.9 19.0 84.00 28.1 20.3 15.0 13.2 11.9 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 W1-I W2- 83" WINDOW IINDOWFRAME HEIGHT MULLION SPAN) I 107 3/8" COMBINED WIDTHF_ W2 83" L/ W1 WINDOW l FRAME HEIGHT WINDOW WINDOW MULLION SPAN) I-- W1 COMBINED W2 - 107 3/8" WIDTH REVISIONS , REV DESCRIPTION DATE I APPROVED IAREVISEDINSTALLATIONDETAILS06/10/15 R.L. 107 3/8" COMBINED WIDTHF_ W1 - W2 83" WINDOW 6/ J FRAME HEIGHT WINDOW WINDOW MULLION f SPAN) II--W2- W1 COMBINED 107 3/8" WIDTH APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107318"AS SHOWN HEREIN. i uesign pressure rating (pst) with rebar o tion Mullion span (in) Tributary width (in) 18.13 25.50 136.00 42.00 48.00 52.13 25.00 130.0 130.0 130.0 130.0 130.0 130.0 37.38 130.0 130.0 127.2 127.0 127.0 127.0 49.63 120.7 94.3 77.9 73.8 72.1 72.0 62.00 92.4 70.0 53.3 48.1 44.8 43.4 65.63 80.0 58.6 44.2 39.7 36.7 35.3 72.00 60.3 43.9 32.8 29.2 26. 225.5 84.00 37.7 27.3 20.1 17.7 16.0 15.1 LARGE AND SMALL MISSILE IMPACT, LEVEL D, WIND ZONE 3 DIMENSIONS IN CHART ARE FRAME DIMENSIONS AND DO NOT INCLUDE FLANGE. MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS DRAWN: DWG NO. V.L. 08-01439 SCALE NTS DATE 01 / 1 1 / 12 1 SHEET 2 OF 3 SIGNED: 0611112015 2 1/2" MIN EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4" MIN. EMBEDMENT IIII I II1I 1/4" TAPCON SECT5796 CLIP OPTIONAL REBAR U l SECT 5764 MULLION MT000022 CLIP 10 WOOD SCREW 1I I 1 I 1 3/8" MIN. EMBEDMENT LWOOD FRAMING/ 1/2" MIN. 2X BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRY/CONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 1 0.843 3. 261' 1. 375' 3. 250" 4. 000" MT000022 CLIP 16GA ( 063) GALVANIZED STEEL 2. 140" -I U t. 25" SECT5764 MULLION ALUMINUM 6005-T5.125" THICK I f 0.688" 1. 531 " RF- 185 2 REBAR 16 GA (062) GALVANIZED STEEL REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/10/15 1 R.L. 3. 750" 1. 000 0.375" 0. 422" 2. 032" 2.875" 0. 841 3„ 2X 00,210" SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063-T5.125" THICK 3. 750" 2. 189" - 1. 0 0" 0.375" 0. 843" 2X 00.210 I 1.562" 562" D SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5 .125" THICK SIGNED: 0611112015 WINDOWSWESTARKED M650IILI0i i// SDOORSTIGRATZ, PA 17030-0370 ti GENs.9Ji% 5764 - VERTICAL MULLION p OF 83" MULLION SPAN-,anINSTALLATION DETAILSANDCOMPONENTSp TA DRAWN: DWG NO. REV i 0'TiPORIQP• ~ 06 50 439 A s/gNAL;\ SCALEGATEENTS01/11/12 3 OF 3 Florida Building Code Online Page 1 of 3 BCIS Home Log In User Registration Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search roduct Approval Public User - Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer F Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL13223 R3 COI RIO - Certificate of Independence. PDF Referenced Standard and Year (of Standard) Standard ASTM C1186 ASTM E330 Year 2007 2002 Equivalence of Product Standards Certified By Florida Licensed Professional Engineer or Architect FL13223 R3 Equiv ASTM C1186 Equivalency Signed.pdf http://www.floridabuilding.orc,/Pr/pr app_dtl.aspx?param=wGEVXQvADqvR-k6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 Sections from the Code Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products Method 1 Option D 08/17/2015 08/26/2015 09/07/2015 10/16/2015 08/09/2017 FL # Model, Number or Name Description 13223.1 Cempanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.pdf FL13223 R3 II ER RIO-2578-15 Panel to Furrinq.ldfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Cemoanel Siding.odfImpactResistant: Yes 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.Ddf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.pdf FL13223 R3 AE NOA 15-0122.04.pdf 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.pdf FL13223 R3 II ER RIO-2578-15 Panel to FurrinD.pdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install HardiePanel Siding.DdfImpactResistant: Yes Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.pdf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.pdf FL13223 R3 AE ER RIO-2578-15_Panel to Furrin ,pdf FL13223 R3 AE NOA 15-0122.04.Ddf Created by Independent Third Party: Yes 13223.3 Prevail Panel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 II ER RIO-2556-15 Panel metal-wood.Ddf FL13223 R3 II ER RIO-2578-15 Panel to Furring.pdfApprovedforuseoutsideHVHZ: Yes FL13223 R3 II Install Prevail Panel Sidino.DdfImpactResistant: N/A Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.Ddf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.pdf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.pdf FL13223 R3 AE NOA 15-0122.04.pdf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. -Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: EcFficl ->®--. http://ww-w.floridabuilding. org/pr/pi_app_dtl. aspa?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 iq http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE@ BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARD.IE BUILDING PRODUCTS, INC: 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1 B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B. 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED .PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING :CODE. tvOGA'r'j'f'• PREPARED BY: y 2412) £ . RONALD I. OGAWA & ASSOCIATES.; INC. 16835ALGONQUIN STREET#443 STA7EPFf HUNTINGTON, BEACH., CA 92649 714-292-2602 i""111RrED 714-847-4595 FAX t3 JAMES HARDIE BUILDING PRODUCTS, INC. 1=88B-542-7343 info@jameshardie..com EVALUATION SUBJECT HardiePanel@ Siding James Hardie Product Trade Names covered in this evaluation:. HardiePanelQ Siding, Cempanet& Siding, Prevail^ Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2012 International Building 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 EVALUATION PURPOSE:. This analysis is to determine the maximum design 3-second. gust wind speed to be resisted by an assembly of HardiePanel (Cempanel, Prevail Panel) siding fastened to wood or metal framing with nails or screws. REFERENCE REPORTS: 1. Intertek Report 3057913 (ASTM C1186) Material properties HardiePanel Siding 2. Ramtech Laboratories Report. IC-1270-94.(ASTM.E330)Transverse Load Test, 5116"Thickby 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d Common galvanized nail 3. Ramtech Laboratories Report. IC- 1271-94 (ASTME330.) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches on center with a 6d common galvanized nail 4. Ramtech Laboratories, Inc. Report 10868-97/1475 (ASTM E330) Transverse Load Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on centerwith a 4d, 0.09.1 inch shank by 0.225 inch head diameterby 1.5 inch long ring shank nail 5. Ramtech Laboratories, Report IC-1054-89 (ASTM E330) Transverse Load Test, 114" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 inches on center with a No 8 X 1.in. long 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 HardiePanel Siding installed on 20gauge Metal studs spaced:at 24 inches on center with a No 8 X 1 in. long X 0.323 in head diameter ribbed bugle head screw 7. Ramtech Laboratories, Report 11149-91311554d (ASTM E330) Transverse Load Test, 1/4" Thick by 48 inch wide HardiePanel Siding installed on 20gauge Metal studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener S. Ramtech Laboratories Report 1C-1273-94 (ASTM E72) Racking Shear Test, 5116" Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 16 inches on center with a 6d.common galvanized nail 9. Ramtech Laboratories Report IC-1274-94 (ASTM.E72) Racking Shear Test, 5116" Thickby 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fir wood studs spaced at 24 inches 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 HardiePanel Siding installed on 2X4 Group III SG=0.36 wood studs spaced at 16 inches on center with a 4d, 0.091 inch shank by'0-225 inch head diameter by 1.5 inch long ring shank nail 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72),Racking Shear Test, 5116" 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 Test, 5116" Thick by 48 inch wide HardiePanel' Siding installed on 2X4 Hem -Fir wood studs spaced at 16 and 24 inches on center with a ET&F 0.100 in. knurled shank. X 1.5 in. long X 0.25 in, head diameter pin fastener It II t it yjjtO GA f j77/ir JAMES HARD]E BUILDING PRODUCTS, INC. 1=888-542-7343 info@jameshardie-com TEST RESULTS: Table 1 a, Results of Transverse Load Testing RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET 9443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 Fastener SpacinginI Allowable Frame Ultimate Design Thickness Width Spacing Perimeter Field Load toad' Report Number Test Agency in.) in.) Frame Type im)- Supports Supports Fastener Type PSF) PSF) IC-1270-94 Ramtech 0.3125 48 2X4 wood Hem -Far 16 6 6 6d common 149 49.7 IC-1270-94. Ramtech 0,31.25 48 2X4 wood Hem -Fir 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 1 -47.7 4d, 0.091 in. shank X 0.225 in. 10868 97t147S Ramtech 0.3125 48 2X4 wood, SG z 0.36 16 4 8 HD X 1.5 in: long ring shank nail 90 30.0 Min. No 8 X 1.in. long X 0.323 in IC=1054-89 Ramtech 0.25 48 Min. No. 20 gauge 3.625 in. X 16 6 6. head diameter ribbed bugle 169.9 55.6 1.375 in metal stud head screw Min. No 8 X 1 in. long X 0,323 in IC-1055-89 Ramtech 0-25 48 Min. No: 20 gauge X 3,625 in. X 24 6 6 head diameter ribbed bugle 91.9 30 & 1.375 in metal stud bead screw ET&F 0.100 in. knurled shank X 11149-9811554d Ramtech 0-3125 48 Min. No_ 20 gauge X 3.625 in. X 24 4 8 1.5 in. long X 0.25 in. head 170 56:7 1.375 in metal stud diameter pin fastener ET&F 0.100 in. knurled shank X 11'149 9811554d Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 16 4 8 1.5 in, long X 0.25 in, head 101 33.7 1.375 in metal stud diameter pin fastener 1.. Allowable Load is the Ultimate Load divided by a Factor ohsatety of 3.. 2, HardiePanel Siding complies with ASTM C1186, Standard Specification for Grade if, Type A Non -asbestos Fiber -Cement Flat Sheets. Table 1b, Shear Values Allowable Loads in Pounds.Per-Lineal Foot for Panel Shear Walls I,2 Fastener Spacing fin.l Frame Ultimate Allowable Thickness Width Spacing Perimeter Field toad' toad' Report Number Test Agency in.) in.) Frame Type in.) Supports Supports Fastener T ptf) pif) IC-1273-94 Ramtech 0,3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 201.3 IC-1273-94 Ramtech 0.3125 48 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 4d, 0,091 in. shank X 0.225 in. 10868 97/1475 Ramtech 0.3125 48 2X4 wood, SG 2 0.36 16 4 8 HD X 1.5 in. long ring shank nail 595.4 198.5 Min. No 8 X 1 in. long X 0.323 in 1C-1057-89 Ramtech 0.25 48 Min. No. 20 gauge X 3:625 in. X 16 & 24 6 6 head diameterribbed bugle 990.0 123.8 1.375 in metal stud head screw ET&F 0.100 in. knurled shank X 1128499t1580 Ramtech 0.3125 48 Min. No. 20 gauge X 3.625 in. X 16 4 8 1.5 in. long X 0,25 in.. head 1227.0 153.4 1.375in metal stud diameter pin fastener ET&F 0.100 in. knurled shank X 11284-9911580` Ramtech 0.3125 48 Min: No. 20 gauge X 3.625 in. X 24 4 8 1:5 in. long X 0.25 in. head 1060.0 132.5 1..375 in metal stud 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. iy[ttltliillgltttllf7 2.'The max mumheight -to -length ratio for construction in this Table 1, 2:1. E1 0GL 3. In the steel framedassemblies the allowable load is based on the average load at V8 inch net deflection.. zz 24121.' ST tE Lo R1 1; i 7 77jilllP!llltli 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 DESIGN WIND LOAD PROCEDURES: Fiber -cement siding transverse load capacity (wind load capacity) is determined via compliance testing to transverse load.national test standards. Via the transverse load testing an allowable design,ioad is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design load is based on factor of safety of 3, allowable design bads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equations for Allowable Stress Design (ASD). By using the combination loading equations for Allowable Stress.Design (ASD), the tested allowable design loads for fiber -cement siding are aligned with the.wind speed requirements in ASCE 7- 10 Figure 26.5-1A, Figure 26.5-1 B, and Figure 26.5-1C. For this analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2.4 combining nominal loads using allowable stress design, bad combination.7. Load combination 7 uses a bad factor of 0.6 applied to the wind: velocity pressure. Equation 1, q=0:00256-Kz'K,'K,-V? tref, ASCE 7-10 equation 36.34) q, , velocity,pressure atheight z K ; velocity pressure exposure coefficient evaluated at height z K= , topographic factor K, , wind directionality factor V , basic wind speed (3-second gust MPH) as determined from [2012 IBC, 2014 FBCj Figures 1609A, B, or C; ASCE 7-10 Figures 26.5-1R, B, or C Equation. 2, V=volt Jr . -I. 2012 IBC; & 2014 FSC Section 1602.1 definitions)' Va , ultimate design wind speeds (3-second gust MPH) determined from [2012 IBC, 2014 FBCj Figures 1609A, B, or C:; ASCE ,7-10.Figures26,5-1A, B, or C Equation 3, p=q:*(GCa GCp) 1'ref, ASCE 7-10 equation 30.E-1) GC , product of external pressure.coeffident and gust -effect factor GCO , product of internal pressure coefficient and gust -effect factor p , design pressure (PSF) for siding (allowable;desgn load for siding) To determine design pressure, substitute q, into Equation 3, Equation 4, p=0.00256'K,'K,i*Kd*V.".(GCP:GC,) Allowable Stress Design, ASCE 740 Section 2,4:1, load combination 7 Equation 5, 0.6D + 0.601 {ref. ASCE 7.1.0 section 2.4.1,, :load combination 7 D , dead load W , wind load To determine the Allowable Stress Design Pressure, apply the load factor for W (windl from Equation top (design pressure) determined from equation 4 Equation 6, p,*d = 0.6*1pj Equation 7, p d = 0.6*j0..00256*K,'Kr'Kd*V,n (GC, -GC, Equation 7 is used to. populate Table 3, 4, and 5. To determine the allowableultimate basic wind speed for Hardie:Siding in Table 6, solve Equation 7for Vdy, Equation 8, Vvt.=!(p; d0:6 0.00256'Kr*Kn*Kz*(GCu-GCa))`5 Applicable to methods specified in Exceptions 1 through 3 of[2012 IBC, 2014 FBC] Section 1609.1.1., to determine the allowable nominal design wind {Vast) for Hardie Siding in Table 6, apply the conversion formula. below, Equation 9, V-d = V,A' (0.6)0.5 (ref. 2012 IBC 8 2014 FBC Section 1609.3.1) V,, , Nominal design wind speed (3-second gust mph) {ref.2012 IBC 8 2014 FBC Section 1602.1} Table 2, Coefficients and Constants used in Determining V and p, K, Wall Zone 5. Height (ft) Exp B Exp C Exp D K Kd GC GC,, 0-15 0.7 0.85 1.03 h560 1 0.85 1.4 0.18 20 0. 7 0:9 1.08 1 0.85 1A 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.B5 1.4 0.18 45 0. 785 1.065 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 0:65 1.4 0.18 100 0. 99 1.26 1.43 h>60 1 0:85 1:8 0.18 RONALD I. OGAWA.ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@ja meshard i e; com Table 3, Allowable Stress Design - Component and Cladding (C&C) Pressures (PSF) to be.Resisted at Various Wind Speeds -Mind Exposure Category B, W. ind.Speed (3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (if) B B B B B B B B B B B B B B 0-15 14.4 15.9 17:5 19.1 20.8 24A 28.3 325 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 52.1 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 30 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 777 46.8 52.1 57.8 63.7 35 15.1 16:6 18.2 19.9 21.7 25.4 29.5 33.9 3&6 43.5 48.6 54.4 60.2 66.4 40 15.7 17.3 1 -19.0 20-7 1 ,22.6 1 -26.5 30.7 1 -35.3 40.1 1 -45.3 50.8 1 -56.6 1 -62.7 69.1 45 16.2 17.9 19.6 21.4 23.3 27A. 31..7 36.4 41.5 46.8 52.5 58.5 64,8 71.4 50 16.7 18.4 20.2 22.1 24.1 282 32.7 37.6 42:8 4&3 54.1 60.3. 66.8 73.7. 55 i7.1 18-9 20.7 22.6 24.7 28.9 33.6 38.5 43.8 49.5 55.5 61.8 68.5 75.5 100 25.6 28.2 31.0 33.8 36-9 43.3 50.2 57.6 65.5 74.0 82.9 92.4 1.02.4 112.9 Table 4, Allowable -Stress Design - Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category C, Wind Speed(3-second gust) 100 105 110 115 120 130 140 150 160 170 180 1.90 200 210 Height (ft) C C C C C C C C C C C C C C 0-15 17.5 19.3 21.2 232 25-2 29.6 34A 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 31A 36A 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_zz.5 30 20.2 22.3 24.5 26.7 29.1 34.2 39.6 45.5 51.8 58.4 65.5 73.0 80:9 891 35 218 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 1 -26.0 28A 30.9 36.3 1 -42.0 48.3 1 -54.9 62.0 69.5 77A 85.8 1 -94.6 45 22.0 242 1 -26.6 29.1 31.6 37.1 43:1 49.4 56.2 71.2 79.3 87.9 96.9 50 22.5 24.8 27.2 29.7 32.4 38,0 44.1 50.6 57.6 72.9 81.2 89.9 99.2 55 22.9 252 27.7 311.3 33.0 36:7 44.9 51.5 58.6 n-66.2 74.2 82.7 91.6 101.0 60 23.3 25:7 2 30.8 33.6 39.4 45. 52.4 59. 75.5 84.1 93.2 102.8 100 32.6 35.9 39:4 431 46.9 55.0 63.8 73.3 83A 105.5 117.6 130.3 143-6 Table 5, Allowable Stress Design- Component and Cladding (C&C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category D, Wind Speed(3-second gust) 100 105 110 115 120 130 140 150 160 170 180 190 200 210 Height (ft) D D D D D D D D D D D D D D 015 21.2 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 66:8 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 64:4 722 80.4 89.1 98.2 25 23.1 25.5 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.5 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 69.2 77.5 86A 95.7 105.5 35 24.5 27.1 29.7 32.5 35.3 41.6 48.1 55.2 62-8 70.9 79.5 88.6 98.2 108.3 40 25.2 2.7.7 30.5 33.3 36.2 42.5 49.3 56.6 64.4 72.7 81:5 90.9 100.7 111.0 45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 57.8 65:7 74.2 83.2 92.7 102.7 113:3 50 26.2 28.9 31.7 34.6 37.7 44.3 51.3 5&9 67.1 757 84.9 94.6 104.8 115.5 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 60 27. 9. 35.. 38.9 4 . 6 . 1 8 97:6 1 8.1 1 . 100 37.0 40.8 44.7 48.9 53.2 62.5 72.5 83.2 94.6 106.8 119.8 133.4 147.9 163.0 Tables 3, 4, and Bare based on ASCE 7-10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNT.INGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 infq@jameshardie.com rtslt lt rttrAttrl`f- i Table 6, Allowable Wind Speed (mph) for HardiePanel Siding (Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3)8 2012 IBC. 2014 FBC 2012 IBC; 2014 FBC G'- -+F , 1 2.4. y1 STATE r-., af ir V ......+•'f` ' 7j't7 `''Vi`.\ 7jt., RED li`,j\ Jllrlijil SlYll11 Coefficients usedin Table 6wlcula6ons fort„1, Allowable, Ultimate Design Wmd,:Speed, 3- second gust mph) Allowable, Nominal Design Wind Speed, 3- second gust mph) Applicable to methods spa cifiedin(20121BC, 2014 FBC] Section 1609- 1.1. as determinedL 12012) Bc; 2014 Fac] Figures 16D9A B. or C. 9Applicable± to ,methods. specified. in Exceptions 1 through 3 of [2012 IBC. 2014 FBC] Section 1609. 1.1. Wind exposure category Wind exposure category Siding K Product Product Thickness inches) Width inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches.) Building Height,' feet) B C D B C D Allowable Desi n 9. Load PSF) Exp6 Fxp.0 Exp D Ka F'yGCp GCy HardiePanei® 5/16 48 6d common 6 2X4' wood Hem - Fir 16 0- 15 186 168 153 144 130 118 49.7 0.7 0.85 1.03 h560 1 0.85 1.4 018 20 186 164 149 144 127 116 49:7 0.7 0.9 1.08 1 0.85 1..4 0.18 25 186 160 147 144 124 114 49.7 0.7 0.94 1.12 1 1 0. 85 0. 85 1. 4 1. 4 0. 16 0. 18 3018615714414412111.2 49.7 0.7 0.98 1.16 35 182 154 142 141 120 110 49.7 0.73 1.01 1.19 1 0.85 1.4 0.18 40 178 152 141 138 118 109 49.7 0.76 1.04 1.22 1 0.85 1.4 0.16 45 175 150 139 136 117 108 49.7 0.785 1.065 1.245 1 0.85 1.4 0.18 50 172 149 138 1.34 115 107 49.7 0.81 1.09 1,27 1 0.85 1.4 0.18 55 170 147 137 132 114 106 49.7 0.83 1.1.1 1.29 1 0.85 1A 0.18 60 168 146 136 130 113 105 49.7 0.85 L13 1.31 1 0.85. 1.4 0.18 100 139 124 116 108 96 90 49.7 0.99 1.26 1.43 h>60 1 0.85 1:8 0.18 HardiePanei® 5/16 48 lid common 4 2X4 wood Hem - Fir 16 0- 15 233 212 192 1.81 164 149 76.7 0.7 0.85 1.03 fi!M1 0.85 1.4 0.18 20 233 206 188 181 159 146 78.7 0.7 0:9 1.08 1 0.85 1.4 0.18 25 233 201 185 181 156 143 78:7 0.7 0.94 lA2. 1 0.85 1.4 0.18 30 233 197 181 181 153 140 78.7 07 0.98 IA6 1 0.85 1.4 0.18 35 229 194 179 177 151 139 78.7 0.73 1.01 1.19 1 0.85 1A 0,18 40 224 192 177 174 148 137 78.7 0.76 1.04 1.22 1 0.85 1.4 0.18 45 220 189 175 171 147 136 78.7 0.785 1-065 245 1 0.85 1.4 0.18 50 4 187 173 3 145 134 78.7 C181 1.09 1.27 1 0.85 1.4 0.18 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 1.13 1.31 1 0..85 1.4 0.18 100 175 155 146 136 120 113 78:7 0.99 1.26 1.43 h>60 1 0.85 1.8 0.18 HardiePanela@ 5116 48 lid common 6 2X4 wood Hem - Fir 24 0- 15 147 134 121 114 103 94 31.3 0.7 0.85 1.03 h<_60 1 0.85- 1.4 0.18 20 6-7 130 119 32659 101 92 31.3 0.7 0.9 1.08 1 0.85 1.d 0.113 25 7 127 116 5 98 90 31.3 0.7 0.94 1.12 1 0.85 1.4 0.18 30 147 124 114 114 96 89 31.3 0.7 0.98 1.16 1 0.85 1.4 0.18 35 144 123 113 112 95 87 313 0:73 1..01 1.19 1 0.85 1.4 0.18 40 141 121 112 109 94 86 31.3 0.76 1.04 1.22 1 0.85 1.4 0.18 45 139 119 110 108 92 86 31.3 0.785. 1.065 1..245 1 0.85 1-4 0A8 50 137 118 109 106 91 85 3t.3 0;61 1..09 1.27 1 0.85 L4 0.18 55 135 117 108 105 91 84 31.3 0.83 1.11 129 1 0.85 1.4 0.18 60 134 116 108 103 90 83 31.3 0:85 1.13 1.31 1 0.85 1.4 0.18 100 111 98 92 86 76 71 31.3 0.99 1.26 1.43 h>60 1 0.85 1.8 0.16 HardiePaneI5 5116 48 6d common 4 2X4 wood Hem - Fir 24 0- 15 182 165 150 141 128 116 47.7 03 0.85 1.03 1 h560 1 0.85 1.4 0.18 20 182 160 146 141 124 113 47.7 0.7 0.9 1 0.85- 1.4 0:16 25 182 157 144 141 121 111 47.7 0.7 0.94 1 0.85 1.4 0,18 30 182 154 141 141 119 109 47.7 0.7 0.98 1 0.85 1.4 0.18 35 178 151 139 138 117 108 47.7 0.73 1.01 V1.245 1 0.85 1.4 0.18 40 1.74 149 138 135 116 107 47.7 0.76 1.04 1 0.65 1.4 0.18 45 172 147 136 133 114 106 47.7 0,785 1.065 1 0.85 1.4 0.18 50 169 146 135 131 113 105 47.7 0.81 1.09 1 0.85 1.4 0..18 55 167 144 134 129 112 104 47.7 0.83 1.11 1.29 1 0.85 1.4 0.16 60 165 143 133 128 Ill 103 47.7 0.85 1.13 1.31 1 0.85 1.41 0.18 100 137 121 114 YD6 94- 88 477 0.99 1.26 1A3 h>60 1 0.8,3 1.6 1 0.16 HardiePaneM 5/16 48 4d, 0.091 in. shank X 0. 225 in. HD n 1 in in. long ring shank nail55132114 4 edge 8 field 2X4 wood SGa0. 36 16 0- 15 144 131 119 112 101 92 30.0 0.7 0.85 1:03 h560 1 0.85 1.4 0.18 20 144 127 116 112 98 90 30.0 0.7 0:9 1.08 1 0.85 1-4 0.18 25 144 124 1 114 1 112 96 88 30.0 0.7 0.94 1.12 1 0.85 1.4 1 0.18 30 144 122 11.2 112 94 87 30.0 0.7 1 0,98 1.16 1 0.85 1.4 0.16 35 141 120 ill 1 D9 93 86 30.0 0.73 1.01 1-19 1 0:85 1.4 0.18 40 138 118 109E10 92 85 30.0 0.76 1.04 1.22 1 0.85 1.4 0.18 45 136 117 108 91 84 30.0 0.785 1.065 1.245 1 0.85 1.4 0.18 50 134 116 107 89 83 30.0 0.8t t.D9 1:27 1 C.85 3.40.18 106 89 82 30.0 0.83 1.11 1.29 1 O.ES 1.4 0.18 60 131 113 105 101 88 82 30.0 0.85 1.13 1.31 1 685 1.4 0.18 100 108 96 90 84 74 70 30.0 0.99 1.26 1.43 h>60 1 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 inf6@jameshardie.com ttitttif!l+illflfjl I! V. r. 201218C. 2014 FBC 2012 IBC, 2014 FBC Allowable, Ultimate Design Wind, Speed, VNi . 3-second gust mph) Allowable, Nominal Design Wind, Speed, Vey . 3-second gust mph) t `ya' Nfl s STATE 01` Q _. R1I'. r .......... Jl-l7rr I A ti '•'` Coefficients used:in Table 6-calculations for V„„ Applicable to'methods specified to [201216C., 160C] Section201FBdetermined by 12012 IBC, 2014 FBC) Figures 1609A, B, or C. Applicable to methods through 3 of [2012 1BCin Excetions ' 2014 F Section 16091. T., Wind exposure category Wind exposure category siding K Product Product Thickness inches] Width inches) fastener Type Fastener Spading Frame Type Stud Spacing inches) Building Height' z feet) B C D B C D Allowable Design load PSF) Exp$ Exp C Exp D Krt. Ke GC, GC, 0- 15 198 180 163 153 139 126.. 56.6 0:7' 0.85 1.03 h560. 1 0.85 1.4 0..18 HardiePaneln 114 48 Min. No 8 X 1 in. long X 0. 323 in head diameter r le he bugleheadscrew 6 Min. No. 20 gauge X3. 625 in.. X 1. 375 in metal Stud. 16 20 198 175 159 153 135 123 56.6 0.7' 0.9 1.08 1 0.85 1-4 0.18 25 198 171 1.57 153 132 121 56.6 0.7 0.94 1.12 1 0.85 1.4 0.18 30 198 167 154 153 130 119 56.6 0.7 0:98 1.16 1 0.85 1.4 0.18 35 194 165 152 150 128 1.18 56.6 0.73 1,01 1.19 1 0.85 1A 0.18 40 190 162 150 147 126 116 56.6 11.76 1,04 1.22 1 0.85 1A 0.18 45 187 161 148 145 124 115 56.6 0.785 1.065 1245 1 0,85 1.4 0.18 50 184 159 147 1 143 123 1 114 56.6 0.81 1.09 1 .27 1 0.85 1.4 0.18 55 182 157 146 141 122 113 56.6 0.83 1.11 1.29 1 0.85 1.4 0.18 60 180 156 145 139 121 112F30:" f6 0. 85 1.13 1.31 1 0.85 1.4 0.18 100 149 132 124 1.15 102 960.99 126 1.43 h>60 1 0.85 1:8 0,18 0- 15 146 132 120 113 102 930.7 0.85 1.03 hs60 1 0.85 1.4 0.18 HardiePaneM 1(4. 48 Min. No 8. 1 in. long X 0- 323 in head diameter ribbed bugle head 6 Min. No. 20 gauge, X 3.625 in.. 375 io metal stud 24 20 146 128 117 113 99 910.7 0.9 1.08 1 0.85 1.4 0.16 25 146 126 115 113 97 890,7 0.94 1.12 1 0.85 1.4 0.18 30 146 123 113' 113 95 880.7 0.98 1,16 1 0.85 1:4 0.18 35 143 121 112 110 94 860.73 1.01 1.19 1 0,85 1.4 0.18 40 140 1.19 110 108 93 850.76 1.04 122 1 0.85 1.4 0.18 45 137 118 109 106 91 850.7851 1.065 1.2451 i 0.85 1A 098 50 135 117 108 105 90 84 30.6 0.81 1.09 1.27 1 0.85 1.4 0.18 55 134 116 107 104 90 83 30.6 0:83 1_11 1.29 1 0.85 1.4 0,18 SCfeW1 60 132 115 106 102 89 82 30:6 0.85 1.13 1.31 1 1 0.85 1,41 0.18 100 109 97 91 85 75 70 30E 0.99 126 1.43 h>60 1 0.85 1.8 0.18 HardiePanel^ a 5H6 48 ET& F 0ET&in. knurled shankX' 1,5 in. tong X in. head head diameter pin fastener? 4 edge 8 field Min. No. 20 gauge X 3. 625 in. X 1.3. 75 in metal stud 16 0- 15 198 180 163 153 139 1.27 56.7 0.7 0.85 1.03 h<_60 1 0.65 1A 0.18 20 198 175 160 153 135. 124 56.7 0.7 0:9 1.08 1 0.85 1A 0.18 25 198 171 157 153 132 121 56.7 0.7 0-94 1A2, 1 0.85 1A 0.18 30 198 167 154 153 130 1 119 1 -56.7 0.7 0.98 1A6 1 0.85 1.4 E18 35 194 165 152 150 128 118 56.7 0.73 1.01 1.19 1 0.85 AA 0.18 40 190 163 150 147 126 116 56.7 0.76 1.04 122 1 0,85 1.4 0.18 45 187 161 149 145 124 115 56.7 0.785 1.D65 1.245 1 0.85 1:4 0.18 50 184 159 147 143 123 114 56.7 0.81 1..09 1.27 1 0.85 1.4 0,18 55 182 157 146 141 f22 113 56.7 0.83 1,11 1.29 1 0.85 1.4 0.18 60 180 156 1 145 1 139 121 112 56.7 0.85 IA3 731 1 0.85 1:4 0.18 100 1- 149 132 124 115 102. 96 56.7 0.99 128 1.43 h>80 1 0.85 1.8 0.18 HardiePanel& 5116 46 ET&F 0,100 in. knurled shank X 1.5 in. long X 0. 25 in, head diameter Pin fastenerz 4 edge 8 field Min. No. 20 gauge X 3. 625 in..X 1,375 in metal stud 24 0- 15 153 139 126 118 107 98 33.7 0.7 0,85 1.03 h560 1 0.85 1.4 0.18 20 153 135 123 118 104 95 33.7 0.7 1 0.9 1.08 1 0.85 1.4 0.18 25 153 132 121 118 102 94 337 0.7 0.94 1.12 1 0.85 1.4 0.18 30 153 129 119 118 100 92 33-7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 150 127 117 116 99 91 33.7 0.73 1,01 1.19 1 0.85 1.4 0.18 40 147 125 116 114 97 90 33.7 0.'r6 1.014 1.22 1 0.85 1.4 0.18 45 144 124 115 112 96 89 33.7 0,785 1.065 1.245 1 0.85 1.4 7.18 50- 142 122 113 110 95 88 33.7' 0.81 1.os 1.27 1 0.85 1.4. 0.18 55 140 121 113 109 94 87 33.7 0.83. IM 129 1 0.85 1.4 0.18 60 139 120 112' 107 93 87 33.7 0;85 1.13 1.31 1 0.85 1.4 0.18 100 115 102 95 89 79 74 33,? D.99 1.26 1.43 h>60 1 0.85 1.8 0.18 1. Screws shall_ penetratethe metal framing atleast three lull Threads. 2. Knurled shank pins shall penetrate the.metal framing at least 1/4 inch. 3. Building height =mean roof height (in feet) of a building, except that eave height shall be used for roof angle O less than or equal to 10 (2-12 roof slope). 4..Vult = the ultimate design wind speed (3-second gust mph) as determined by 120121BC„ 2014 FBC) Figures 1609A, 1609B, or 1609C; ASCE 7-10 Figures 26.5-1A, 26.5-1B, or 26.5-1C. 5, Vasd = the nominal design wind speed applicable to methods spedfied in Exceptions 1 through, 3 of 12012 IBC, 2014 FBC] Section '1609.1.1, 6. The wind speeds in [2012 IBC, 2014.FBC] Figures 16D9A,1609B and 1609C are ultimate design wind speeds, Vult, and shall be.converted in accordance with [201.2 IBC, 2014 FBC] Section 1609.3.1 to nominal design wind speeds, Vasd, when the provisions of the standards referenced in [201.2 IBC, 2014 FBC) Section 1609.1.1. Exceptions 1 through 3 are used. 7. Linear interpolation of building height -and wind speed is permitted. 8. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3: Kr=1, Kd=0.85, GCp -1.4 (h<60), GCp=-1.8 (h>60), GCp;=0.18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than.thatwhich 'was tested.. PROJECT RIO-2578-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIER BRAND FIBER -CEMENT -PANELS TO WOOD FURRING SOLUTIONS JAMES HARDIE BUILDING PRODUCTS_INC. 10901-ELM AVENUE FONTANA, CA92337 ". TABLE OF CONTENTS PAGE, COVER PAGE EVALUATION SUBJECT µ ' 2. EVALUATION SCOPE 2 EVALUATION PURPOSE, REFERENCE, REPORTS 2, TEST RESULTS i TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 2 TABLE IEI, ANALYSIS Or ALLOWABLE LOAD FOR #8 SCREW AT IQ" O.C. 2 JUSTIFICATION OF USING THE.RESULTS ON,LIGHT GAUGE STEEL: FRAMING DESIGN WIND LOAD PROCEDURES TABLE, 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE 3. ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B :: q TABLE 4 ALLOWABLE STRESS, DESIGN C&C PRESSURES EXPOSURE C 4. TABLE 5, ALLOWABLE STRESS DESIGN C&C'PRESSURES EXPOSURE D d, TABLE $, ALLOWABLE 1A00 SPEED 0.01—IiFOR HARDIEPANEL SIDING :-.. 5-6: ; AS PRODUCT EVALUATOR, THE,UNDERSIGNED CERTIFIES:THAT THE LISTED PRODUCTS_ARE IN COMPLIANCE WITH::THE. , REQUIREMENTS OF THEASCE 7-10, THE 2014 FLORIDA BUILDING CODE,AND THE: 2012 INTERNATIONAL BUILDING CODE., PREPARED 8Y RONALD 1. OGAWAb ASSOCIATES„INC: n 16835 ALGON004 STREET.#4 1 HUNTINGTON BEACH, CA 92649 714-292-7602 714-847-4595 FAX_ . x ST44, ROKkD L OGAYAASSOCIATES. M. 161M ALGONQUIN STREET #44a HUNTINGTON BEACH, CALS2649 T) 714-202-2=1 IF) 714-54745% PROJECT, Rto-2578-15 EVALUATION SUBJECT Hansiopet"10 Siding JIM, He;& Produd Trade Nsaw ..,.d In this evsJustim. sarmearnem Siding, CAIrpariam Siding, Prevail- Panw Siding EVALUATION SCOPE ASCE 7-10 4 Rados euadinp Code 20,,2 tnieviatscwWbviwin; Code 2012 udeddwcirw Residemal code EVALUATION PURPOSE. Viis amlyus it to dmwrww ft.ms)kn6"4n S-cecmc gast;*md speed to be ra"ttd bV an "wnbly of Hardi*Psnoil (C*mpar*, Prowa Pwwll s4ft trite** to 'wow fwrwqs an *Kwwow er mew framing -& h rWla cr saaws" REFERENCE REPORTS* 1. imertak Ppon 1=43t 3COQ wix 7rwtsv*m idea tit on Kerviel'snot, TEST RESULTS: T. We I.. R.Wtb of Transvem Load T"tkig Frwm Fes.Utiawne Atawa to eat Tt.