Loading...
3896 Loon Ln 17-3308; NEW SFH013 COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100007 DATE: October 30, 2017 BUILDING APPLICATION #: 17-10000795 BUILDING PERMIT NUMBER: 17-10000795 30 a (jrylj UNIT ADDRESS: LOON LN 3896 17-20-31-502-0000-0950 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 V NELAND ROAD SUITE 200 ORLANDO FL 32811 LAND USE: WYNDHAM PRESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3896 LOON LANE / WYNDHAM PRESERVE LOT 95 SFR DETACHED 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 FIRE RESCUE Housing N/A 00 1.000 dwl unit 00 00 LIBRARY CO -WIDE ORD Single Family Housing 54.00 1.000 dwl unit 54.00 SCHOOLS Single Family CO -WIDE ORD Hou ing 5,000.00 1.000 dwl unit 5,000.00 PARKS N A 00 LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759.00 RECEIVED BY: `,JT C'78CSIGNATURE: PLEASE PRINT NAME) DATE: 3 ' NOTE TO RECEIVING SIGNATOR"APPLICANT: FAILURE TO NOTIFY OWNER AND ENSURE TIMELY PAYMENT MAY RESULT IN YOUR LIABILITY FOR THE FEE. *** DISTRIBUTION: 1-BLDG DEPT 3-APPLICANT co 2-FINANCE 4-LAND MANAGEMENT NOTE** t. PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLE COUNTY ROAD FIRE RESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, DAYS OF THE RECEIVING SIGNATURE DATE ABOVE BUT NOT LATER THAN CERTIFICATE OF OCCUPANCY OR OCCUPANCY. THS REQUEST FOR REVIEW MUST MEET THE REQUIREMENTS OF THE COUNTY LAND DEVELOPMENT CODE. COPIES OF RULES GOVERNING APPEALS MAY BE PICKED UP OR REQUESTED, FROM THE PLAN IMPLEMENTATION OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANFORD BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER 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 THIS STATEMENT IS NO LONGER VALID IF A BUILDING PERMIT IS NOT*** ISSUED WITHIN 60 CALENDAR DAYS OF THE RECEIVING SIGNATURE DATE ABOVE DETAIL OF CALCULATION AVAILABLE UPON REQUEST.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. 111111 illll lllll lllll IIIII 11111 till Itll GRANT MAI_UYr SEMINOLE COUNTY CLERK CIRCUIT COURT L COMPTROLLER 2'f, 9040 Ps 84; (1Pss ) CLERIC'S 4 7017126030 RECORDED 12/14/2017 08:03:54 AM RECORDING FEES $10.00 RECORDED BY hdevore THIS INSTRUMENT PREPARED BY: Name.. Michelle Brans Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 NOTICE OF COMMENCEMENT Permit Number. 17-3308 Parcel10 Number. 17-20-31-502-0000-0950 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 (his Notice of Commencement 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address If available) v. Lot 95 Wyndham Preserve Plat Book 811 Pages 93-102 31196 Loon Lane, Sanford FL 32771 2. GENERAL DESCRIPTION OF IMPROVEMENT: Constructlon of a new single family residence 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: Park Scivare Enterprises LLC 5200 Vineland Rd Suite 200 Orlando FL 32811 Interest In property. Fee Simple Fee Simple TIIIe Holder (if other than owner listed above) Name: Address: a. CONTRACTOR: Name: Park Square Homes Phone Number. 407-529-3000 Address: 5200 Vineland Road Suite 200 Orlando, Florida 32811 5. SURETY (It applicable, a copy of the payment bond Is attached): Name, WA Address: N/A Amount of Bond: N/A 6. LENDER: Naine. Fifth Third Bank Phone Number: Address: 5050 Kingsley Dr. MD: 1MOC3J Cincinnati, OH 45227 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents maybe served as provided by Section 713.13(1)(a)7., Florida Statutes. He", Phone Number: Address: 6. In addition, Owner designates to receive a copy of the Llenors Notice as provided In Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Dale of Notice of Commencement ('The expiration Is 1 year from data of recording unless a different date is spectBed) ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713. PART I, SECTION 713.13, FLORIDA STATUTES. AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. 4- O Vishaal Gupta. Executive Vice President tu0 wwwLout aO. esaL"%Ws (ftMNaveOWRmnAe59MMYGT OW") MamrueeoaoriG. awMa*wft=s a) t r-o I=( a Stateorcourtly or The foregoing Ins t r/yMont w1as acknowledged b/efRre m/e this If 7 day of D E e '. CM5C% 20 I % by tJ 1 3 r l% -AL— (.I 11 f / A Who Is personally known to moCl.-ORr' NOW d peon Md&e saeemmr who has produced Identification O type of Identification produced: r C UNA SALA GOEL AR154106MY COMMISSION p,14, 20io EXPIRES Demisa I fluloaNpt° m tit seaotes 24 23 V FEIVEr NOV 1 J 2017 r• - CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 11— 3 309 Documented Construction. Value: $ 3aoy8.W r a• 'Job Address: 3896 Loon Lane, Sanford 32771 Lot 95) Historic District: Yes No Parcel ID: 17-20-31-502-0000-0950 Residential ® Commercial Type of Work: New x Addition Alteration Repair Demo Change of Use Move Description of Work: Construction of new single family residence Plan Review Contact Person: Michelle Parkison Title: Permitting Manager Phone: 407-529-3135 Fax: Email: mparkison(&parksquarehomes.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 Name: Michael Thompson Street: PO Box 580937 Phone: 407-734-1450 Fax: City, St, Zip: Orlando, FL 32858 E-mail: dbec@engineer.com Bonding Company: Mortgage Lender: Q` Address: Address: X-_ 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 %j FINANCING, CONSULT WITH YOUR LENDER OR. AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF ..JJ`` 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 construcdon......rr:, in this jurisdiction. 1 understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 5" Edition (2014) Florida Building Code Revised- June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this 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 [CC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. NO ! Signature of Owner/Agent Date Vishaal Gupta Print Owner/Agent's Name Signature oPNota - I a Date ARUNA BALA GOEL MY COMMISSION #FF154106 EXPIR ecomber 14, 2018 Or h,,. O rs o Me or Pro uce ID Type of ID NO A Signature of Contractor/Agent Date Vishaal G Print Contractor s Name of Contractor/Agent is Produced ID ARUNA BALA GOEL MY COMMISSION #FF154106 EXPIRES Decomber 14, 2018 140.449e-Ot59FlorldeNoteN9aMoe.eom` Personally Known to Me or Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building® Electrical [2 Mechanical(A Plumbing[' Gas[-] Roof Construction Type: %4 Occupancy Use: tt73 Flood Zone: -St " PiTACKED Total Sq Ft of Bldg: 3c> 2 Min. Occupancy Load: t # of Stories: 2 New Construction: Electric - # of Amps ZginD Plumbing - # of Fixtures (9 Fire Sprinkler Permit: Yes[] No 0 # of Heads APPROVALS: ZONING 10 11 UTILITIES: COMMENTS: ENGINEERING: rAM 11-LM-1 FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 30. y'/a jevv omke- A I G-n Fire Alarm Permit: Yes No [3 WASTE WATER: BUILDING: - Sr I-s-tg Revised: June 30, 2015 Permit Application M`. CITY OF SANFORD i..... Ri.... BUILDING & FIRE PREVENTION Nov 2017 PERMIT APPLICATION f: - Application No: 11- 3308 Documented Construction Value: $ 125,000.00 Job Address: 3896 Loon Lane, Sanford 32771 (Lot 95) Historic District: Yes No Parcel ID: 17-20-31-502-0000-0950 Residential B 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 Phone:407-529-3135 Fax: Title: Permitting Manager Email: mparkison(ftarksguarehomes.com Property Owner Information Name Park Square Enterprises LLC Phone: 407-529-3000 Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Resident of property? : Contractor Information Name Park Square Homes/ Vishaal Gupta Street: 5200 Vineland Rd Suite 200 City, State Zip: Orlando, FL 32811 Name: Michael Thompson Street: PO Box 580937 No Phone: 407-529-3000 Fax: 407-529-3001 State License No.: CRC1330351 Architect/Engineer Information Phone: 407-734-1450 Fax: City, St, Zip: Orlando, FL 32858 E-mail: dbec@engineer.com 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 constructioninthisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 511 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. 6,-- / D l% Signature of Owner/Agent Date Vishaal Gupta Print Owner/Agent's Name Signature op" ota - to a Date AT ARUNA GALA GOEL i • MY COMMISSION #FF154106 EXPIRgS cember 14. 2018 oF'w O lis Iorl e o Me or Pro uce ID Type of ID Signature of Contractor/Agent Date Vishaal Gupta Print ContractoJ/Agent's Name of Contractor/Agent is rsona Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY ARUNA BALA GOEL MY COMMISSION #FF154106 EXPIRES Decomber 14, 201a Permits Required: Building Electrical Mechanical Plumbing Gas[] Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: Flood Zone: of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: 47h11-1r WASTE WATER: ENGINEERING: FIRE: COMMENTS: BUILDING: or Revised: June 30. 2015 Permit Application 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: 3896 Loon Lane Property Owner: Park Square Enterprises, LLC Parcel identification Number: 17-20-31-502-0000-0950 Phone Number: 407-529-3000 Email: The reason for the flood plain determination is: E 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) OFFICIAL USE ONLY Flood Zone: X Base Flood Elevation: N/A Datum: N/A FIRM Panel Number: 120294 0090 F Map Date: Sept. 28, 2007 The referenced Flood Insurance Rate Map indicates the following: The parcel is in the: floodplain floodway A portion of the parcel is in the: floodplain floodway The parcel is not in the: floodplain floodway The structure is in the: floodplain floodway The structure is not in the: floodplain floodway If the subject property is determined to be flood zone `A', the best available information used to determine the base flood elevation is: BP# 17-3308 Reviewed by: Michael Cash, CFM Date: November 21, 2017 Application for Paved Driveway, Sidewalk or WalkwayIncluding Right -of -Way Use & g 9 Y 87- 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 ffar .: sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the Rnen.naltibelow. size and location of the existing right—of-way and use shall be provided or application could be delayed. Callbetwelouat 1. Project Location/Address: 2. Proposed Activity: X Driveway Walkway Other: 3. Schedule of Work- Start Date 4. Brief Description of Work: Completion Date Construction of new driveway for new single family residence This application is submitted by: Emergency Repairs Signature: L. Print Name: Vishaal Gupta Address. 5200 Vineland Rd Suite 200 Orlando, FL 32811 Phone: (407) 529-3135 Fax: Email: mparkison@parksquarehomes.00m Date: / 7 Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of nghtof-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 read d understand the above statement and by signing this application I agree to its terms. Signature: Date: This permit shall be posted on the site during construction. Please call 407.688.5080 24 hours in advance to schedule a pre -pour inspection. Pre -pour Inspection by: Date: Application No: Reviewed: Public Works Utilities Approved: ' Engineering Site Inspected by: Special Permit Conditions: Official Use Only Fee: Date: Date: Date: Date: (''Z I •—ZD 17 Date: November 2015 ROW Use Odveway.pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: 1,16 y Z 4 2 I hereby name and appoint: David Mercer an agent of: Park Square Homes Name of Company) to be my lawful attorney -in -fact to act for me to apply for, receipt for, sign for and do all things necessary to this appointment for (check only one option): The specific permit and application f9r work located at: Street Address) 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 The foregoing instrument was acknowledged before me this day of /vim 20,V';L__, by Vishaal Gupta who is Ig(personally known to me or who has produced identification and who did (did not) take aryoath. Notary Seal) Sign 49 JA/A- &A Print or type name t ARUNA GALA GOEL Notary Public - State of L n,' -7MYCOMMISSION #FF154106 Commission No. EXPIRES 09COMbef 14. 201e My Commission Expires: i 407) 39e-0159 florldZINOtg Serl"'Com Rev. 08.12) as Page 1 of 1 THIS INSTRUMENT PREPARED BY AND UPON RECORDING, PLEASE RETURN TO: R. Travis Retz, Esq. GODBOLD. DOWNING, BILL & RENTZ, PA 222 W. Comstock Avenue, Suite 101 Winter Park, FL 32789 IIIIiI IIIII IIIII Illli IIIII IIIII IIII Ilil GRANT NALOYP SEMINOLE COUNTY CL'enl( OF CIRCUIT COURT h COMPTROLLER BY. 8965 F'9 B 144-1 i 7 (4F9 s ) CLERK'S t 2017073301 RECORDED 08/02/2017 09:40:53 AM DEED DOC TAX 425,116.00 RECORDING FEES 5.';5,tifi ECORDED BY hdavore SPACE ABOVE THIS LINE FOR RECORDING DATA) --- - — SPECIAL WARRANTY DEED THIS SPECIAL WARRANTY DEED is made and entered into as of the 2nd day of August, 2017, by and between BRISSON INVESTl1IENTS, 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/Pagel44 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 Print Name-y a-LE.eS c- (y) . 7cDee- Print Name: R. Travis Rentz STATE OF FLORIDA COUNTY OF ORANGE GRANTOR: BRISSON INVESTMENTS LLC, a Florida limited liability company By: (, W/ Ro rt tkiss AuthoilRepresentative The foregoing instrument was acknowledged before me this 2 7 -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 --produce& clidifilcation. aawuotaonsa rz s owia s:nnrtazmc eamnwwrnwmea w Notary Public, State ofM—nda Seal) Book8965/ Page145 CFN#2017078301 Page 2 of 4 http:// officialrecordsbv.seminoleclerk.org/BrowserView/ 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.seminolecierk.org/BrowserView/ 8/24/2017 Page 1 of 1 Exhibit "B" Permitted Exceptions 1. Annexation Ordinance recorded October 13, 2005 in Book 5950, Page 1143. 2. City of Sanford Development Order No. 12-20 recorded August 16, 2012 in Book 7835, Page 76; re -recorded October 5, 2012 in Book 7870, Page 613; and corrected and recorded September 11, 2014 in Book 8330, Page 60. 3. Cooperation Agreement between Serengeti Properties, LLC, a Florida limited liability company and Brisson Investments LLC, a Florida limited liability company, recorded October 31, 2012 in Book 7889, Page 598 and Amendment to Cooperation Agreement recorded October 26, 2016 in Official Records Book 8793, Page 289. 4. Provisions of Wyndham Preserve, recorded in Plat Book 81, Pages 93 through 102, inclusive. 5. - Declaration and Dedication of Avigation Easement and Related Covenant and Agreements recorded May 17, 2017 in Book 8916, Page 1019. 6. Declaration of Covenants, Conditions, Easements and Restrictions for Wyndham Preserve recorded July 5, 2017 in Book 8947, Page 158. 7. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 634 (as to Lot 112). 8. Notice of Commencement recorded July 12, 2017 in Book 8951, Page 635 (as to Lot 113). 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/Pagel47 CFN#2017078301 Page 4 of 4 http://officialrecordsbv.seminoleclerk.orgBrowserView/ 8/24/2017 REQUIRED INSPECTION SEQUENCE PARK SQUARE HOMES SFR-DETACHED Permit # I -I - 33og Address: SUR(. t-,J BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Pre our 20 Lintel / Tie Beam / Fill / Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 40 Roof Dry In 50 Frame 60 Insulation Rough In 70 Drywall / Sheetrock 40 70 Lath Inspection 50 1000 Final Roof 50 1000 Final Stucco / Siding 80 1000 Insulation Final 1000 Final Single Family Residence ELECTRICAL PERMIT Min Max Inspection Description 10 Underground Electric 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final INGTERMI.T Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot 095 Pembrooke A RHG - W Builder Name: One Stop Cooling and Heating OUILO Lc, Street: 3896 Loon Lane Permit Office: City of Sanford SgMFp,40City, State, Zip: Sanford , FL , 32771 Permit Number: # 1 7 _ 2 2 7 o11Owner: Park Square Homes Jurisdiction: 6 50 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) °q/ZTM1EN 1. New construction or existing New (From Plans) 9. Wall Types (2702.4 sqft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1280.70 ft2 b. Frame - Wood, Exterior R=11.0 1224.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 197.75 ft2 4. Number of Bedrooms 4 d. N/A R= ft2 10. Ceiling Types (1475.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1475.00 ft2 6. Conditioned floor area above grade (ft2) 2380 b. N/A R= ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(226.1 sqft.) Description Area a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 476 a. U-Factor: Dbl, U=0.55 149.67 ft2 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 48.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 41.0 SEER:16.00 c. U-Factor: Dbl, U=0.54 28.44 ft2 SHGC: SHGC=0.25 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A ft2 a. Electric Heat Pump 39.0 HSPF:9.00 SHGC: Area Weighted Average Overhang Depth: 3.932 ft. Area Weighted Average SHGC: 0.230 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (2380.0 sqft.) Insulation Area EF: 0.900 a. Slab -On -Grade Edge Insulation R=0.0 1334.00 ft2 b. Conservation features b. Floor Over Other Space R=0.0 905.00 ft2 None c. other (see details) R= 141.00 ft2 15. Credits Pstat Glass/Floor Area: 0.095 Total Proposed Modified Loads: 62.65 PASSTotalBaselineLoads: 68.89 1 hereby certify that the plans and specifications covered by Review of the plans and F-oHE Spgl, this calculation are in compliance with the Florida Energy specifications covered by this p• _ = FO Code. BO a n i. Digitally signed by BojanJ calculation indicates compliance v '= y ,,, = i<,.,,. f0tPaukowc r Date: 2017.11.0916.48:49PdUCOVIC ` with the Florida Energy Code. Before is i" fill, ;r.•°:ram°„ PREPARED BY: 05:00, construction completed a o DATE: this building will be inspected for s compliance with Section 553.908 a I hereby certify that this buildi g, a designed, is iX.itILDING rida Statutes. with the Florida Energy Code. OWNER/AGENT: OFFICIAL: DATE: DATE: Compliance req ires certificatio y tir it handler unit manufacturer that the air handler enclosure qualifies as certified factory-s ordance 1th 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. ' 11/9/2017 4:26 PM EnergyGaugeO USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Lot 095 Pembrooke A RHG - Bedrooms: 4 Address Type: Street Address Building Type: User Conditioned Area: 2380 Lot # 95 Owner: Park Square Homes Total Stories: 2 Block/SubDivision: Wynham Preserve of Units: 1 Worst Case: No PlatBook: Builder Name: One Stop Cooling and Heatin Rotate Angle: 225 Street: 3896 Loon Lane Permit Office: City of Sanford Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: Sanford , Family Type: Single-family FL, 32771 New/Existing: New (From Plans) Comment: CLIMATE IECC Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site Zone 97.5 % 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 Blockt 2380 21820.2 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 1 st Floor 1334 12406.2 Yes 1 1 1 Yes Yes Yes 2 2nd Floor 1046 9414 No 4 3 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor ___- ---_ 21 ft2 11 0.29 0 0.71 2 Floor over Garage 2nd Floor ---- -_-_ 120 ft2 11 0.29 0 0.71 3 Slab -On -Grade Edge Insulatio 1 st Floor 136 ft 0 1334 ft2 0.29 0 0.71 4 Floor Over Other Space 2nd Floor _--- ---- 905 ft2 0 0.29 0 0.71 ROOF Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Hip Composition shingles 1650 ft2 0 ft2 Dark 0.9 N 0.9 No 0 26.6 ATTIC Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1475 ft2 N N 11/9/2017 4:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Under Attic (Vented) 1 st Floor 30 Blown 1475 ft2 0.1 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below it t')mt Tn Wall Typo Space 1 NE=>W Exterior Frame - Wood 2nd Floor 11 40 0 9 0 360.0 ft2 0 0.25 0.8 0 2 NE=>W Exterior Concrete Block - Int Insul 1st Floor 4.1 20 0 9 5 188.3 ft2 0 0 0.8 0 3 SE=>N Exterior Frame - Wood 2nd Floor 11 28 0 9 0 252.0 ft2 0 0.25 0.8 0 4 SE->N Exterior Concrete Block - Int Insul 1 st Floor 4.1 38 6 9 5 362.5 ft2 0 0 0.8 0 5 SW=>E Exterior Frame - Wood 2nd Floor 11 40 0 9 0 360.0 ft2 0 0.25 0.8 0 6 SW=>E Exterior Concrete Block - Int Insul 1 st Floor 4.1 40 0 9 5 376.7 ft2 0 0 0.8 0 7 NW=>S Exterior Frame - Wood 2nd Floor 11 28 0 9 0 252.0 ft2 0 0.25 0.8 0 8 NW=>S Exterior Concrete Block - Int Insul 1 st Floor 4.1 37 6 9 5 353.1 ft2 0 0 0.8 0 9 S Garage Frame - Wood 1 st Floor 11 21 0 9 5 197.8 ft2 0 0.25 0.8 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 -=>S Wood 1st Floor None 39 2 8 6 8 17.8 ft2 2 NE=>W Insulated 1st Floor None 4 3 8 24 ft2 WINDOWS Orientation shown is the entered orientation => chan ed to As Built rotated 225 degrees). Wall Overhang v Omt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 NE=>W 1 Metal Low-E Double Yes 0.55 0.22 30.0 ft2 1 ft 2 in 0 ft 2 in Drapes/blinds None 2 NE=>W 1 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 1 112 in 0 ft 7 in Drapes/blinds None 3 NE=>W 2 Metal Low-E Double Yes 0.55 0.22 16.4 ft2 1 ft 2 in 10 ft 4 in Drapes/blinds None 4 NE=>W 2 Metal Low-E Double Yes 0.54 0.25 8.0 ft2 12 ft 4 in 1 ft 6 in Drapes/blinds None 5 SW=>E 5 Metal Low-E Double Yes 0.55 0.22 15.0 ft2 1 ft 2 in 0 ft 8 in Drapes/blinds None 6 SW=>E 5 Metal Low-E Double Yes 0.55 0.22 6.0 ft2 1 ft 2 in 0 ft 8 in Drapes/blinds None 7 SW=>E 5 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 2 in 0 ft 8 in Drapes/blinds None 8 SW=>E 6 Metal Low-E Double Yes 0.55 0.22 65.8 ft2 1 ft 2 in 0 ft 6 in Drapes/blinds None 9 NW=>S 8 Metal Low-E Double Yes 0.55 0.22 16.4 112 1 ft2 in 0 It 6 in Drapes/blinds None 10 NW=>S 8 Metal Low-E Double Yes 0.58 0.25 48.0 ft2 12 ft 4 in 0 ft 8 in None None 11 NW=>S 8 Metal Low-E Double Yes 0.54 0.25 4.4 ft2 1 ft 2 in 11 ft 0 in Drapes/blinds None 12 NE=>W 1 Metal Low-E Double Yes 0.54 0.25 4.0 ft2 1 ft 2 in 2 ft 4 in Drapes/blinds None 11/9/2017 4:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 3 of 5 FORM R405-2014 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation 1 418.2 112 418.2 ft2 47 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000291 1818.3 99.82 187.74 .2618 5 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:9 39 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 16 41 kBtu/hr 1230 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.9 50 gal 70 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft2 DUCTS v # Supply ---- Location R-Value Area Return ---- Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 476 ft2 2nd Floor 119 ft2 Prop. Leak Free 2nd Floor --- cfm 71.4 cfm 0.03 0.50 1 1 11/9/2017 4:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 4 of 5 PORM RAl'IR-PnIA TEMPERATURES Programable Thermostat-Y Ceiling Fans: Coolin jr j Jan Heatin[ Jan j( j Feb Feb j j Mar XJ Mar j A r Apr j j Ma (Xj May [ Jun Jun Xj Jul4 ] Jul jX Au j Au4 XJ Se j Sep [ j Oct Oct j Nov XJ Nov Dec Dec Venting[ ]Jan Feb X) Mar X) A r May [ Jun Jul Augt Se [X) Oct X] Nov Dec Thermostat Schedule: HERS 2006 Reference Hours Schedule Type 1 2 3 4 5 6 7 8 9 10 11 12 Cooling (WD) AM 78 78 78 78 78 78 78 78 80 80 80 80 PM 80 80 78 78 78 78 78 78 78 78 78 78 Cooling (WEH) AM 78 78 78 78 78 78 78 78 78 78 78 78 PM 78 78 78 78 78 78 78 78 78 78 78 78 Heating (WD) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 Heating (WEH) AM 66 66 66 66 66 68 68 68 68 68 68 68 PM 68 68 68 68 68 68 68 68 68 68 66 66 11/9/2017 4:26 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole Building Performance and Prescriptive Methods ADDRESS: 3896 Loon Lane Permit Number: Sanford , FL, 32771 MANDATORY REQUIREMENTS See individual code sections for full details. 