*M*" spadw spadN Load tosian Land' Rarrom Number A?=, WO Moth fm FrameTypo, nrL) fun And Mnenfilom nF) FSF) FA&M moda Int"tak 013125 48 2X4 wood SU4 3w via py 15, Is 6 fit, 8 X I ZS' MM X 0:323* KD itic-7 53,6 pw twougi lyradArm wwo SPFturringnthedbu* head =bm 102W4363-004) 01A tntailsk ozm 48 2X4 wood ". -V4* V** by 15' aNo, t X 125- " X U27 HD 42.8 PW thraugh wide SPF furringnbbedbugiaheadscre.1 i=24303COG-OMA in I terioi, 02125As2X4 wood ", sw INCK by 3-,5- 12 W, a X, 125. kov x D 223. HD 35,4 PA, arroup I I I wide SPF turnv I ftw tw9to twood sorews lM02A363CO3N001,A llllt* r-*k 0,3125 46 2X4 wood Stud, WW V** by 15* 15 60, arlank X 0215* SO x 1,5' 4i2 Pa. lftvglr mradvts widespFhorring iono ri jii sharkn" 102024363r,00,001A lotvna, 1 01125 4a2X4 116 SO- 314* IN-k -1 3,S' 24 8. wo.a y 12::, tome x c 323- No 42-T 27-6 F p'll tiv-Dup Rracu" I vAde SPF Nirobedbuglehc8CJr-7"N 2, ALo*mate lc* 4 is dwarmnad frm Wtim-aw Wed dl>iovd by a fwc-or of Wely of 1 3. k2t"Puriw Winiii mmpW wftrw ASTM C21 86, Standard Spvmfi="vrr far G;rw* V, TJVe A NW 43t+P3;as Rbcz- S Re Sheets: Table lb.Analysis of Ativ"bla Load lar,09 Strowat 10' 04 8 S=Ev Spoor* Fastene. Son -zing fin, B 12 10 Rem srmting (in.) 116 L 16 IF. Fnww, Thatrwy amit (fe 0,89 1 M. J ILJ i tndi'4dQaj fegt'_rW4 ;0&d Rb ;j 3a'4 _ 48A he tammier bdad fw*6 sae vat 10'0,,C, as raLculalpd as me avcreqevl the test resets jv 6and 12- 0-1, The Wiowazitlaad for" screw atthe spa&v of 10'0,C, irft furring carr be ceiguislad by jrft_jxg8*v t"e re"its df $arr* fastener of 8" end 12- G.c_ sins ng, ssre !A,.'MG made G. rasterw pta tftMugn karb Bata PWWS, AA WWOM in the Labia; the 220mrabla 1=4 far X8 $MO-t Inststad tit 10-0,C,. W wood furring is 36.8 pwf, jumbOradion of Using the RVOW6 an ught clauve st"I Framing In the sutjed=qMoLvations- iV. lastammIvrare wtaovdi tic tam Cray, w wherwaw hemp is arldwid to waod or sdeeP trarrung does nm alfac: panels, vanswu ioad cxpacdv, ws iRa. prolecl vqidreers W,Y tD enSLWD OW furring &tacM;m*rV add tmmtnj; driernabers to hirm Wff. rftlPWW'ry4 d loakCap acru" ZSTpk 0IN 2 RDNALD L OGAVAASSOCtATES, INC, 1=15 ALGONWN STREET s443 KkMNGTON BEACH, CA92649 i7) 714292-SM: (F) 714-647-4595 PROJECT; RiO-2578-5 DESIGN WIND LOAD PROCEDURES: FttbW-Ceram aitlft mirmse load capadV tad lead csgaatyt) is oeiemumd via _,kwr tawny m tra.e v; se load mimed m& =wwards.. VA aw rwws vw mae tec ar,- an_ auo'.Vt" desi;n tad is t>gta*rlww. basal. do a taaw of swfaty of 3 spot! to tda utumaia last L-ad. Egmi+aei :)iW.W2SE'>r„"IKm"}'ix' fret ASCE 7-rid e*twian, M-3-i) tL:. tra)ot^ty prosstm at tlivgltt z. WoGt)Ores:uie e rmule weae:ian€. evaktatad tsa M:,^,: tf,, , tepagraphictacct Equation 2. K.:: wtt *foci)wlatdy tacw V .. basic witW'sjraed r-6a gue MN() as dg miabd tmm 20Q IBC F%%T" 16"k 9, or C; ASCE 7.10 #J w*s..26 5.1 k E, w0 V-V, fikf 2?Ps2 1B C Se4600 1502.1 dermt'tlj V. , Qb mak doayn wb-4 sgeods (3•aecond gust: MPH) drneirninacj: tmm =?tz. MCFigures 16M& 5, or C. AS -If. 7A 0F;Vow 2t: S-V1 E,., orC c4anua i 3,.. R'IL.*fGi--GC.). Hef. PSCE7-10aq-.Wiat 30,61j CC WOWAA OfaxtoatlatprasatMMCMaa^d WM Q W46.41 Gw , -0&, f of i go- Wwa=Kft wemc;'ee *rw oust -affect U mp , d- jp praasu a (PSF) tar ii g (-p ,sUo deson bad for srdnno To dmarrmm desrrp uessure, ratst za& gi sito Equatiory 3, Equstton 4, P=(i,061256'f4'Kn"tv'V.'"(r'' iYsbci*tdaStresr Gesigrs< RSCE)- 70 5e<zar¢ 2<4:1; lns6 ra.:3tnation 7 Egtwtian E; i. 6O? ojew /rat AGE 7•161 scbr:.:.4, i, toad t m- saDvr 77 n . *mad road W , wiM toad TO dada idle AtiotaGb Saes$ L tii;- fitossure, *;oy the land fo=arfur W (s4nd) knm Equation s m P (-as pmsutm) aaiwwI tmm aqu=oo 4 E4ustlon r&, B- ` fl'lv7' EAwdetf 7. P- = 0.s' o;cxi2s i'K'+G'Ktu:#GCa-GG.)1: rgtAt.'.'><+ Tic 4 w to P.-Na# Toole 3 4; &M 5;. o de-r-im the avv*v aa4imirtc basic wind speed for •taniw skr ' o m Tarifa S. sew a Egva T V_ E.qustion 4. V. -(R- 4.6'10.:,^.G256'14 iC,.•Ke Ajv skaSl a "m+o is radii Exscp6wls:1 tt lmvh 3 or Mu f6C-$radon 16m,1. i„ to aelbmxrw the e9bwa'ab mo ma%delygm WJmf 4--d ftfesd) (ot :'unite Si hip 5'1 Top* $z *a* he :ibmm4b batoik - Egwtion 9, L,,,,, V„' ( o.. 6j 1 ?"N 20f2 t6C Scsfian 76M',3,.t) V.,. , deco?+ %*W spood (3-" wnd pue mph) fre' 10..i2 Is Sdcd0f I W2..11 yGA yyit •_ w t o STATE z RONALD I.OGAWAASSOCKTES, INC_ 16835 ALGONOUN STREET 0.443 HUNT NGTON BEACH, CA 926AS T) 7 tA-287-2Wz (P) 714-847.4595> PROJECT: R10.2578-15 Y.r3d' aeed:3-4econd us1) 100 : I. ,...; i16. 115 120 IS 140 ISO- i6b 170 1 0,:. -. Iss.", ':. v6"-- 210'::. Hat" tit. T ,_. D•15 - t 4;4 : 3 6 1u5 19,f 20,8 244 e2>':3 32i5' 37,0 443 :.. 46E .. 20 25-6' :.. 17.5 19.1 .. Zv.,, 2,4A 26,5 - 335. 3r:0•-' 41.r : 466 -..:: 5 8.,__ 3 2 > >._-,,.„ r, 14.4 7 ...._ r„47 -.,..,..:-36.T.:.-,.20$-:. 2A4 7 3 .-.-32. 3 ._. 41,r„ 45 .8,.._ 2i 30.. 7144 1 .9 t7,6 a19.1 20.8 7.34_4:25:3 7u..1: Z7:'E'.` 35 , 15,1 16.8. 18.2 15,6 21.7 254, 33.9 U,6 .. 43.5 45.8.; 54A ': 80s2 8E4 a0 157 17,3 15.0 2 , ,. 72. 26, 0 3 4 1 A a, I6i6 82.r : W 45 ., 16,2 ':' 17. 19.6 2t4 3 7-2 1 Jtr;<- 4 k." 8.8 '-; T NE .. 8.......,., 71>4:,: ;,.. 30 16. 202- 42A 241 2 i A8 r. r. 20. 226 E.555 :a ,i 3,5_ .- . ru l oo 2 2a 31 <0 3.8 36_v a3, 4.. 52.,u :: 2 < 1 c.4:.. 1 121 Tab1a 4. A(Iawabla Sim" D"1gn - Compmvttt and; 004fiaD (C&C) Ptrwum (nF) to at Varicisa:W sp?asb'- Wind E.>RF ure Catayary C, r.11 speet a3secan;f -t_ 1 yD ...,. 110 115 1_ -17 y- 140 1,q it ., 141 '=.: i8D-.-: 200 d•1i1 _ t 13.3 12 - 232 252 29.6 34A 39:. s4.,6 Ak" 55'.8• 20 18.8 " 20.5:: 22,5 2s.6 ... 26. 314 4' 4,:8 4 .5... 537-..: 6-D 2. 6,7.0. 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V.r. ftl o-psc*un.ftF"taK UMITATKWS OF USE: 1; w 8i9f, vtrk-, B* z9e: i-" [tfVtt'.,1' mu pe- Ar tar•Oa6e Ccu.17 Fbriaa, NOA 16-01 :fit REPORT NUMBER. 102024363COQ-001A ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30, 2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 150013FZIGANTtNE DRIVE COOUITLAM, 13C V3K 7CI RENDERED TO JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA,. CA 92337 PRODUCT EVALUATED: HardiePanel@ EVALUATION PROPERTY. Transverse Load Testing Report of HardiePaneW tested in accordance with ASTME330-2007J2014, Standard Test Method for Structural Performance of Exterior, Windows, Doors, Skylights and Curtain Walls by Uniform Static Air Pressure Difference y- 2 1 TA F AZORIO, DIVA L This repo"t.is for the exclusive use oflnte'+ek's cjiewt and is pro'M-ed Pursuant to rhe aareernemt lietween inter-tek and its Ciient: Jnrertek's responsibility and fiabiM,11 are liMitaO to the ter, n.g' and condjions of the agieem-ent-, Inw-tek as,;sumes no itiabitity ,o any party, other Ozar, to dhe Gent in accordance with the at 7reemerr, for any expense o,- d-zmaaeoccasjoned bY ,jjC, U.;e of t his report, On!y the Cijent is authorized ro copy or d1rribute this report and then orly in its entireti. Any vse aF the Im'Orttek name or one or its maris for the sale or a>vefttisement of the tegted product or service must First be approved fn writing by Intertek The observv6ans and test.resultsir this repxj are reiejraj,, on,!Y to the sample te5rezl. This reap by iLcelfdoLs parin"Ply the the rnaterlall, Product, or -service is or has ever been ur,.der anlmtertek term; acatl;on pregranm James Hardie Buldhg Pmducts, Inc. 1of Contents 1 Table OfContents ............ ........ --'_-__-_---'--__--`_-........ -................... 2 2 Introduction ... ....... ....... -_._.......... ............................. __-._'~-~-.---_--,_. 3 3 Test Samples ..................... ................................... --- ......... ............. ............ ...... 3 3.1' Semp)e'Selectioo..-......... -_`-_-................... -_.......... ....... .-'_-'_-_-.---~~_3 12, Sample And Assembly Description ............... ......... __,,,_~~_... ~.......... ........ 3 4 Testing And Evaluation K8ethmJs.-.......... ............ ................ '-_----.................. -......... 3 41, Conditioning '................... ~_.___--............... ^.^--._'-^'^^'~^^^^~-----''^'^~^^~---- 3 4ZTransverse Load .................. .-.....~_-._...--^_........... -._.--_--........... ^............ '_ 3 5 TeetingAnndEvaluation Results. ......... ..................................................... ............ 5 5.1.Results And Observations ~....... ^.............. ..................... _---_~.------------------ ^----- 5 GConclusion. .'--........ ......... -.................... ...____.......... _6 Appendix A Transverse Load Test, Data ..... _... -............. ................ ....................... 17Pages Florida Product Approval HardiePanelO 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-2556-1.5. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. Hard lePanel'"ZI—a.JamesHardie Vertical5id, jng EFFECTIVE SEPTEMBER 2013 INS1ALLAnON REQUIREMENTS RESIDEIv AL STdu`I:F FAIt1112 JNIY- PRIMED & COL ORPLUS"' PRODUCFE, Visit :knvrvsJa^°eslsam'ie.com for the most recent version.. SMOOTH ° CEDARMILL° • SELECT SIERRA 8 e STUCCO IMPORTANT` FAILURE TO INSTALLAND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTENAPPLICATIONINSTRUCTIONS MAY LEAD TO PERSONAL INJURY,AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS.. INSTALLATION OF HZ1 OTIM PRODUCTS OUTSIDE AN HZ1 OP 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 corners from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product.. L CUTTING INSTRUCTIONS OUTDOORS INDOORS 1. Position cutting station so that wind wiil blow dust away from:user 1. Cut only using score and snap; or shears (hair fal, electric or pneumatic), and.others in working area 2. Position nutting station in welkvzntilated.area, 2. use one of the following methods: a. Best I. Soclre and snap ii. Shears ( manual, electric or pneumatic) - NEVER use a power saw indoors b. Better; I. Dust reducing circular saw.eciLripped wtilh.a NEVER use a circular saw blade trial doEs not cary the i t rdieBiade sa v blade trademark HardieBfade'saw blade and HEPA Vacuum extraction NEVER dry sweep - Use twat suppression or HEPAVacuum c. Good: i. Dust reducing circular saw with a HardieBlade saws blade only use for low to :moderate cutting) Important Nate: Far maximum p9tection Qovwest respirable dustprodu bon), James Harde recommends always using "fit%level cutting me±hxts where easibla. NIOSH-approved respirators car; be used in conjunction with above cutting practices to further reduce dusteicposures. Additional,exposure infa matron is available. at. wwr.,. jameshardiecom to help you detem:ina the must appropriate cuttincj method for your job requirements..trmncem still ewstsabout exposure towels or you do not comply with the above pranices, you should always consul a qualified jndusmal hygienist or contact James Hardie for further information. rM GENERAL REQUIREMENTS: These instructions to be used for residential single family.installations only. For Commercial./ Multi -Family installation requirements go to:wt^wv.JamesHardiecommercial.com HardiePanels veri ca! siding can be installed over braced wood or steel studs spaced a maximum of 24" o.c. See genemal fastening requirements. irregularities In framing and sheathing can mirror through the finished application. James Hardie recommends installing HardiePanel on a capillary break (rainscreeni t wing) as a hest practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at kAAvw. iamehardie.com A water - resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately installed with penetration and junction flashing in accordance with local building code requirements. James Hardie will. assume no responsibility for water infiltration. James Hardie does manufacture HardieWrapl' 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 siding in Fascia or Trim applications. Some application are not suitable for ColorPlus. Refer to ColorPlus sectionpacje 3. DO NOT use stain, oil/al d base paint, or powder coating on James Hardie' Products. For larger projects, including commercial and multi -family projects where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture movement of the product in their design. These values can be found in the Technical Bulletin 8 "Expansion Characteristics" at wvvw.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • VerticalJoints- Install panels in moderate contact (fig. 1), alternatively Position fasteners 3/8" from panel edges and no closer than joints may also be covered with battens, PVC or.metal jointers or 2" airway fromcorners. Do not nail into -corners. HardiePanel Vertical Siding Installation caulked (Not applicable to Co}orPlus4 Finish) (fig. 2). Framing must be provided at horizontal and vertical edges for nailing. ' Horizontal Joints -Provide Z-flashing at all horizontal joints (fig. 3). HardiePanel vertical siding must be joined on stud. Figure 2 Figure 3 waterresistive barrier water - resistive barrier Double stud may be required to maintain. minimum edge ; 2 x 4 Stud wa :-resin re water -resistive, T 2 x 4 stud barrier barrier nailing distances. II = u er panel Ir met oic; HardiePanel. vertical siding . moderate contact Batten Joint "H" Joint water -resistive barrier x 4 stud W 177.._ leave appropriate gap between panels, then caulk' Caulk Joint got`awlicable to colorPlus" Finish)) Appl,.cauik in accordance vwith caulk mar:.ufacturer's written application instructions. i For addltioria infor: nation on HardieWrap"v Weather Barrier, consult James Hardie at1-866-4Haidie.or.vamy.harcl ewrap.corn 174' ga Do not P Gonot7/4"gap. CaulkCaulk Y '-Ztlashingdecorative 1- 1- plashin,' bandboard owdower. ang) panel Figure 4 Recommend,aion: When — installing Sierra E, prow de. a double stud at panel joints to avoid nailing through grooves. WARNING: AVOID BREATHING SILICA DUST James Hardie'' Products contaim respirable crystal ine s lica which is known tt; the Stateol California to cause cancer anal is.conside:2d by IARC and NiOSH is be a cause a' cancer from some occupational sources. Breathirg excessive amounts efrese rabiesilica dust can also cause a disabling and potermailyfatal lungdisease called silicosis, and has been linked wiln otherdlseases Some studies suggest smoking may -increase these ns tS During installation or handling: it i work in outdoor areas vAll amplo ventilation; (2) use fiber coment.shears for culling or, where not t^Moble, use HardieBiadv'saw blade and dust -reducing drdularsavi attached to.a HEPA vacuum; 3) wain others in the immediate area; (4) wew a properly -fitted, NIOSH-approved dust mask or respirator fe.g. N-951 in accordance vath appL I.