0 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. 0 R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.1 through R402.4.4. O R402.4.1 Building thermal envelope. The building thermal envelope shall comply with Sections R402.4.1.1 and R402.4.1.2. The sealing methods between dissimilar materials shall allow for differential expansion and contraction. R402.4.1.1 Installation. The components of the building thermal envelope as listed in Table R402.4.1.1 shall be installed in accordance with the manufacturer's instructions and the criteria listed in Table 402.4.1.1, as applicable to the method of construction. Where required by the code official, an approved third party shall inspect all components and verify compliance. R402.4.1.2 Testing. The building or dwelling unit shall be tested and verified as having an air leakage rate of not exceeding 5 air changes per hour in Climate Zones 1 and 2, and 3 air changes per hour in Climate Zones 3 through 8. Testing shall be conducted with a blower door at a pressure of 0.2 inches w.g. (50 Pascals). Where required by the code official, testing shall be conducted by an approved third party. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. Testing shall be performed at any time after creation of all penetrations of the building thermal envelope. During testing: 1. Exterior windows and doors, fireplace and stove doors shall be closed, but not sealed, beyond the intended weatherstripping or other infiltration control measures; 2. Dampers including exhaust, intake, makeup air, backdraft and flue dampers shall be closed, but not sealed beyond intended infiltration control measures; 3. Interior doors, if installed at the time of the test, shall be open; 4. Exterior doors for continuous ventilation systems and heat recovery ventilators shall be closed and sealed; 5. Heating and cooling systems, if installed at the time of the test, shall be turned off; and 6. Supply and return registers, if installed at the time of the test, shall be fully open. O R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air leakage. Windows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or AAMA/WDMA/CSA 101/I.S.2/A440 by an accredited, independent laboratory and listed and labeled by the manufacturer. Exception: Site -built windows, skylights and doors. O R402.4.4 Recessed lighting. Recessed luminaires installed in the building thermal envelope shall be sealed to limit air leakage between conditioned and unconditioned spaces. All recessed luminaires shall be IC -rated and labeled as having an air leakage rate not more than 2.0 cfm (0.944 Us) when tested in accordance with ASTM E 283 at a 1.57 psf (75 Pa) pressure differential. All recessed luminaires shall be sealed with a gasket or caulk between the housing and the interior wall or ceiling covering. 0 R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. 0 R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 0 R403.2.2 Sealing (Mandatory)AII ducts, air handlers, and filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either an energy rater certified in accordance with Section 553.99, Florida Statutes, or as authorized by Florida -Statutes, to be "substantially leak free" by either of the following: 1. Post -construction test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. All register boots shall be taped or otherwise sealed during the test. 2. Rough -in test: Total leakage shall be less than or equal to 4 cfm (113 Umin) per 100 square feet (9.29 m2) of conditioned floor area when tested at a pressure differential of 0.1 inches w.g. (25Pa) across the system, including the manufacturer's air handler enclosure. All registers shall be taped or otherwise sealed during the test. If the air handler is not installed at the time of the test, total leakage shall be less than or equal to 3 cfm 85 Umin) per 100 square feet (9.29 m2) of conditioned floor area. Exceptions: The total leakage test is not required for ducts and air handlers located entirely within the building envelope. 2. Duct testing is not mandatory for buildings complying by Section R405 of this code. 11/9/2017 4:27 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 1 of 3 FORM R405.2014 MANDATORY REQUIREMENTS - (Continued) 0 R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. 0 R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 1050F (41 •C) or below 554F (134C) shall be insulated to a minimum of R-3., R403.3.1 Protection of piping insulation. 0 R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. 0 R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3 1/2 inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. 0 R403.4.4 Water heater efficiencies (Mandatory). 0 R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 1400F (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 bumer(s) of combustion types of service water heating systems to be turned off. 0 R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with atilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. 0 R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. 0 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. 11/9/2017 4:27 PM EnergyGauge® USA - FlaRes2014 - Section R405.4.1 Com Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. A variable capacity system sized for optimum performance during base load periods is utilized. p R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. p R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. O R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI 2 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. O RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights 0 R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 11/9/2017 4:27 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" = 91 The lower the EnergyPerformance Index, the more efficient the home. 1. New construction or existing 2. Single family or multiple family 3. Number of units, if multiple family 4. Number of Bedrooms 5. Is this a worst case? 6. Conditioned floor area (ft2) 7. Windows" Description a. U-Factor: Dbl, U-0.55 SHGC: SHGC=0.22 b. U-Factor: Dbl, U=0.58 SHGC: SHGC=0.25 c. U-Factor: Dbl, U=0.54 SHGC: SHGC=0.25 d. U-Factor: N/A SHGC: Area Weighted Average Overhang Depth: Area Weighted Average SHGC: 3896 Loon Lane, Sanford, FL, 32771 New (From Plans) 9. Wall Types Insulation Area Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1280.70 ft2 b. Frame - Wood, Exterior R=11.0 1224.00 ft2 1 c. Frame - Wood, Adjacent R=11.0 197.75 ft2 4 d. N/A R= ft2 10. Ceiling Types Insulation Area No a. Under Attic (Vented) R=30.0 1475.00 W 2380 b. N/A R= ft2 c. N/A R= ft2 Area 149.67 ft2 11. Ducts R ft2 a. Sup: Attic, Ret: 2nd Floor, AH: 2nd Floor 6 476 48.00 ft2 12. Cooling systems kBtu/hr Efficiency 28.44 ft2 a. Central Unit 41.0 SEER:16.00 ft2 3.932 ft. 0.230 8. Floor Types Insulation Area a. Slab -On -Grade Edge Insulation R=0.0 1334.00 ft2 b. Floor Over Other Space R=0.0 905.00 ft2 c. other (see details) R= 141.00 ft2 13. Heating systems a. Electric Heat Pump 14. Hot water systems a. Electric b. Conservation features None 15. Credits I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspe 0.1[pn. Otherwise, a new EPL Display Card will be completed based on installed Code c pli t res. Builder Signature: e: Address of New H me: j , ,, City/FL Zip: 3r kBtu/hr Efficiency 39.0 HSPF:9.00 Cap: 50 gallons EF: 0.9 Pstat of THE Sr9TF r A w' • C E WE Note: This is not a Building Energy Rating. If your Index is below 70, your home -.may qualify for energy efficient mortgage (EEM) incentives if you obtain a Florida EnergyGauge Rating. Contact the EnergyGauge Hotline at (321) 638-1492 or see the EnergyGauge web site at energygauge.com for information and a list of certified Raters. For information about the Florida Building Code, Energy Conservation, contact the Florida Building Commission's support staff. Label required by Section R303.1.3 of the Florida Building Code, Energy Conservation, if not DEFAULT. 11/9/2017 4:26 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 095 Pembrooke A RHG - W Builder Name: One Stop Cooling and Heating Street: 3896 Loon Lane Permit Office: City of Sanford City, State, Zip: Sanford , FL, 32771 Permit Number: Owner: Park Square Homes Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Corners and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim 'oists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside and cantilevered floors) of subfloor decking. The air barrier shall be installed at any exposed edge of insulation. Crawl space walls Where provided in lieu of floor insulation, insulation shall be permanently attached to the crawlspace walls. Exposed earth in unvented crawl spaces shall be covered with a Class I vapor retarder with overlapping joints taped. Shafts, penetrations Duct shafts, utility penetrations, and flue shaft openings to exterior or unconditioned space shall be sealed. Narrow cavities Batts in narrow cavities shall be cut to fit, or narrow cavities shall be filled by insulation that on installation readily conforms to the available cavity spaces Garage separation Air sealing shall be provided between the garage and conditioned spaces. Recessed lighting Recessed light fixtures installed in the building thermal envelope shall be air tight, IC rated, and sealed to the drywall. Plumbing and wiring Batt insulation shall be cut -neatly to fit around wiring and plumbing in exterior walls, or insulation that on installation readily conforms to available space shall extend behind piping and wiring. Shower/tub on exterior wall Exterior walls adjacent to showers and tubs shall be insulated and the air barrier installed separating them from the showers and tubs. Electrical/phone box on The air barrier shall be installed behind electrical or communication boxes or air sealed boxes shall be installed. HVAC register boots HVAC register boots that penetrate building thermal envelope shall be sealed to the sub -floor or drywall. Fireplace An air barrier shall be installed on fireplace walls. Fireplaces shall have gasketed doors 11 /9/2017 4:27 PM EnergyGauge® USA - FlaRes2014 Section R405.4.1 Compliant Software Page 1 of 1 wrightsoft• Project Summary Enure House One Stop Cooling and Heating 7225 Sardscove Ct. Sute 1, Winer Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629.9307 Web: www.OneStopCoolirg oom Licerse: CAC032444 Project Information For: Park Square Homes 3896 Loon Lane, Sanford, FL 32771 Notes: Job: Lot 095 Pembrooke A RHG... Date: 08/07/2017 By. RUMC/L1M Plan: RHG Design Information Weather: Orlando Intl AP, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 92 OF Inside db 70 OF Inside db 75 OF Design TD 28 OF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 47 grAb Heating Summary Sensible Cooling Equipment Load Sizing Structure 22290 Bbuh Structure 18369 Btuh Ducts 2896 Btuh Ducts 9051 Bb.lh Central vent (0 dm) 0 Btuh Central vent (0 cfim) 0 Bluh none) none) Humidification 0 Btuh Blower 0 Btuh Piping 0 Btuh Equipment load 25186 Btuh Use manufacturers data n Ratelswing multiplier 0.97 Infiltration Equipment sensible load 26707 Btuh Method Simplified Latent Cooling Equipment Load Sizing Construction quality Average Fireplaces 0 Structure 3463 Btuh Ducts 2000 Btuh Central vent (0 cfm) 0 Btuh Heating CooIfn none) 5463 BtuhArea (ft2) 2373 2373 Equipment latent load Volume (1`13) 21881 21881 Air chargesfiour 0.41 0.21 Equipment Total Load (Sen+Lat) Req. 0.75 SHR 32170 3.0 Btuh tonEquiv. AVF (cfm) 150 77 total capacity at Heating Equipment Summary Cooling Equipment Summary Make Trane Make Trane Trade TRANE Trade TRANE Model 4TWR6042H1 Cond 4TWR6042H1 AHRI ref 7563302 Coil TEM6AOC42H41++TDR AHRI ref 7563302 Efficiency 9 HSPF Efficiency 13.0 EER,16 SEER Heating input Sensible cooling 30750 Btuh Heating output 39000 Btuh @ 47°F Latent cooling 10250 Btuh Temperature rise 0 °F Total cooling 41000 Btuh Actual air flow 0 cfm Actual air flow 1367 cfm Air flow factor 0 cfm/Btuh Air flow factor 0.050 cfmBtuh Static pressure 0.50 in H2O Static pressure 0.50 in H2O Space thermostat Load sensible heat ratio 0.83 Capacity balance point = 30 OF Backup: Input = 7 kW, Output = 22369 Btuh,100 AFUE Calculations approved byACCAto meet all requirements of Manual J 8th Ed. wrightsoft- 2017-Nov-0915S6S3nRight-Srite®Unversa12018180.04 RSU16877 Page 1 loop\TEMP PRIN%ot 095 Pembrooke A RHG - W np Calc = MA Horse laces: W wrightsoft• Right-JO Worksheet Job: Entire House Date: One Stop Cooling and Heating kn: 7225 Sardscove 0. Sule 1. Wirter Park FL 32792 Phore. (407) 629.6920 Fax. (407) 629 - 9307 Web. wwwOreStopCoolirg.com Uoerce. CAC032444 Lot 095 Pembrooke A RHG - W 08/07/201 7 RHGC/LM 1 Room name Entire House BEDS 2 EVosed well 272.0 n 25.5 ft 3 Room height 92 11 d 9.0 fl heatkool 4 5 Room dimensions Room area 23733 W 1 A x 1545 11 154.5 fF Ty Congruction U-value Cr HTM Area (1F) Load Area (fF) Load number BWhW-°) Btuh" a perimeter M Btuh) or perimeter (11) BRth) Heat Cool Gross N/P/S Heat Cool Gross NIPS Heat Cool 6 r 128-09N 4A5.2ob 0.097 0.550 ne ne 2.69 1523 2.76 21,82 360 6 350 0 940 91 966 131 0 0 0 0 0 0 0 0ICa 485-2fb 0540 ne 14.95 2328 4 0 58 91 0 0 0 0 y/ 13A-40rs 0'143 ne 3.96 2,81 376 311 1230 873 0 0 0 0 11 4A5-2ob 05W ne 1523 2.1.82 65 0 996 1426 0 0 0 0 W 128-096v 0.097 se 2.69 2.76 252 252 677 696 0 0 0 0 13A-40cs 4A5.2ob 0.143 0550 se se 3.96 1523 2,81 21.16 353 16 284 2 1124 249 798 346 0 0 0 0 0 0 0 0 4A5.2obd 485.21b, 0580 0S40 se se 16.06 1425 1556 18.72 48 4 48 2 771 65 747 81 0 0 0 0 0 0 0 0 Iql 128-09w 4A5.2ob 485.21b 0.097 0.550 0540 sw s+v sw 2.69 1523 1.4.95 2.76 21.09 20.49 360 30 12 318 4 4 854 457 179 878 633 246 113 15 0 98 2 0 262 228 0 269 316 0lF----GG 13A•4005 tOD-b 0.143 05W sw 9w 3.96 1523 2.81 9.16 188 24 140 24 553 366 393 220 0 0 0 0 0 0 0 0 4A5.2ob 0550 aN 1523 21.16 16 2 249 346 0 0 0 0 485-21b 12B-0sw 0540 0.097 sw nw 1495 2.69 13.35 2.76 8 252 8 237 120 637 107 654 0 117 0 117 0 314 0 323y/ L 4A5.2ob 13A-40rs 12C-09w 11 DO 168.30ad 05W 0.143 0.091 03M 0.032 nw nw n 1523 3.96 252 10.80 0E9 21.82 2,81 1.45 12.04 1.74 15 362 197 19 1434 0 362 179 19 1434 228 1433 450 202 1271 327 1017 260 225 2495 0 0 0 0 155 0 0 0 0 155 0 0 0 0 137 0 0 0 0 269 G W P LD C F 19A4bscp 0295 3.07 127 21 21 64 41 0 0 0 0 F 19C-19csoa _ 0.049 OA7 030 93 93 44 28 0 0 0 0 F 22A-ipm 1.180 32.68 0.00 1320 136 4444 0 0 0 0 0 6 c) AED excursion 0 33 Envelope bsstan 17752 14024 942 1210 12 a) Infiltration 4537 1495 416 137 b) Room ventilation 0 0 0 0 13 Internal gains: Om parm @ 230 5 1150 1 230 Appliancesotlw 1700 0 Subtotal (lines 6to 13) 22290 18369 1358 1577 Lessextemal bad 0 0 0 0 Lesstran4er._ .. _ 0 0 0 0 Redisiribubon 0 0 2 3 14 Subtotal 22290 18369 1359 1580 15 Dud loads 130/ 49% 2896 9051 11% 450/ 145 705 Total room bad 25186 27420 1505 2285 Air required (dm) 0 1367 0 114 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. wr`gtitsoTt- Righ1•Sute®Uriversa12017-Nov091556532018180.04RSU16877Page1loop\ TEMP PRINT\Lot 095 PembrookeA RHG - W np Calc = MJS house faces: W I wrightsoft* Right-JO Worksheet Job: Entire House Date: One Stop Cooling and Heating Pir^: 7225 Sardsoove CL Sute 1, Wirter Park FL 32792 Mrs: (407) 629 - 6920 Fax: (407) 629.9307 Web wwwOreStopCoolirg.com Ucerse. CAC032444 Lot 095 Pembrooke A RHG - W o8i07/2017 RHGC/LM 1 Room name MWIC MTOI 2 115 A 0 3 R gto 9.0 8 heattool 9A ff heatbod 4 5 Room dmensons Room area 1 A x 69B ft 69.8 F 45 x 3.0 h 135 fF Ty Cr HTM Area fF) Load number Blump- 9 BWtMM o orperimeter (R) Bwh) orperimeew (R) Bluh) Heat cod Gross WP6 Heat Cod Gross NtP/S Heat cod 6 1284) sw 4A5.2ob 485.21b 0.097 0550 0540 ne ne ne 2. 69 1523 14SS 2. 76 21,82 2328 104 0 0 104 0 0 278 0 0 286 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vj/ I-- G 11 13A-40cs 4A5-2ob 0.143 0550 ne ne 3. 96 1523 2, 81 21,82 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 W_ 128- 09w 4A5.2ob 0.097 0.143 0550 se se se 2. 69 3.96 1523 2- 76 2b1 21. 16 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 TE 13A-40cs 4A5.2obd 4135.211b 0580 0540 se se 16. 06 14.95 1556 18. 72 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F-- f 12B-0sw 4A5.2ob 4B5-2b 0.097 0.550 0540 sw sw sw 2. 69 1523 14. 95 2.76 21.09 20.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 I iTE 13A- 4ocs 10D-b 0143 05W sw sw 3. 96 1523 2. 81 9.16 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 4A5. 2ob 485.21b 12&09w 0.550 0540 0. 097 sw sw rtw 1523 14. 95 2.69 21.16 13,35 2.76 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 0 0 1 Y- 0 4A5.2ob 13A-4ocs 12C-096v 11DO 16B- 30ad 0550 0. 143 0.091 0.3W 0.032 nw nw n 1523 3. 96 252 10, 80 0.89 21.82 221 1. 45 12.04 1.74 0 0 0 0 70 0 0 0 0 70 0 0 0 0 62 0 0 0 0 121 0 0 0 0 14 0 0 0 0 14 0 0 0 0 12 0 0 0 0 23 W P LO c F F 19A4bscp 19C- 19a= 0295 0. 049 3.07 047 1. 97 0.30 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F 22A- tpm 1.180 32.68 0.00 0 0_ 0 0 0 0 0 0 6 c) AED ex arson 24 1 Envelope loss/ gain 340 383 12 22 12 a) Infittrafion 188 62 0 0 b) Room veafilaWn 0 0 0 0 13 Internalons: 0014Mrt5@ 230 0 0 0 0 Applianoesrother 0 0 Subblal (lines 6 Io 13) 527 445 12 22 Lessextemal bad 0 0 0 0 Lesstranslar 0 0 0 0 Redistribution 15 28 7 13 14 Subtotal 543 473 19 35 15 Dud loads 11% 45°/ 58 211 11% 459/ 2 16 Total room bad I 601 1 68421 51 Air required ( dm) 0 34 1 1 0 3 Calculations approved bvACCAto meet all requirements of Manual J 8th Ed. f} wr` gf tsoft- 2017-Nov-091536:53 RigN-SU" Unversal 201818 004 RSU16877 Page 2 loop\TEMPPRIM\ Lot095PembrookeARHG-Wttp Calc-MJ8 Housefaces: W I wrighttsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 095 Pembrooke A RHG - W Date: 08/07/2017 8 Y RINVLM Ptan: RHG 7225 Sardscove Ct. suite 1, W irter Park FL 32792 Phone. (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCootirg corn License CA0032444 1 Room name WBTH 2 Enxsedwell 165 fl 0 8 3 Room height 9.0 fl heaV000l 9A ff heaVbool 4 5 Room dmensons Room area 1.0 x 78.0 ft 78.0 (F 3.0 x 5.0 fl 15.0 R Ty Construction U•value or HTM Area #F) Load Area (fF) Load number 8G1wn I or perimeter (I) BG1h) or perimeter (f) Bluh) Heat Cod Gross N/P/S Heat Cool Crass WP/S Heat Cool 6 Vj/ 12B-0sw 0.097 ne 2.69 276 54 50 135 138 0 0 0 0 4A5-20b 05W ne 1523 21,82 0 0 0 0 0 0 0 02485.21b 0.540 ne 14.95 2328 4 0 58 91 0 0 0 0 Wl 13A•40cs 0.143 ne 3.96 2B1 0 0 0 0 0 0 0 0 1.1 I--G 4F5.20b OS50 ne 1523 21.82 0 0 0 0 0 0 0 0 W 12B-Os6v 0.097 se 2B9 276 95 95 254 261 0 0 0 0 s 0143 se 3.96 2B1 0 0 0 0 0 0 0 0 4A5.20b 0.5W se 1523 21.16 0 O 0 0 0 0 0 0TE 13A•40 4A5.2obd 0S80 se 16.06 15.56 0 0 0 0 0 0 0 0 4135.21b 0.540 se 14.95 1872 0 0 0 0 0 0 0 0 126.Osw 0.097 SIN2,69 2.76 0 0 0 0 0 0 0 0 4A5-20b 0.550 sw 1523 21.09 0 0 0 0 0 0 0 0C24135-21b 0S40 sAr 14.95 2D.49 0 0 0 0 0 0 0 0 13A-40cs 0.143 sw 3.96 2,81 0 0 0 0 0 0 0 0 1OD-b 0.5W sw 1523 9.16 0 0 0 0 0 0 0 0 4A5.2ob 0.5W sw 1523 21.16 0 0 0 0 0 0 0 0 485.21b 0.540 sw 14.95 13.35 0 0 0 0 0 0 0 0 yl t--6 12B-09N 0.097 r1w 2.69 2.76 0 0 0 0 0 0 0 0 4A5.2ob 0,550 nw 1523 21,82 0 0 0 0 0 0 0 0 W 13A-4ocs 0.143 nw 3.96 2B1 0 0 0 0 0 0 0 0 P L-D c 12C-09N 11 DO 168.30ad 0.091 0390 0.032 n 252 1080 029 1.45 12.04 1.74 0 0 78 0 0 78 0 0 69 0 0 136 0 0 15 0 0 15 0 0 13 0 0 26 F 19A•0bscp 0295 3.07 1.97 0 0 0 0 0 0 0 0 F 19C•19cscp 0.049 OA7 030 0 0 0 0 0 0 0_ 0 F 22A-Ipm 1.180 32.68 0.00 0 0 0 0 0 0 0 0 6 c) AED exo rslon 37 1 Envelope losstgain 516 589 13 25 12 a) Infiltration 269 89 0 0 b) Room ventlation 0 0 0 0 13 Internal gains 0=4MVtsca 230 0 0 0 0 AppliancesWw 0 0 Subtotal Pines 6ID 13) 785 678 13 25 Less extemalload 0 0 0 0 Lesstran9er, 0 0 0 0 Redistribution 0 0 13 25 14 Subtotal 785 678 0 0 15 1 ud loads I 11%, 45% 84 302 11% 45°/ 0 0 Total room load 869 980 0 0 Air required (dm) 0 49 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 44- 2017-Nov-0915:5653 Wghl-Sute®Uriversal 201818.0.04 RSW6877 Page 3 Jwp\TEMP PRINi1Lol095 PembrookeA RHG - W.np Calc - M18 Hose faces: W wrightsoft* Right-JO Worksheet Job: Lot 095 Pembrooke ARHG - W Entire House Date: 08/07/2017 B y. RI/MC/LM One Stop Cooling and Heating Pfan: RHG 7225 Sardscove CL Suite 1, W uter Park R. 32792 Ptor a (407) 629.6920 Fax. (407) 629.9307 Web: wwwOr eStopCootirg com Lioerse CA0032444 1 Room name BTH3 BED4 2 Exposed wall 10.0 ft 255 ft 3 Room height 9A 8 heaftol 9.0 ft heattool 4 5 Room dmensom Room area 1 A x 635 ft 635 fR 1.0 x 1545 h 1545 fR Ty Cortwucbon U-value Or HTM Area (fl2) Load Area (fF) Load number Btutvl -9 BUh" or perimeter (ft) BWh) or perimeter (f) Btuh) Heat Cool Gross NIPS Heat Cool Grass N/P/S Heat Cod 6 1pl 128.09w 0.097 ne 2B9 2.76 90 84 226 232 113 113 302 311 4A5.20b 0550 ne 1523 21.82 6 0 91 131 0 0 0 0 G 485.21b O.540 ne 14.95 2328 0 0 0 0 0 0 0 0 y/ 13A-4oa 0.143 ne 3.96 2.81 0 0 0 0 0 0 0 0 11 L-G 4A5.20b 0550 ne 1523 21,82 0 0 0 0 0 0 0 0 W 128.09w 0.097 se 2.69 Z76 0 0_ 0 0 0 0 0 0 13A-40s 0.143 se 3.96 2.81 0 0 0 0 0 0 0 0 4A5.2ob 0550 se 1523 21.16 0 0 0 0 0 0 0 0 4A5.2obd 0580 se 16.06 1556 0 0 0 0 0 0 0 0 485-21b 0540 se 14.95 18.72 0 0 0 0 0 0 0 0 12B419w 0.097 sw 2.69 2.76 0 0 0 0 0 0 0 0 4A5.20b 0550 sw 1523 21.09 0 0 0 0 0 0 0 0 485.2Ib 0.540 sw 1425 20.49 0 0 0 0 0 0 0 0 0.143 sw 3.96 2,81 0 0 0 0 0 0 0 0 10D-b 0550 sw 1523 9.16 0 0 0 0 0 0 0 0TE 13A-40cs 4A5.20b 0550 sw 1523 21.16 0 0 0 0 0 0 0 0 4B5.21b _ 0540 sw 14,95 13.35 0 0 0_. 