— novernmerd regulations and manufacturer instructions to further limit respirable sllra exposures. -During clean- up, use HPA vacuums or wet cleanup methods - never dry sweep. For further information: refer to our installation instructions anc Material.Saleti Data Sheet available at wom.jamashardie com orb., calling 1-800-91HARDIE 0-800-942-73431. FAILURE TO ADHERE TO OUR4NARNINGS, MSDS, AND INSTALLATION INSTRUCTIONS MAY LEAD TO SERIOUS PERSONA_ INJURY OR DEATH. M H1 ilZtib - 1`113 1J1J CLEARANCES Install siding and trim products in Maintain a minimum 1 " I Maintain a minimum I" - 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. l shallbe installed per the roofing manufacturer's instruction. Provide a the bottom of James Hardie products and the bottom edge of the siding and products and paths, Figure 7 minimum 1 "-.2" clearance between horizontal flashing, the adjacent finished grade, steps and driveways. the roofing and the bottom edge of the Do not caulk gap. s" water :, siding and trim. Refer to fig. 3 on Figure 5 Figure 6 siding III esistrve Figure 8 page 1. 1=' concrete 6" min. foundation Maintain a minimum 1"gap behveen gutter end caps and siding & trim, Figure 9 sidinc gutter and end cap 2" min. Do not bridge floors with HardiePanelt:'siding, joints should always he created between Water- Resistive Barrier. Figure 10 floors sL Horizontal KECKQUT FLASHINGfig. 19). Because of the volume of water that can pour down a sloped woof, one of the most critical flashingdetails occurs where a l i Framing foot intersects a sidewall... The roof must be :flashed withstep Flooring flashing. Where the roof terminates, install a kickout to deflect Horizontal; Trim water away from the siding'. It is best to install a self -adhering membrane.on the wall before the subfascia and trim boards are nailed in place, and then come back to install the kickout: Figure 11 Kickout.Flashin. To prevent water from_ x 9 9 77 dumping behind the siding and the end of the roof sheathing r' '. intersection, install a "kickout" as required by IRC code R905.2.8.3 : "...flashing shall be a min. of 4" high and 4" HardiePanei•S vide." James Hardie recommends the kickout be angled between 100' - 110' to maximize water deflection BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 V 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. Eiectro-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 evaluation or listing for correct fastener type and placement to achieve specific design wind loads. NOTE Published wind loads may not be applicable to all areas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services if you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing.. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle.. If nail is countersunk, fill nail hole and add a nail. (fig. R) For wood framing, under .driven nails should be hit flush to the plank with a hammer (for steel framing, removeandreplace nail). 140TE: Whenever a structural member is present, HardiePiank should be fastened with even spacing to the structural member. The tables allowing direct to DSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, staples, or clipped head nails. Snug Flush qIt - 1 Countersunk, fill & add nail do not under DO NOT Figure A Figure B drive nails STAPLE Figur PNEUMATIC FASTENING. James Hardie products can be hand nailed or fastened with a pneumatic tool. Pneumatic fastening is highly recommended. Set air pressure so that the fastener is driven snug with the surface of the siding. A flush mount attachment on the pneumatic . tool is recommended. This will help control the depth the nail is driven. If setting the nail depth proves difficult, choose a setting that under drives the nail. (Drive under driven nails snug with a smooth faced hammer- Does not apply for installation to steel framing). HS1236 - P2l3 8113 104 CAULKING. For best resutts.use an Elastomenc 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 vv ill en instructions.. Note: OSI Quad as well as some other caulking manufacturers do not allow tooling. DO NOT caulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paintor prime all field cut edges. DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie' Products. James Hardie products James Hardie touch-up kits are required I must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up GolorPlus products. recommended. Do not:paint when wet Forapplication rates refer to paint manufacturers specifications. Pack -rolling is recommended if the siding is sprayed. COLORPLUSO TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie© ColorPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus" Technology touch-up applicator. Touch-up should be used sparingly.. If large areas require touch-up, replace the damaged area with new HardiePanell 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 ColorPlusO' product dealer. Treat all other norm -factory cut edges using the ColorPlus Technology edge coaters, available from your ColorPlus product dealer. Note: James Hardie does not warrant the usage of third parry 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 Cedarmili and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim,is recommended to cover joints when. appropriate. PAINTING JAMES HARDIE" SIDING AND TRIM PRODUCTS WITH COLORPLUS@ TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, -and free of any dust, dirt, or mildew. RePriming is normally not necessary 100% acrylic topcoats are recommended DO NOT use stain, oil/alkyd base paint, or powder coating on James Hardie' Products Apply finish coat in accordance with paint manufacturers written instructions regarding coverage, application methods, and application temperature RECOGNITION: In accordance ith ICC-ES @:valuation Report ESR-1844: furdlePanelC) vertic, side. g is recogrized as a sc:itable altemate to that specified in: the 2006.20D9, & 2012Intemational Residential God- for One -and Two -Family Dwellings and tlra 2006; 2009.:& 2D12 trlemalronal Builds ig Code. HaidiePanel vertical sid gig is also iecognized fui application, in the follenv'rg: City of Los Angeles Resexth Report No.248C2, State of Florida listing FL4889; Dade County, Florida NOA No. 02-0729.02, U.S. Dept: of HUD r iaterials Release 1263c, Texas Department of insurance Produci Evaluation EC-23, City rr New York MEA 223-93-M, and California DSA P : 019. These documents sho!ild also be consulted for additional information concemir_, tt? suitablity of this product for specific applications. 0 2013 James Hardie Buildlnci Products. All riahts reserved. c TM SK and O denote trademarks or registered trademarks of Additional Installation Information, James Ha!'dieTeahnokr7y UmIled IF Is a registered Warranties, and Warnings are available -at JamesHardie trademark of James Hardie Tectmoiogy Limited. Cwn wjIameshardie.Com HS1236 - P313 6113 COUNTY INITAMT-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTNIENT OF REGULATORY AND ECONON11C RESOURCES (IRER) Miami, Florida 33175-2474 BOARD AND CODE AD1NHNISTRATION DIVISION T (786) 315-2590 F (786) 315-2599 NOTICE OF ACCEPTANCE (NOA) www.miamidade.gov/economy James Hardie Building Product, Inc. 10901 Elm Avenue' Fontana, CA 92337 SCOPE: This NOA is being issued under the applicable rules and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section an Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" Planits and Panels Fiber Cement Siding and Soffit APPROVAL DOCUMENT: Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardicPlank, CemPlank Prevail Lap Siding; HardieSoffit, 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., bearing the Miami -Dade County Product Control revision stamp with the Notice of Acceptance number and expiration date by the Miami -Dade County Product Control Section. MISSILE IMPACT RATING: Large and Small Missile Impact Resistant LABELING: A permanent label with the mamifacturer's name or logo, Plant City, Florida, and.the following statements: "ASTM C I IS Type A compliant" and "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per FBC 1710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal of NOA. ADVERTISEMENT: The NOA number preceded by the words Miami -Dade County, Florida, and followed by the expiration date may be displayed in advertising literature. If any portion of the NOA is displayed, then it shall be done in its entirety. INSPECTION: A copy of this entire NOA shall be provided, to the user by the manufacturer or its distributors and shall be available for inspection at the job site at the request of the Building Official. This NOA revises NOA # 13-0311.07 and consists of this page 1 and evidence page E-1, as well as approval document mentioned above. The submitted documentation was reviewed by Carlos M. Utrera, P.E. NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2615 9 1.3 S Pa,,6 I James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted under NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted under NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -up drawings and installation diagram of HardiePlank, HardieSoffit and HardiePanel, prepared by Intertek Testing Services NA LTD, Test Report No. 100733361COQ-004, dated 08/24/2012, with revision 1 dated 04/25/2013, signed and sealed by Rick Curkeet, P.E. Submitted under NOA # 02-0729.02" Laboratory Report Test Date Signature 2. ATI-16423-1 PA 202 & 203 03/18/96 A. N. Reeves P.E. 3. ATI 16423-2 PA 202 & 203 03/18/96 A. N. Reeves P.E. 4. ATI 16423-3 PA 202 & 203 03/18/96 A. N. Reeves P.E. C. CALCULATIONS 1. None. D. QUALITY ASSURANCE 1. Miami -Dade Department of Regulatory and Economic Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 51h edition (2014) FBC issued by Ronald I. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. E - I Carlos M._ utrera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 WALL LENGTH PRODUCT DESCf21PTION SEE HardiePanel®, Cempanel®, & Stud Spacing at 16" O.C. DETAIL A Prevail® Panel Siding materials are B-4-- - - I.' nonasbestos fiber -moment products 77 -` 5/8" thick / 5 ply APA rated r' , tested in accordance with ASTM70 i tj+ Q laY liQ _ plywood sheathing in C1186 Grade fl, Type A and meeting aocoxlance with Florida the requirements of the Florida I : J ; ' E • Buld'rg Code Section Building Code. pROrBEj I.SaFi i'v`4 ; _ L 23223 ffi}thsirtortedm ar 't PANEL DIMENSIONS t Waber resistive Width Length Thickness WALL Nod t HEIGHT ! l o . barrier per Florida 4' 8 9, 10' 5116" fl!' 1 , Building Code Sermon 1404.2 DESLGN PRES_S_UItERATlt3G t ia+ >?, i c -• _ -' ; 2X 4" S-P-F Installation Pressure wood studs wood Studs _ act Resistant impactHardiePanel, P B • F- ( SECTION B-8 Cempanel, Planks installed over 5/8" thick 15 ply Nails at 16" O.C. (typ.) Prevail Panel APA rated plywood sheathing 3/ 8" Minimum Edge Distance siding D TAI_I _A Sheathing fastener, as described in HARDIEPAI! IELJCEMPANEL, PREVAIL PANEI-SIDING INS T10N DiZAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's Note 1 installation recommendations, and the applicable sections of the Florida Building Code. 0. Wood studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be Panel fastener, as described in designed by an Engineer or Architect per the Florida Building Code and the requirements of this Note 2 N.OA N [ Note 1] 5/8` thick / 5 ply APA rated plywood sheathing shall be attached to the Studs in accordance with Florida Building Code Section 23223. Thesidingpanelsshaftbeinstalledover5/8' thick 15 ply APA rated plywood sheathing supporter stow No , HardiePanel, Cempanel, by a minimum of 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. 7 Prevail Panel Siding . [Note 2] The siding panel fastener shall be a 2" 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 Cad /://' F and intermediate studs; the fasteners shall be driven through the 5/8"thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C.ter- resistive barrier per Fasteners shall have a minimum edge distance of 30'and a minimum clearance of 2" from rida Building Code Section Comers. ti 14C HARDIEPANEL, CEMPANEI„ PREVAIL PANEL INSTALATION DETAILS WOOD STUD CONSTRUCTION 5/ 8" thick /5 ply APA rated plywood sheathing fastened in ,fames Hardie Building Products, Inc. accordance with Florida Building 10901 Elm Avenue Code Section 2322.3 INN Fontana, CA 92337 2" X 4" S-P-F Wood Studs size FSCU NO DVVG NO RED Phone: 909-35fr6300 The wall and soffit frames are to be designed Fax 909-427-0634 A PNL-I'LK-SOFF 1 by the Architect or Engineer of Record in compliance with the Florida Building Code. Creator. E. Gonzales SCALE 12" = V-V Date: V2412013 sFIZEr 1 OF 12 Fastener Spacing per FloridaBuildingCode.Section 2322.3 I I. PRE e pi i wnY tl e Fl i& No `0m. - P,1w Coard PRODUCT REVLSFD ffithe rkwidm Y FYodru C*0tr01 Cladding 16.00in, I- I Framing Fastener Spacing per Florida Sheathing Building Code Section 2322.3 I I- I i• `e'' r rrrG ii WIT I - o STA, 0 FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATH[NG NOMINAL 5/8" THICK/ 5 PLY APA RATED PLYWOOD HARDIEPANEL, CEMPANEL, PREVAIL PANEL SHEATHING FASTENED IN ACCORDANCE WITH FLORID_ A INSTALLATION DETAILS WOOD STUD CONSTRUCTION BUILDNG CODE SECTION 2322.3 CI-4DDING ,lames Hardie Building Products, Inc. THE PANEL IS FASTENED WITH 2" LONG, 0.223 HEAD 10901 Elm Avenue DIAMETER, 0.092" SHANK DIAMETER, CORROSION - RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT Fontana, CA 92337 PANEL EDGES AND INTERMEDIATE STUDS Phone: 909-356-6300 51ZE FSCM NO DWG NO Fax 909-427-0634 A PNL-PLKSOFF Creator E. Gonzales SCALE 1" = T-0" Date: 4/24/2013 SHEET 2 OF 12 WALL LENGTH SEE PRQDUGT DESGF21PTiQU Stud Spacing at 16" O.C.DETEE HardiePanel@D, Cempanel®, & Ptevail® I i Panel Siding materials are nonasbestos B { i 5/8" hick / 5 ply APA rated - products tested in ti--._;_.____._ _'__-,;-----------=--------------r-------------- ' with ASTM C1186 Grade I!, t fiber cement flIl r". i plywood sheathing fastened accordance i qy f dG r to metal studs as described Type A and meeting the requirements of yea the Florida Building Code. 14 _ in Note 1 j ! n$oowoyiartwithtwilmids `tip , '- PANELDLMENSIONS i I i•i BpitdsCvdc Water -resistive Width Length Thickness V ALL No. 1 barrier per Florida 4' g 9,10' 5/16" HEIGHT i { I i _ 7 C Building Code g i ; STATE Q _ tAl Section 14042 DESIGN P_ESSURE F2Ai fNG a 11 w etrtroE I % Installation Design Pressure i l i _ Q '• F40 R10 Gr ttl toga, 3-5/8"X 1-S/8" Metal Studs -104 psf I^, Metal Catudi•' i i i `'i L. ONA rftt H rcliePanel, Impact Resistant- L-- — :--- - !ii a I -i SiQc3JON k B Cempanel, Panel installed over 5/8" thick / 5 ply B 4 ' Prevail Panel APA rated plywood sheathing Nails at 6" O.C. (typ.) Siding3/8" Minimum Edge Distance FIA-pDIEP NELCEMPANEL,_PIEVAIL PANEL SIDING INSTTALLATION DETAILS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's OETg1L_A installation recommendations, and the applicable sections of the Florida Building Code. 0 Metal studs where HardiePanel, Cempanel, Prevail Panel Siding will be installed shall be Sheathing fastener, as designed by an Engineer or Architect per the Florida Building Code and the requirements of this described in Note 1. N.O.A. 4bwu rr 8E EIS \ [Note 1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc a''YWO 'd'r at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter X 1-114" long cove Panel fastener, as described in 4 bugle head screw Note 2 p , . The siding panels shall be installed over 518" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-518" X 1-5/8" Metal C-studs spaced a maximum of 16 card ' O, C. HardiePanel® Siding [Note 2] The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-50' 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 Water -resistive barrier per studs located at 16" O,C. Florida Building Code Section Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from 1404.2 comers. HARDIEPANEL, CEM PANEL, PREVAIL PANEL r 5/8" thick / 5 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened James Hardie Building Products, Inc. to metal studs as described _ 10901 Elm Avenue in Note 1. $ Fontana, CA 92337 20ga, 3-5/8" X 1-5/8" Metal C-stud !