0 0 0 0 0 y/ t-G 12B-09w 0.097 nw 2.69 2.76 0 0 0 0 117 102 274 282 4A5-2ob OSW nw 1523 21.82 0 0 0 0 15 0 228 327 W P L-D C 13A-40s 12C-Osw 11 DO 1613-30ad 0.143 0.091 0" 0.032 nw n 3.96 252 10.80 0.89 2b1 1.45 12.04 1.74 0 0 0 64 0 0 0 64 0 0 0__ 56 0 0 0 110 0 0 0 155 0 0 0 155 0 0 0 137 0 0 0 269 F 19A-Obscp 0295 3.07 1.97 0 0_ 0 0 0 0 0 0 F 19C-19= 0.049 OA7 0.30 0 0 0 0 0 0 0 F 22A-tpm 1.180 3268 0.00 0 0 0 0_ 0 0 0 0 0 6 c) AED excursion 27 42 Envelope loss/gain 373 446 942 1230 12 a) hfiltralon 163 54 416 137 b) Room veMlabon 0 0 0 0 13 hlerrWgains: Omipanls@ 230 0 0 1 230 Applianoesbtto 0 0 Subtotal (Imes 6 b 13) 536 500 1358 1597 Lessemmal bad 0 0 0 0 Less trarder 0 0 0 0 Redisittkon ' 13 24 2 3 14 Subtotal 549 524 1359 1601 15 Dud loads 1 11% 459/ 59 234 11% 45°/ 145 714 Total room load I 1 608 758 1505 2314 Air required (dm) 0 38 0 115 Calculations approved bvACCAto meet all requirements of Manual J 8M Ed. wvrl2017-Nov-09155653 AtSk Rigm-Sute®Uriversal201818 0.04 RSU16877 Page 4 Ioop1TEMP PRINi1Lot095 PembrookeA RHG - W.np Calc-MA House faces, W wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 095 Pembrooke ARHG - W Date: 08/07/2017 By. RI/MC/LM Plan: RHG 7225 Sardscove CL Sine 1, W irter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOneStopCoolirg com Lrcerse CA0032444 1 Room name STR2 WED 2 Enmed wall 0 It 32D 4 3 Room height 9A It heatbod 9.0 It heatbool 4 5 Room dimensions Room area 85 x 95 fb 80A fF 1.0 x 206.8 fl 206B fF Ty Construction number U-value BWh41 o Or HTM Area (fF) or perimeter (fl) Load f3Wh) Area (fF) or perimeter (fl) Load Btuh) Heat Cool Gross NIPS Heat Cool Cross N/P/S Heat Cool 6 I--fi I--C 128.09w 4A5-2ob 485-211b 0.097 0.550 0.540 ne ne ne 2.69 1523 14.95 2.76 21,82 2328 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 l I-611 13A-4oa 4A5.2ob 0.143 0.5W ne ne 3.96 1523 2.81 21,82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W Vyjl 12B-09w 13A-40s 0.097 0.143 se se 2.69 3.96 2.76 2.81 0 0 0 0 0 0 0 0 158 0 158 0 423 0 435 0 G 4A5.2ob 0.550 se 1523 21.16 0 0 0 0 0 0 0 0 4A5.2obd 485.21b 0.580 0.540 se se 16.06 14.95 1556 18.72 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 Vpl 12B-09w 4A5.2ob 48S2fb 0.097 0.550 0540 sw 9N sN 2.69 1523 1495 2.76 21.09 20.49 0 0 0 0 0 0 0 0 0 0 0 0 113 15 4 94 2 1 251 228 60 258 316 82 H-C C 13A-4os 0.143 sw 3.96 2.81 0 0 0 0 0 0 0 0 GT 10D•b 0550 sw 1523 9.16 0 0 0 0 0 0 0 0 4A5.2ob 0.550 sw 1523 21.16 0 0 0 0 0 0 0 0GG485.21b 12B-09w 0540 0.097 9w rwv 14.95 2.69 13.35 2.76 0 0 0 0 0_ 0 0 0 0 18 0. 18 0 48 0 50 4A5.2ob 13A-40s 12C-09w 11 DO 168-30ad 05W 0.143 0.091 0.390 0.032 rtw nw n. 1523 396 252 10.80 029 21,82 221 1.45 12.04 1.74 0 0 0 0 81 0 0 0 0 81 0 0 0 0 72 0 0 0 0_ 140 0 0 0 0 207 0 0 0 0 207 0 0 0 0 183 0 0 0 0 360 W P LD C F 19A-Obscp 0295 3.07 1.97 0 0 0 0 0 0 0 0 F 19C.19cscp 0.049 OA7 0.30 0 0 0 0 63 63 30 19 F 22A-Ipm 1.180 32.68 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 7 34 Enoelope low/gain 72 133 1224 1553 12 a) Infiltration 0 0 522 172 b) Room ventilation 0 0 0 0 13 Internal gains: Oavpants@ 230 0 0 2 4W Aoianoes/other 0 0 Subtotal (Imes 6 to 13) 72 133 1746 2185 Less extemalload 0 0 0 0 Less transfer 0 0 0 0 Redistribution 72 133 12 21 14 Subtotal 0 0 1757 2207 15 Duct loads I 11%u 45°/ 0 0 11% 459/ 188 984 Total room load 0 0 1945 3191 Air required (dm) 0 0 1 1 0 159 Calailabons approved byACCA to meet all requirements of Manual J 8th Ed. wrlgf+tsoft- 2017-Nov-0915S6:53 A -, Rgtt-Sdte®Uriversal201818.0.04RSU16877 Page 14op\TEMP PRINT\Lot 095 Perrbrooke A RHG - W «p Calc a MA house faces, W wrighttsoft' Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 095 Pernbrooke A RHG - W Date: 08/07/2017 Byy.' RI/MC/LM Ptan: RHG 7225 Sardscove CL Sute 1, W irter Pant R. 32792 Phore: (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOneStopCoolirg com Licerse: CAC032444 1 Room name GAWE LDRY 2 F-lposed well 15.0 4 55 fi 3 Room height 9A It heatbool 9A it heatbool 4 5 Room dmensons Room area 1.0 x 2108 tl 210B ft= 13.0 x 55 f> 715 W Ty CoroucDon U-value Or HTM Area (1) Load Area (I2) Load number Ehjh ) or perimeter (0) 8tuh) or perimeter (Q) BWh) Heat Cod Grass NWP/S Heat Cool Gross N /P/S Heat Cool 6 C 12B-09w 0.097 ne 2.69 276 0 0 0 0 0 0 0 0 4A5-2ob 0550 ne 1523 21.82 0 0 0 0 0 0 0 0 485-21b 0540 ne 14,95 2328 0 0 0_ 0 0 0 0 0 13A-flocs 0.143 ne 3.96 2.81 0 0 0 0 0 0 0 0 1.1 I--G 4A5.2ob OS50 ne 1523 21.82 0 0 0 0 0 0 0 0 W 12B-09w 0.097 se 2B9 276 0 0 0 0 0 0 0 0 0.143 se 3.96 2AI 0 0 0 0 0 0 0 0 4A5.2ob 0550 se 1523 21.16 0 0 0 0 0 0 0 0TE 13A-40os 4A5.2obd 0.580 se 16.06 1556 0 0 0 0 0 0 0 0 485.21b 0540 se 14.95 18.72 0 0 0 0 0 0 0 0 1q/ I--C 12B-09w 4A5-2ob 0.097 05W sw sw 2.69 1523 2'76 21.09 135 0 127 0 341 0 351 0 0 0 0 0 0 0 0 0 G 485-21b 0.540 sw 14.95 20A9 8 3 120 164 0 0 0 0 13A-40s 0.143 sw 3.96 281 0 0 0 0 0 0 0 0 1OD-b 05W SIN 1523 9.16 0 0 0 0 0 0 0 0GT4AS-2ob 05W sw 1523 21.16 0 0 0 0 0 0 0 0 485-21b 0540 sw 14.95 13.35 0 0 0 0 0 0 0 0GG 12B-O%N 0.097 rnu 2.69 2.76 0 0 0 0 0 0 0 0 4A5-2ob 05W r w 1523 21.82 0 0 0 0 0 0 0 0 W P LO C 13AAots 12C-09N 11 DO 16B-30ad 0.143 0.091 03M 0.032 nw n 3.96 252 10.80 0.89 2,81 1.45 1204 1.74 0 0 0 211 0 0 0 211 0 0 0 187 0 0 0 367 52 0 0 0 52 0 0 0 205 0 0 0 145 0 0 0 F 19A4bscp 0295 307 1.97 21 21 64 41 0 0 0 0 F 19c-19csp 0.049 0.47 030 30 30 14 9 0 0 0 0 F _ 22A-4xn 1.180 32.68 0.00 0 0 0 0 72 6 180 0 6 c) AED excursion 12 35 Emoelope loss/gan 726 944 384 111 12 a) Infiltration 245 81 94 31 b) Room venhlatlon 0 0 0 0 13 hwrkdgains: Oovparlls@ 230 0 0 0 0 Appliarxesbitw 0 500 Subtotal (Imes 6 b 13) 971 1025 478 642 Less eAernW load 0 0 0 0 Less transter_ R5 b ... ........_. _ .. _.._..__ . 40 75 240 170 14 Subtotal 1011 1100 720 818 15 Duct loads I Il%j 451/o 108 491 14% 530/ 102 434 Toalroom bad I I 1 1119 1590 821 1252 Air required (dm) 0 79 1 0 62 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrJgh12o4 2017-Nov-09155653 Ngtr-Sti1e9Uriversa12018180.04RSU16877 Page loop\TEMP PRINTV-ot 095 Pembrooke A RHG - W np Calc - MJB Fbu:e faces W wrighttsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 095 Pettlbrooke A RHG - W Data: 08/07/2017 By. RI/MC/LM Plan: RHG 7225 Sardscove Cl Suite 1, Wirter Park R. 32792 Ptvre: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOreStopCoolirg com Ucerse: CAC032444 1 Room name FLEX BED2 2 Exq>osed vM 28D It 315 ft 3 Room heigto 9A ft heatbool 9A ft heavbool 4 5 Room dimensions Room area 13.0 x 12D ft 156.0 fF 12.5 x 19.0 ft 2375 If Ty Construcsion U-value Or HTM Area (f) Load Area (I) Load number Bluw-q Bluw or perimeter (ft) Bluh) or perimeter (ft) Btuh) Heat Cod Gross NIPS Heat Cool Gross NAS Heat Cod 6% I--G 12B-09w 0.097 ne 2.69 2.76 0 0 0 0 0 0 0 0 4A5.2ob 0.550 ne 1523 21.82 0 0 0 0 0 0 0 0 G 485-21b 0.540 ne 1495 2328 0_ 0 0 0 0 0 0 0 1q! 13A flocs 0.143 ne 3.96 2.81 0 0 0 0 118 118 465 330 11 I--G 4A52ob 05W ne 1523 21,82 0 0 0 0 0 0 0 0 W 128-09w 0.097 se 2.69 2.76 0 0 0 0 0 0 0 0 VVjI! 13A-40cs 0.143 se 3.96 2,81 28 28 112 79 179 162 643 456 G4A5.20b OS50 se 1523 21.16 0 0 0 0 16 2 249 346 4A5.2obd 0580 se 16A6 1556 0 0 0 0 0 0 0 0 1_GG 485.21b 0.540 se 1495 18.72 0 0 0 0 0 0 0 0 1p1 12B•O9w 0.097 9w 2.69 2.76 0 0 0 0 0 0 0 0 4A5-2ob 0550 swv 1523 21.09 0 0 0 0 0 0 0 0 l-CC 485.2tb 0540 9w 1495 20.49 0 0 0 0 0 0 0 0 13A-40cs 0.143 sN 396 281 122 106 419 298 0 0 0 0 10D-b 0550 9+v 1523 9.16 0 0 0 0 0 0 0 0 4A5.20b 0550 SN 1523 21.16 16 2 249 346 0 0 0 0 485-211b 0540 sw 14.95 13.35 0 0 0 0 0 0 0 0 ILG12B-09w 0.097 nw 2.69 2.76 0 0 0 0 0 0 0 0 4A5-2ob 05W r1w 1523 21.82 0 0 0 0 0 0 0 0 W 13A-400s 0143 nw 396 2.81 113 113 447 317 0 0 0 0 P L-D 12C-Osw 0.091 252 1.45 0 0 0 0 0 0 0 0 11 DO 16B-30ad 0.390 0.032 n 10.80 0.89 12.04 1.74 0 0 0 0 0 0 0 0 0 38 0 38 0 33 0 65C F 19A-0b11cp 0295 3.07 1.97 0 0- 0 0 0 0 0 0 F 19C-19s= 0.049 OA7 0.30 0 0 0 0 0 0 0 0 F 22A•Iprn 1.180 32.68 0.00 156 28 915 0 238 32 1029 0 6 c) AED excursion 60 20 Envelope lossl/gain 2141 1099 2419 1217 12 a) InAltrauon 477 157 537 177 b) Room venblabon 0 0 0 0 13 Iroemalgains Omxpantss@ 230 0 0 1 230 Appliances lher 0 0 Subtotal Pines 6lo 13) 2619 1257 2956 1624 Lesse)4emal bad 0 0 0 0 Lesstransfer 0 0 0 0 Redisorib tMon 395 289 110 80 14 Subblal 3014 1545 3066 1704 15 Dud loads 1 141/0 57/61 426 820 1411 M. 433 4 Total room load 3439 2365 1 3499 2608 Air required (dm) 0 118 0 130 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. r}+- wrgfrrtsoft- 2017-Nov-09155653 I A .-- I--.-,-- Rigit-Sui"L riversal 201818 0 04 RSU16877 Page 7 ktoMTEMP PRINTLol095 PembrookeA RHG - W np Calc = MJB House tares- W wrightsoft Right-JO Worksheet Entire House One Stop Cooling and Heating Jab: Lot 095 Pernbrooke ARHG - W Date: 08/07/2017 BYY. RI/MC/LM Pfan: RHG 7225 Sardscow CL Suite 1, Winer Parr FL 32792 Phone' (407) 629.6920 Fax (407) 629. 9307 Web: wwwOr eStopCoolirg com License: CA0032444 1 Room name 8TH2 CAFE 2 Exposed well 6.0 ft 215 ft 3 Room height 9.4 ft heaftol SA ft heat/000l 4 5 Room dmendons Room area 10.0 x 6.0 ft 60A fF 13.0 x 85 ft 1105 fF Ty ftq Load IF) Load number(BWhA q BUK" or Wmeew (ft) Bbih) orperimeler (ft) Btuh) Heat Cool Gross NIPS Heat Cod Gross NIPS Heat Cod 6 1q! C 12B- 09w 0.097 ne 2.69 2.76 0 0 0 0 0 0 0 0 4A5- 20b 0.550 ne 1523 21.82 0 0 0 0 0 0 0 0 L- 4B5.21b 0540 ne 1495 2328 0 0 0 0 0 0 0 0 y/ 13A-4os 0.143 ne 396 2,81 0 0 0 0 122 90 354 252 11 G 4A5.2ob 0550 ne 1523 21,82 0 0 0 0 33 0 498 713 W 12B-09N 0.097 0143 se se 2B9 396 276 221 0 56 0 52 0 206 0 146 0 0 0 0 0 0 0 0 4A5. 2ob 0550 se 1523 21.16 0 0 0 0 0 0 0 0 T=13A-40cs G-, 4A5. 2obd 0580 se 16.06 1556 0 0 0 0 0 0 0 0 485.21b 0 540 se 1495 18.72 4 65 81 0 0 0 0 y/ I- CG 12B-Os6v 0.097 sw 2.69 2.76 0 2 0 0 0 0 0 0 0 4A5-2ob 0550 sw 1523 21.09 0 0 0 0 0 0 0 0 485-21b 0540 sw 1495 20.49 0 0 0 0 0 0 0 0 13A-40rs 0.143 sw 396 2.81 0 0 0 0 0 0 0 0 10D-b 0550 sw 1523 916 0 0 0 0 0 0 0 0 G L---GG 4A5.20b 0.550 sw 1523 21.16 0 0 0 0 0 0 0 0 485.21b 12&Osw O.540 0.097 sw nw 1495 2. 69 1335 2. 76 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 Vjl 4A5-20b 0.5W nw 1523 21.82 0 0 0 0 0_ 0 0 0 W R L- 0 C 13A- 40s 12C4O9w 11 DO 168.30ad 0.143 0.091 0390 0. 032 rm n 3. 96 252 1090 OB9 281 1. 46 1204 1. 74 0 94 0 0 0 94 0_ 0 0 237 0 0 0 137 0 0 80 0 0 111 80 0 0 111 316 0 0 98 225 0 0 F 19A- Obsop 0295 3.07 1.97 0 0 0 0 0 0 0 192 0 F 19C- 19cscp 0.049 0.47 0.30 0 0_ 0 0_ 0. 0 0 0 F 22A- 4)m 1.180 32.68 0.00 60 6 196 0 111 22 703 0 6 c) AED emersion 13 77 Ernelopelosstain 704 377 1969 1305 12 a) Nftraton 102 34 366 121 b) Roormentilation 0 0 0 0 13 InW al gains: CmrpanIs@ 230 0 0 0 0 Aoiarvesblher 0 0 Subtotal (lines 6 b 13) 806 411 2336 1425 L.essexlemalload 0 0 0 0 Lessrarder 0 0 0 0 Redistribution* 263 192 0 0 14 Subtotal 1069 603 2336 1425 Dud loads 14°/ 53°/ 151 320 141/ 53°/ 330 756 r Tod room 1 1221 923 2666 2181 Air required ( dm) 0 46 0 109 Calculations approved bVACCA to meet all requirements of Manual J 8th Ed. wr`gtitsoft- Wght•Sute® Unoersa1201818.004 RSU16677 2017-Now0915' 56'53Page 8 JMP\TEMP PRINT'Lot 095 PembrookeA RHG • W.np Calc = M16 Horse faces W wrightsoft• Right-J®Worksheet Job: Lot 095PembrockeARHG-W Entire House Date: 08/07/2017 B y. RUMC/LM One Stop Cooling and Heating Pfan: RHG 7225 Sardscove Ct. Stits 1, Winter Park FL 32792 Phone: (407) 629 - 6920 Fax: (407) 629. 9307 Web: wwwOneStopCoohrq com License: CA0032444 1 Room name FAMILY Krr 2 Exposed wall 24.0 0 125 It 3 Room height 9A II heavlood SA tl heahbool 4 Room dimensions 145 x 185 fl 13D x 125 8 5 Room area 268.3 fF 162.5 fF Ty Construction U-value Or HTM Area (fF) Load Area OF) Load number BIuh4P--9 Ehuly" or perimeter (II) fth) or perimeter (f) 81uh) Heat Cod Gross NP/S Heat Cool Grass NnP/S Heat Cool 6 T 12B-09N 0.097 ne 2.69 276 0 0 0 0 0 0 0 0 4A5-2ob 0550 ne 1523 21.82 0 0 0 0 0 0 0 0G 485.21b 0540 ne 1495 2328 0 0 0 0 0 0 0 0 11 Vpl 1- G 13AAOCS 4A5.2ob 0.143 0.5-W ne, re 396 1523 2.81 21.82 136 33 104 0 410 498 291 713 0 0 0 0 0 0 0 0 W 1213-09N 0.097 se 2.69 276 0 0 0 0 0 0 0 0 yJ 13AAOCS 0.143 se 396 2.81 89 41 164 116 0 0 0 0 G 4A5.2ob 0550 se 1523 21.16 0 0 0 0 0 0 0 0 4A5.2obd 0580 se 16.06 1556 48 48 771 747 0 0 0 0 L G 485.21b 0540 Se 14.95 18.72 0 0 0 0 0 0 0 0 1213-09N 0.097 w 2.69 2.76 0 0 0 0 0 0 0 0 4A5-2ob 0550 sw 1523 21.09 0 0 0 0 0 0 0 0 485-21b 0540 sa 1.495 20.49 0 0 0 0 0 0 0 0 13AAocs 0.143 sw 396 2,81 0 0 0 0 0 0 0 0 100-b 0550 w 1523 9.16 0 0 0 0 0 0 0 0 4A5.2ob 0.550 stv 1523 21.16 0 0 0 0 0 0 0 0 485-21b 0540 sw 1495 13.35 0 0 0 0 0 0 0 0 128.09w 0.097 r1w 2A9 2.76 0 0 0 0 0 0 0 0 4A5-2ob 05W rtw 1523 2182 0 0 0 0 0 0 0 0 W P LD C 13AAOM 12C-09m 11DO 168-30ad 0.143 0.091 0.390 0.032 rtw n 396 252 10.80 0.89 2.81 1.45 1204 1.74 0 0 0 181 0 0 0 181 0 0 0 161 0 0 0 315 118 0 0 52 118 0 0 52 465 0 0 46 330 0 0 90 F 19A4ascp 0295 3.07 1.97 0 0 0 0 0 0 0 0 F 19C-19axD 0.049 0.47 0.30 0 0 0 0 0 0 0 0 F 22A-tpm 1.180 32.68 0.00 268 24 784 0 163 13 408 0 6 c) AED excursion 119 87 Envelope loss/gain 2787 2064 920 334 12 a) Whra6on 409 135 213 70 b) Roomvefilabon 0 0 0 0 13 Memalgains: Occupants@ 230 0 0 0 0 Appharloesbther 0 1200 Subtoial Pines 6 to 13) 3197 2199 1133 1604 Lessextemal bad 0 0 0 0 Lessaansfer 0 0 0 0 Redistribution 263 192 110 80 14 Subtotal 3460 2391 1243 1685 15 Dud loads 14°/ 53°/ 489 1268 149% 53% 176 893 Total room load 3949 3659 1418 2578 Air required (dm) 0 182 0 129 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 1 - =!:!' tsoft- 2017-Nov-09155653 9- "'^'= Fhgtt-Stite®Uriversal201818004RSU16877 Page 9 loop\TEMP PRINTLol095 PembrookeA RHG - W np Calc = MA House faces, W wrightsoft' Right-JO Worksheet Entire House One Stop Cooling and Heating Job: Lot 095 Pe111brooke A RHG - W Date: 08/07/2017 Byy.' RI/MC/LM Pran: RHG 7225 Sandscove Cl. Stite 1, Wirter Park R. 32792 Phone: (407) 629.6920 Fax: (407) 629 - 9307 Web: www.OneStopCoohrg com License: CA0032444 1 Room name STR 1 FOYER 2 Exposed wall 0 0 7.0 It 3 Room height 9A 8 heaWtol 9A tl heaVbool 4 5 Room dmertsions Room area 85 x 12.0 R 1020 1R ID x 1520 8 1520 W Ty Construcbon number U•value Bb1hWL-q Or HTM BbtIvIR) Area (1) or perimeter M Load BUh) Area (1) or perimeter (R) Load Bluh) Heat Cod Gross NAS Heat Cool Gross N/PiS Heat Cod 6 C 12B-09w 4A5-2ob 485.21b 0.097 0.550 0540 ne ne ne 2B9 1523 14.95 2.76 21 ffi 2328 0 0 0_ 0 0 0 0 0 0 0 to 0 0 0 0 0 0 0 0 0 0_ 0 0 0C 11 yl 13A-4ots 4A5.2ob 0.143 0550 ne ne 3.96 1523 2,81 21.82 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0L-.G W 128.09w- 13A-40rs 4A5-2ob 0.097 0.143 0550 se se se 2S9 3.96 1523 276 2,81 21.16 0 0 0 0 0 0 0_ 0 0 0 0 0 0- 0 0 0 0 0 0 0 0 0 0 0 4A5.2obd 485.21b 0580 0540 se 9e 16.06 14.95 1556 18.72 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12B-09w 4A5-2ob 485-21b 0.097 0.550 0540 sw sw sw IM 1523 14-95 2.76 21.09 20.49 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 13A-40 s 10D-b 0.143 05W sw 9w 3.96 1523 2.81 9.16 0 0 0 0 0 0 0 0 66 24 34 24 134 366 95 220 4A5.2ob 465-21b 0550 0540 sw sw 1523 14.95 21.16 13.35 0 0 0 0 0 0 0 0 0 8 0 8 0 120 0 107 1213-09N 0.097 riw 2,69 2.76 0 0 0 0 0 0 0 0 4A5-2ob 13A•4ocs 12C-09w 11DO 168.30ad 0550 0.143 0.091 0" 0.032 tw rtw n 1523 3.96 2.52 10B0 0.89 21.82 2.81 1.45 12.04 1.74 0 0 0 0 0_ 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0_ 0 0 103 19 0_ 0 0 85 19 0 0 0 214 202 0 0 0 123 225 0 W P C F F 19A-0bM 19C-19= 0295 0.049 3.07 0.47 1.97 030 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 F 22A•pm 1.180 32SS 0.00 102 0 0 0 152 7 229 0 6 c) AED exwrson 0 202 Envelopebssigain 0 0 1263 971 12 a) Infiltration 0 0 119 39 b) Room ventilation 0, 0 0 0 13 lntemalgains O=pam@ 230 0 0 0 0 Appliartoeslother 0 0 Stbtotal (lines 6 to 13) 0 0 1382 1010 Less extemalload 0 0 0 0 Less lransler 0 0 0 0 Redisaibution 0 0 1382 1010 14 Stbtotal 0 0 0 0 15 Dud loads 1 141/6 53°/ 0 0 14% 53% 0 0 Total room bad 0 0 0 0 Air required (dm) 0 0 1 1 0 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. r wrlghtsoft- 2017-Nov-09155653 Right-SuteOUriverwl2018180.04 RSU16877 Page 10 loop\TEMP PRINT1Lot095 PembrookeA RHG - W.np Calc = MB Horse faces: W wrightsoft• Right-J® Worksheet Entire House One Stop Cooling and Heating Job: Lot 095 Pemb ooke A RHG - W Date: 08/07/2017 By. RUMC/LM Plan: RHG 7225 Sardscore CL SUte 1, W irter Park FL 32792 Phore: (407) 629 - 6920 Fax (407) 629 - 9307 Web: wwwOreStopCoolirgmm License CA0032444 1 Room name 2 6posed well 0 tt 3 Room height 8.0 d heatbool 4 5 Room dmensons Room area 15 x 4A It 6.0 fF Ty Constndon U-value Or HTM Area (I) Load Area Load number BnihA -9 I or perimeter (11) 8b1h) or perimeter Heat Cool Grass Nim Heat Cool Gross WPr. Heat Cool 6 Vf 128-09w 0.097 ne 2.69 2.76 0 0 0 0 4A5-2ob 0550 ne 1523 21,82 0 0 0 0GG485-21b 0540 ne 1495 2328 0 0 0 0 1q! 13A-4ocs 0.143 ne 396 2.81 0 0 0 0 11 4A5-2ob OSW ne 1523 21,82 0 0 0 0G W 128-096v OD97 se 2.69 2-76 0 0 0_ 0 13A-4ocs 0.143 se 396 2B1 0 0 0 0 4A5.2ob 0550 se 1523 21.16 0 0 0 0 G 4A5-2obd 0.5M se 16A6 1556 0 0 0 0 L---CG 485-21b 0540 se 14.95 18.72 0 0 0 0 1q/ I—( G 1213•O9w 0.097 sn 2B9 2.76 0 0 0 0 4A5-2ob 0550 s-v 1523 21.09 0 0 0 0 485.21b 0540 sw 1495 20.49 0 0 0 0 13A-40cs 0.143 sw 396 2S1 0 0 0 0 tODb 0550 sw 1523 9.16 0 0 0 0 4A5-2ob 0550 sw 1523 21.16 0 0 0 0 485-21b 0540 9N 1495 13.35 0 0 0 0 V 1213.09v 0.097 r1w 269 2.76 0 0 0 0 4A5-2ob 0550 nw 1523 21.82 0 0 0 0L-G W _ R LD 13A•4ocs 12C-09w 11 DO 0.143 O.091 03W nw n 3.96 252 10.80 291 1.45 12.04 0 0 0 0 0 0 0 0 0 0 0 0 C 168.30ad 0.032 029 174 6 6 5 10 F 19A•Obscp 0295 3.07 127 0 0 0 0 F 19C•19cscp 0.049 OA7 030 0 0 0 0 F 22A-Ipm 1.180 32.68 0.00 0 0 0 0 6 c) AED excursion 1 Ernelope low/on 5 10 12 a) Infiltration 0 0 b) Room %enblaoon 0 0 13 Iniemalgairm Ooaipan5@ 230 0 0 Applianoesbther 0 Subtotal (lines 6ID 13) 5 10 Lessexlemalload 0 0 LesstranslIer 0 0 Redistribubon 5 10 14 Subtotal 0 0 15 Dud loads I 11%l 0 0 Total room load 0 0 Air required (dm) 0 0 Calculations approved byACCAto meet all requirements of Manual J 8th Ed. f wrtghlsoft- 2017-Nov-09155653 GZ`A '"""' NO-Sute®Uriversa12018180.04 RSU16877 Page 11 kop\TEMP PRINT\Lot 095 Pembrooke A RHG - W nMAp Calc - MHouse faces: W Duct System SummaryJab: Lat095 Pembrooke ARHG... WrlghtSOft• Date: 08/07/2017 Entire House By- RI/MC/LM One Stop Cooling and Heating Plan: RHG 7225 Sardscove CL SUte 1, Winter Park FL 32792 Plane: (407) 629 - 6920 Fax: (407) 629 - 9307 Web: wwwOnaStopCoohrg oom Lioer se. CA0032444 For: Park Square Homes 3896 Loon Lane, Sanford, FL 32771 External static pressure Pressurelosses 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. 227 in/100ft 0 cfm 150 ft Cooling 0. 50 in H2O 0. 16 in H2O 0. 34 in H2O 0. 170 / 0.170 in H2O 0. 227 in/100ft 1367 cfm Name Design Btuh) Htg ctm) Gg Cfm) Design FR Diam in) H x W in) Duct Mal Actual Ln ( ft) Ftg. Egv Ln ( ft) Trunk BED2 c 2608 0 130 0.227 6.0 Ox 0 VIFx 39.9 110.0 st2 BED3 C 2285 0 114 0.328 6.0 Ox 0 VIFx 13.7 90.0 SO BEN c 2314 0 115 0.298 6.0 Ox 0 VIFx 14.3 100.0 SO BTH2 c 923 0 46 0.250 4.0 Ox 0 VIFx 36.0 100.0 st2 STH3 c 758 0 38 0.315 4.0 Ox 0 VIFx 13.0 95.0 st1 CAFE c 2181 0 109 0.253 6.0 Ox 0 VIFx 29.5 105.0 st2 FAMILY c 3659 0 182 0.262 9.0 Ox 0 VIFx 30.0 100.0 st2 FLEX c 2365 0 118 0.287 6.0 Ox 0 VIFx 13.5 105.0 st2 GAME c 1590 0 79 0.351 6.0 Ox 0 VIFx 6.9 90.0 st1 Kfr c 2578 0 129 0.264 6.0 Ox 0 MR 23.9 105.0 st2 LDRY c 1252 0 62 0.287 4.0 Ox 0 MR 13.4 105.0 st2 MBED c 3191 0 159 0.299 7.0 Ox 0 MR 18.9 95.0 st1 METH c 980 0 49 0.280 4.0 Ox 0 MR 21.4 100.0 st1 MT01 c 51 0 3 0.290 4.0 Ox 0 VIFx 17.1 100.0 st1 MWIC c 684 0 34 0.237 4.0 Ox 0 VIFx 18.7 125.0 st1 Supply Trunk Detail Table Trunk Htg Clg Design Veloc Diam H x W Duct Name Type Cfm) Cfm) FR fpm)- in) in) Material Trunk st1 PeakAVF 0 591 0.237 752 12.0 0 x 0 VinlFlx st2 PeakAVF 0 776 0.227 726 14.0 0 x 0 VinlFlx wrightsoft• 2017•Nov-0915.56:54 iCA Right- SUte®Uriversal2018 IS004 RSU16877 Pape 1 loop\ TEMP PRINrJ-ot 095 Perrbrooke A RHG - W.np Calc - MJ8 Horse faces- W Name Grille Size (in) Htg cfm) Gg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mat Trunk rb3 Ox 0 0 1367 0 0 0 0 Ox 0 VIFx wrightsoft• A RigFl-Sine®Uriversal2o1818.o.0aRSUt6877 ACCJCop\TEMP PRIMT\Lot 095 Pembrooke A RHG - Wnp Calc - MJ8 Hose laces: W 2017-Nov-0915:56:54 Page 2 9 Static Pressure and Friction Rate Job: Lot 095 Pembrooke ARHG wri... htsof a Date: 08/07/2017 Entire House By: RI/MC/LM One Stop Cooling and Heating Plan: RHG 7225 Sardsoove Ct Swe 1, Wirier Park FL 32792 Phore (407) 629 - 6920 Fax: (407) 629.9307 Web: wwwOreStopCoolirgmm License. CA0032444 Project• • For: Park Square Homes 3896 Loon Lane, Sanford, FL 32771 Heating Cooling 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 Total• Supply Return it) ft) Measured length of run -out 31 0 Measured length of trunk 9 0 Equivalent length of fittings 110 0 Total length 150 0 Total effective length 150 Heating Cooling in/10011t) in/100ft) Supply Ducts 0.227 > 0.18 0.227 > 0.18 Return Ducts 0.227 > 0.18 0.227 > 0.18 Supply 4X--35,11 M=20,11 G--5,11 G=5,11 G=5,11 G=5,1 A--35: TOtalEL=110 Return TotalEL=0 wrightsoft' 2017-Nov-0915:5654 A •... RWgh-SU"Uriversal201818.0.04 RSU16877 Page 1 ACC.loop\TEMP PRIN Tot 095 PembrookeA RHG - W.np Calc - MJB Horse laces: W PA72,k- <(¢AIN?-S r6vu 6"C)OQ v RECORD COPY I.IV 1• - 4 1/ SANFORD FPARRi` UTeL, o 54 e f k/ 3y L,4v RECORD COPY 3 y . j 64 ,4,2_ DESCRIPTION AS FURNISHED: Lot 95, WYNDHAM PRESERVE, as recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. PLOT PLAN FOR/CERTIFIED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America LOT 96 Cn UNNAMED PLATTED R/W , PALMER'S SUBDMSION N 00016'57" W 62.00' 15' BUFFER ESMT. 1 — — — — — -+ — — — — — 48,74' 48.74' LOT 95 1.0 ' 27.7 LANAI PROPOSED RESIDENCE PEMBROKE - A GARAGE'RIGHT 1.0 13.3' b ai 9.0' ad DRIVE 1 25.2025.20' 4- — — — - 1-,— — t3 P 17 -33a8 d DATE 2Lk Ok - to construct single family hom. with setbacks and impervious are, shown on plan. So. Lk Pemn ome__ A 1 CTR. 7.50' E P. C. OF LOT 99 203.0' 10' UTIL. ESMT. I LV-10P 5' WALK N 00°1657" W 62.00' SETBACKS AS FURNISHED _ .......... . FRONT m 25'(•) REAR 20' SIDE 5' ( 40' LOT) 7.5' ( 60' LOT) 10' (75' LOT) SIDE STREET - 25' (60' & '75' LOri — - - - - - - — 15' (40' LOT) 25' FRONT SETBACK CAN BE REDUCED TO.20' ON CERTAIN -LOTS. NO MORE THAN IN SUCCESSION AT A MINIMUM 2) IN SUCCESSION AT 2S 0 OF PROPOSED FINSHED SPOT GRADE ELEVATIONS PER DRAINAGE PLANS PROPOSED DRAINAGE FLOW \Q F9 LOT GRADING TYPE A MOD PROPOSED F. F. PER PLANS a 25.9' iT LOON LANE -------- 50' PRIVATE ROAD) PLOT PLAN AREA CALCULATIONS FLATWORK .ON/ OFF LOT a TOTAL f SQUARE FEET DRIVE 403/ 110 a 513 t . SQUARE FEET WALKS" SO/ 310 360 t SQUARE FEET SOD 5, 541/ 262 a 5,80.3 f SQUARE FEET NOTE: FRONT SIDEWALK AND STREET LOCATION TAKEN FROM CRUSEiVffEYER -SCOTT & ASSOC., INC. • - IAKI,Y P PLAT F FIELD I.P. IRON Pipe I.R. IRON ROD QK CONCRETE HMAMCNT SET IR 1/9' IR •/BLB 4596 RCC. RECOVERED PALL POINT Or BEGINNING PAL POINT or CDMMEICEMCNT CRLI NI' MAIL MAIL & DDICKSR/W RIGHT-OF-WAY CSMT. EASEMENT DRAIN DRAINAGE UTIL UTILITY CLFC. CHAIN LINK FENCE WDEC. WOOD FENCE C/R CONCRETE LACK P.C. POINT IR CURVATURE P.I. POINT OF TANGENCY DESC. RDESCRI TION L 0 ARCLENGTH DELTA C CHORD C.L CHORD BCARING LOT 94 PLOT PLAN ONLYI NOT ASURVEY1-1I nn •. p FOUNDATION/PAD 1,751 t SQUARE FEET REAR PATIO 119 t SQUARE FEET FRONT PORCH DECK 99 t SQUARE FEET POOL DECK N/A f SQUARE FEET LAN$ PROVIDED BY CLIENT • NOT FIELD VERinro LAND SUR TITTORS PAL, POINT ON LINE 5400 E. COLONUIL DR. ORLANDO, FL. 32807 (407)-277-3232 FAX (407)-658-1436 TYP. PAL PALTYPICALPOINT OrREVERSECVRVAIURC POINT OFCCVC*1 D URVA11W C NOTES. - 1. 1NC UNDERSIDNED DOES HEREBI' COTTIFY THAT THIS SURVEY MEMS THE SUNAAROS OF PRACTICE SET FORTH BY THE FLORIDA BOARD OF RAO. RADIALPROFISWN4SURVEYORSANDMAPPERSOfCHAPTER5J-17 FLORM4 ADMINISIILVIIYE CODE PURSUHNT TO SECTION 472.027, FLORIDA STAKES HR. WP. NON -RADIAL 2 UNLESS EMBOSSED WIN SURVEYOR'S SRRUTURE AND OR10U4 RAKED SEAL THIS SURVEY MAP OR COPIES ARE NOT VAL10. CALL. WITNESS POINT CALCULATED 3. DOS SURVEY WAS PREPARED FROM TTTIL W HALATION FURNISHED TO THE SURVEYOR. THERE MAY BE OTHS REMWnONS PRLL rI. PERMANENTREFERENCE MONUMENT FINISHED FLOOR CLEVATIQI OR EASEMEMS INAT AFFECT THIS PROPERTY. PROINYE BEEN LOCATED UNLESS OTHERWISE SHOWN. .• •. 4. NO UNDERGROUNDIMVEMENTSR.SL BUILDING SETBACK LINE A TINS SURVEY IS PREPARED FOR THE SOLE BENEFIT Of IN= COMM TO AND DO" NOT BE Ran UPON BY ANY OTHER EMIR'. Kit LIL BENCHMARK RASE REARINGA DIMENSIONS SHOWN FOR THE LOO4VON OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSMUCT BOUNDAM, LINES. 7. SE40M ARE MSED ASSUMED DATUM AND ON 1H£ LINE SHOWN AS BASE BEARING (B.B.) A ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL CEODOD V'OPTIC,LL DATUM Of 1929, UNLESS OTHERWISE NOTED. 9. CERI MdTE OF AUTHORIZATION Na 459A cmnED BY: ISCALE I— I' - 20' --- 1 1 DRAWN BY. MLT I O. R 1 PLOT PLAN 10-30- 2017 4831-17 Nis BUILDINC\PROPERTY DOES NOT UE *WHIN THE ESMOUSHEO 100 YEAR FLOOD PLANE AS PER FIRM* ZONE X. MAP / 12117CO090 F (09-28-07) 10 USENM R.LS. / 4714 JAM . SCOTT, R.LS 1 4801 • T" f RECORD COPY Filename: PARK SQ PEMBROKE.rrr Lighting and Small Appliance/Laundry Circuits Floor Area SmAppNo LaundNo Line Neutral 2380 2 1 Lighting Summary Standard 6,024 6,024 pING Optional 11,640 6,024 m Ranges & Ovens Range No. No? Nameplate Line Neutral PA?- EO 1 1 8000 Q 3 0 0 ^ 33O V Range/Oven Summary Standard 6,400 4,480 Optional 8,000 4,480 Dryers--------------------------------------------- 7----------- Dryer No. No? Nameplate Line Neutral 1 1 5000 2 0 3 0 Dryer Summary Standard 5,000 3,500 Optional 5,000 3,500 Heating and Cooling: Actual Number = 1 Name M? Ph No Amps Volts VA HP Line Neutral 1 M 1 1 27.0 240 6,480 0 1 M 1 1 2.0 240 480 0 1 M 1 1 5.0 240 1,200 0 1 1 1 1 27 240 1 6,480 0 Heat/Cool Summary Standard 14,640 0 Optional 14,640 0 Fixed Appliances: Actual Number = 6 Name M? Ph No Amps Volts VA HP Line Neutral DISP 1 1 120 600 600 600DISH1112012001,200 1,200 MICRO 1 1 120 1200 1,200 1,200WATERHEATER1118.5 240 4,440 0OPTPOOL11102402,400 0OPTPOOLHEAT11312407,440 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 Optional 0 0 25% of Max Motor: Line is Std Only; Neutral for Both Maximum Phase Amps Volts S r 1 27 240 Heat/Cool Phase Amps Volts 1 27 240 Fixed Appl. Phase Amps Volts 0 Other Appl. Phase Amps Volts 0 Max Motor Summary Standard Only 1,620 0 SUMMARY ----- Standard Line Neutral Total Total = 46,644 16,254 Maximum Amperage = 194 68 Service Voltage = 240 Service Phase = 1 Optional Line Neutral Total Total = 37,408 16,254 Maximum Amperage = 156 68 Service Voltage = 240 Service Phase = 1 go W1ID Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. MiTek 411 RECORD COPY RE: PSQ2382A-T - Park Sq. Hms/ PEMBROKE-2382-A MiTek USA, Inc. Site Information: 6904 Parke East Blvd. Customer Info: PARK SQUARE HMS. Project Name: PSQ2382A-T Model: PEMBROW 423 k '1) W C L G Lot/Block: 95 Subdivision: WYNDHAM PRESERVE Address: 3896 LOON LANE 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: FBC2010/TP12007 Design Program: MiTek 20/20 7.6 Wind Code: ASCE 7-10 [All Heighll Wind Speed: 140 mph Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 54 individual, Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. INo. I Seal# Truss Name I Date I No. I Seal# JTruss Name I Date 1 IT12205558 14CJ1 10/6/17 112 1 T12205569 I B4 10/6/17 12 I T12205559 14CJ3 110/6/17 113 I T12205570 I C1 110/6/17 I 13 I T12205560 14CJ5 110/6/17 114 I T12205571 I C2 110/6/17 I 14 I T12205561 14J7 110/6/17 115 I T12205572 ICJ 1 110/6/17 I 15 I T12205562 14KJ7 110/6/17 116 I T12205573 I CJ3 110/6/17 I 16 IT122055631A1 110/6/17 117 IT122055741CJ3T 110/6/17 I 17 I T12205564 I A2 110/6/17 118 I T12205575 I CJ5 110/6/17 I 18 IT12205565IA3 110/6/17 119 1T122055761CJ5T 110/6/17 I 19 I T12205566 1131 110/6/17 120 I T12205577 I D1 110/6/17 I 110 I T12205567 1132 110/6/17 121 I T12205578 I D2 110/6/17 I I11 I T12205568 163 110/6/17 122 I T12205579 I D3 110/6/17 I This item has been electronically signed and sealed by Lee, Julius, PE using a Digital Signature. Printed copses of thode,,ot considered signed and sealed and the signature must be verified on any electronic copies4Thetrussdrawing(v h e be pr p e by 1111111111111', MiTek USA, Inc. under my direct supervision based on the parameters ` 50 tUS tFF i, provided by Mid -Florida Lumber Acquisitions, Inc.. ` C E IVS4P.•• 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 ANSUTPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTek. Any protect specific information included is for MiTek's customers file reference purpose only, and was not taken into account in the preparation of these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. No 34869 0:• STATE OF •: 40 O R 1 V.-*- N • ON AL is C 111111111 Julius in PE No.3M Mrrdc Usk Inc. FL Can 6W 6M Parlor East SM. Tampa FL 33610 Date: October 6,2017 Lee, Julius 1 of 2 RE: PSQ2382A-T - Park Sq. Hms/ PEMBROKE-2382-A Site Information: Customer Info: PARK SQUARE HMS. Project Name: PSQ2382A-T Model: PEMBROKE 2382 - A / TRAY CLG Lot/Block: 95 Subdivision: WYNDHAM PRESERVE Address: 3896 LOON LANE City: SANFORD State: FLORIDA JNo. ISeal# Truss Name I Date 23 IT12205580 ID4 10/6/17 124 IT12205581 I E1 110/6/17 1 125 IT12205582 I E1T 110/6/17 1 126 IT12205583 I E2 110/6/17 1 127 IT12205584 1 E2T 110/6/17 1 128 IT12205585 I E3 110/6/17 1 129 IT12205586 1 E3T 110/6/17 1 130 IT12205587 I E4 110/6/17 1 131 IT12205588 I F1 110/6/17 I 132 IT12205589 I F2 110/6/17 1 133 IT12205590 I F3 110/6/17 134 IT12205591 I F4 110/6/17 1 135 IT12205592 I F5 110/6/17 1 136 IT12205593 I F6 110/6/17 137 I T12205594 I F7 110/6/17 138 IT12205595 I F8 110/6/17 139 IT12205596 I F9 110/6/17 140 IT12205597 I F10 110/6/17 141 IT12205598 I F11 110/6/17 142 IT12205599 I F12 110/6/17 143 IT12205600 I F13 110/6/17 144 IT12205601 I G1 110/6/17 145 IT12205602 I G2 110/6/17 146 I T12205603 1 G3 110/6/17 147 IT12205604 I G4 110/6/17 148 IT12205605 1 H1 110/6/17 149 IT12205606 1,17 110/6/17 150 IT12205607 I J7T 110/6/17 151 IT12205608 1 KJ7 110/6/17 152 IT12205609 I KJ7T 110/6/17 153 IT12205610 I L1 110/6/17 154 IT12205611 1 L2 110/6/17 2 of 2 Job Truss Truss Type Qty Ply Park Sq Hms/ PEMBROKE-2362-A 1 1 T12205556 PS02362A-T ICJ1 JACK 4 Job Reference toptional) Mid -Florida Lumber, 8anow, FL. 7.640 s Aug 16 2017 Mlrak IndusNes. Inc Fn Oct 05 10.42.43 2011 Page 1 ID 2 6TByhmA9cRO(Suo2pKVvy3nnN-LAYQPWe0Q813WelTbzvL5UVbv2chkwPKz7gUlcyWAQQ 1.0.0 1.0.0 1.0.0 1.0.0 20 = 14-9 1.0.0 Scale =1:6.2 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) -0.00 2 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 125 BC 0.01 Veft(TL) -0.00 2 >999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -000 3 n/a n/a SCOL 10.0 Code FBC2014/rP12007 Matrix) WSnd(LL) 0.00 2 "" 360 Weight: 5lb FT = 0% 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 80T CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing. REACTIONS. ( lb/size) 3=-9/Mechanical, 2=137/0-7-8, 4=9/Mechanical Max Horz 2=23(LC 10) Max Uplift3=-9(LC 1), 2=-63(LC 10) Max Grav 3=12(LC 10), 2=137(LC 1), 4=19(LC 3) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind. ASCE 7-10; Vuft=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=5ft, Cat. It. Exp B. End. GCpi=0.18, MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces 6 MWFRS for reactions shown; Lumber DOL=1 60 plate gnp DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3.64 tall by 2-0-0 wide will fit between the bottom chord and any other members 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Varlry aiWgn parameters and READ NOTES ON TMS AND INCLUDED all REFERENCE PAGE MIF7472 rev. 10Al2Q015 BEFORE USE. Design valid for use only with MiTaktO conractors. This design is based only upon parameters shown, and is for an Individual budding component, not a truss system Before use, the biradmg designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent budding of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' IsshvaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPI1 Quality Criteria, OSS29 and SCSI Building Component 6604 Parke East Blvd. Safety Information available from Truss Plate Institute, 216 N Lae Street, Suite 312, Alexandria, VA 22314. Tamps, FL 36810 Job Truss Truss Type oty Ply Park Sq Hmsr PEMBROKE-2382-A T122M" M23S A-T 4W3 JACK 4 1 b e Mid -Florida Lumber, Banow. FL 7.640 s Aug 16 2017 MITek Industries, Inc FA Oct 06 10 42 44 2017 Page 1 ID:2 6TByhmA9cROt5uo2pKVvy3nnN-pN6odsfrBUOwSntf9hOaeh2m7RxvTNfrCnOla2yWAOP 1 0-0 10.0 1.0 0 34-0 Scale = 1:9.6 20 = LOADING (psi) SPACING- 2-0-0 CSI. OEFL. in (loc) IIdeB L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.26 TC 0.10 Vert(LL) -000 2.4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(TL) -0Ot 2-4 >999 180 BCLL 0. 0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -000 3 n/a n/a BCDL 100 Code FBC2014lrPI2007 (Matrix) Wnd(LL) 0.00 2 "" 360 Weight 11 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 344 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 3=59/Mechanical, 2=20310-7-8. 4=26/Mechanical Max Horz 2= 41(LC 8) Max Upldt3=-19( LC 8). 2=69(1_C 8) Max Grav 3= 59(LC 1). 2=203(LC 1), 4=53(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=oft; Cat. 11; Exp S; Encl. GCpi=O 18; MWFRS (directional), Lumber DOL=1 60 plate grip DOL=1.60 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom Chord in all areas where a rectangle 3-6-0 tall by 2-0-0wide will fit between the bottom chord and any other members. 4) Refer to girder( s) for truss to truss connections 5) Provide mechanical Connection ( by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - verify design parametera and READ NOTES ON TMS AND INCLUDED ADTEK REFERENCE PAGE Mll-7473 rw. 1000=015 BEFORE USE. Design valid for use only with MUM connectors. This design Is based only upon parameters shown, and is for an Individual budding component. not a truss system Sold ra use, the buildingdesigner must verity the appiicobilr y of design parameters and property Incorporate this design into the overall building design Bracing Indicated is to prevent Welding of Individual truss web and/or Chord members only Additional temporary and permanent bracing MOW always required for stabilityandtopreventcollapsewanpossiblepersonalInjuryandpropertydamage. For general guidance regarding Ina fabrkatlon, storage, delivery. direction and bracing of trusses and truss systems, see ANSIrrPI1 Quality Crltena. DS849 and SCSI Building Component 904 Parke East Blvd Solely Informadon available from Truss Plate Institute. 218 N Lee Street, Suite 312. Nexandda, VA 22314. Tampa, FL 38610 Job Truss Truss Type oty Ply Park Sq Honor PEMBROKE•2382•A T122055M PSQ2362A•T 4CJ5 JACK 4 1 b i0 Mid•Flonda Lumber, Bartow, FL. 7 640 s Aug 16 2017 MITek Industries. Inc. Fn Oct 06 10 42 44 2017 Pape 1 ID 2 6TByhmA9CROl5uo2pKVvy3nnN-pN6odsfr8UQw8nd9hQaeh2ihRv7TNITCnOla2yWAQP 1 40 5.0.0 Stale = 1.12.9 2x4 = 5.0.0 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in floc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0.32 Vert(LL) -003 2-4 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 25 BC 0.25 Vefl(TL) -0.07 2-4 >809 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014frP12007 (Matrix) Wnd(LL) 0.00 2 "" 360 Weight 17 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing REACTIONS. ( lb/size) 3=128/Mechanical, 2=275/0-7-8, 4=46/Mechanical Max Horz 2=59(LC 8) Max Uplift3=-47(LC 8). 2=74(LC 8) Max Grav 3=128(LC 1). 2=275(LC 1). 4=93(LC 3) FORCES. ( lb) - Max. Comp /Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vuft=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft; eave=oft; Cat. 11; Exp B. Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1 60 plate gnp DOL=1 60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fin between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Verify desfgn parameters and READ NOTES ON INS AND INCLUDED WTEK REFERENCE PAGE MfF7473 rev. I&AM015 BEFORE USE.ww— e Design valid for we only with MiTeltm 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 mamtien only. Additional temporary and permanent tracing M iTek' IsalwaysrequiredforrsabanyandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSUrPN Quality Cohorts. OSSd9 and SCSI Building Component 6904 Parke EMU Bhp Safety Information available from Truss Plate dnstr de, 218 N. Lea Street, Suns 312. Alexandria. VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Hmsl PEMBROKE-23e2-AParkSq T12205581 PS02382A-T 4J7 JACK 14 1 e O t all Mid -Florida Lumber, Bartow, FL. 7.640 a Aug 18 2017 MiTek Industries, Inc FA Oct 06 10.42 44 2017 Pape 1 ID 2 6TByhmA9cROt5uo2pKVvy3nnNpN6odsfr8UOw8ntf9hOaeh2clRgVTNrrCnOle2yWAOP 1.0.0 7.0-0 D-O 700 Scale 3/4' z V 2x4 = 7-0.0 LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 077 Vert(LL) -012 2-4 >688 240 MT20 244/190 TCDL 10.0 Lumber OOL 1.25 BC 0.55 Vert(TL) -029 2-4 >275 180 8CLL 0. 0 ' Rep Stress Incr YES WB 0 00 Horz(TL) -0.00 3 n/a n/a BCDL 10. 0 Code FBC2014rrPI2007 (Matrix) Wlnd(LL) 0.00 2 "" 360 Weight: 23 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puritns. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing. REACTIONS. (lb/ size) 3=191/Mechanical, 2=352/0-7-8, 4=66/Mechanical Max Horz 2=78(LC 8) Max Uplift3=- 71(LC 8), 2=82(LC 8) Max Grav 3=191(LC 1), 2=352(LC 1), 4=133(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-seoond gust) Vasd=108mph; TCDL=4 2psf; BCDL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. 11; Exp B; Encl., GCpi=O 18; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60 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 nit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at loint(s) 3, 2. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Vrfry design panunafrs and READ NOTES ON TNIS AND INCLUDED M1TEK REFERENCE PAGE MIF7473 rev. 14MV1015 BEFORE USE. Design valid for use only with WSW connectors This design Is based only upon parameters shown, sod Is for an Individual building component, not a truss " am Before use, the buading designer must verily the applicability of design parameters end property Incorporate this design Into the overall building design Bracing Indicated. to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent tracing MiTek' Is alwaysrequiredforstabddyandtopreventCollapsewithpossiblepersonalInjuryarepropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSI/TPII Quality CAtorla, 03049 and SCSI Building Component 6904 Pointe East BIM Safety Intormatloe available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type Oty Ply HMW PEMBROKE-2382-A IP& rkSq T12205582 PS02382A-T 4KJ7 JACK 2 1 0 Mid-Flonds Lumber. Banow. FL 7 640 s Aug 16 2017 MiTak Industries. Inc. Fn Oct 06 10 42.45 2017 Page 1 I0.2 6TByhmA9cROt5uo2pKVvy3nnN-H2gAgCfryoYnmxSgOypAvbplrAYCkycRR9b6UyWAOO 1-SO 5.4.9 9.10.13 1-SO 5-4-9 4$4 Scab =121.2 2x5 = ix. ,, 5 5-4-9 4.8.4 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) t/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 003 6-7 999 240 MT20 244/190 TCDL 100 Lumber DOL 1.25 BC 056 Vert(TL) 0.12 6-7 948 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(TL) 0.02 5 n/a n/a BCDL 10.0 Code FBC2014rrP12007 Matrix) Wnd(LL) 0.02 6-7 999 360 Weight: 40 Ile FT = 0% LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 4=246/Mechanical, 2=429/0.7-8. 5=383/Mechenical Max Horz 2=94(LC 8) Max Uplift4=-88(LC 8). 2=100(LC 8). 5=-31(LC 8) FORCES. ( lb) -Max. Comp /Max. Ten. -All forces 250 (Ile) or less except when shown TOP CHORD 2-3=1079/117 BOT CHORD 2-7=183/1032, 6-7=183/1032 WEBS 3.7=0/267, 3-6=1079/192 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-3 oc purlins BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10: Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3.Opaf; h=15ft; 8=45ft; L=24ft; eave=4ft; Cat. II; Exp B, Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1 60 plate gnp OOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) ' This truss has been designed for a live 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 100 lb uplift at joint(s) 4, 2, 5. 6) 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=l 25, Plate Increase=1.25 Uniform Loads (pin Vert 1-8=60 Trapezoidal Loads (pit) Vert: 8=0(F=30, 8=30)-to-4=148(F=44, 8=44), 2=2(F=9, 8=9)-to-5=-49(F=-15, B=-15) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • VerNy design parameters and READ NOTES ON 7/0S AND INCLUDED i101FX REFERENCE PAGE MIF7473 nv. 1d032e1a BEFORE USE. Design valid for use only with MUM connectors This design is based only upon parameters shown, and Is for an individual building component, not a truss system Before use, the building designer must vent' the applicability of design parameters and property Incorporate this design Into the overall buiding design Bracing indicated Is to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' IsalwaysrequiredforstabilityandtopreventcoflapsewithpossiblepersonalInjuryandpmpenydamageForgeneralguidanceregardingthefablICAllon, storage, delivery, erection and bracing of trusses and truss systems, see ANSVrPI1 Quality C0114914, OSS49 and SCSI Building Component 6904 Parks Fast Blvd Safety Information available from Truss Plate Institute, 218 N Lee Street. Suite 31Z Alexandde, VA 22314. Tampa, FL 36610 Job Truss Truss Type sty Ply Perk Sq. Hmsf PEMBROKE-2382-A Tf 22055fi3 PSQ2382A-T Al HIP 1 f O Mid -Florida Lumber, Banow, FL 7 640 a Aug 16 2017 MiTek Industries. Inc Fri Oct OB 10 42 46 2017 Page 1 10.4XOIOoTTPdL?G6l0kGU6m6y3nnf4lEY 1 Yg516heN50I G6T2j67uBFOlx4Lmg5vBewyWAON 1.G 7.0.0 aS14 12-7.12 11 !14 20-0-0 21&2 27.4-4 , 30.2.2 33." 40-0-0 1-f1•f) 7.40 j 2.9.14 { 2.9.14 { 3-8-2 3.8.2 f " 2 2.9.14 } 2-9.14 + 7.40 Scale 2 1:70 2 4.00 12 5xB = d 74 = 5x7 = 2x4 II 5x12 = 7x8 = 2x4 II US = 5xl2 = 18 8x9 = 5x8 = 2x4 11 5x7 = Sid - 10 24 11 12 16 15 7)S = 7,6 = LOADING (psf) TCLL 200 TCDL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip OOL 1.25 Lumber DOL 1.25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0.96 BC 0.95 WB 0.88 Matrix) OEFL. Vert(LL) Vert(TL) Horz(TL) Wind(LL) in (loc) Well L/d 0.23 19 >999 240 0.57 17.19 >565 180 010 16 n/a n/a 017 19 >999 360 PLATES GRIP MT20 244/190 Weight: 236 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 'Except' TOP CHORD Structural wood sheathing directly applied. 3-8,8-12 2x6 SP No. 1D BOT CHORD Structural wood sheathing directly applied or 4-3.10 oc bracing. BOT CHORD 2x6 SP No 1 'Except' WEBS 1 Row at midpt 9-16 18-20.15-18 2x6 SP No 2 WEBS 2x4 SP No.3 *Except* 6-19,6.17,9.17,9-16: 2x4 SP No.2 REACTIONS. (lb/size) 2=1853/0.7-8, 16=4692/0-7-8, 13=100/0-7-8 Max Horz 2=-32(LC 6) Max Uplift2=-354(LC 8), 16=-1048(LC 8), 13=-136(LC 17) Max Grav 2=1859(LC 17). 16=4692(LC 1). 13=123(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4677/890, 3.4=-4348/865, 4-21=-5001/947, 5.21=-5001/947, 5-22=-5001/947, 6.22=-5001/947, 6.7=2221/361, 7-8=-2221/361, 8-9-2221/361, 9.23=910/4521, 10-23=-910/4521, 10-24=910/4521, 11-24=-910/4521, 11-12=0/929, 12-13=0/1069 BOT CHORD 2-20=-787/4407, 19-20-893/4853, 18-19=710/4003, 17-18=-710/4003, 16.17=875/237, 15-16=-2596/463, 13.15=991/16 WEBS 3-20=Of733, 4-20=817/133, 5.19=-430/154, 6.19=-186/1190, 6-17=-2090/497, 7-17=-461/168,9-17=608/3544,9-16=-4251/873,10-16=661/204,11-16=-2465/664, 11-15=-579/2320,12-16-1164/285 V 4 vtr d 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.Ops1, h=15ft, 8=45ft, L=24ft, eave=5ft; Cat 11; Exp B; Encl , GCpi=O 18; MWFRS (directional); porch right exposed, Lumber DOL=1.60 plate gnp DOL=1 60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except pt=lb) 2=354, 16=1048, 13=136. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 469 lb down and 144 lb up at 33-0-0. and 469 lb down and 144 lb up at 7-0-0 on top chord. The design/selection o1 such connection device(s) is the responsibility of others Printed copies of this document are8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B) not considered Signed and sealed and LOAD CASE(S) Standard the signature must be verified on any electronic copies O WARNING - Verify design parameters and READ NOTES ON n6S AND INCLUDED MITER REFERENCE PAGE MX7473 rev. I&W2015 BEFORE USE. Design valid for use only with MITeMb oonnectors This design is based only upon parameters shown, and Is for an individual budding Component, not a truss system Before use, the building designer must 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 MiTek' is always required for stability and to prevent collapse wdh possible personal injury and property damage For general guidance regarding the fabrication. storage, delivery, erection and bracing o1 trusses and truss systems, sea ANSIr1PI1 Quality Criteria. OSS49 and SCSI Building Component 6904 Parka East Siva Safety Information available from Truss Plata Institute, 218 N. Loa Street, Suite 312. Alexandria. VA 22314 Tampa, FL 36810 Job Truss Truss Type city Pry Park sq Hma/ PEMBROKE-23e2-A T12205563 PS02362A-T Al HIP 1 1 Mid-Flonda Lumber. Bartow, FL LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=l 25 Uniform Loads (pd) Vert: 1-3-60, 3.12=126(F=-66), 12-14=60, 2-13=-42(F=-22) Concentrated Loads (lb) Vert:3=-385(F) 12=-385(F) 7A40 s Aug 16 2017 MiTek Industries, Ina Fn Oct 06 10 42.46 2017 Page 2 10:4XOfOoTTPdL?G61okGU6m6y3nnf4lEY1 Yg516heN501 G6T2167u8F0lx4Lmg5v8ewyWA0N O WARNING - VONY dealgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 011/1-7472 rev. 140=015 BEFORE USE. Design valld for use only with MlTalt® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not a truss system Before use, trio 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 Ms web and/or chord members only. Additional temporary and permanent Waiting Is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. "a ANSI/TPI1 Quality Crltarta, OSS49 and SCSI Building Component Safety information available from Truss Plate Institute. 216 N. Lee Street, Suite 312. Aanandds, VA 22314 wwww W,• MiT®k' 6904 Parke East Blvd. Tamps, FL 38610 Job Truss ssType Oty Ply ParkSq HMWPEMBROKE-2382-AT72205564 PuM02382A•T A2 P 1 1 b ee o a wi mama vumwr, —ow, ru. / o+u a nip w N / mr r ea mausuws, me rn VGr w 1 V Li / Nl / rape w ID• 4XOfOOTTPdL2G610kGU6m6y3nM-0yowFuhlUPpV2FDEgp HGKg8lfmggcWvukehANyWAOM 1• PO 4020 I2-77..12 7.0 2744 1 ..44.010.-04.10.14 6 410. 14 1044 374512 4 1. 60 Scale = 1, 70 5 4.00 12 5x8 = 15. 4 11 30 = 5x8 = 1 5x4 11 5x8 = 4 20 5 21 8 7 22 8 23 9 d EN 316 = Q: n 19 18 17 16 15 14 13 3x4 = 3x8 = 3x4 = 16 = 150 II 10 3x4 = LOADING ( psp SPACING- 2-" CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20. 0 Plate Grip OOL 1.25 TC 0.70 Vert(LL) -0.17 2-19 >999 240 MT20 244/190 TCOL 10. 0 Lumber DOL 1 25 BC 0.90 Vert(TL) -0.48 2.19 >682 180 BCLL 00 ' Rep Stress Incr NO WB 0.57 Horz(TL) 006 14 n/a n/a BCDL 10. 0 Code FSC2014/TP12007 Matrix) Wind(LL) 008 18 >999 360 Weight: 198 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-7-14 oc puffins BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 7-14 REACTIONS. (lb/ size) 2=978/0-7-8, 14=2158/0-7-8, 11=172J0-7-8 Max Horz 2=-41(LC 6) Max Uplift2=- 197(LC 8), 14=-357(LC 8). 11=-79(LC 17) Max Grav 2=991(LC 17), 14=2158(LC 1). 11=211(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=2132/378, 3-4=-1784/299, 4-20=-1699/318, 5-20=1699/318, 5-21=-1699/318, 6.21= 16991318. 6-7=13931262, 7-22=219/1602, 8-22=-219/1602, 8-23=220/1602, 9-23=-220/1601,9- 10=1161818, 10-11=-18/616 BOTCHORD 2-19=-311/1977, 18-19=201/1666, 17.18=-165/1393. 13-14=-754/181, 11-13=554/49 WEBS 3-19=-347/116, 4-19=0/369, 9-14=-1193/176, 9-13=0/398, 10.13=-494/141, 7-14=1937/319,6- 17=-558/146,6.18=-68/397, 7-17=246/1491 NOTES- 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10: Vu@=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opst; h=15ft; B=45ft, L=24ft; eave=511; Cat. If: Exp 8; Encl., GCpi=0. 18; MWFRS (directional), Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11 except Ql=lb) 2=197. 14=357. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING . VarNy design parameters and READ NOTES ON rmS AND INCLUDED AOTEK REFERENCE PAGE 111/1.7473 rev. M014015 BEFORE USE. Design valid for use only with MITeicm connectors This design is based only upon parameters shown, and Is for an Induvklual building component, not a cuss system. Before use. the buitdleg designer must vilify the applicability of design parameters and properly Incorporate this design Into the overact Owdkg design Bracing Indicated Is to prevent buckling of indMduet truss web sndlor Chord members only. Additional temporary and permanent bracing MiTek' Is always required for slabWryandtopreventcollapsewithpossibleparsonetinjuryandpropertydamageForgeneralguidancemgardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVI PH Quality Criteria, OSS49 and BCSI Building Component 6904 Parke East Blvd Safety Infomlatlon available from Truss Plate Institute, 216 N Lee Street, Suite 312. Alaxandna, VA 22314 Tamps, FL 36810 Job Truss Truss Type oy Ply Park Sq. Hms/ PEMBROKE-2302-A T1221xi585 PS02382A-T A3 HIP 1 1 nano -Florae Lumoer, uanow, FL. r au s rung io 20i r mi r es mausuies, me Fn Cm W i u.424 r 20 r Page i ID: 4XOfOoTTPdL?G61GkGU6m6y3rtnf-OyowfuhlUPpV'FbEgp HGKg6NfoYgeHvukehANyWAO' t- 0- 5.10.14 1140 17.0-9 22.11.7 29-0-0 34-t-2 40.0-0 1- 1. 0.0 510.14 51-2 6.0.9 510.11 80.951-2 510.14 0.0 Scale = 1:70.5 4. 00 5x8 3x4 = 150 II 5x6 = 12 4 18 5 6 19 7 d 3x8 = 17 18 15 14 13 12 11 1. 5x4 II 3x4 = 3x4 = 5xB MT20HS = 3x8 = 3x4 = 1.Sx4 II slaw I 1 A--J2 17A9 + 22-t 14 2&t0.4 I 34•L2 ao-0-0 V 0 m d 34 = LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Lfd PLATES GRIP TCLL 200 Plate Grip COL 1.25 TC 0.81 Vert(LL) 0.43 13-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.78 Vert(TL) 1.08 13-15 >436 180 MT20HS 187/143 BCLL . 0.0 ' Rep Stress Ina NO WB 0.39 Horz(TL) 026 9 n/a n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix) W1nd(LL) 0.30 13-15 >999 360 Weight: 195 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 2-1-13 oc purlins BOT CHORD 2x4 SP No 1 BOT CHORD Structural wood sheathing directly applied or 8-0.5 oc bracing WEBS 2x4 SP No 3 REACTIONS. ( lb/sae) 2=1654/0-7-8, 9=1654/0.7-8 Max Horz 2=49(LC 7) Max Uplift2=308(1_C 8). 9=-308(LC 8) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=4095/676. 3.4=-3576/622, 4-18=-4132f737, 5-18=41321737, 5-6=4130/737, 6- 19=4130/737, 7-19=4130/737, 7-8=-3577/622, 8-9=-4095/676 BOT CHORD 2-17=-588/WO4, 16-17=588/3804, 15-16=-492/3362, 14.15=-621/4132, 13-14=-621/4132, 12- 13=-493/3362,11-12=-587/3803,9-11=-587/3803 WEBS 4-16=61366. 7.12=-6/367, 5-15=-421/115, 6-13=365/115, 3-16=-494/102, 4- 15=151/1029. 7-13=150/1026, 8-12=493/102 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind. ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCOL=3.Opsf; h=15ft; 8=45ft; L=2411; eave=5ft: Cat. it. Exp B. Encl.. GCpi=0.18: MWFRS (directional), Lumber DOL=1 60 plate grip OOL=1.60 3) Provide adequate drainage to prevent water ponding 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 6) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fd between the bottom chord and any other members 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 2=308, 9= 308. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verily design parameters and READ NOTES ON THIS AND INCLI/DED i10TEK REFERENCE PAGE M11 472 tar. 1M13/2013 BEFORE USE. wwww Design valid for use only with MITaItm Connectors This design Is based only upon parameters shown, and Is for an individual building component, not w' aWessystemBeforeuse, 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 MiTek' IsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthislabrhoorron, storage, delivery, ercdon and bracing of russes and truss systems, see ANSVTPIt Quality Criteria, Owes and BCSI Building Component 6904 Parke East Blvd. Safety Intornution available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alairandrla, VA 22314. Tampa, FL 36810 Job Truss Truss Type Goy Ply Park Sq Hmsl PEMBROKE-2382-A I T12205588 PSO2382A-T 8t GABLE 1 all Mid -Florida Lumber, Sanow, FL 7 040 s Aug 18 2017 MITek Industries. Inc Fn Oct 08 10.42 48 2017 Page t ID.IE1jSoL4yGPugoUaITHIlpy3oM-r8MJSDiLFIxMdPA00WVWoXOSb3JTPBo3700FIpyWAOL 1 0- 0 10-0.0 20.0.0 2,-0-0 0.0 10.0.0 10.0.0 1.00 Ll Scale = 137 1 04 = 3x4 = 22 21 20 19 1B 17 16 15 14 30 = 1x4 II tx4 II 1x4 It 1x4 II SX5 — firs II 1x4 11 1x4 II 1x4 II LOADING (psf) SPACING- 2-0-0 TCLL 200 Plate Grip DOL 1.25 TCDL 10 0 Lumber DOL 1.25 BCLL 00 ' Rep Stress Inv NO BCOL 100 Code FBC2014rrP12007 CSI. DEFL. in (loc) UdeO Lid TC 0.07 Vert(LL) -000 13 n/r 180 BC 0.03 Ven(TL) -0.00 13 n/r 80 WB 0.05 Horz(TL) 0.00 12 n/a n/a Matrix) LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD OTHERS 2x4 SP No.3 REACTIONS. All bearings,20.0-0 lb) - Max Horz 2=-105(LC 6) Max Uplift All uplift 100 lb or less at joints) 12.2.19.20.21. 22, 17, 16, 15. 14 Max Grav All reactions 250 lb or less at joint(s) 12, 2, 18, 19, 20, 21, 22, 17, 16, 15, 14 FORCES. ( lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown PLATES GRIP MT20 244/190 Weight: 101 lb FT = 0% Structural woad sheathing directly applied or 6-0-0 oc puffins. Structural wood sheathing directly applied or 10-0-0 oc bracing NOTES- ( 9) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10, VuH=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf; h=15ft; B=45ft; L=24ft, eave=2ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (directional), Lumber DOL=1 25 plate grip DOL=1 25 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 ANSVTPI 1. 4) Gable requires continuous bottom chord bearing 5) Gable studs spaced at 2-0-0 oc. 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 100 lb uplift at joint(s) 12, 2, 19. 20. 21. 22. 17. 16, 15, 14. 9) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - Verily design parsrnstrs and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE M/1.7473 rev, 1"341015 BEFORE USE. Design valid for use only with MiTak81 connectors. This design Is based only upon parameter; 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 Imo the overall building design 8rsctng Indicated Is to prevent Duckling of indMdual truss web andror chord members only. Additional temporary and permanent bracing M iTek' IsalwaysrequiredforStabilityandtopreventCollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication. Storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPH Quality Critarls, OSS49 and SCSI Building Component 6904 Parka Fast 814 Safety Information available from Truss Plate Institute, 216 N Lee Sit". Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq. HMS/ PEMBROKE•2382•A T12205567 PS02362A-T 82 QUEENPOST t 1 Mid -Florida Lumber, Ssnow, FL. 7 540 s Aug 16 2017 MiTek Industries, Inc. Fn Oct 0510,42:49 2017 Page 1 ID:fE1iSoL4yGPugoUaITHtlpy3oM_ AKwhgZl_?13CE21eyE01L10(SSRU8b2CM27offyWAOK 1.0.0 5.3.3 10.0-0 14-8-12 20.0.0 21.0-0 1.40 5.3.3 441-12 4-112 5.3.4 t40 Scale - 136 1 40 = a6 3x4 = 3x4 = 5x8 = I to-0.0 119Qt10.0.0 0.0 I Plate Offsets (X.Y)— 12:0-0.8.Edoel.16*0.0.8.Edoel. 18:0.4-0.0-3-01 LOADING (psp SPACING- 2-0-0 CSI. OEFL. in (loc) Udell L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.45 Vert(LL) 0.15 6-8 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.94 Vert(TL) 0.39 6-8 595 180 BCLL 0.0 ' Rep Stress Incr NO W13 0.21 Horz(TL) 0.04 6 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix) Wind(LL) 0.03 6-8 999 360 Weight 89 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2D WEBS 2x4 SP No.3 REACTIONS. (lb/size) 6=854/0-7-8, 2=854/0-7-8 Max Horz 2=-105(LC 6) Max Uplift6=-175(LC 8). 2=175(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1255/233, 3-4=-957/181, 4-5=-957/181, 5.6=-1256/233 BOT CHORD 2-8=139/1068. 6-8=139/1069 WEBS 3.8=332/124, 4-8=-55/561, 5-8=333/125 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-10-2 oc purllns BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) WSnd: ASCE 7-10, Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; 0=45ft, L=2411, eave=5ft, Cat. 11, Exp B; Encl.. GCpi=O 18, MWFRS (directional), Lumber DOL=1.25 plate gnp DOL=1 25 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 wfthstanding 100 lb uplift at joint(s) except of=lb) 6=175, 2=175. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verity design parameters and READ NOTES ON IMS AND INCLUDED INTEK REFERENCE PAGE Af/47472 rev. 10d03/Ze1S BEFORE USE. waaae Design valid for use only with MTaIS connector This design Is based only upon parameters shown, and is for an individual budding component. not nsatrusssystem. Batouse, the building designer must verify the applicability or design parameters and property incorporate this design into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or Chord members only Additional temporary and permanent bracing M iTek' IsalwaysrequiredforstabilityandtopreventcollapsewhopossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing o1 trusses and truss systems, see ANSVTPII Quality Cntena, OSS419 end SCSI Building Component 6904 Padre 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 Dry Ply Park Sq Hms/ PEMBROKE-2382-A Tl?205586 PS02382A-T 83 OUEENPOST 2 1 o to M10•Floride Lumber, Barlow, FL. 7 640 It Aug 16 2017 MrTek Industries. Inc Fa Oct 06 10.42.49 2017 Pape 1 10 fE 1iSoL4yGPugoUal THt 1 py3oM_ AKwhg21_713CEZicyE01LIIX1 SRP8bYCM27oFFyWAOK 5.3-3 10-0-0 14.8-12 20.0.0 21.0-0 5.3-3 4-8-12 4.8.12 5.3.4 1 A•0 Scale = 136 0 4x4 = a 3x4 = 3x4 = 5A = 10-0-0 204-01 10.0-0 10.0.0 Plate Offsets (X.Y)— 11:0-0.8.Edael, f5:0.0.8.Ed0ei, f7:0-4-0.0-3-01 LOADING (psi) SPACING- 2-" CSI. DEFL. in (loc) 1/de0 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 048 Vert(LL) -0.15 5-7 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 8C 0.95 Vert(TL) -0.40 1-7 >582 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.21 Horz(TL) 0.04 5 n/a n/a BCOL 10.0 Code FBC2014/rP12007 Matrix) Wnd(LL) 0.04 1-7 >999 360 Weight: 88lb FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-8-7 oc purlins. BOT CHORD 2x4 SP No.2D BOT CHORD Structural wood sheathing directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/sae) 5=856/0-7-8.1=772/0.7-8 Max Horz 1=-103(LC 6) Max Uplift5=-176(LC 8), 1=-128(LC 8) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1268/242, 2-3=964/186, 3-4=-964/185, 4-5=-1262/238 BOT CHORD 1-7=149/1083, 5.7=143/1074 WEBS 2.7=343/131, 3.7=-60/564, 4-7=333/124 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuK=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCOL=3.Opsf, h=15ft; B=45ft; L=24ft, eave=5ft; Cat. It: Exp B, Encl., GCpt=0.18; MWFRS (directional), Lumber DOL=1.25 plate grip DOL=1 25 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 frt between the bottom chord and any other members 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 5=176, 1=128 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING • Verify design parameters and READ NOTES ON TN/S AND INCLUDED AUTEK REFERENCE PAGE M/1.7473 raw. 1""Ot S BEFORE USE. Design valid for use Dory with MiTabID connectors This design Is bused only upon parameters shown, and is for an individual building component, not a truss system Before use, the budding designer must vedry the apphcalodr y of design parameters and properly Incorporate this design into the overall building design Bracing Indicated la to prevent buckling of Individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' 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 ANSIM11 Quality Criteria, DS849 and BCSI Building Component 6904 Parke Fast Blvd Safety Information available from Truss Plate Inatdute, 216 N Lee St". Suite 312. Alexandna. VA 22314 Tamps, FL 36610 Job Truss Truss Type Dty Ply HMW PEMBROKE-2382-A I 1PorkSq T12205568 PS02302A-T 84 HOWE 1 Job Mid -Fonds Lumbar, Bartow. FL 104U a Aug 10 ZU1 r MIlex mausmes, im Fri lxi w l Y.{L.50 Nl r raga i I D.7Ob5f8LgaXISy2mbBo7a 1 y3oLz-eW f3Nlcm KB3sIKpV xX_tyllm swOt2YMatiMnry WAOJ SS4 10-0.0 14.8.12 20-0-0 SS4 4$12 4$-12 5-54 Scab = 1:35.4 40 = 3x4 = 2x4 II 7x8 2x4 = II 3x4 1S4 4% 0' 21144812 I 14-6,12 20 0-0 4812 5-5-4 Plate Offsets (X Y)— F7.0.4-0 0.481 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 028 Vert(LL) 0.03 7 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.32 Vert(TL) 0.09 7-8 >999 180 BCLL 0.0 ' Rep Stress Inor NO WB 0.23 Horz(TL) 0.03 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Wind(LL) 0.02 7 >999 360 Weight: 109 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 4-9-6 oc puriins. BOT CHORD 2x6 SP No 2 BOT CHORD Structural wood sheathing directly applied or 10.0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 5=778/0-7.8, 1=778/0-7-8 Max Horz 1=95(LC 7) Max Uplrtl5=130(LC 8), 1=130(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=13641235. 2-3=-944/201, 3-4=944/201, 4-5=1364/235 BOT CHORD 1-8=162/1147, 8-9=162/1147, 7-9=-162/1147, 7-10=162/1147, 6-10=-162/1147, 5-6=162/1147 WEBS 3-7=87/520. 2-7=-435/113, 4-7=4351113 NOTES- (7) 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; BCOL=3.Opsh h=15ft: B=45ft; L=24ft; eave=5ft; Cat. It: Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1 25 plate grip 0OL=1 25 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 (all 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 100 lb uplift at joint(s) except (jt=lb) 5=130, 1=130 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) Truss is designed with, and confirms to the 2007 Flonda Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-9=-20, 9-10=-21(F=1), 5-10=20, 1-3=60, 3-5=-60 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design Parameters end READ NOTES ON TICS AND INCLWED MITEK REFERENCE PAGE 014473 rev. 1&1,V20/6 BEFORE USE. Design valid for use only with MRekm cenneaors This design is baud only upon parameters shown, and is for an Individual building component, not a truss "am. Before use, the building designer must verily the applicability of design paramafere and property Incorporate this design into me overall eutiding design Bfacing Indicated Is to prevent buckling of individual Ines web and/or chord members only. Additional temporary and permanent bracing M iTek' Is always required for stability and to prevent Collapse with possible personal Injury and property damage For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, sea ANSIRPII Quality Criteria, OSS48 and SCSI Building Component 6804 Parke East Blvd. Safety Information available from Truss Plea Insutde. 218 N Lee Street, Suite 31Z AlexandM, VA 22314 Temps. FL 36610 Job Truss Truss Type Sty Ply Hms/ PEMBROKE-2382-A I IParkSq 717205570 PS02392A-7 ct GABLE 1 Job Reference (ontionall Lumber, Sanow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fit Oct 06 10.42.50 2017 Page 1 ID:7Qb5f8LilaXlSy2mb8o7a1 y3oLz-eWT3tvjcrmK83siKpVxX_tyll0szbt4rMaitMnryWAQJ 1 0-0 4.10-0 9-8-0 10.8.0 1-00 4.10-0 4.10-0 1.0.0 Scale = 125 3 4x4 = 1.S:4 II 15x4 II 4.10-0 4.10-0 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 032 Vert(LL) -001 6-7 >999 240 MT20 244/190 TCOL 10.0 Lumber OOL 1.25 BC 0.18 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 008 Horz(TL) 000 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matnx) Wind(LL) 000 7 >999 360 Weight: 60 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc pur ins, except BOT CHORD 2x4 SP No.2 end verticals WEBS 2x4 SP No.3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No 3 REACTIONS. ( lb/size) 8=444/0-3-8, 6=444/03.8 Max Horz 8=92(LC 6) Max Upldl8=-153(LC 8). 6=-153(LC 8) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=379/136. 3.4=379/136, 2.8=-395/165, 4-6=395/165 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vuft=140mph (3-second gust) Vasd=108mph, TCOL=4.2psf; BCDL=3.Opsf, h=15ft; 8=45ft; L=24ft; eave=5ft; Cat 11; Exp 8; Part. End., GCpi=0.55; MWFRS (directional); end vertical left and right exposed; Lumber OOL=1.25 plate gnp DOL=1 25 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 ANSIfrPI 1. 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to beanng plate capable of withstanding 100 lb uplift at joint(s) except (jl=lb) 8=153. 6= 153. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VerNy design parameters and READ NOTES ON TMS AND INCLUDEO MITEK REFERENCE PAGE M/F7472 rev. 10,O1,2015 BEFORE USE. Design valid for use only with M(TekS connectors This design Is baud only upon parameters Shown, and Is for an Individual building component. not a truss System Before use, the building designer must venly mrs the applicabilityofdesignparaeteandpropertyIncorporate this design into me ovens building design Bracing Indicated Is to prevent bucking of Individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always requiredforStabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthentxkaico, Storage, delivery, erection and bracing o1 trusses and truss systems, see ANSVrPH Quality Criteria, OSS49 and SCSI Building Component 8904 Parka East Blvd.Satety Information available from Truss Plate Institute, 218 N Lee Streei, Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Ary Ply 1 1P&* Sq.Hms1PEM8R0KE-2382-A T12205571 PS02382A-T C2 KINGPOST 3 Job Reference (optional) ma -mama uimwr, —M. rL. r core a rurp io a i r can ea mausmas, me rn vn w rv.+<.a to i r rape ID 70b5f8LtjaXiSy2mbBo7sly3oLz6jlR5FkEXeJwUsv?3f2DOArwzGJgcMpMcvKeyWAOI 1." 