-!- compliance356- 6300 s FScm No DWG NO REV The wall and soffit frames are to be designed 27-0634 A PNL-PLK-SOFF 1 by the Architect or Engineer of Record in with the Florida Building Code. reator. . Gonzales SCAL-E' 1/2" =1'-0" Date: 424/2013 SHEET 3 OF 12 s 6.00in. , - I 6.001n. I I I I. Ii T 6.0I0in. vuanvtz a v Ac —No o o 7 sivi;uM Proaod E'rntroi FRAMINGNOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" 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 S fiEATHIJ IGNOMINAL 5/8" THICK 15 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A N0.8-18, 0.315" HEAD DIAMETER X 1-1/4" LONG BUGLE HEAD SCREW CLADDI—NQ THE PANEL IS FASTENED WITH NO.B-18, 0.315" HEAD DIAMETER X 1-518' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding I / I I / Framing II ' I' I Sheathing If I,I II II I f 01 OGA II II o. 121 I I.I N I I _ STATE QF . I I ' _ -•o ILO I. S/O N A\- ON ANDACT NOT PARTTHIS APPROVAL (MUST PROVIDE ALTERNATELOAD GPROVIS PROVISIONSFOR THESE LOADS)RE 1 Stud Spacing at 16" O.C. WALL LENGTH i i as CDYm6 with tide Fjords WALL ; HEIGHT 7:: Carl] ade. pro r-- ----•---------.- LJ------------------------- B [- 3/ 4" Minimum Edge Distance Nails at 16" O.C. (typ.) pJAJL A an yin* with Fkvids iyo IS ZZ.d¢ Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 HardiePlank, i-- Cemplank, Prevail I Lap Siding i Water - resistive barrier per Florida Building Code Section 1404,2 5/ 8" thick /5 ply APA rated r 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 comnliancewith the Florida Building Code. SEE DETAIL A thick / 5 ply APA d plywood athing in ordance with ida Building Code RRODUCT DESCRIPTION HardiePlank®, Gemplanka, & Prevail® Plank Lap Siding 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. Section 2322.3 MS ONS PANEDDI-_-EN-- - _-- - Water - resistive Width Length Thickness barrier per Florida 59-1/2" 12' 5/16" Building Code Section 14042 DESIGN PRE-S-SUR-E_RAT-l" 2" X 4" S-P-F Installation Design Pressure Wood Studs Wood Studs -92 psf Lap Siding Impact Resistant - Planks installed over 6/8" thick 15 ply 1- 1/4" tall X 5/16" APA rated plywood sheathing thick starter strip HA tDI PLAnIK CEMPLANK PREy 4IL Lq'$IDINGJNSr/LLATiON DFTAILA All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installationrecommendations, and the applicable sections of the Florida Building Code. WoodstudswhereHardiePlank, Cemptank Prevail Lap Siding will be installed shall be designed by an EngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisNAANate1] 5/8" thick / 5 p(y APA rated plywood sheathing shall be attached to the studs in accordance with Florida Building Code Section 2322.3. Planksshallbeappliedhorizontallycommencingfrom the bottom course of the wall with 1-1l4" wide laps at the top of the plank such that the exposure area of each plank is s 8-1 /4" vertically. Note2] The siding fastener shall be a 2-1/2" long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically and 16" O.C. horizontally; fastenersaredrivenintowoodstudsthrough518" thick / 5 ply APA rated plywood sheathing, fasteners areplacedintheoverlappingareaapproximately3/4' from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. Theplanksshallbeinstalledover518" thick / 5 ply APA rated plywood sheathing supported by a minimumof2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 3/87. Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, ino- 10901 Elm Avenue Fontana, CA 92337 SIZE A SOALE 112" = 1,4" DM NO PNL- PLK-SOFF Date: 4/24/2013 [SHEET 5 OF 12 Fastener Spacing per Florida Building Code Section 2322.3 f +--16 in. OC— ---{ Cladding II Fastener Spacing per Florida Building Code Section 2322.3 0.75n PROIWC rREVISED as --Vy-*-v Tbwfllarm% Aa cofto c No f L' fl• 0 T PrmdductaiS s3.25in. FRAMING NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLADDING PLANKS.OVERL.AP 1-1/4' 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 LOCATION Framing Sheathing viol 0 GA M. tea D No. 121 STATE OF .` 00RID s/ONAL FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION ANDWVl I-OAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) Creator. E. Gonzales A HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION FSCM NO 1" = 1'-0" James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 DWG NO RE PNL-PLK-SOFF I 1 Date.,4/24/2013 Is»E5r 6 OF 12 i Stud Spacing at 16" O.C. WALL LENGTH i anaoa 3ymf w irlbil6v F&wid* 1e° ° R i jy/ i .l- HALL I EIGHT i Depramtq— O F f i Y Ytodukit Consns! I ;; ; I F - B 3/4'• Minimum Edge Distance vmjlsai to U.L'. tryp./ LW SEE DETAIL A 518" thick / 5 ply APA r \ rated plywood sheathing fastened to metal studs as described in Note 1 water -resistive barrier per Florida Building Code A Section 14042 PRODUCT DESC IPTiOIV HardiePlank(@, Cemplank®, and Prevail® Plank Lap Siding 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. PLANK DIMENSIONS Width Length Thickness 5 9-1Z 12, 5/16" 20ga, 3-5/8" X 1-518" • DESIGN PRESSURE RATING Meta(C stud HardiePlank, Installation Design Pressure Metal Studs -92 psf mplank, Prevail p Siding Impact Resistant -• CT10 B g - 1-1/4" tall X 5/16" Planks installed over 5/8" thick / 5 ply thick strip APA rated plywood sheathing DETAIItA FIARDIEPLANK CEMPLANKPREVAIL LAP SIDING iNSTALLATIQN DETAILS A31 installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code. described in Note 1 Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an PR(ibUC[ •vS. \ Engineer or Architect per the Florida Building Code and the requirements of this N.O.A a7axw3yaw [Note 115/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel po \ edges and all intermediate supports using a No.8-18, 0.315" head diameter 1-1/4" long bugle head screws-01 Siding fastener, as r described in Note 2 Planks shall be applied horizontally commencing from the bottom course of the wall with 1-1/4 wide laps at the top of the plank such that the exposure area of each plank is S 8-U4" vertically. ay 1 [Note 2] The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-114" long'` bugle head 1, TINIhmp C•d I screw over metal studs ("or screw shall have at least 3 full threads penetrating metal framing); The siding is HardiePlank, fastened s 8-1/4" O.C. vertically and 16" O.C. horizontally; fasteners are driven into metal studs through 5/8" Cemplank, thick 15 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4" Prevail Lap Siding from the bottom edge of the overlapping plank, Vertical joints shall be placed over studs. i I / Water -resistive The planks shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/8" X 1-5/8" Metal C-studs spaced a maximum of 16" O.C. 7.C__ barrier per Florida Fasteners shall have a minimum edge distance of 3/8'. Building Code` Section 1404.2 IRAN HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING 5/8"thick 15 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened to metal studs as described in. James Hardie Building Products, Inc. 10901 Elm Avenue Note 1 Fontana, CA 92337 209a, 3-5/8" X 1-5/8" Metal C-stud Phone: 909-356-6300 SIZE FSCM NO OW13 NO REV The wall and soffit frames are to be designed Fax 909-127-0634 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"-1'-0" Date: 4/24/2013 SHEET OF 12 0.75in j6.00in. 1 iin,OC Cladding auimin# Cove AMMtMM No L3—cs i Viovii mod s8.25in_ FR—AIAIt IG NOMINAL 20 GAUGE 3-5/6" 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 SHEA_T_tiJNG 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•-114" LONG BUGLE HEAD SCREW CLA_DD1NG PLANKS OVERLAP 1-114" R THE EXPOSURE IS :98-1/4" r THE PLANKS ARE FASTENED WITH NO, 8-18, 0.315" HEAD DfAMET1=R X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRAT'ING THE METAL FRAMING), PLACED 3/4" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION 001*91 I Framing I. 6.00in.00 I Sheathing I I' OGAW yio+sWAW z> F — 0. 121 Coll" " ' d ' STATE OF \ Aco ot = FOR METAL AND WOOD STUDS, PROXISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) WALL DETTAIL,A j WALL LENGTH Stud Spacing at 16" O.C. 01___ i I I B 318" Minimum SEE PR-oDucT 10EscRIPT10N DETAIL A HardieSoffit(g) & Cemsoffit® materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. SOFFIT DIMENSIONS 2" X 4' S-P-F Width Length Thickness Wood studs 4' 8' 114, pJ=$LGN_PYZF-SS UJREJR,4T11VG HardieSoffit, Installation Design Pressure Cemsoffit Wood Studs -70 psf ooe\ QGAW,q No- 4 21 STATE OF __4r Fla R110s810L N M- i3ARDI.I SOEEIT—CRMSOEELTEA-WL-(WTJ LLAJION_DETAIL i offitfastener, as = All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's Ascribed in Note 1 installation recommendations, and the applicable sections of the Florida Building Code. Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA HardieSoffit, Cemsoffit The soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 11 The soffit fastener shall be a 2" long, 0,223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O-C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O'.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. i i'_' srcYJonl.J3_s PRODUCTREVISED Nails at 4" O.C. (typ.)rRtvuL-;REVIa-114AY-115..ithdie VkKiQa Distance as cmoyingwi* the Fb" BuFldieg Codle code AoMptarsmN 0- 0 44- Booding XP O1 D sy A P& ode Minimum2" 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. Phone: Fax 909- 427- 0634 Creator E. Gonzales A SCALE HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 FSCM NO DVVG NO REV PNL-PLK-SOFF I I 1/2" = 1'- 0" 1 Date: 4/2412013 9OF12 4.00i n.1 PRObWr REVISED PROOUCrRE s coewlyi eg wid, 6z Fkxi& as co®pdyiog with the Fkvift vwl=o D%e 7 - Re 9 Mr ti N-ok A PmIIzus =ova FRAMING 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 CLADDING ' THE SOFFIT IS FASTENED WITH 2" LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROS]ON RESISTANT SIDING NAILS, PLACE NAILS 4' O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing a OGAIN I_ No. 1 21 tr STATE OF F O ROP ss10 N A- 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) REV 1 WALL LENGTH —H Stud Spacing at 16" O.C. WALL HEIGHT i i I I I I ................... - - - - ----`r DEfpJL s Nails at 6" O.C. (typ. 3/8" Minimum Edge Distance fastener, as ribed in Note HardieSoffit, Cemsoffit 20ga, 3-5/8" X 1-518" Metal C-stud LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida. Building Code. SEE P ODIJCT DESCRfPTf.ON HardieSoffttV & Cemsoffit® materials DETAILA are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. 20ga, 3-5/8" X 1-5/8" SOFFYT—fMENSIONS Width Metal Gstud Length Thickness HarclieSoffit, qE gLGNI PRaSj% RE RA'nNG Cemsoffit Installation Design Pressure j. Metal Studs -55 f iriri r t, d+°° I.004 SECTIQN B 6 PRODUCT REVISED- MoDkic iiiEVR4ED ,M co,** yiw with the Fktids s -- tlre Fk riAa ( III t 1.; a 121 zloLSTATE OF By 0 Fs 1ARpfESOFFLT CEMSOFFIT ANEL_INS7ALLATIOt IJETAILS WE All installation shall be done in conformance with this Notice of Acceptan!hS anufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSoffit, CemsofFit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-5/8" Metai C -studs spaced a maximum of 16" O.C. LNote 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-114' long* ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal framing) -,the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. Fax 909-427-0634 A Creator. E. Gonzales. scaLE' HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METALSTUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 FSCM NO 11V =1'-0" DWG NO PNL-PLKSOFF bate: 4/24/2013 1 SHEET 11 OF 12 REV 6.00in. 1b.uum Cladding Framing 6.00in. PRODUCT 1REMED AnqKSM t pdi14 "natrd By oditd Cperhvl - t 21 oc .` ADO FLOP, FFSSIONP e NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE I FASTENED WITH 5/8" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) 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 g L[ ADQING 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 TH5 METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 5' O.C, AT PANEL EDGES AND INTERMEDIATE - ® Fontana, CA 92337 STUDS Phone: 909r356-6300 SIZE FSCM NO OWG No REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCA4s V = 9'-0" Date: 4/2412013 ;Er-T 12 OF 12 Florida Building Code Online Page 1 of 2 E x_a F.,_ _.. BCIS Home j Log In ; User Registration ; Hot Topics Submit Surcharge Stats & Facts ; Publications FBC Staff i BCIS Site Map Links Search Product Approvaldl,' b pr USER: Public Userw Product Approval Menu > Product or Application Search > Application List > Application Detail rig •m FL # FL12194-R5 Application Type Revision Code Version 2014 Application Status Approved Comments Archived ID 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 E 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 Validation Checklist Hardcopy Received Certificate of Independence FL12194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.pdf Referenced Standard and Year (of Standard) Standard AAMA 1402 Equivalence of Product Standards Certified By Sections from the Code Year 1986 http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Date Revised Summary of Products r i Method 1 Option D 06/14/2017 06/14/2017 06/19/2017 08/08/2017 09/06/2017 FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions Approved for use in HVHZ: No FL12194 R5 II ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.pdfApprovedforuseoutsideHVHZ: 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 Q4 T4 Soffits - FINAL.Ddf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovriaht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: http://,A,ww.floridabuildinc,.org/pr/pr app dtl.aspx?param=wGEVXQwtDquk24AUC%2fE... 9/7/2017 Certificate of Authorization No. 29824CREEK17520EdinburghDr Tampa, FL 33647 TECHNICAL SERVICES, L,L.0 (813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE ST" EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued June 6, 2017 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 61 G20-3. ALC15001.2 FL12194-R5 Page 1 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" Q4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in /lin.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 16" FULL VENT a.. 16" CENTER VENT 16" SOLID PANEL 12" T4 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit panels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full vent' configuration and 4.2 in2/lin.ft for the 'center vent' configuration. See Appendix D for dimension drawings. 