4-10-0 9.8-0 1ae-o 1-ao 4.10-0 410E Scale = 1:25 3 4k4 = 8 44 = 6 1.5x4 II 1 5X4 II I 4,1941a(1 410-0 LOAOING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) t/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.32 Vert(LL) -0.01 6.7 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 018 Vert(TL) -0.02 6-7 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.08 HOrz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix) VWnd(LL) 0.00 7 >999 360 Weight 55lb FT=0% 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 Structural wood sheathing directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 8=444/0-3-8, 6=444/0-3.8 Max Horz 8=-92(LC 6) Max Uplift8=-153(LC 8), 6=-153(LC 8) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 2-3=379/136, 3-4=-379/136, 2.8=-395/165, 4-6=395/165 NOTES- (6) 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf, BCOL=3.0psf; h=15ft, 0=45ft; L=24ft, eave=5ft; Cat. II, Exp B, Part. End , GCpi=O 55; MWFRS (directional); end vertical left and right exposed, Lumber OOL=1.25 plate grip DOL=1.25 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 100 lb uplift at joint(s) except (jt=lb) 8=153, 6=153. 6) Truss is designed with, and confirms to the 2007 Flonda Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARN/NO • VarNy daalpn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE 11110-7473 rev. 1001L2e15 BEFORE USE. Design veld for we only with MiTak* oonnectors. This design Is bused only upon parameters shown, and Is for an adMdual building component, not a truss system Before use, the building designer must verily the appllrabikty, of design parameters and properly Incorporate this design Into the overall building design. Bracing kdlcs100 is to prevem buckling of Individual trust web and/or chord members only. Adddbonal temporary and permanent brecing M iTek' Is always required for stability and to prevent collapse with posalote personal Injury and property damage. For general guidance regarding the fabrication. Storage, delivery. erection and bracing of trusses are truss systems, see ANSLITP11 Quality Criteria, OSS49 and SCSI Building Component 6904 Parka East Blvd Safety InformWon available from T(uss Plata Institute, 218 N Lea Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Hmsl PEMBROKE-2362-A IParkSq T72205572 M023VA-T CJ1 JACK a 1 e Mid-Flonds Lumber. Banes. FL. 7 640 a Aug 16 2017 MiTek Industries. Inc. Fn Oct 05 10.42 51 2017 Page 1 ID 7ob5f8LilaXISy2mbBo7aly3oLz-611R5FkEXeJwusvMDOArztGLZcYOVpMcvK8yWA01 1.0.0 1.0-0 1-0-0 1-P0 Scale - 1:7 2 2xil = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 2 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 2 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 000 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix) Wind(LL) 000 2 360 Weight: 5lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3=-9/Mechanical, 2=137/0-7-8, 4=9/Mechanical Max Horz 2=34(LC 8) Max Uplift3=-9(LC 1), 2=-64(LC 8) Max Grav 3=12(LC 8), 2=137(LC 1). 4=19(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 1.0-0 oc pudins. BOT CHORD Structural wood sheathing directly applied or 10.0-0 oc bracing NOTES- (6) 1) Wind: ASCE 7.10; Vu8=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=45ft; L=24f1; eave=5fl, Cat. II; Exp B; Encl , GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate gnp DOL=1.25 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 100 lb uplift at joint(s) 3, 2. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING - VarNy deal. parameters and READ NOTES ON THIS AND INCLUDED AsTEK REFERENCE PAGE M&7473 rev. 10,10"015 BEFORE USE. Design valid for use only with MUM connectors This design Is based only upon parameters shown, and is for an individual budding component, not a truss syslam estate use, the building designer must vastly the applicability of design parameters and property Incorporate this design Imo the overall building design Bracing Indicated is to prevent buckling Of Individual truss web andiat Chord members only Additional temporary and permanent bracing MiTek' Is always required for slabgdy, and to prevent collapse with possible personal injury and property damage For general guidance regarding ins fabrication, storage, delivery, erection area bracing of trusses and truss systems, sea ANSVrp11 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke Egg Blvd Safety Information available from Truss Plate Institute, 216 N. Lee Street, Suite 312. Alexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Hmsl PEMBROKE-2382-A I IPWkSq T1220557J PS02382A-T CJ3 JACK 8 Job Reference (optional) Mid-Flaride Lumber, Bartaw, FL. 7 840 s Aug 16 2017 Wait Industries, Inc Fd Oct 00 10 42.52 2017 Page 1 t0 bd9TtUMKUttc46dz9uJM7Ey3oLy-evbplblslyRn5OUBdMaSyNN73ggnL?ee2OMSsayWAOH 1.0.0 3.0-0 Scale = 1, 12 3 2k4 = 3.0.0 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in loc) Vdefl L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.10 Ven(LL) 000 2-4 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 007 Vert(TL) 001 2-4 999 180 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10. 0 Code FBC2014/TPI2007 Matrix) Wind(LL) 0.00 2 360 Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No 2 REACTIONS. (lb/ size) 3=59/Mechanical, 2=203/0-7-8, 4=26/Mechanical Max Horz 2=61(LC 8) Max Uplif13= 25(1-C 8), 2=63(LC 8) Max Grav 3=60(LC 13), 2=203(LC 1), 4=53(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purllns. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing NOTES- (6) 1) Wind ASCE 7-10; Vufl=140mph (3-second gust) Vesd=108mph; TCOL=4.2psf,, BCOL=3.Opsf; h=15ft; 8=45R; L=24R; eave=5f . Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1 25 plate grip DOL=1 25 2) This truss has been designed for a 10.0 psf bottom chord live load nonooncurrent with any other live loads. 3) ' This truss has been designed for a live bad of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3, 2 6) Truss is designed with, and confirms to the 2007 Flonda Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING • VeAly design paramstara and READ NOTES ON TFOS AND INCLUDED MITEK REFERENCE PAGE 1101I1-7473 rev. 10403/2015 BEFORE USE. Design valid for use only wM MrTakm Connectors This design Is based only upon peramators shown, and is for an individual building component, not a truss " am Before use. the building designer must vent' the applicability of design parameters and property Incorporate this design into the overall bubding design Brwmg Indicated Is to prevent buckling of Individual truss web and/or lard members only Additional temporary and permanent bracing M iTek' Is alweysrequiredforstabilityandtoprevent000203aWithPossiblepersonalInjuryandproperlydamage. For general guidance regarding ins fabrication, storage, delivery. erection and bnase dng of trussesandtrusssystems, e ANSUTPH Quality Criteria, OSBaf and SCSI Building component 6904 Parke Fast BNO Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 31Z Alexandria, VA 22314. Tamps. FL 36810 Job Truss Truss Type oty Ply Park Sq. Hmsf PEMBROKE-2382-A 7122p5574 PS02382A-T CJ3T JACK 2 1 O Mid -Florida Lumber, Banw. FL. 7 640 a Aug 16 2017 MiTek Industries, Inc Fri Oct 06 10,42 52 2017 Page 1 I D: bd9T1UMKUdc46dz9uJM 7Ey3oLy-avbplblslyRn50U BdMeSyNN73ggIL')ee2OMSsayWAO H 1.0-0 3.0.0 2x4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d TCLL 20.0 Plate Grip DOL 125 TC 0 10 Vert(LL) 0.00 2-4 999 240 TCOL 10.0 Lumber DOL 1 25 BC 008 Vert(TL) 0O1 2-4 999 180 BCLL 00 ' Rep Stress Inor YES WB 0.00 Horz(TL) 000 4 We n/a BCDL 100 Code FBC2014/TPI2007 Matrix) Wind(LL) 000 2 360 LUMBER - TOP CHORD 2x4 SP No.2, SOT CHORD 2x4 SP No.2 REACTIONS. (lb/ size) 3=59/Mechanical, 2=204/0-7-8, 4=27/Mechanical Max Horz 2=61(LC 8) Max Uplift3=- 25(LC 8), 2=63((-C 8) Max Grav 3=60(LC 13), 2=204(LC 1). 4=54(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown Scale = 1. 12.3 rla PLATES GRIP MT20 244/ 190 Weight, 13 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; SCDL=3 Opsf; h=15ft, 8=45ft. L=24ft; eave=5ft, Cat. II; Exp B. Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1 25 plate grip DOL=1 25 2) This truss has been designed for a 10 0 pst 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 100 Ib uplift at joint(s) 3, 2. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Verify dasfgn paramotera and READ NOTES ON TIOS AND INCLUDED AdTEK REFERENCE PAGE M/I.1473 rev. 1QN3r2015 BEFORE USE. Design valid for use only with MiTakO connectors This design Is based only upon parameters shown, and Is for an Individual budding component. not a truss system Before use, the building designer must verily the applldablaly of design parameters and property Incorporate this design into the overall building design Bracing Indicated laid prevent buckling of Individual truss web andfor chord members only Additional temporary and permanent bracing M iT®k• Is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertywmegaForgeneralguidanceregardingthefabrication, garage, delivery, erection and bracing of trusses and truss systems, see ANSIRPN Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute. 218 N. Lee Street. Suite 312. Meundria, VA 22314. Tamps, FL 36810 Job Truss Truss Type Oty Ply Park Sq Hms/ PEMBROKE3382-A TIMOM75 PSC2382A-T CJS JACK 8 1 D Mid -Ronda Lumber, Bsnow. FL. 7 640 s Aug 16 2017 MiTek Industries. Inc Fn Oct OB 10 42.52 2017 Page 1 10• bd9TtUMKUdc46dz9uJM7EyJoLy-avbplblslyRn50U BdMaSyNN3Zge?L?ee2OM Ssay WAOH 1-0-0 5-0.0 1.0.0 5-0.0 Scale - 1 17.3 214 = LOADING (psf) SPACING- 2(.120 CSI. DEFL. in loc) Vdefl L/d TCLL 20.0 Plate Grip DOL 15 TC 0.33 Vert(LL) 003 2-4 999 240 TCDL 100 Lumber DOL 1.25 BC 0.25 Vert(TL) 0.07 2-4 809 180 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 100 Code FBC2014frP12007 Matrix) Wind(LL) 0.00 2 360 LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 2x4 SP No.2 REACTIONS. ( lb/size) 3=128/Mechanical, 2=275/0.7-8, 4=46/Mechanical Max Horz 2=89(LC 8) Max Uplift3=-56(LC 8), 2=64(LC 8) Max Grav 3=128(LC 1), 2=275(LC 1), 4=93(LC 3) FORCES. ( lb) - Max. Comp./Max. Ten - All forces 250 (lb) or less except when shown. PLATES GRIP MT20 244/190 Weight: 18 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing direly applied or 5-0-0 oC purihns. BOT CHORD Structural wood sheathing direly applied or 10-0-0 oc bracing. NOTES- ( 6) 1) Wind: ASCE 7-10; Vu11=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=30psf h=15ft, B=45ft, L=24ft; eave=5ft, Cat. 11; Exp B; Encl.. GCpt=0.18, MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1.25 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 100 lb uplift at joint(s) 3, 2. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED ADTEx REFERENCE PAGE MIb7473 rev. IGOMM5 BEFORE USE. assrse e Oesign valid for use only with Mf7eND connectors This design Is based only upon parameters shown, and a for an Individual building Component, not a Wes system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall building design Bracing Indicated Is to prevent buelding of Individual trust web and/or chord members only. Additional temporary and permanent bracing M iTek' IsalwaysrequiredforatpreventcollapseandtoprevecollapsewithpossiblepersonalInjuryandpropertydamageForgenarmguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and Wes systems, see ANSVrPI1 Quality Crftans, OS8J9 and 8CS1 Building Component 6904 Parke Cog Blvd. Safety Information available from Truss Pate Institute, 218 N Lee Strom, Suite 312. Alexandria, VA 22314. Tampa, FL 36810 Job Truss Truss Type Oty Ply Hmsl PEMBROKE-2362-A 1P* rkS1 T12205578 PS02362A-T CJ5t JACK 2 1 0 Mal-Fionaa Lumber. Sanow, FL 7 640 s Aug 16 2017 MiTek Industries. Inc Fn Oct 06 10.42,53 2017 Page 1 ID. bd9TtUMKUtfe46dz9uJM7Ey3oLy-259CVxmU3F2ejA30B45hVbwD441 A4R WoHg5000y WAOG 2.9.0 3.9.0 5.0.0 10 0 2-9.0 1.0.0 1.3 0 2x4 = 2.9.0 3.9.0 + 5.0.0 2.9.0 1-0.0 no Scale - 1 17 3 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.41 Vert(LL) -005 8 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 SC 0.06 Vert(TL) -013 8 >413 180 BCLL 0. 0 ' Rep Stress Ina YES WB 0.02 Horz(TL) -0.06 6 n/a n/a BCDL 10. 0 Code FBC2014frPI2007 Matrix) Wind(LL) 0.05 8 >999 360 Weight 21 lb FT = 0% LUMBER- BRACING. TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 5=162/Mechanical, 2=275/0-7-8, 6=12/Mechanical Max Horz 2=89(LC 8) Max Uplift5=- 46(LC 8), 2=64(LC 8) Max Grav 5=162(LC 1), 2=275(LC 1), 6=24(LC 3) FORCES. (lb) - Max Comp /Max. Ten. - All forces 250 (lb) or less except when shown NOTES- (6) 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf; h=15f1; B=45ft, L=24ft, eave=5ft, Cat 11, Exp B; Encl.. GCpi=0.18; MWFRS (directional), Lumber DOL=1.25 plate grip OOL=1 25 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 100 lb uplift at joint(s) 5, 2 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Vertly dsslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MIA-7472 rev. fODL2a15 BEFORE USE. Design valid for use only with MITek® oonnectors. This design is based only upon parameters drown, and Is for an Individual building component. not a truss " am. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall budding design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryampropertydamage. For general guidance regarding the fabrlast on. storage, delivery. erection and Orsong of susses and truss systems, see ANSVIPII Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd. SafetyInformation available ( tom Truss Plate Institute, 216 N. Lee Street, Suite 312, Alexarldna. VA 22314. Tamps. FL 36610 Job Truss Truss Type Oty Ply Park Sq. HMW PEMBROKE-2362-A Tt2205577 PS02382A-T 01 HIP 1 1 Mid -Honda Lumber, Banes, FL. 7.640 s Aug 16 2017 MITek Industries, Inc Fn Oct 06 10 42 53 2017 Page 1 ID 4pjr4gNzEBoThGC%bgbfSy3olx•259CVxmU3FZejA30845hVbwCg4r34JloHg5000yWAOG 1.0.0 3&4 I 7.00 114.0 1 15.6-0 20.0-0 1 23.2.12 1 27.0-0 bOO, 1.00 111 3. 102 4-_4 44-0 44.0 12.12 339.4 1.00I Scale: 1/4'z V 4x4 = _ 3x4 = 3x4 = 04 - 4 5 14 15 6 7 3x5 = 13 - 11 3x5 = 3xS = Sx5 = 3x8 7.00 I.680 20.00 1 27-ao 680 7.00 Plate Offsets (X.Y)- 12.0-0.4.Edael.19:0-0.4.Edael. 112:0.2.8.0-3-01 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 200 Plate Grip DOL 1.25 TC 0.50 Vert(LL) 0.18 12 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 0.77 Vert(TL) 0.45 11.12 >705 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.51 Horz(TL) 015 9 n/a n/a SCOL 100 Code FBC2014/TP12007 Matra) Mnd(LL) 015 12 >999 360 Weight: 134 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-8-14 oo puffins. BOT CHORD 2x4 SP No.1 BOT CHORD Structural wood sheathing directly applied or 6-9-11 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1727/0-3-8.9=1727/0-3-8 Max Horz 2=39(LC 7) Max Upldt2=-385(LC 8). 9=-385(LC 8) Max Grav 2=1826(LC 13), 9=1826(LC 14) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=3506/787, 3-4=-3482/800, 4-5=-3148/734, 5.14=3846/892, 14-15=-3846/892, 6.15-38461892, 6.7=-3148/734, 7-8=3482/800, 8-9=3506/787 BOT CHORD 2-13=-662/3107, 12-13=85013803, 11-12=-850/3793, 9-11=-662/3077 WEBS 4-13=-73/773, 5.13=866/231, 6-11=-866/231, 7.11=-73/773 NOTES- (10) 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; 8=45ft; L=27ft; eave=oft; Cat. II; Exp B; Encl., GCpi=O 18; MWFRS (directional), Lumber DOL=1 25 plate grip DOL=1.25 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=Ib) 2=385, 9=385. 7) Girder cames hip end with 7-0-0 end Setback. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 488 lb down and 169 lb up at 20-0-0, and 488 lb down and 169 lb up at 7-0-0 on top chord The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8) 10) Truss is designed with, and confirms to the 2007 Flonda Building Code w/2009 supplements LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=l 25, Plate Increase=1.25 Uniform Loads (plf) Vert: 14=-30, 4-7=-101(F=-71), 7-10=-30, 2-9=34(F=-24) Concentrated Loads (lb) Vert: 4=385(F) 7-385(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARNING • verHy dss/gn parameters and READ NoTEs ON rms AND /NCLWED W rEK REFERENCE PAOE M/F7473 tev. fdN1400 BEFORE USE. Oesign valid for use only with MUM connectors. This design is based only upon parameters shown, and is for an individual busding component, not a truss system Before use, the building designer must variy the applicability of design parameters and properly Incorporate Ilia 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 M iTek' Is akvays required for stability and to prevam collapse with possible personal injury and property damage For general guidance regarding the fabrication. storage, delivery, are Lion and bracing of trusses and truss systems, $ee ANSIRPI1l Quality Criteria. OS6.69 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Pate Institute. 216 N. Lee Street, Suite 312. Alexandria, VA =14. Tamps, FL 38610 Job Truss Truss Type Oty Ply Park Sq. HmL PEM13ROKE-2362-A TI MIN 576 IPW2M2A-T 02 HIP 1 1 oD e all Mid -Florida Lumber, Bartow, FL. 7 640 a Aug 16 2017 MiTek Industries. Ina Fn Oct 06 10.42,54 2017 Pape 1 I D.4plr4gNzE BoThGC9lbgbfSy3oLx-W Ilal Hm6gZhVLKeakncw2oSPgTC BpswxVKrZwTyWAOF 1•ooi a•9.4 9.0-0 134.0 1 1b0.0 22-2-12 27.0-0 26.0.0 1.10 4.9.4 4.2-12 44 -0 4-&0 4.2.12 4.9.4 1-0.0 Scale 1/4"-1' f[1 5x5 = 1x4 II 5x5 = 13 5 14 6 3x4 — 3x4 = 11 30 = 3x4 = Sx8 = i 7•2:4 118.0 19.11.12 27.0-0 7.0.4 i 5. 2' I 1 8.5.12 7 0 4 Plate offsets rx.Y1— f4:0-2-8.0-2-41. f6 0-2-8.0-2-41. f 11:0.4-0.0-3-01 LOADING (psf) SPACING- 2-0-0 CST. OEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1 25 TC 0.34 Vert(LL) 0.08 11 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.65 Vert(TL) 0.23 10-11 >999 180 BCLL 0.0 ' Rep Stress Iner NO WB 0.14 Horz(TL) 008 8 n/a n/a SCOL 10.0 Code FBC2014/TPI2007 Matrix) Wind(LL) 006 11 >999 360 Weight: 135 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 3-10-8 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1137/0.3-8, 8=1137/0.3-8 Max Horz 2=98(LC 6) Max Uplift2=-218(LC 8), 8=218(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3-19671339. 3.4=-1772/324, 4-13=-1590/321, 5-13=1589/321, 5-14=15891321, 6-14=-1590/321, 6.7=-1772/324, 7-8=-1967/339 BOT CHORD 2-12=-239/1692, 11-12=153/1399, 10.11=-153/1399, 8-10=-239/1692 WEBS 4-12=-34/373, 4-11=33/365, 5-11=273/81, 6-11=33/365. 6-10=-34/373 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design 2) Wind, ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCOL=3.Opsf; h=15ft; 8=45ft; L=27ft; eave=oft; Cat. II; Exp 8; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1 25 plate grip DOL=1 25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=218, 8=218 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Verify dnlgn paremafars and READ NOTES ON T/OS AND INCLUDED a6TEK REFERENCE PARE 111I0-7473 nr. 111103/20iS BEFORE USE. Design valid for use only withMITek® Connectors. This design Is based only upon parameters shown, and Is for an Individual building component, not a truss System Before use, the building designer must verily the applicability of design parameters landproperty incorporate this design into the overall budding design Booing indicated Is to prevent buckling of Individual truss web andfor chord members only. Additional temporary and permanent tracing M iTek' 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 ANSUTPII Quality Criteria. OSS49 and SCSI Building Component 6904 Parke Fast Blvd Safety IMorthation available from Truss Plate InstiWd, 216 N. Lee Street, Suite 312. Alaxandrla, VA 22314 Tampa, FL 36810 Job Truss Truss Type Oty Ply I 1PffkSq. HmWPEMBR0KE-2382-A T12205578 PS02382A-T 03 HIP 1 Job Reference (optional) Mid -Florida Lumber, Bartow. FL. 7 640 a Aug 16 2017 MITek Industries. Inc. Fn Oct 08 10.42.55 2017 Page 1 ID:Y?GDI9Ob?VwJJOnLGJLgCfy3oLw_UHywdnkbtpMyUDmIU79a0?2St2HYG?5k a7TvyWAOE I Sa 4 11.0.0 I 16-0-0 + 21.2.12 27.04 28.0.Ot 1-0.o 5.11 5.2-12 5-0-0 5.2.12 5.9.4 1.0.0 Scale* 1/4 mV 4x8 = 44 = 1 14 15 5 3x4 = 141 rc I. o 3x4 = 1x4 II 3x4 = 3x4 — US = 1x4 II 11 A0 18.0-0 21.2.12 t 27.0.0 5.9.4 5.2.12 SO-0 S2.12 5.9-4 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) udeff Ud TCLL 200 Plate Grip DOL 1.25 TC 0.42 Vert(LL) 0.08 12 999 240 TCDL 100 Lumber DOL 1.25 BC 0.60 Vert(TL) 020 12-13 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 0.09 7 We n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Wind(LL) 0.05 12 999 360 LUMBER - TOP CHORD 20 SP No 2 SOT CHORD 20 SP No.2 WEBS 20 SP No 3 PLATES GRIP MT20 244/190 Weight 139 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-9-5 oc puffins. BOT CHORD Structural wood sheathing directly applied or 10-0.0 oc bracing REACTIONS. ( lb/size) 7=1137/0-3-8, 2=1137/0.38 Max Horz 2=115(LC 7) Max Uplift 7=-218(LC 8). 2=-218(LC 8) FORCES. ( lb) - Max Comp /Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=1963/326, 3-4=-1477/290, 4-14=-1264/286, 14-15=1264/286, 5.15=12641286, 5. 6=1477/290, 6.7=-19631326 BOT CHORD 2-13=-221/1678, 12-13=221/1678, 11-12=-112/1264, 10-11=112/1264, 9.10=221/1677, 7. 9=22111677 WEBS 3-12=-483/124, 4-12=-30/372, 5-10=-30/372, 6-10=482/125 NOTES- ( 7) 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10. Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf, h=15f . B=45ft; L=24ft; eave=5ft; Cat. II; Exp B. Encl.. GCpi=0.18, MWFRS (directional); Lumber DOL=1.25 plate gnp DOL=1 25 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 3-64 tell by 2-0-0 wide will fit between the bottom chord and any other members 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (il=lb) 7=218, 2= 218. 7) Truss is designed with, and confirms to the 2007 Florida Building Code w12009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - VNW dasfen parameters and READ NOTES ON T10S AND INCLUDED 60MX REFERENCE PAGE AW472 row. 10NL2015 BEFORE USE. Design valid tot use only with MITek$ connectora. This design is based only upon parameters shown, and Is for an individual budding component, not a ass 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 ass web and/or chord members only. Additional temporary and permanent bracing M"rek' IsalwaysrequiredforstabilityendtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems, we ANSVTPII Quality Criteria, OSS42 and SCSI Building Component 6204 Parke Fag Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Subs 312. Alexandria, VA 22314. Tampa, FL 36810 Job Truss Truss Type Qty Ply Park Sq. Hens/ PEMBROKE-2382-A Tt2205580 IPS02382A-T 04 HIP 1 t all Mid-Flonds Lumber, Bartow, FL 7 640 s Aug 16 2017 MiTek Industries, Inc Fn Oct 06 t 0*42,55 2017 Page 1 ID'Y')GD19ObWwJJQnLGJLgCfy'JoLw-_UHywdnkbtpMyU0mIU79aO?MtY?YBc5k a7TvyWAQE 14.0-0 t-o-0 t4g•4 &2.12 0. 