12" FULL VENT 12" CENTER VEM 12" SOLID PANEL ALC15001.2 FL12194-R5 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT ALUMINUM COILS, INC Soffits The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida Building Code 5t' Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. pR F2017.06.06 No 74021 = 15:48:16 04' 00' STATE OF .' J 0'<`'•,' c4 P;: : Zachary R. Priest, P.E. RegistrationFlorida 210 N AL E . Organization No.AN E9641 f( t{{f{ CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIA— 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 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. y3; CR-EEK 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 b. 12" T4 Soffit — 4-inch o.c. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" 04 Soffit —16-inch o.c. Fastener Location l- Fastener ALC15001.2 FL12194-R5 Page 1 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 d. 16" Q4 Soffit — 8-inch o.c. Fastener Fastener Location Fastener Location l ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions - 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# Approved Systems for 12-inch Overhang with J-Channel 16F-# Approved Systems for 16-inch Overhang with F-Channel 16J-# 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 Psfl 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. 12F-1 16-inch Wood min. 1.25-inch embedment spaced Wood crown staple spaced 16-inch 0072-inch dia. x min. 3/16- inch head dia. trim nail t40.0 24-inch o.c. O.C. spaced 36-inch o.c. 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 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. 0.072-inch dia. x min. 1/4-inch head dia. trip nail spaced 48- 48 64.2 spaced 24-inch o.c. and securing each panel lap inch o.c. 12F-3 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood One (1) min 3/4-inch x 1/4-inch 8-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x min. 1/4-inch 48 16-inch spaced 8-inch o.c. crown staple spaced o.c. head dia. trip nail spaced 48- 64.2 and securing each panel lap inch o.c. ALC15001.2 FL12194-R5 Page 2 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 12-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width tpSfl Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/2-inch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. Wood staples in diamond long x 3/8-inch head diameter Wood 1/ inch crown staple 0.072-inch dia. x min. 1/4-inch 48 16-inch pattern spaced 24- screw spaced 16-inch o.c. spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 inch o.c. connecting soffit to J-channel inch o.c. Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width tpS Substrate F-Channel Substrate. Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- 53.312-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x Max. Three (3) 18 ga. 1/4-inch crown x 1- 1-inch leg staple spaced max. 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- 53.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 318-inch One (1) min. 1 3/4-inch long 16F-3 Max. 16-inch Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch x 0.072 inch dia. x min. 3/16-inch head dia. trim nail 25.6 inch ox. O.C. spaced 36-inch o.c. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 Max. Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16-inch spaced 24-inch o.c. crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 3 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ryCREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-5 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced 4-inch 0.072-inch diameter finishing nail with min. 3/16- 43.316-inch spaced 8-inch o.c. o.c. and securing each panel inch head 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- 43.3 spaced 16-inch o.c. lap inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with JI-Channel Wall Connection Eave Connection System Panel MDP No. Width Psfl Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment 16J-1 Max. Three (3) min. 3/4-inch x. 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.5 16-inch Wood crown staples in diamond pattern spaced 24-inch o.c. Wood crown staple spaced 8-inch o.c. min. 1/4-inch head dia. trip 31.4 nail spaced 48-inch o.c. ALC15001.2 FL12194-R5 Page 4 of 8 This evaluation report is provided for State of Florida product approval under Rule 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. LAM TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F=Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Batten Panel Attachment Substrate- Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg No.2 SYP staple spaced Three (3) 18 ga.1/4- anchored to 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 80/-90 diamond pattern inch x ring One (1) min. 1.75-inch inch O.C. 3/16-inch head spaced spaced 16-inch o.c. chinch ailsanknilha x 0.072-inch diameter 12-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. One (1) 18 ga. 1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced One (1) min. 1.5- No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch x 11 ga. anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 801 24F-2 12-inch Wood smooth shank rafter with one Wood legstaple 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 l legstaple 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 4- inch o.c. ALC15001. 2 FL12194-R5 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 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 Psfl Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple securing the No.2 SYP nailer of each female Three (3) 18 ga.1/4- anchored to lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. inch crown x 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 4-inch o.c. 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. 14, 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, W Substrate F-Channel Batten Panel. Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced inch ring shank One (1) min. 1.75-inch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-inch diameter finishing nail with min. 3/16-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. ay CREEK TECHNICAL SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 ga.1/4- one (1) min. 2.25- inch crown x 1-inch Nominal 1x2 inch x 7d ring shank leg staple spaced No.2 SYP Three (3) 18 nail straight -nailed 12-inch o.c. anchored to ga.1/4-inch crown through the rafter securing each panel One (1) 18 ga. y,- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch min. 2.25- staples in diamond batten or two (2) Wood lleg staple spaced finishing nail with min. 60 ininch x 7d ring pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- 8-inch o.c. 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each 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. Y 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 two lap Wood 8-inch o.c. and finishing nail with min. 53.3 inch x 7d ring pattern spaced 16- min. 5- 7inchx7d securing each panel 3/16-inch head spaced shank nail inch o.c. hringshankank nails toe- One (1) min. 1.75- lap 16-inch o.c. 24-inch o.c. nailed on either side inch x 0.072-inch of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. inch head spaced rafter spacing is 4-inch o.c. 24-inch o.c. ALC15001.2 FL12194-R5 Page 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 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. ar r5V }a r7 d+.a. nail wi4}i min. 114" ntlaiceii kil: l f;:.Y pis a9 nu.lahr:al i. of min. 0".097" d.:i::t. - Xmil, c rslid:. 11ol.7: pl: l..G.}'A min. J;%y° 9n,?la Jtll'9 L'At iIC`1' cCxv.'L"HU;1. i:; t: block noted 12F- 1 & 12F- 3 ASCIA SLIP BOARD FASCIA TRIM SOFFIT ( OVERHANG WIDTH VARIES) F CHANNEL STAPLE SOFFIT TO FASCIA BOARD #T50 3/ 8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" t— 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. a`CR K TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail DETVEE'. \`, SOFFIT STAPLE OPEN RAFTER ,` 3>4" x 1/4' ' ' I DIAMOND PATTERL4 I, DETAILCROWNSTAPLES 3 8USINGADIAMONDSTAPLESi vPATTERNFACIABOARD FASCIA CAP 12 F-2 FACIA BOARD 1 3/4" X 1/4" CROWNjS'S. STAPLE W ON CENTER 1-3/4" TRIM NAIL] P F' CHANNEL CAN BE PAINTED S.S. 48" FASCIA GAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR /4" X 1,4" DowNROWN 5`tAC?LE SOFFIT -mast. 12-inch span WOOD S SUBSTRATE SOFFIT & FASCIA DETAIL ALC 15001.2 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER J1 3/e' KTVEE" , SOFFIT STAPLE GIST i j DIAMOND DETAIL, 1 PATTERN FACIA BOARD 3/9'r,,' r<"' 3/4" X 1/4" CROWN STAPLE -24" ON CENTER USING A DIAMOND PATTERN l FASCIA CAP 12J-1 L—CHANNEL 3/4" X 1 /4" CROWN 8" 1-3/4" TRIM NAIL FACIA BOARD 1-3/4" TRIM NA1LJ STAPLE ON CENTER PAINTED S.S. strewed to -soffit, with one.( '1) #8 x PAINTED S.S." FASCIA CAP 1/2" x. ;3/81' Bead O,c. diameter screw, 3/4" X 1/4"' 16 " o..,c . CROWN STAPLE SOFFIT —max. 12-inch span; SOFFIT WOOD OR BLOCK SOFFIT &SOFFIT & FASCIA SUBSTRATE. DETAIL 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. f CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I J' TRIM NAIL FASCIA BOARD PAINTED 5.5. FASCIA CAP SOFFIT I-xj" CROWN STAPLE OPEN RAFTER FASCIA BOARD ki OA. Sib" 1-94II 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT 5 FASCIA DETAIL SOFFIT; MAX. 16" SPAN HASONRY 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 j. TECHNICAL SERVICES, LLC System No. Installation Detail Min. 2/6" head dia... mail with min.. 1?f" engagement.{for wor-d substrate) or Min.:. 'T .0.097" dia-nail. or stub ,nail with min. 5/,2" e ,gauement (for concrete oir- block: 3ubstirate) ; spac.=;d as 1i ;ted hove. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16 F-3 F" CHANNEL Wo,:?d, Concrete or Block .Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" 0. C. FASCIA LIP 1 /4" PAINTED S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001.2 FL12194-R5 Page 5 of 12 This evaluation report is provided for 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. lACRCTECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 3/gsBETWEEN ; SOFFIT STAPLE OPEN RAFTER 1 DIAMOND PATTERN 3/4" X 1/4• It I DETAILCROWNSTAPLES USING A DIAMOND 1 —.. ._ 3/W BETVEEN/ STAPLES ` PATTERNFACIA BOARD FASCIA CAP 16 F-4 3/4" X 1 /4" CROWN FACIA BOARD 8" 1-3/4" TRIM. NAILSTAPLE. ON CENTER t -3/4" TRIM NAIL PAINTED S.S. F" CHANNEL CAN BE PAINTED S.S. 48" FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR3/4" 7t 1 /4" DOWN CROWN STAPLE SOFFIT -max. 16-inch span, WOOD SOFFITSUBSTRATE. SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Li CREEK TEcHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 " THIN NAIL i FASCIA BOARD PAINTED S.S. SOFFIT FASCIA CAP 1"x}" CROWN STAPLE OPEN RAFTER FASCIA BOARD 1"xj- CROWN sTAPLEs SOFFIT 8 FASCIA USING A DIAMOND 16F-2 & PATTERN; REFER TO DETAIL SOFFIT STAPLE \\ 16F-6 DIAMOND PATTERN DETAIL FASCtA CAP; REFER TO SOFFIT & FASCIA 3„ 8 F" CHANNEL - DETAIL t 318 SOFFIT: MAX. 16" SPAN WOOD 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. TECHNICAL SERVICES, LLC CREEK ALUMINUM COILS, INC Soffits Appendix B System No: Installation Detail OPEN RAFTER 3,aS `t SOFFIT STAPLE GIST ; DIAMOND PATTERN D ETAI L FACIA BOARD 11 , 1_11.' 6ETIIXNI 7AP S / 3/4" X 1/4" CROWN STAPLE "24" ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 WOOD OR BLOCK SUBSTRATE 1-3/4- TRIM NAI PAINTED S,S. 48' O.C. SOFFIT -max. 1.6-inch spats 3/4" X 1/4" CROWN 3 RISTAPLEVONCENTER PAI1-' M_ NAIL NT4EDTRIM. SOFFIT FACIA BOARD FASCIA GAP 3/ 4" X 1/4 CROWN STAPLE. SOFFIT & FASCIA DETAIL ALC15001. 2 FL12194-R5 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INCCREEKNSoffits TECHNICAL SERVICES, LLG Appendix B System No. Installation Detail I;" TRIM NAIL FASCIA BOARD PAINTED 5.5. XiSTAP ES - CROWNi I ;«--^FASCIA CAP USING A DIAMOND SOFFIT PATTERN: REFER TO I" q" CROWN STAPLE SOfHT STAPLE DIAMOND PATTERN nerAll. 1 J TRIM NAIL FASCIA BOARD PAINTED 5.5. `., SOFFIT &FASCIA DETAIL 24F-1 & 24 F-4 rM WOOD sues LAP; REFER FIT d FASCIA B i—-- 3;19'j 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. lA CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 i" TRIM. NAIL FASCIA BOARD PAINTED S,S. 1-1" SMOOTH SHANK I FASCIA CAP ROOF NAILS SOFFIT 1`,4- CROWN STAPLE 1 TRIM NAILA PAINTED S.S. FASCIA BOARD SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 CROWN STAPLE FASCIA CAP; REFER TO SOFFIT FASCIA DETAIL Nominal I"xZ- SYP Batten Anchored to SOFFIT; MAX. 24" F-CHANNEL Rafters with one 7d Ring Shank Had at every Rafter WOOD SUBSTRATE ALC 15001.2 FL12194-R5 10 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 SERVJCES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 I" TRIM NAIL FASCIA BOARD Ems.,,,__ _, PAINTED 5.5. 14GA T-NAILS y. • r FASCIA CAP SOFFIT CROWN STAPLE i i } TRIM NAIL PAINTED S.S. FASCIA BOARB SOFFIT & FASCIA 24F-3 & ,, DETAIL 24F-6 I"q' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT & FASCIA DETAIL Nominal 1"0" SYP Batten Anchored to SOFFIT; MAX, 24" F-CHANNEL Rafters with one 7d Ring Shank Nail at 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail i {" TRIM NAIL FASCIA BOARD PAINTED 5.5-, 1"xj' CROWN STAPLES FASCIA CAP USING ADIAMOND- SOFFIT PATTERN; REFER E50N; STAPLE DIAMOND A CANTILEVERED RAFTER vX { CROWN STAPLE PATTERN JJJ DETAIL FASCIA BOARD SOFFIT $r FASCIA I {" TRIM NAIL PAINTED ss. DETAIL 24J-1 & t"x{" CROWN STAPLE24J-2 FASCIA CAP; REFER TO SOFFIT A FASCIA. r DETAIL Nominetlal 1' battens tom, rascabbbetweenraReroand SOFFIT; MAX. 24" 1- CHANNEL secured with one rti 7d ring shank nail straight -nailed through the rafter Into the end. WOOD SUBSTRATE of the batten or Iwo Q)'7d ring shank naffs toe -nailed on either side of the batternat the battontraner interseolion 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. TECHNICAL SERVICES. LLC DESIGN WIND LOADS ALUMINUM COILS, INC Soffits Appendix C The following tables provide design wind loads for components and cladding in accordance with Section 1609.1 of the FBC and ASCE 7-10 under the following provisions: 1. Wind speeds for risk category I, II, III, and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V 1t 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 n m__ TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C D'esi n;Wmd„Pressures'for- Soffits in"Ez osure-gI: p Building, Mean Basic Wmd 5 eed m h' Type; Zone Roof 120. 130140 150 160 . 