8.2-12 &6 1.00 044 Scala = 150 4 2x6 11 3x8 = US = q 3x4 = 12 11 10 3x4 = tx4 II 5x8 = 10 11 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 FBC2014frP12007 CSI. TC 0.59 BC 0.68 WB 0.69 Matrix) OEFL. in (loc) Vdefl L/d Vert(LL) -0.08 11 >999 240 Vert(TL) -0.22 2-12 >999 180 Horz(TL) 009 8 n/a n/a Wind(LL) 005 2-12 >999 360 PLATES GRIP MT20 244/190 Weight: 129 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-6-8 oc purlins BOT CHORD 2x4 SP No 2 BOT CHORO Structural wood sheathing directly applied or 10-0-0 oc bracing WEBS 2x4 SP No 3 REACTIONS. (lb/size) 2=1137/0.3-8, 8=1137/0.3-8 Max Horz 2=134(LC 7) Max Upllft2=-218(LC 8), 8=-218(LC 8) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2.3=1923/322, 3-4=1308/269. 4-5=-1090/271, 5-6=-1090/271, 6.7=-1308/269, 7-8=1923/322 BOT CHORD 2-12=-209/1635, 11-12=209/1635, 10-11=-209/1635, 8-10=-209/1635 WEBS 5-11=-99/684, 3-11=636/156. 3-12-0/289, 7-11=636/156, 7-10=0/289 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10; Vult=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf; BCDL=3 Opsf; h=15ft; B=45ft; L=24ft, eave=5ft; Cat. 11, Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1 25 plate gnp DOL=1 25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=218, 8=218. 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - V&* design parameters end READ NOTES ON TIOS AND INCLUDED AOTEK REFERENCE PAGE MIJ-7473 rev. 10AMOIS BEFORE USE. Design valid for use only with MITak® connectors. This design IS based only upon parameters shown, and Is for an indNraual budding component, not a was System Before use, the bullOing designer must verify the applicability of design parameters and property Incorporate this design into the overact buitding design. Bracing indicated Is to prevent buckling of indMduel truss web and/or chord members only. Additional temporary and Permanent bracing M ITek' Is always required for stability and to prevent collapse with possible personal Injury and property damage Fat general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPIt Quality Criteria, OSS-82 and SCSI Building Component 69N Parke Eau Blvd. Safety Information available from Truss Plate Institute, 218 N Lea Street, Suite 312. Mexendrta, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply HmWPEMBROKE•2392•A IParkSq T72205581 PS02382A-7 E1 HIP 1 1 Mid-Flerlea Lumber, Bartow, FL. r o4o s Aug to zul r Mt i ek indusuies. inc rn vet uo tu.4zbe zui r rage i 10: RUpYT VXcE9zHNtbOXp4HTAy3nna•TgrK6zoNMAxOaenysCeO7 DYiFHtRHgc.EzeKg?LyWA00 3$4 6-9 0 11.1-0 I 15 5-0 19 &0 22-11-12 ( 2&9-0 38a 3.2-t2 4-4.0 4-:10 4-4-0 32.12 3.9.4 100 Scab = 146 a Sx5 = 3x4 = 3x4 = 4x4 = US = ,. - 3x5 = 3x8 = 5x5 = 3x8 = 13.3.0 19.9-0 25-9-0IHi6.9-0 680 I 7.0.0 Plate Offsets (X.Y)- 13:0.2-8.0.2-41.18:0.0.8.Eddel.[11:0-2-8.0-3-01 LOADING (pso SPACING- 1-0-0 CSI. OEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.48 Vert(LL) -0.17 11 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.73 Vert(TL) -0.44 10-11 >727 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.51 Horz(TL) 015 8 n/a n/a BCOL 10.0 Code FBC2014/rP12007 Matrix) Wind(LL) 015 11 >999 360 Weight: 132 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-10-5 oc purlins. BOT CHORD 2x4 SP No. t BOT CHORD Structural wood sheathing directly applied or 6-8-3 oc bracing. WEBS 20 SP No.3 REACTIONS. (lb/size) 1=1705/Mechanical, 8=1708/0.3-8 Max Horz 1=45(LC 6) Max Uplift 1=395(LC 8). 8=-403(LC 8) Max Grav 1=1823(LC 13), 8=1820(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=3424/818, 2-13=-3427/828, 3-13=-3188/758, 3-14-3078/763, 4-14-3077f764, 4-15=-3799/928, 5-15=-3799/928, 5-6=-3135/768, 6-7=3468/838, 7-8=-3493/824 BOT CHORD 1-16=-692/3000, 12-16-692/3000, l l-12=883/3738, 10-11=-890/3764, 8-10-695/3066 WEBS 3-12=-78/752, 4-12=873/234. 5-10=-844/238, 6-10=-77n57 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; 8=45ft. L=27ft; eave=oft, Cat II, Exp 8; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10 0 psf bottom chord live load nonconcurtent 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 tell by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (tt=lb) 1=395. 8=403. 8) Girder carries hip end with 7-0-0 right side setback, 6-6-0 left side setback, and 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 495 lb down and 179 lb up at 20-0-0, and 460 lb down and 166 lb up at 6.6-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8) LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (pIf) Vert: 1-13-30. 3.13=101(F=-71), 3-6=-101(F=-71), 6-9=-30, 1-8=-34(F=-24) Concentrated Loads (lb) Vert: 6=385(F) 13=358(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Varlfy daslgn perimeters end READ NOTES ON Tips AND INCLUDED aBrEK REFERENCE PAGE AW473 rev. 10AM1015 aEFORE USE. Design valid for use only with MTeba connecters. Tab design is based only upon parameters shown. and Is fat an individual building component. not a truss "am. Before use, the building designer must venty the applicability of design parameters and properly Incorporate this design into the overall building design. Bracing Indicated is to prevent buckkng of individual truss web and/or chord mambas only. Additional temporary and permanent bracing M iTek' 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 ANSIRPI1 Quality Crhena, OSS49 and SCSI Building Component 6904 Parke Fast 81W. Safety Information available from Truss Plate Inshtule, 218 N Lee Strai, Suite 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type oty Ply Hma/ PEMBROKE-23e2-A I IParkSq T12205562 PS02362A-T EIT HIP 1 Job Reference tootionall Mid-Flonda Lumber, Banow, FL 7 640 a Aug 16 2017 MiTek Industries, Inc Fit Oct 06 10.42 57 2017 Page 1 ID:RUpYTVXcE9zHNtbOXp4HTAy3nna-xiOiLIp')7U34CrtM90v9dfR4oGh9oO21 NB I3DXoyWAOC 3.6-0 4-11-0 -0 69-0 s1 7 1 6•a s P9-0 1- 7• 2-" two-9 144 1.1ad 20-0 a -7 3 e z 36-0 lit 1 3 2.12 3 W 1 0 0 0. 1.7 Stale = 1:47.5 600 r12 5X5 = 1x4 11 3x6 = 1X4 II 4XS = 20 4x6 = 19 ` -" ----- - 15 14 13 12 16 = 5x8IA2.00 F12 1X4 II 6X10 = 3xS = 3X4 = LOADING ( pso TCLL 20.0 TCDL 100 BCLL 0.0 ' BCDL 10.0 SPACING- 1-" Plate Grip OOL 1.25 Lumber DOL 1 25 Rep Stress Incr NO Code FBC2014/TPI2007 CSI. TC 0 84 BC 0.98 WB 089 Matrix) DEFL. in (Ioc) VdeB Ud Vert( LL) -0.29 16 >999 240 Vefl( TL) -0.66 14-15 >485 180 Horz( TL) 0.31 10 n/a n/a Wind( LL) 0.34 16 >928 360 PLATES GRIP MT20 2441190 MT20HS 187/143 Weight, 151 lb FT = 0% LUMBER- BRACING- TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 1-7-1 oe purlins. BOT CHORD 2x4 SP No.2 'Except' BOT CHORD Structural wood sheathing directly applied or 4-4-13 oc bracing. 18- 19, 2x4 SP No.1, 16.18: 2x4 SP DSS WEBS 20 SP No.3 *Except* 2- 18,14-16, 2x4 SP No.2 REACTIONS. ( lb/size) 1=1722/Mechanical, 10=1736/0-3-8 Max Horz 1=-39(LC 6) Max Uplift 1 —8 1 4(LC 8), 10=-828(LC 8) Max Grav 1=2060(LC 13). 10=2062(LC 14) FORCES. ( lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-2-3935/1565. 2-3-7811/3090. 3-4=-5725/2310, 4-5=-5830/2348, 5-6=578412334, 6. 20=-4525/1831, 7-20=4525/1831, 7-8-4526/1831. 8-9=-4147/1685, 9-10=-4137/1660 BOT CHORD 1-19=-1301/3347, 13-14=-1825/4723, 12-13-1454/3705, 10.12=1428/3621, 18- 19=-1597/4115. 17-18=-2233/5721, 16.17=-199115099 WEBS 2-19=2700/ 1059, 2-18=1615/4157, 4-17=-254/772, 4-16=-457/1193, 5-16=338/218, 6.14=1081/525, 7-13=-483/283, 8-13=-425/1153, 6.13=-274/108, 14-16=1825/4713, 6.16=-538/1314, 3.18=728/1918,3-17=-803/316 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7- 10; Vul1=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3.Opsf, h=25ft, B=45ft. L=27ft; eave=4fl; Cat. II; Exp B; Encl.. GCpi= 0.18; MWFRS (directional); Lumber DOL=1 60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding 4) All plates are MT20 plates unless otherwise indicated 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Refer to girder( s) for truss to truss connections. 8) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except 611=1b) 1=814, 10=828 9) Girder carries hip end with 7-0-0 end setback 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 653 lb down and 324 lb up at 204)-0, and 653 lb down and 324 lb up at 7-0-0 on top chord The design/selection of such connection device(s) is the responsibility Printed copies of this document are or others. not considered signed and sealed and 11) In the LOADCASE(S) season, loads applied to the face of the truss are noted as front (F) or back (B). g the signature must be verified on LOAD CASE(S) Standard any electronic copies it QWARN/NO • Verify design parameters acid READ NOTES ON TidS AND INCLUDED AOrEK REFERENCE PAGE 1101-7413 rev. 14,1110111015 BEFORE USE. Design valid rot use only with MITekm connectors This design Is based only upon parameters shown, and Is for an IndMdual building component, nil a truss system Before use, the building designer must verity the applicability of design parameters and properly Inbdtpbtate 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 M iTek' Is always required forstabilityendtopreventCollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding tits fatince on. storage, delivery, erection and bracing of trusses and truss systems, see ANSbTPH Quality criteria, OSS49 and BCSI Building Component SVM Parke Easel Blvd, Safety IMomnatlon available from Truss Plate Insiltute, 216 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 36810 Job Truss Truss Type Oly Ply Park Sq Hmsl PEMBROKE-2362-A T12205562 PS02392A-T EIT HIP 1 t Mid-Flonas Lumbar, UaRM. FL r t»u s Aug to mt r Mu era mausma3, me rn t vc i u.s[.n r "i r rape c ID: RUpYTVXcE9zHNtbOXp4HTAy3rma-xtOiLIp'77U34CnM9Ov9dfR4oGh9oO21 N813DXoyWAOC LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1 25 Uniform Loads (p* Vert: 1-4=-30, 4-8=-116(F=-86), 8-11=-30, 1-19=10, 12-15=39(F=-29), 10-12=10, 18-19=10, 17-18=10, 16-17=-39(F=29) Concentrated Loads (lb) Vert- 8=-438(F) 4=-438(F) 0 WARNING - Va lly design parameters and REND NOTES ON TNIS AND INCLUDED MI7EK REFERENCE PAGE MII.7473 rev. 1"140/S BEFORE USE. Design valid bat use only with MITelep Connectors This design Is based only upon parameters shown, and Is for an vidMdual building Component, not a truss system Before use, the building designer must verify the applkeblbty of design parameters and property incorporate this design Into the overall building design Bracing Indicated Is to prevent budding of individual truss web and/or Ward members only. Additional temporary and permanent bracing MiTek' Is always required for stabsity 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 ANSVIPII Quality Crltena, OSS49 and SCSI Building Component 6204 Parke Fro BM1E Safety Information available from Truss Plane Institute. 218 N. Lee Street. Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq. Hms/ PEMBROKE•2362-A T12205563 PS02382A•T E2 HIP 1 1 Mid -Florida Lumber. Bartow, FL 7 640 a Aug 16 2017 MiTek Industries, Inc. Fn Oct 06 10 42 57 2017 Page 1 ID. RUpYTVXeE9zHNIbOXp4HTAy3rina-xtOiLIp')7U34CnM9Ov9df R4w6hExODfNB 13DXoy WAOC I 4.6-4 "'0 14$- 03.3-0 + 17.9-0 21.11.12 I 26-9-0 27.9-0I 4. 6-4 .12 4-&0 1-2. 4.212 4.94 Scale = 1. 46 8 5x5 = 1x4 II Sx5 = 3 12 4 13 5 I to 3x4 = 3x4 = 5x8 = 3x4 = 3x4 = ff- 9. 4 I 13.3-0 19.6.12 4&St2 e-S72 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Ud TCLL 20. 0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.08 10 999 240 TCDL 10. 0 Lumber DOL 1 25 BC 065 Vert(TL) 0.22 9-10 999 180 BCLL 00 ' Rep Stress Incr NO WB 0.14 Horz(TL) 008 7 n/a We BCDL 10 0 Code FBC2014/TPI2007 Matrix) W1nd(LL) 006 10 999 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/ size) 1=1058/Mechanical, 7=1129/0-3-8 Max Horz 1=96(LC 6) Max Uplift l=-176(LC 8), 7=-217(LC 8) FORCES. (lb) - Max Comp./Max. Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-2=1890/335, 2-3=-1724/323, 3-12=-1567/319, 4-12=-1567/319, 4-13=-1567/319, 5-13= 1567/319, 5-6=1756/323, 6-7=-1950/338 BOT CHORD 1-11=-234/1619, 10-11=152/1369, 9.10=152/1384, 7-9=-238/1677 WEBS 3- 11=34/344, 3-10=42/374, 4-10=-273/81, 5-10=33/355, 5-9=34/373 PLATES GRIP MT20 244/ 190 Weight: 132 lb FT = 0% Structural wood sheathing directly applied or 3-10.11 oc purllns. Structural wood sheathing 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=15ft, B=4511, L=27ft, eave=411, Cat II, Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 3) Provide adequate drainage to prevent water ponding 4) This truss has been designed for a 10 0 pal bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 ID uplift at joint(s) except (It=lb) 1=176. 7=217. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNINO • V4rHy daalpn panmataa and READ NOTES ON THIS AND INCLUDED f19TEK REFERENCE PAGE M/1.7173 rev. 1aRILl015 BEFORE USE. Design valid for use only with MITelat conneMrs This design Is based only upon parameters shown, and is for an Individual building component, not W '• a trusssystem. Before use. the budding designer must verify the applicability of design parameters and property incorporate this design Into thns e overall bullangdesign. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always requiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrication. storage, delivery, erection and bracing of trusses and truss systems, ace ANSIRPII Quality Criteria, OS849 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Street, Susie 312. Alexandria. VA 22314. Temps, FL 36610 Job Truss Truss Type oty Ply Park Sq. Hmsl PEMBROKE-2382•A T122055d1 PS02382A-T EZr TRAY 1 o e Mid-Flonda Lumber, Bartow, FL 7 640 a Aug 16 2017 MITek Industries. Inc Fn Oct 06 10,42 56 2017 Page 1 ID:RUpYTVXcEgzHNtbOXp4HTAy3nna-P3y5ZepduoBxpxxLzdgsCed5S5ZJIXdXOypn3EyWAOB I 2-&0 6 &9.0 { 13-4.12 17.9-0 224.1 28-9-0 27.9-0I 2-&0 11.6 31-6 47.12 4.4-4 4--7 4415 t-0.0 Scale = 1,48 5 US = tx4 II 1B 5 17 g 5x5 3x4 15 Sx5 72 11 5x6 d12 00 12 \ 3k4 = 3x4 = US= I 2-&0 3-&0, 7.9.0 i&9.0 13A•12 t 19.1t•11 i 2&9-0 2-&0 1.40 43.0 1.0.0 47.12 fl-&15 &9.5 Plate Offsets (X.Y)- f4 0-5-8.0-2-41.f6 0-2-8.0-2-41.115:0-2.8.Edae1 LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) t/defl L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 037 Vert(LL) -0.14 13-14 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 25 BC 0.71 Vert(TL) -0.37 13-14 >849 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(TL) 0.20 8 n/a n/a BCDL 100 Code FBC2010fTP12007 (Matra) Wind(LL) 011 13-14 >999 360 Weight 145 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-3 oc purlins 130T CHORD 2x4 SP No 2 BOT CHORD Structural wood sheathing directly applied or 8-7-13 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (lb/Size) 1=1057/0-3-8, 8=1129/0.3.8 Max Horz 1=-98(LC 6) Max Uplift 1=-251(LC 8). 8=-301(LC 8) FORCES. (lb) - Max. Comp /Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1918/462, 2-3=-3734/832, 3.4=2131/526, 6-7=-1771/449, 7-8=-1970/480, 4-16=-1561/442, 5-16=-1561/442, 5-17=-1561/442, 6.17-1561/442 BOT CHORD 1-15=-344/1597, 14-15=-422/2002, 13-14=-460/2340, 12-13=312/1884, 11-12=-232/1393, 10-11=235/1382, 8-1O=358/1699 WEBS 2-15=- 1311/284, 4-12=- 1187/216, 5-11=-278/110, 4-11=-48/328, 6-11=-53/358, 6-10=-51/376,3.14=256/1344,3-13=-612/185,2-14=346/1934,4-13=-322/1771 NOTES- (7) 1) Unbalanced roof live loads have been considered for this design 2) Wind: ASCE 7-10, Vul1=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf; h=25ft; 8=45ft; L=27ft; eave=4ft, Cat II, Exp B. End, GCpi=0 18, MWFRS (directional), Lumber DOL=1.25 plate grip DOL=1.25 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 100lb uplrft at Joint(s) except (jt=lb) 1=251. 8=301. 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING • Valfy, design paramafars and READ 140TES ON THIS AND INCLUDED MTEK REFERENCE PAGE a111.7473 nv. 1NO12015 BEFORE USE. asawa Design valid for use only with Wake connectors This design rs baud Only Upon parameters shown, and is for an xldmdual building component. not 1atrusssystemBeforeuse, the building designer must verify the applicability of design parameters and property Incorporate this design Into the Overall budding design Bracing Indicated is to Prevent buckling of Individual tn+ss web and/or chord members only. Additional temporary and permanent bracing M ITek' 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 ANSVrPI1 Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 216 N Lee Street, Suite 312, Nexandna, VA 22314. Tamps, FL 36610 Job Truss Truss Type sty Ply Hms/ PEMBROKE-2382-A I 1ParkS1PS02382A.T E3 HIP 1 t JobT12205585e Mid -Florida Lumber, Bartow, FL. 7.640 a Aug 16 2017 MITlk Inoustnes, Inc Fn Oct 06 10 42.69 2017 Page 1 ID000 rPrX6A17axkOkOIH4y3oLu-tFWrm_gff5JoR5WXXKC5lsAEwUxbU4ogfcYK—,... A I 59.4 11-0.0 I 1&0.0 21.2.12 27.0-0 28-0.0 1&4 52.12 S40 52.12 S&4 1-0.0 Scale, 1/4 V 4x8 = 4x4 = 3x4 = 12 11 _ v u 3x4 = 1x4 II 3x4 = 3x4 3x8 = 1x4 II 21.2.12 27-0-01 S&4 52-12 SO.O I i 52.12 sa4 Plate Offsets (X.Y)— f3:0-5-4.0-2-01 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 0.45 Vert(LL) -0O8 11 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 125 BC 064 Vert(TL) -0.20 11-12 999 180 BCLL 0.0 ' Rep Stress Incr NO WB 036 Horz(TL) 0.09 6 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Wind(LL) 006 9.11 999 360 Weight 137 lb FT = 0% LUMBER- BRACING - TOP CHORD 20 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-8-7 oc purlins. BOT CHORD 2x4 SP No 2 BOT CHORD Structural wood sheathing directly applied or 10-0.0 oc bracing WEBS 2x4 SP No 3 REACTIONS. ( lb/size) 1=1068/Mechanical, 6=1139/0-3-8 Max Horz 1=-114(LC 6) Max Uplift 1=198(LC 8), 6=-242(LC 8) FORCES. ( lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=1983/373, 2-3=1484/322, 3-4=-1269/316, 4-5=-1483/321, 5.6=1967/364 BOT CHORD 1-12=-260/1698, 11-12-260/1698, 10-1 1=-133/1270,9.10=-133/1270, 8-9=-251/1682, 6. 8=-251/1682 WEBS 2-11=-500/145, 3-11=-38/375, 4-9=-36/373, 5.9=-482/136 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind ASCE 7-10; Vuh=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf; BCDL=3 Opsf, h=18ft, B=45ft; L=24ft, eave=5f . Cat 11; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate gnp DOL=1 25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads 5) ' This truss has been designed for a live load of 20 Opst on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jl=lb) 1=198. 6= 242 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - VerMy design parameters and READ NOTES ON THIS AND INCLUDED hVTEK REFERENCE PAGE IN1F7473 rev. /tW31/2015 BEFORE USE. Design valid for use only with MITeIA connectors This design is based only upon parameters shown, and Is for an Individual building component, not'• a trues System Before use, the building designer must verify the applicability of design parameters and properly incorporate this design Into the overall building design Braung indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSlfrpn Quality Crlterla, OSS49 and BCSI Building Componam 6904 Parke East Blvd, Safety Information evadable from Truss Plate Institute. 218 N Lee Street. Suite 312. Alexandria, VA 22314 Temps, FL 36610 Job Truss Truss Type Oty Ply Hms/ PEMBROKE•2382-A 1ParkSq T72205588 PS02382A-T E3T HIP 1 1 Mid-Flonds Lumber, Bartow, FL 7 610 s Aug 16 2017 MiT& Industries, Inc FA Oct 06 10.43 00 2017 Page 1 ID U00 irPrX6Al4xkOkOIH4y3oLu-LS4r KrtOPRr3F5k521KH3103uDODR1quGIt86yWA09 i 280 5.7-9 & 9.0 10-&0 159-0 20.11.12 269.0 127.8-0, 2.8-0 31.8 3.1.8 210 "1 5.2.12 '1'. 1-0.0 Scale. 1/4'=1' 44 = 4x4 = nd us 3x4 = 18 13 12 11 10 3x4 = 54 1A200 12 5x5 \\ 3.1 = 3xe = 1x4 II LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/de8 L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.42 Vert(LL) -0.14 14-15 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 25 BC 0.79 Vert(TL) -0.37 14-15 >851 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.74 Horz(TL) 020 8 n/a n/a BCDL 10.0 Code FBC20141rPI2007 (Matrix) Wnd(LL) 0.10 14-15 >999 360 Weight: 156 lb FT = O% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-9-5 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 9-10.4 oc bracing WEBS 2x4 SP No 3 REACTIONS (lb/size) 1=1058/Mechanical, 8=1129/0-3-8 Max Horz 1=-114(LC 6) Max Upldi 1=-196(LC 8), 8=-240(LC 8) FORCES. (lb) - Max. Comp./Max Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1.2=1925/363, 2-3=-3750/648, 3.4=-2133/415, 4-5=-1372/327. 5-6=-12521313, 6-7=1463/ 317, 7-8=-1945/360 BOT CHORD 12- 13=-167/1372, 11-12=-125/1229, 10-11=-247/1661, 8-10=-247/1661, 1-16=266/1605, 15-16=-325/ 2012,14-15=-355/2359,13-14=-212/1797 WEBS 5.12=- 67/355, 6.11=28/365, 7.11=-481/135, 2-16=-1316/220, 4-13=-1106/131, 4.12=-379/ 109, 3.15=-19211343. 3-14=-650/161,4-14=-234/1746, 2-15=-263/1946 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=18ft; 8=45ft; L=24ft; eave=5ft; Cat. 11; Exp B; End , GCpi=0.18; MWFRS (directional); Lumber DOL=1 25 plate gnp DOL=1 25 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tell by 2.0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (it=lb) 1=196. 8=240 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - VaUy design parameters end READ NOTES ON rills AND INCLUDED aeTEK REFERENCE PAGE a81.7473 rev. 104KIA10f5 BEFORE USE. Design valid for use only with M(Tekm connectors This design ra based only upon parameters shown. and is for an individual budding component, not a truss system. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design Into the overall building design Bracing Indicated is to prevent buckling of Individual truss web and/or chore members only. Additional temporary and permanent bracing MiTek' is always requiredforStabilityandtopreventCollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingtirofabrication, storage, delivery, erection and bracing of trusses and truss systems, sea ANSVTPII Oualny, Criteria, OSS49 and BCSI Building Component 6904 Parke East Blvd Safety Information evadable from Truss Plats Institute, 218 N. Lee Street, Suits 312. Alexandria, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply HMW PEMBROKE•2362•A JParkSq T722115587 PS02382A-T E4 HIP 1 1 a Mid•FlonOa Lumber, Bartow. FL 7 810 a Aug 18 2017 MiTek Industries, Inc. FA Oct 08 10.43 01 2017 Pape 1 ID U00 IrPrX6A17axkOkOIH4y3oLu-peeDBgsVBIZVgPgwflEZgHFYDIbSyv4z6w1RgZyWA08 13-2-0 8-0 1 -0 1 3 1&11-1 90 8$ 8.2.12 N-12 6-0.4 1-0-0 o-" Scale = 149 5 16 =3x8 II 16= 3x4 = 11 10 9 3x4 = 1x4 11 US MT18HS = 10 11 LOADING (psf) TCLL 20.0 TCOL 10.