1,70 180 190,` 200, 20 16.9 19.8 22.9 26.3 30.0_ 33.8 37.9 42.22 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 4 40 1 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7 39.1 43.9 48.9 54.1 Enclosed 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Negative Loads) 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 5 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 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 4 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 Enclosed 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 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 5 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 Enclosed 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 20 26.7 731.4 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 5 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 1 -33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 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 4 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 Enclosed 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 42.05 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 1 39.2 43.7 48.4 ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL. SERVICES. LLC ALUMINUM COILS, INC Soffits Appendix C Desijrt d Pressure f6r Soffits°irt Exposure D Building Mean Basic Wind 5 eed m h hype.. Zone He htf ft . 120 130 1;40 150 160 v- 18l) 1 JQ•-s` 200 20 26.0 30.5 a,.. 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 4 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 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 5 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 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 4 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 Enclosed 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 Positive Loads) 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 5 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 1 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. A CREEKaIy ll:za; s, TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" 3/8" J-Channel I 3/4" -- 1/8" HEM 7 3/4" I-+— — 3/8" ISOMETRIC VIEW 3/8" PROFILE ISOMETRIC VIEW 318" PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 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. Fascia TECHNICAL SERVICES, LLC 5 3/4" 1/8" HEM 6"FASCIA 7" BLANK 1/4" ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for State of Florida product approval under Rule 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 16" Q4 Soffit C'..' S' r1 P ALC 15001.2 is' BLANK 3 / 8 PROFILE 7175'REF FL12194-R5 ALUMINUM COILS, INC Soffits Appendix D Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVIcEs, LLC 12" T4 Soffit 3 5/16" W 7/8"- 1 3 1/8" 1 7/8" 1 3 1/8" 112" 1/2" 1/2'' 1/2" 3/8" 13.75" BLANK 3/8" PROFILE 0s0TIT END OF REPORT ALUMINUM COILS, INC Soffits Appendix D ALC15001. 2 FI-12194-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 b BCIS Home s Log In User Registration HotTopics i SubmitSurcharge Stats & Facts Publications FBC Staff i BCIS Site Map Links Search d, G di Product Approval g -• USER: Public Userf T Product Approval Menu > Product or Aoolication Search > Application List > Application Detail FL # FL7006-R9 a Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 3H4 708) 496-2800 Ext200 rmetzOO1@tampabay.rr.com Robert Metz rmetzOO1@tampabay.rr.com 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 a: Validation Checklist - Hardcopy Received Standard ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2009 2009 2008 2007 http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgse7mYB d2b3 K6... 9/7/2017 Florida Building Code Online Page 2 of 3 Product Approval Method Method 1 Option A Date Submitted 06/28/2015 Date Validated 06/30/2015 Date Pending FBC Approval Date Approved 07/06/2015 Summary of Products FL # Model, Number or Name Description 7006.1 Cambridge, Cambridge HD and CRC Laminated architectural fiberglass asphalt shingle Biltmore AR manufactured at IKO's Kankakee, IL; Hawkesbury, Ont.; Wilmington, DE; Sylacauga,AL and Toronto, Ont. plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.2 Hip and Ridge 12 Cap fiberglass This is a 12" x 12" fiberglass asphalt shingle used to cover shingles the hip and/or ridge of an asphalt shingle roof system manufactured in Toronto, Ont. and Brampton, Ontario Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.1)dfDesignPressure: 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 Hip and Ridge Cap Shingle Installation Instructions.Ddf FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.3 Leading Edge Plus Asphalt Shingle One piece fiberglass asphalt shingle used as a starter strip at Starter Strip the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Limits of Use Certification Agency Certificate Approved for use in HVHZ: Yes FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .DdfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.1)dfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .pdf — Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC F1-7006.Ddt FL7006 R9 II Roofing-Products_Leadlig-Edge-Plus- ApDlication-EN(1).pdf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 7006.4 arathon 25 AR, CRC Superglass 3 tab fiberglass asphalt shingle manufactured at IKO'srM25ARBrampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQMDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .Ddf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.Ddf FL7006 R9_C CAC FM Letter - ASTM E 108 letter - 5 3 15 .Ddf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.1)df Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Coovrioht 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions,. please contact 850.487.1395. "Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: M Ego Cruz Card http://www.floridabuilding.org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgse7mYBd2b3K6... 9/7/2017 M 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-2013-08_reformatted 2013-08) 4) IKO Leading Edge Plus Shingle Application Instructions EN-3LEP-Tri-2012-06_reformatted 2013-03) 5) ASTM D3161 Test Report (FM Approvals Project No. 3040947) The attached instructions should be used in conjunction with the published manufacturer's application instructions and applicable code. In the event the instructions conflict, these instructions shall govern. Statement of Independence: PRI Construction Materials Technologies and/or Duc T. Nguyen, FL P.E. do not have nor plan to acquire a financial interest in any company manufacturing or distributing products for which the test reports are issued. Signed: "," :' ` t Signed: Brad GrzyboWski Managing Director Date: April 30, 2015 Date: 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 Duc T.,N uye— n Florida RegtSFered Professional Engineer P.E. Number: 65034 1 30, 2015 PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: materialstesting@pdcmt.com WebSite: http:/twww.pricmt.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 (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES Y— J7- sEnuxc STRIP NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: materialstesting@pdcmt.com WebSite:http://www.p6cmt.com IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". 6 3. NAILING - STEEP SLOPES APPLICATION Use six nails as shown. NAIL LINE PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: materialstesting@pdcmt.com WebSite: http://www.prcmt.com 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. THEYARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POORAPPLICATION 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. 25 mmi TAPER CUT PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 -,-mail: matehalstesting@pricmt.com WebSite: http:/twww.pricmt.com 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 lengthwisefor separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left corner of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PRI Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621-5777 Fax: 813-621-5840 e-mail: materialstesting@pricmt.com WebSite: http;/Avww.pdcmt.com Florida Building Code Online Page 1 of 2 BCIS Home ! Log In User Registration Hot Topics € Submit Surcharge Stats & Facts Publications FBC Staff t BCIS Site Map Links Search Zpr Product Approval USER: Public User Product Approval Menu > Product or Application Search > Application List > Application Detail FL # FL2346-R5 Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 115 Steven@WarriorRoofing.net Authorized Signature Steven Crew Steven@WarriorRoofing.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. Es Validation Checklist - Hardcopy Received Certificate of Independence FL2346 R5 COI PRI CMT Cert of Independence.odf Referenced Standard and Year (of Standard) Standard Year ASTM D226 2006 ASTM D4869 2005 Equivalence of Product Standards Certified By RI affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. http://www.floridabuilding. org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 Florida Building Code Online Page 2 of 2 Documentation from approved Evaluation or Validation Entity =Yes _ No C N/A Product Approval Method Method 1 Option B Date Submitted 02/13/2015 Date Validated 02/13/2015 Date Pending FBC Approval Date Approved 02/19/2015 Summary of Products FL # Model, Number or Name Description 2346.1 15 and #30 roofing felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL2346 R5 II InstallationInstructionsQdf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15A Test Reoort.Ddf Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Report.Ddf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. 2346.2 15w and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVHZ: No FL2346 RS II InstallationInstructions.odf Approved for use outside HVHZ: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15w Test Reoort.Ddf Other: Primary roof covering should be installed FL2346 R5 TR 30w Test Reoort.Ddf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: Ctiadii: Card: Safe http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgtOc8bnSknRps9... 9/7/2017 VARRIORv ROOFING MANUFACTURING offP. 0. BOX 40185 * TUSCALOOSA, AL 35404 • PHONE (205) 553-1734 + FAX (205) 553-1755 193 LEROY ANDERSON ROAD • MONROE, GA 30655 • PHONE (770) 207-0695 • FAX (770) 207.OT75 323 DEVELOPMENT AVENUE • CHAMBERSBURG, PA 17201 • PHONE (717) 709-0323 • FAX (717) 709-=7 Roofing Felt Installation Recommendations Be aware that roofing felt should not be walked upon prior to fastening into position. Proper safety equipment is recommended for all installations. Also, the roof decking should be clear of debris and moisture prior to installation of the roofing felt. Roofing felt should be installed from the bottom of the roof in horizontal layers to increase the water shedding ability of the felt. The initial layer of felt should be installed to cover the bottom edge of the decking, from edge to edge. Overhang is not required. Anchor the top corner of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with. a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the bottom and overlap each subsequent length a minimum of two inches as you move up the valley to insure proper water shedding. N k 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, II11111111111111111111111111111111111111 GRANT MALO't'r SEMINOLE COUNTY CLERK OF CIRCUIT COURT & COMPTROLLER BY, 9017 Pa'1562 (1P3s) CLERK' S : 2017111092 RECORDED 11/02;2017 02:40:21 FM RECORDING FEES $10.00 RECORDED BY hdavore THIS INSTRUMENT PREPARED BY: Name: Michelle Brana Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number: / " Parcel 1D Number: ./7;k - ?/ 03;' '0!5 6) ' / 40 The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following Information is provided in this Notice of Commencement. 1, DESCRIPTION OF PROPERTY:. (Legal description of the property and street address it available) 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Park Square Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest in property: Fee Simple Fee Simple Title Holder (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 6. SURETY (If applicable,a copy of the payment bond is attached): Name: N/A Address: NIA Arnount of Bond: N/A 6. LENDER: Name: Fifth Third Bank Phone Number: Address: 5050 Kingsley Dr. MD: 1 MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713. 13(1)(a)7., Florida Statutes. Phone Number: 8. In addition, Owner designates to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF.COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR QECORDING YOUR NOTICE OF COMMENCEMENT. V A10L Vishaal Gupta, Executive Vice President Signature, of Owner w Lessee, or er' or Lessee's (Print Name and Provide Signatory's Tiee/Offee) AuVwrized Officer/Director/ParinetlManager) tA— StateofiQPCountyof -7 The foregoI instrument was acknowledged before me this _ day of "-- 2rf / by / Who is personally known to me tl-Crk Nartte of Person "'akin statement who has produced identification type of identification produced: 9 /? ARUNA BALL GOEL MY COMMISSION # FF15410Q EXPIRES December 14, 2018 Notary Signature CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No:. -7 Vm OF(6%4ocumented Construction Value: $ . Job Address: .- 2'L Historic District: Yes Nog Parcel ID: Residential Commercial Type of Work: New Addition Alteration Repair Demo Change of Use Move i 1 Description of Work: Plumbing new residential constructionf Plan Review Contact Person: l . S Title: f.kLr 407-323-7515Phone: Fax: 407-323- }54 Email: info@api-orlando.com Property Owner Information r s i Name QY Phone: Y Street: Resident of property? City, State Zip: Advantage Plumbing, Inc. Name i'U tsox t 11 _ Street: Sanford FL 32772 City, State Zip: Name: Street: City, St, Zip: Contractor Information Architect/Engineer Inforr Bonding Company: Mortg: Address: Addrel, Phone: 407-323-7515 407-323-8954 Fax: State License No.: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner 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 Signature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of f7orida Date Owner/Agent is _X_ Personally Known to Me or Produced ID Type of ID A Thomas Smith Print Contractor/Agent's Name 14Q Signa re of Notary -State of Florida Date p1T~RV S Meredith L warmcke-Smith ter, NOTARY PUBLIC. STATE.OF FLORIDA xptre8i2112021 C°ontractcirt lgcn('s Personally Known to Me or Produced ID Type of l) BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application Advantage Plumbig Page No. 1 Proposal of 1 Page(s) Submitted To: Phone: Date: 5-25-17 Name: Park Square Homes Job Name: Sorrento; Wyndham Preserve; REVISED 5200 Vineland Road, #200 Orlando, FL 32811 We hereby submit specifications and estimates for: 3 Water Closets, Sterling per spec, elongated. 4 Lavatories; 1 Sterling Pedestal; 3 owner provided. 1 Kitchen Sink, owner provided. 1 Tub, Sterling PerForma. 1 Hot Water Heater, Bradford White electric, 50 gallon, with stand. 1 Shower with vinyl pan. 1 Laundry box. 1 Ice maker box. 2 Hose Bibbs. 1 Disposal, Badger V. Hookup owner provided dishwasher. Sewer and water service. Uponor water piping. Moen valves per spec. Bid less costs of all sinks and faucets. Option: Bedroom 5; Add tub bath per spec (1 tub, 1 water closet,1 lavatory): + $850 We hereby propose to furnish labor and materials — complete in accordance with the above specifications, for the sum of: Four thousand three hundred fifty dollars . $4 350.00 with payment to be made as follows: 30% upon completion of rough in; 30%_upon completion of tub set: 40% upon completion of trim All material is guaranteed to be as specified. All work to be completed in a workmanlike manner according to standard practices. This proposal subject to acceptance within 30 days and is void thereafter at the option of the undersigned. Authorized Signature ACCEPTANCE OF PROPOSAL The above prices, specifications and conditions are hereby accepted. You are authorized to do the work as specified. Payment will be made as outlined above. ACCEPTED: Signature Date PO BOX 1117 • SANFORD, FL 32772 • P (407) 323-7515 • F (407) 323-8954 ADVANTAGEPLUMBING@CFL.RR.COM SA CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ 6289 Job Address: 2422 Waxwing Way Historic District: Yes No Parcel ID: P#17-2880 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 3.0 ton HVAC with duct work 4 bath fans and dryer vent Plan Review Contact Person: Adlyn Rodriguez Title: Permitting Clerk Phone: 407-975-2762 Fax: Email: adlyn.rodriguez onestopcooling_com Property Owner Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 Resident of property? City, State Zip: Orlando, FL 32811 Contractor Information Name One Stop Cooling & Heating Phone: 407-975-2762 Street: 7225 Sandscove Ct Fax: City, State Zip: Winter Park, FL 32792 State License No,: CAC 032444 Architect/Engineer Information Name: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR 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 perfonned to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date:.5'h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application ,. \ NOTICE: In addition to the requirements of this hermit, 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-govemniental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is "verification that l will notify the owner of tile 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 tite 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 issucd OWNER'S AFFIDAVIT: I certify that all of the foi be done in compliance with all applicable laws regul Signature of Ovmer/Agent Date Print Oxvner/Agent's Name Signature of Notary -State of Florida Date ing information is accurate and that all work will g dnstructirn and zoning. Kevin Stine Print COntractor/Agcnt 12/28/2017 Date KELLY WEBSTER Notary Public - State of Florida Commission # FF 978034 My Comm.. Expires Apr 4, 2020 Owner/Agent is Personally Known to Me or Contractor/A et 1 TTKM f Produced, ID Type of ID Produced ID Type of ID BELOW IS FOR OFFLCE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type; Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: UT'iLITIES: FIRE: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Revised: June30, 2015 Permit Application UNIVERSAL e9"1 _'1_' UES Project No: 0110.1700817.0000 Workorder No: 9345507-1 ENGINEERING SCIENCES Report Date: 12/13/2017 Consultants In: Geotechnical Engineering - Environmental Sciences Geophysical Services - Construction Materials Testing - Threshold Inspection Building Inspection, Plan Review -Building Code Administration 3532 Maggie Blvd, Orlando, 32811 • P: 407.42&0504 • F: 407.423.3106 O In -Place Density Test Report Client: Park Square Homes UES Technician: Albert Jacome 5200 Vineland Road, Suite 200 l r Orlando, FL 32811 ?rDate Tested: 12/13/2017 Project: Wyndham Preserve, House Lot Testing East Lake Mary Boulevard & Brisson Avenue South, Sanford, Seminole County, FL 32773 Area Tested: residential house pad Lot# 144 Material: Native Reference Datum: 0 = Bottom of Foundation Footing Type of Test: Field: ASTM D-2937 Drive Cylinder Method Laboratory: ASTM D1557 Modified Proctor The tests below:meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density pcf) ptimum Moisture Field Dry Density pcf) Field Moisture Soil Compaction NativeNaaDepth inch) Pass or Fail 1 Footing south of pad 0-1 ft 106.8 10.6 104.8 6.6 98 N/A Pas: 2 Footing west of pad 1-2 ft 106.8 10.6 105.2 7.3 99 N/A Pas: 3 Footing east of pad 1_2 ft 106.8 10.6 105.9 8.0 99 N/A Pas: 4 Northeast corner of pad 1-2 ft 106.8 10.6 105.7 8.4 99 N/A Pas: 5 Southwest corner of pad 2-3 ft 106.8 10.6 107.1 10.1 100 N/A Pas: Remarks: 2422 Waxwing way Tn n fMAG'k n m..I-l nm!•nn4:nn !n I /ni. •.rnnl n n/:nn4n H+n O..l.l:n onl/ n...nnl.•nn nil .ennrfn ro n..{. m:H.•J on nnnFi•Inn4:ol mm n.l,• of n..r nlinn{n onll 0..41.nr:.o4:nn C 7 - )990 DESCRIPTION AS FURNISHED: Lot 144, 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 Insurance Fund; Bank of America LOT 140 1 LOT 139 LOT 138 1 I I N 89P40'51 " E 40.00' I 'SOry LOT 144 20.00' j20. 00, R nTO OF 1 5.00' 14.7' 60 roe?. n 7o;pF 5.00' 1.5.3' , LOT 143 w w LOT 145 OO O O FORMBOARD FOUNDATION a, O O TOF= TOP OF FORM O e -FORM AVERAGE=30.62' o to 60 9.3' 5.00' 0 5.00' I 25.00' 25.00' 10' UTIL ESMT. $`.' LF--- P.C. 76.00' s. r'--------- B.S.) N 89°40'51 "' E 40.00' SETBACKS AS FURNISHED FRONT =2205'(P) REAR Oc OSIDE = 5' (40' LOT) 00 0 7.5' (60' LOT) WAXWING WAY 10' (75' LOT) PRIVATE RDAD)(50' WIDE) SIDE STREET = 25' (60' & 75' LOT) 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN PLOT PLAN AREA CALCULATIONS 2) IN SUCCESSION AT 20' AND A MINIMUM OF (2) IN SUCCESSION AT 25' TOTAL LOT AREA 4,400 t SQUARE FEET PROPOSED = FINSHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK PER DRAINAGE PLANS DRIVE 400/110= 510t SQUARE FEET FOUNDATION/PAD 1,744 t SQUARE FEET PROPOSED DRAINAGE FLOW WALKS 37/ 200= 237f SQUARE FEET REAR PATIO 112 t SQUARE FEET LOT GRADING TYPE A" FRONT PORCH DECK 62 t SQUARE FEET0+4F109SOD 2,033/130 = 2163 t SQUARE FEET POOL DECK N/A f SQUARE FEET PROPOSED F.F. PER PLANS =30.6' NOTE.' FRONT SIDEWALK AND STREET LOC477ON TAKEN FROM PLANS PROVIDED BY CUENT • NOT FIELD VERIFIED - CRUSENMEYER—SCOTT do ASSOC, INC. — LAND SURVEYORS LEGEND - LEGEND - P • PUT POL • PDINT Da LINE 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 F . FIELD TIP. •TYPICAL IP. _ MN PIPE PRL. =POINT OF REVERSE CURVATURE NOTES: 1. THE UNDERSIGNED DOES NEREBY CERTIFY TENT TARS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIDA BOARO OF ER - LRm1 a0D PGL. -POINT 7 COPDIIND CURVATURE CAL = CE ERETE IpAINCNT RAM - RADIAL pRon= L SURrEYORS AND MAPPERS IN CHAPTER SJ-17 R.ORADA ADMINISTRATIVE CODE PURSUANT TO SECTION 472027, FLORNA SGNES 2. UNLESS EMBOSSED WITH SURVEYORS S GNATDRE AND ORIGTNLL RVSm SEAL THIS SURVEY NAP OR COPIES ARE N07 VALID. V21 ER •/LLD 45% R.R. - IIDN-RA WL RTC. . RECOVERED VP. - VINESS PONT 3. THIS SURVEY WAS PREPARED FROM TITLE INFORMATION FIRN—W TO THE SURVEYOR. RTERE MAY BE OTHER RESTRICTIONS PD.B • POINT w ]EGINNI% CALL • CAL—TE PD.C. •MINT OF WNMENCENENT PRM • PERNMENT REFERDILE IIRR110E1 OR E:ASEMEMIS THAT AEEECT THIS PROPERTY. A NO UNDERGROUND. IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. f CENTERLNE FF. FINISHED ROOK CL ATD]I LINE 5 THIS SURVEY IS PREPARED FOR THE SOLE BENET7T OF THOSE CERTIFIED TO AND SHOULD N07 BE RELIED UPON BY ANY OTHER ENTITY, NAIL— SL ITRDTNG FETLOCKNLO + LRKNT-0E-VAY H 12NLHMARK DIMENSIONS SHOW -FOR 111E IOCA170N OF WPROVEMENTS HEREON MNOULD NOT M USED TO REICONSIRC'Cr 80UNCARY ONES. R/VINT. • EASEMENT RD. .RATE EARTNG 7. BEARINGS. ARE BASED ASSUMED BATUM AND ON NE LINE SHOWN AS BASE BEARING IUD.) paAlE. - OaADUGE Ut6. UTILITY B. ELEVATIONS, Y SHOWN, ME BASED ON NATKNAL GEDDETIC VERTICAL DAnN OF 192% UNLESS ONERRISE NOTED. C. • CH LDKK FENCE 9. CDETOIOATE OF AUNORUOTION ft. 4598. V FC. : DO FENCE C/T • C KTE IADCN SCALE E-- I- - 20— 1 DRAWN BY' ' POINT IN' CURVATURE r.iEscPONT OF TANGENCY DATE ORDER W. EscavTlDN CERTIFIED BN --.-_ -.. 3730- 17 R - RADius L . NGTN PLOT PLAN 08-31 -2077 REVISED PLOT PLAN (MOVED A/C) 09-19-2017 OAELTqcfN(RD c - aaan DuaING NORTH FORMBOARD FOUNOA770N/ELEVS. 11-29-17 5303-17 REVISED T.O.F. ELEVATION ONLY 12-12-17 YV 61"imm"r. THIS BUILDING\PROPERTY DOES NOT UE WITHIN ME ESTABLISHED 100 YEAR FLOOD PLANE, PER •FIRM- TOM AMX. R.L.S. j 4714 S j 4801 ZONE - X" MAP j 12117000PO F (09-28-07) Revision d r 00, Response to Comments FEB 14 2018 City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 17-2880 Submittal Date 215118 Project address: 2422 Waxwing Way (Wyndham Preserve lot 144) Contact: Ph: 407-529-3135 Fax: Email: mparkison(C-paarksquarehomes.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building General description of revision: Added repair detail for clear story at stair area ROUTING INFORMATION Approvals Sr Z•r9•1% I Monta Consulting & Design of WMR and Associates, LLC Mayflower Center 222 S. Westmonte Drive, Suite 100 Altamonte Springs, FL 32714 Phone (407) 681-1917 Certificate of Authorization # 9177 montaconsulting.com Structural Engineering, Truss Engineering, Third Party Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders Park Square Homes Wyndham Preserve — Lot 144 (2078, Elev. B) Date: 02/06/18 Plan Revision: Clear story framing detail. ISSUE: Clear story framing detail not completed per plan. RESPONSE: Added repair detail for clear story at stair area. All changes have been clouded and labeled with a delta 3. Sheet(s) revised: SC & S513 1 Revision Response to Comments Permit # 17-2880 2018 v Subroittal Date City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov 2/5/18 Project address: 2422 Waxwing Way (Wyndham Preserve lot 144) Contact: Mic Ph: 407-529-3135 Fax: Ar e Email: mparkison&pa rksauarehomes.com UO A6 Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention Building General description of revision: Revised Stair Framing ROUTING INFORMATION Approvals sF' 2 • tz. lg Monta Consulting & Design of WMR and Associates, LLC Mayflower Center 222 S. Westmonte Drive, Suite 100 Altamonte Springs, FL 32714 Phone (407) 681-1917 Certificate of Authorization # 9177 montaconsulting.com Structural Engineering, Truss Engineering, Third Party Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders Park Square Homes Wyndham Preserve — Lot 144 (2078, Elev. B) Date: 01/30/18 Plan Revision: Stair framing revision. ISSUE: Per frame walk, it was noticed that the floor system installed would not allow for the proper head clearance in the stairs. RESPONSE: The framing plan and engineering were adjusted accordingly to allow for proper head clearance. All changes have been clouded and labeled with a delta 2. Sheet(s) revised: SC & S5B DESCRIPTION AS FURNISHED: Lot 144, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: Daniel R. Lewis & Elaine K. Saunders; Park Square Enterprises, LLC (a Delaware Corporation); PSH Title, LLC; Fidelity National Title of Florida, Inc.; FBC Mortgage LLC ISAOA/ATIMA I LOT 140 I I i I I REC. 1/2" I.R. jJ4596 I LOT 143 Z422 Wp W .A• Y 1 - - 2S8o 5. 00, rn 5. 00' LOT 139 N 89040'51 " E 40. 00' LOT 1 144 20. 00'3.5'X3.5, 20.00' AC J7 PAD 15. 3, 14. 7' COV'D. BRICK 15. 3, TWO STORY RESIDENCE F. F.= 30.64' n COV'D. cd BRICK BRICK I I BRICK WALKDR. 10' UTIL. ESMT. P. C. 76.00' 61\ 11-------------- SET N&O 4596 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 A Vv = PROPOSED DRAINAGE FLOW LOT GRADING TYPE A"PROPOSED F.F. PER PLANS =30.6' FLATWORK ON/OFF LOT = TOTAL f SQUARE FEET DRIVE 400/ 110= 510 f SQUARE FEET WALKS 37/ 200= 237 t SQUARE FEET SOD 2,0331130 = 2163 t SQUARE FEET NOTE. FRONT SIDEWALK AND STREET LOCATION TAKEN FROM LOT 138 I 7 I I yo• SET 1/2' LR. J4596 20. 00' 5. 00' 5. 00' B. B.) 5' CONC. WALK ONLINE N 89040'51 " E 40. 00' w CQ 5. 00' SET N&O ONLINE f 4596WAXWING WAY ry ( PRIVATE ROAD)(50' WIDE) ry oyg G G PLOT PLAN AREA CALCULATIONS TOTAL LOT AREA 4,400 f SQUARE FEET FLATWORK FOUNDATION/ PAD 1,744 t SQUARE FEET REAR PATIO 112 Dt SQUARE FEET FRONT PORCH DECK 62 f SQUARE FEET POOL DECK N/A t SQUARE FEET WS PROVIDED BY CLIENT * NOT FIELD VERIFIED * LOT 145 GRUSEYVWr R-SCOTT A,S',S'OC. , INC. - LAND SUR VErORS LEGEND — LEGEND — 5400 E. COLONIAL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 P FPUT FIELDPZL TYP. POINT IM LINE TYPICAL NOTE IP, IRON PIPE IRON ROD P POINT OF REVERSE CURVATURE OFCOMPOUNDCURVATURE1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF RACTICE SET FORTH BY THE FLORIDA BOARD OF C CONCRETE MWl1/ENT RAIL RADIALPOINT PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMWWWTTVE CODE PURSUANT TO SECTION 472.027. FLORIOA STATUES SE SETLR. 1/2' IR ./aLl 47% NJL RNON —RADIAL 2. UNLESS f711BOS5ED WITH SURVEYOR'S STCN47URE AND ORIGINAL RAISED SEAL. THIS SURVEY MAP OR COPIES ARE NOT VALtD. REC. RECOVERED W.P. VITNESS POINT 3. THIS SURVEY WAS PREPARED FROM TITLE tWORMATION FURNISHED TO THE SURKWR. THERE MAY BE OTHER RESTRICTIONS P, OB. POINT OF BEGINNING CALL. CALCULATED OR EASEMENTS THAT AFFECT THIS PROPERTY. PA. C. POINT OF COMMENCEMENT CENTERLINE PJLN FF. PERMANENT REFERENCE NO MEHT FLOOR ELEVATION 4. NO UNDERGROUND WPROVD01TS NAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. NLD NNAIL 6 DISK BUILDFINISHING BUILDING SETBACK LINE 3. THIS SURVEY IS PREPARED FOR THE SOLE BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTRY. R/ V RIGHT—OF—WAY ILK 81LBQlL/BIARK B. DBIENS70NS SHOWN FOR 711E LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED 7O RECONSTRUCT BOUNDARY 117JE5. ESMT. EASEMENT B.B. BASE BEARING MED 7. BFARINO% ARE 84SO ASSUDATUM AND ON THE LINE SHOWN AS BASE BEARING (B,B.) DRAIN, UTIL. DRAINAGEUTILITY 8. ELEVATIONS. IF SHOWN ARE BASED ON NATIONAL GEODETIC VEABGIL DATUM OF 1929, UNLESS OTHERWISE NOTED. CLFC. VIIFC. CHAINLINK FENCE VOUD FENCE P. CERTIFICATE OF AUTHORIZATION No. 4590. P.0 CONCRETEBLOCK SCALE F— I- 20' — DRAWN ETY: *** P.T. IF TIBK POPIT aESCRIPTT) CERTMBYI L1ATE... ORDER FAD. RAINLIS PLOT PLAN 08-]1-2017 3730-17 TM LTA w REVMED PLOT PLAN (IfOVED A/C) 09-19-2017 TADFF FORUMVID FOLIM4 /CLEM 11-29-17 5303-17 ce claRa aEArtDIO NORTH u , o„•b, n ioREVISEDT.OF. ELEWkTION ONLY 12-12-17 FINAL1LE 05- 31-2018 3533-18 AeoteAwn•xd..« w THIS DMOM\ PROPOW OOES NOT LIE wam THE MABl15HED 10D YEAR FLOOD PLANE AS FER iirW TOM X: GRLMNEYEIL ILL& / 4714 ZONE v MAP j 12117CO090 Or (09-28=07) 44A(ES W. SCOTT, R.LS / 4801 p° '6 l,{- * lyy Revision X Response to Comments 6{„ f. BY 0(} Permit # Project Address: "1 Uy Qy1 I 1V )' 1 . Contact: City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Submittal Date G/ I V [I & Ph: Ln - S-0-1-41) `NO Fax: Email: -1T1 d6d.J bl Z Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention General description of revision: ROUTING INFORMATION Approvals Building `aF S. w - I S Monta Consulting & Design of WMR and Associates, LLC Mayflower Center Phone (407) 681-1917 222 S. Westmonte Drive, Suite 100 Certificate of Authorization # 9177 Altamonte Springs, FL 32714 montaconsulting.com Structural Engineering, Truss Engineering, Third Party Inspection, Forensic Study, Project Management Residential Design and BIM Modeling for Homebuilders Park Square Homes Wyndham Preserve — Lot 144 (2078, Elev. B) Date: 05/09/18 Plan Revision: Flip Entry Door & Closet @ Bed. 2 ISSUE: Per client request, it was noticed that there was an A/C issue on second floor. The entry door and closet to Bedroom 2 needed to be flipped to make room for an A/C chase. RESPONSE: The second floor framing plan was adjusted accordingly to add an A/C chase @ Bedroom. 2. All changes have been clouded and labeled with a delta 4. Sheet(s) revised: 00, 03, 08, SC & S7B