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1 25 Lumber DOL 1 25 Rep Stress Inor NO Code FBC2014rTP12007 CSI. TC 0.59 BC 0.68 WB 0.69 Matrix) OEFL. in (loc) I/de8 Lid Vert(LL) -0.07 7-9 >999 240 Vert(TL) -0.22 7-9 >999 180 Horz(TL) 0.09 7 n/a n/a Wind(LL) 0.06 1-11 >999 360 PLATES GRIP MT20 244/190 MT18HS 244/190 Weight 126 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 3-6-12 oc purlins BOT CHORD 2x4 SP No 2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing WEBS 2x4 SP No 3 REACTIONS. (lb/size) 1=1058/Mechanical, 7=1129/0-3.8 Max Horz 1=-132(LC 6) Max Uplift t=-176(LC 8), 7=-217(LC 8) FORCES. (lb) - Max Comp /Max Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 1-2=18811321, 2-3=-1291/268, 3.4=-1075/270, 4-5=-1075/270, 5.6=-1291/268, 6.7=19061321 BOT CHORD 1-11=-207/1588, 10-11=207/1588, 9-10=208/1620, 7-9=-208/1620 WEBS 4-10=-98/671, 2-10=606/156, 2-11=0/285, 6.10=637/157, 6-9=0/289 NOTES- (9) 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=15f1; 8=45ft; L=24ft; eave=5fl; Cat 11; Exp B. Encl., GCpi=0.18, MWFRS (directional); Lumber DOL=1 25 plate gnp DOL=1.25 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 1=176, 7=217. 9) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARNING - Y&W deNpn parameters and READ NOTES ON TWS AND INCLUDED MITEK REFERENCE PAGE 1110-7473 mv. IOM312015 BEFORE USE. e Design vaad for uu only with MiTek® connectors. This design is baud 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 MiTek• Is always requited for stability end to prevent Collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage. delivery, erection are bracing of trusses and truss systems, see ANStrrPn Quality criteria, 05849 and 6cSI Building component 6904 Parke East Blvd Sefety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, AlexandM, VA 22314. Tampa. FL 36610 Job Truss Truss Type Oty Ply Hms/ PEMBROKE-2382-A IPIkSq T12205588 PS02382A-T F1 FLOOR 3 1 e o•1•e H1 1 05 = ba = 14 = 1 t cu„ m„cn "rvw",ca, mu ri, u w uc cu„ rqc , ID:JG33Jta6HOTjrUv9mf9DdOy3.n il;CbO057y01MIZF6CTIOMUoewtjhZ7LSr C?yVVA07 141-4 Scale 1/4"a1* 13 = 314 = 04 = 30 = Us = 3x3 = 3,0 = 34 = 3x8 MT20MS FP = 3x4 = 04 = 44 = 2 3 4 5 6 7 8 9 10 11 12 13 30 29 28 27 26 2524 23 22 21 20 19 18 17 16 15 14 1.50 II 44 = 4x4 = 3x5 = US MT20HS FP = 34 II 24 II 24 11 3x8 II 3411 3x5 = 4x4 = 44 = 34 II 30 = 3x3 = 3x7 11 3x3 = 3x4 = LOADING (psf) SPACING- 1-7-3 CSI. OEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TIC 0.91 Vert(LL) 0.71 21.22 453 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.93 Vert(TL) 1.12 21-22 290 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.79 Horz(TL) 0.13 14 n/a n/a BCOL 5.0 Code FBC20141TPI2007 Matrix) Weight: 158 lb FT = 0%F. 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No 1 D(flat) 'Except' TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puffins, except 9-13 2x4 SP No. 1(flat) end verticals. BOT CHORD 2x4 SP No 1D(flat) *Except* BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 18-26: 2x4 SP No.2(flal) 2-2-0 oc bracing: 25-27.17-19. WEBS 2x4 SP No.3(8at) REACTIONS. (lb/size) 30=1185/0.7-8, 14=1185/0-3-8 FORCES. (lb) - Max Comp /Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 30-31=-1179/0, 31-32=-1179/0, 1-32=-1179/0, 13-14=1178/0, 1-2=-1190/0. 2-3=3192/0. 3-4=-4701/0, 4-5=-6056/0, 5-6=6713/0, 6-7=-6922/0, 7-8=6724/0, 8-9=6075/0, 9-10=-6075/0,10-11=-4733/0, 11-12=-3236/0, 12-13=1243/0 BOT CHORD 28-29=0/2309, 27-28=0/4045, 26-27=0/5467, 25.26=0/5468, 24-25=0/6499, 23-24=016499, 22-23=0/6922, 21-22=0/6922, 20.21-0/6922, 19.20=0/6514. 18-19=0/5494, 17-18=0/5493, 16-17=0/4083, 15.16=0/2360 WEBS 1-29=0/1617, 2-29=-1558/0, 2-28=011227, 3.28=118710, 3-27=0/912, 4-27=-1065/0, 4-25=0l799, 5-25=600/0. 5-23=0/454, 6-23=6531222, 6-22=285/317, 13-15=0/1655. 12.15=-1553/0,12-16=0/1218,11-16=-1177/0,11-17=0/904,10-17=1057/0, 10.19=0/790,8-19=-595/0.8-20=0/450,7-20=-644/233, 7-21=291/312 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise Indicated. 3) Required 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 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 Q WARNINO • Verily design parameters and READ NOTES ON TN1S AND INCLUDED 60TEK REFERENCE PAGE M/167473 rev. 1041=015 BEFORE USE. Oestgn valid for use only with Wait* connectors. This design is based only upon parameters shown, and Is tot an individual building component, no a truss system. Before use, the building designer must vent' the applicsbltity of design parameters and property Incorporate this design Into the overall building design Bracing indicated is to prevent buckling of IndMdual truss web orator Word membefe ". Additional temporary end permanent bracing M iT®k• Is always required for stability and to prevent Collapse with possible personal Injury and property damage For generst gulden regarding the fabrication, storage, dakvery, erection are bracing of wises and truss systems, see ANSVTP11 Quality Criteria, OS13d9 and SCSI Building Component 8901 Parke East Bl V Safety Information available from Truss Plate Institute, 210 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hmsl PEMBROKE•2382•A T12205569 PS02382A.T F2 FLOOR 4 1 Job Reference (ootronall 0.1.8 H 1-1-3-0—I 4x4 = 1x3 = 1x3 = 1 ft uau.=a, .nc 10 OnWK7XR53iO1ol56V9OmMVy3oLs-eo)USIwGmZKfOK74?OLz3YVZcUddMdgsVsUluOyWA02 Scale = 1:33.2 34 = 34 = 1411 Ira II 3x3 = 34 = 30 = 44 = 3 4 5 6 7 a 9 10 1 5x4 II US = 3x4 = 3x3 = 3x3 = 3x3 = 314 = 3x4 = 44 = 34 II 1944 i 1944 iNeMe /Y Vl_ f1•CAna rl1_AI LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 400 Plate Grip DOL 100 TC 058 Vert(LL) 0.31 15-16 >742 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 0.76 Vert(TL) 0.48 15.16 >476 240 BCLL 0.0 Rep Stress Incr YES WB 067 Horz(TL) 0.08 11 n/a n/a BCDL 50 Code F13C2014/TPI2007 Matrix) Weight: 101 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 5-8-9 oc punins, except BOT CHORD 2x4 SP No 1(flat) end verticals. WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 20=1047/0-7.8, 11=1047/0-3-8 FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 20-21=-1041/0, 21-22=-1041/0, 1-22=-1041/0, 10.11=1041/0, 1-2=-1018/0, 2-3=2621/0, 3-4=-3621/0, 4-5=-4102/0, 5-6=4102/0, 6-7=-4102J0, 7-8=-3640/0, 8-9=2654/0, 9-10=-1063/0 BOT CHORD 18-19=0/1967, 17-18=0/3249, 16-17=0/3968, 15-16=0/4102, 14-15=0/3978, 13-14=0/3274, 12-13=0/2008 WEBS 10.12=0/1415, 1-19=0/1384, 9-12=-1315/0, 2-19=-1320/0, 9-13=0/898, 2-18=0/910, 8-13=-862/0, 3.18=-873/0, 8-14=0/509, 3-17=0/518, 7-14=-471/0, 4-17=-481/0, 7-1 5=- 1841485. 4-16=-1741495 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design 2) 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. 3) CAUTION, Do not erect truss backwards 4) Truss is designed with, and confirms to the 2007 Flonda Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING • VeAN design ps meters and READ NOTES ON T70S AND INCLUDED AOTEK REFERENCE PAGE MI1.7475 mv. 1"242015 BEFORE USE. Oesign valid for use only with MITak® connectors This design is based only upon parameters shown, and is for an Individual building component. not a truss system Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated is to prevent buckling of individual truss web andlor chord members only. Additional temporary and permanent brarJng MiTek' is always required for stability and to prevent Collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, araaion and bracing of trusses and truss systems, see ANSVTPH Quality Cdterla, OSS49 and SCSI Building Component 8904 Parka East Blvd. Safety Information available from Trust Plate InstbNe, 218 N Lee Street, Suite 312. Alexandde, VA 22314 Tampa, FL 36610 Job Truss Truss Type Dty Ply Hms/ PEMBROKE-2362-A IParkSq T77105590 PS02382A-T F3 FLOOR 5 1 Oall a.- Wmoar, wnow, r 0-1.8 HI 1-3-0 3x4 = 3x3 = 2 3 r o+v s nug w a u mu ea mwemes, inc rn —i uo i — uo ar r rape i ID oSdRWDb12hbaTeULKMgSADy3nnV-6Zt13xuXsSW0U1G74sCc@I 7vW54171WEJOfyWA01 MOW 3x3 = 1x3 II 1x3 II 3x3 = 4 5 6 7 Scale = 132 6 3) 0 = 3x4 = 4x6 = 8 9 10 14 1 5x3 II 4x5 = 3x4 = 3x3 = 13 = 3)0 = 3x3 = 3x4 = 4x5 = 34 II 1& 11.12 1111. 12 Plate Offsets (X.Y)— f1•Edoe.0-1-81 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in IOC) Vdefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 0.56 Vert(LL) -029 15 >786 360 MT20 244/190 TCOL 10. 0 Lumber DOL 1.00 BC 0.97 Vert(TL) -0.45 15 >503 240 BCLL 0. 0 Rep Stress Ina YES WB 0 66 Horz(TL) 008 11 n/a n/a BCOL 5. 0 Code FBC2014/rP12007 Matrix) Weight- 100 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 5-10-12 oc puffins, BOT CHORD 2x4 SP No 2D(ffat) except end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing REACTIONS. (lb/ size) 20=1027/0-7-8.11=1027/Mechanical FORCES. (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 20-21=-1020/0, 21-22=1020/0, 1-22=-1020/0, 10.11=1020/0, 1-2=-996/0, 2-3=-2556/0, 3-4=- 3514/0, 4-5=-3947/0, 5.6=3947/0, 6-7=-3947/0, 7-8=3532/0, 8-9=-2588/0, 9-10=- 1040/0 BOT CHORD 18-1 9=0/1 924, 17-18=0/3163, 16-17=0/3840, 15-16=013947. 14-15=0/3850, 13-14=0/3187, 12-13= 0/1964 WEBS 10- 12=0/1384, 1-19=0/1353, 9-12=1285/0, 2-19=1291/0, 9-13=0/868, 2-18=0/880, 8-13=- 832/0, 3-18=-844/0,8-14=0/480, 3-17=0/489, 7-14=-442/0,4-17=-452/0, 7-15=- 193/423,4-16=-184/432 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections 3) Recommend 2x6 strongbacks, on edge, spaced at 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 A WARNING - VerVy design porsmoters and READ NOTES ON TWS AND INCLUDED MIT FX REFERENCE PAGE MX7473 rov. 10/V3,2015 BEFORE USE. Design valid for use only wan Milrekm connector$ This design is based only upon parameters shown, and is for an individual building component, not a truss system. Before use, the building designer must vent' me applicability of design parameters and property incorporate this design into the overall - building design Bracing indicated is to prevent buckling of indidduai truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregainingthefabrication. storage, delivery, erection and bracing of trusses and truss systems, see ANSVTPII Quality Crlterla, OSS49 and BCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N Lee Strest. Suite 312, Mexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Hms/ PEMSROKE-2382-AarliSq T12205591 PS02382A-T FI FLOOR 3 1 oall mw-riawa wmaer, w . rL. 1r3-0 r -- s oup wo <v w r inn ex mausmes, me - - - wv +a vo - w r rape . ID:oSdRWDb12hbaTeULKMgSAOy3nnV6_Ztf3xuXsS WOUIG74sCG2gE7vU53K'?IWEJOtyWA01 Fes' --I 0-he Scale - 135 3 4x4 = tx3 = 4x4 = 3x3 = US FP = 3x3 = 1x3 II 3x3 = 3x3 = 3x3 = 04 = 1x3 = 2 3 4 5 6 7 a 9 10 11 3x3 11 4x6 = 04 = 3x3 = 310 = tx3 I I 3x3 = 3x3 = 3x8 MT20HS FP = 40 = 1 Sx4 I I 1 5x4 SP = 4x4 = LOADING (psf) SPACING- 2.0-0 CSI. DEFL. in (loc) Well Ud TCLL 40.0 Plate Grip DOL 100 TC 086 Vert(LL) -0.39 17.18 >628 360 TCDL 100 Lumber DOL 1.00 BC 0.97 Vert(TL) -0 60 17-18 >403 240 BCLL 00 Rep Stress Incr YES WB 072 Horz(TL) 009 12 n/a n/a BCDL 50 Code FBC2014/TPI2007 (Matra) LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD BOT CHORD 2x4 SP No 1 D(flat) *Except' 12-15. 2x4 SP No 2(flat) BOT CHORD WEBS 2x4 SP No.3(flat) *Except* 1-23,11.12. 2x4 SP No 2(flat) REACTIONS. (lb/size) 23=1114/Mechanical, 12=1114/0-7-8 FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-23=-1106/0, 12-24=-1107/0, 24-25=-1107/0, 11-25=1107/0, 1-2=-1137/0, 2.3=2868/0, 3-4=-3981/0, 4-5=-3981/0, 5.6=4634/0, 6.7=-4634/0, 7-8=-4546/0, 8-9=397210, 9-10=-2829/0, 10-11=-1090/0 BOT CHORD 21-22=0/2152, 20.21=0/3553, 19-20=0/4402, 18-19=0/4634, 17-18=0/4634, 16-17=0/4403, 15-16=0/3521,14-15=0/3521,13-14=0/2109 WEBS 11-13=0/1482, 1-22=0/1514, 10-13=-1417/0, 2-22=-1412/0, 10-14=0/1002, 2-21=0/996, 9-14=-962/0, 3-21=-952/0, 9-16=0/628, 3-20=0/596, 8-16=-599/0, 5-20=-585/0, 8-17=-43/378, 5-19=113/603, 7-17=-431/218 25 0 24 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 107 lb FT = 0%F, 0%E Structural wood sheathing directly applied or 2-2-0 oc purllns, except end verticals. Rigid ceiling directly applied or 10-0-0 oc bracing, Except 2-2-0 oc bracing 18-19.17-18,14-16 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 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 QWARN/NO • V4rly Caolgn parameters an0 READ NOTES ON THIS AND INCLUDED MIIEK REFERENCE PAGE M/F7173 rev. 10103/2015 BEFORE USE. Oeslgn valid for use only with MiTeh® connectors This design Is based only upon parameters shown, and Is for an individual building component. not a truss system Before use, the budding designer must vent' the applicability of design parameters and properly incorporate this design into the overall budding design Bracing Indicated rs to prevent buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' 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, sea ANSVTPII Quality Criteria, OSS49 and SCSI Building Component 6904 Parke East Blvd Solely Information available from Truss Plata Institute, 218 N Lee Street, Suds 312. Alexandria, VA 22314 Tampa. FL 36610 Job Truss Truss Type City Ply Hms/ PEMBROKE-2382-A 1PsrkSq T72205592 PSO2382A-T F5 FLOOR 1 1 ma-rronea wmcar, oanuw, rL. f1-3-0 —I nay , rays ID oSdRWDbl2hbaTeULKMgSADy3nnV-aA7FsPyWUlaNedHS7RNR9zerl WJ6gVF9yAzsy5yWAOO O-1^ 1-0_i ope Scale = 1.29 5 4x4 = lx3 = 06 = 4x4 = 3x10 = 34 = 3x3 = 34 II 30 = 3x4 = lx3 = 1 2 3 4 5 6 7 B 9 0 3x3 II 4x6 = 010 = 3x3 = 34 = 1411 34 = 30 = 4xB = 1.5x4 II 21 0i 20 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.86 Vert(LL) -0.25 14-15 >797 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.76 Vert(TL) -0.40 14-15 >512 240 BCLL 0.0 Rep Stress Incr NO WB 0.81 Horz(TL) 006 10 n/a n/a BCOL 5.0 Code FBC2014frPI2007 (Matrix) Weight 96 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.1(nat) TOP CHORD Structural wood sheathing direly applied or 5-4-6 oc purlins, except BOT CHORD 2x4 SP DSS(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. (lb/size) 19=1236/0-3-0.10=1015/0-7-8 FORCES. (lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 1-19=-1228/0, 10.20=-1014/0, 20.21=1014/0, 9-21=1014/0, 1-2=-1272/0, 2-3=-3149/0, 3-4=-3540/0, 4-5=3836/0, 5.6=3666/0, 6.7=3666/0, 7-8=-2490/0, 8-9=-992/0 BOT CHORD 17-18=012409, 16.17=0/3181, 15.16=0/3858, 14-15=0/3666, 13-14=0/3666, 12.13=0/3110. 11-12=0/1899 WEBS 3-17=-447/0, 1-18=0/1694, 2-18=1581/0, 2-17=0/1133, 9-11=0/1349, 3-16=0/475, 8-11=-1261/0, 4-16=-443/0, 8-12=01822, 7-12=861/0, 5-15=234/459, 7-13=0/911, 6-13=-334/0, 5.14=-321/37 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) Recommend 2x6 strongbacks, an edge, spaced at 10-0-0 oc and fastened to each truss voth 3.10d (0 131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 3) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 10-19=10, 1-9=100 Concentrated Loads (lb) Vert: 17-390 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies A WARNING - VerNy design Parameters and READ NOTES ON THIS AND INCLUDED AIITEK REFERENCE PAGE 110111-7472 ray. 14403A2015 BEFORE USE. Design valid for use only with MIT@k* conractors. This design Is eased only upon parameters shown, and Is for an Individual building component, not a truss system Before use. the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall building design Bracing indicated to to prevent budding of individual truss web and/or chord members only Additional temporary and permanent bracing M iTek' is always required for stolidity and to prevent collapse with possible personal Injury and property damage For general guidance regarding the fabrication, storage. delMry. erection and bracing of trusses and truss systems, see ANSVrPIt Quality Cnteds, OSBda and BCSI Building Component 89d1 Parke Eaat Blvd Safety Information available from Truss Plata Insdtule. 218 N Lae Street. Suite 312, Mexandna, VA 22314. Tampa, FL 36610 Job Truss Truss Type city Ply HMW PEMBROKE-2382-A 1 1PffkSq T1220559:1 PS023M.T F8 FLOOR 1 all min rwmue Lwiiimiif. wit L. uV o a r inn en mausmas, mc, rn am uc i u •a w 20 i r raga i 10 M9eVYDSMbLgT1LEVdZSERwy3oLq-2Nhd4lz93UiEFnsfg8ughA77hwfUZ2EIBpIPUXyWAO') 1r-0 1-4,12i 0" Scale = 1:22.8 34 = 3x3 = l'a II 3x3 136 2 3 4 5 3 w w w w w w II I Ufa 1 Y-Y Y-ri-Y Y Y i 1 1 310 II 3x4 = 3x3 = 1411 3x3 = 34 = 3x4 = 1411 13.4-12 LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.41 Vert(LL) 0.10 10-11 999 360 TCDL 100 Lumber DOL 1.00 SC 0.75 Vert(TL) 0.16 10.11 998 240 BCLL 0 0 Rep Stress Incr YES WB 0.44 Horz(TL) 0.03 8 n/a n/a BCDL 50 Code FBC2014frPI2007 Matrix) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight: 71 lb FT = 0%F, OOAE TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except SOT CHORD 2x4 SP No.2(flat) end verticals WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing REACTIONS. (lb/size) 15=720/0-3$, 8=720/0-7-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-15=-715/0, 8-16=-713/0, 16.17=-713/0, 7.17=-713/0, 1-2=-693/0, 2.3=-1602/0, 3-4=1918/0, 4-5=-1918/0, 5.6=1591/0, 6-7=664/0 BOT CHORD 13-14=0/1299, 12-13=0/1918, 11-12=0/1918, 10-11=0/1865, 9-10=0/1279 WEBS 7-9=0/902, 1-14=0/923, 6-9=-856/0, 2-14=-842/0, 6-10=0/434, 2-13=0/431, 5-10=-381/0, 3-13=504/0, 5-11=-122/308 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design. 2) 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. 3) CAUTION, Do not erect truss backwards 4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vaklfy, design parameters and READ NOTES ON THIS AND INCLUDED MITEX REFERENCE PAGE M/1-7473 rev. 1"341015 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 vary the applicability of design parameters and property incorporate this design into the overall building design Bracing Indicated Is to prevent buckling or Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrics[ on. storage, delivery, erection and bracing of trusts* end truss systems, age ANSIITPII Quality Criteria, OS648 and SCSI Building Componom 8804 Parke East 8hd. Satety Information available tram Trust Pole Institute, 218 N. Lee Street, Suite 312, AlexandM, VA 22314. Tampa. FL 36610 Job Truss Truss Type Dry Ply HMSI PEMBROKE-2362-A IPWkSq T12205594 IPS023E2A-T F7 FLOOR 3 1all mw-Roads L.mWo. wftr— rL , wv •.wy ,v", I m„6k mwau,ca, can. r„—w ,v w ,v w, r r yo , 10 M9eVYDSMbLgT1LEVdZSERwy3oLq-2Nhd4lz93UiEFnslg8ughA769wenZ2918pIPUXyWAO? I 1'3 — 14 0" Scale - 123 0 3x3 = 3x3 = 1x3 II 3x3 = 13AS 2 3 4 5 3x4 = ba = 1x3 = 7 Via' V6, A' Lo ee e ee XA, e H II I 0I Y—A ice 34 11 3x4 = 34 = 116i II 34 = 34 = LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (lot:) Udell Lid TCLL 40.0 Plate Grip DOL 1.00 TC 0.45 Vert(LL) 0 11 10-11 999 360 TCDL 100 Lumber DOL 1.00 BC 0.79 Vert(TL) 0.17 10-11 932 240 BCLL 00 Rep Stress Incr YES WB 0.44 Hoa(TL) 003 8 n/a n/a BCDL 50 Code FBC2014frPI2007 Matrix) LUMBER- BRACING. 3x4 = 1x3 II PLATES GRIP MT20 244/190 17 d 16 Weight: 71 lb FT = 0%F, 0%E TOP CHORD 2x4 SP No.2(Bat) TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(8at) end verticals. WEBS .2x4 SP No.3(8at) BOT CHORO Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15=726/0-3-8, 8=726/0-7-8 FORCES (lb) - Max. Comp./Max Ten - All forces 250 (lb) or less except when shown TOP CHORD 1-15=722/0, 8-16=-720/0, 16-17=-720/0, 7-17=-720/0, 1-2=-701/0, 2-3=-1624/0, 3-4=1953/0, 4-5=-1953/0, 5.6=1613/0, 6-7=-671/0 BOT CHORD 13-14=0/1313, 12-13=0/1953, 11-12=0/1953, 10.11=0/1893, 9-10=0/1294 WEBS 7-9=0/912, 1-14=0/933, 6.9=866/0. 2-14=-051/0, 6-10=0/444, 2-13=0/443, 5-10=-389/0, 3-13=523/0, 5-11=117/323 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design 2) 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. 3) CAUTION, Do not erect truss backwards. 4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Verily das/gn parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE NI47473 rev. 10 0212016 BEFORE USE asa;' Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and is for an mdmdual budding component, not a truss system Before use, the budding designer must verify the applicability of design parameters and property incorporate this design into the overall budding design. Bracing indicated Is to prevent buckling of individual truss web and/or cnord members only Additional temporary and permanent bracing M iTek' is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding ins fabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrTpH Quality Criteria, OSB49 and SCSI Building Component 6904 Parke Fast Blvd. Safety Information available from Truss Plate Instmae, 216 N Lee Street, Suite 312. Naxandrla. VA 22314 Tampa, FL 38610 Job Truss Truss Type oty Ply Hmst PEMBROKE-2382-A IParkSq T12205595 PS02382A-T F8 FLOOR 3 1 mw•nuinaa —1. —ow, rL 1-3-0 1 3,6 = s rwp io rays ID:rMB(mZT_MeoKfVphBHzT 8y3oLp-WZF'7H5zngng5txRrEsPwEOgIVK1hlUiROTSz1yWAO_ 1.0.4 OM Scale = 122 1 3x3 = 3x3 = 1x3 II 3x3 = 2 3 4 5 30 = 3x3 = ba = 6 7114 = w,IIk1W4A\ iiw 1, Y Y Y-i Y Y Y-Y F1 . 3x3 II 3x4 = 3x3 = I)a II 3x3 = 3)0 = 3x4 = 1x3 II 13-0.4 1304 t LOADING (psi) SPACING- 2.0.0 CSI. DEFL. in (loc) yde0 L/d TCLL 40.0 Plate Grip DOL 100 TC 041 Vert(LL) 0.08 10.11 999 360 TCDL 10.0 Lumber DOL 100 BC 0.62 Vert(TL) 0.12 10.11 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 003 8 n/a n/a BCDL 50 Code FBC2014lrP12007 Matrix) LUMBER- BRACING - PLATES GRIP MT20 244/190 Weight. 70 lb FT = 0%F, 0%E TOP CHORD 2x4 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 SP No.2(8at) end verticals WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceding directly applied or 10-0-0 oc bracing REACTIONS. (Ib/size) 15=699/0-3-8, 8=699/0-7-8 FORCES. (lb) - Max. Comp./Max Ten -All forces 250 (lb) or less except when shown. TOP CHORD 1.15=-694/0, 8-16=-693/0, 16-17=-693/0, 7-17=-693/0, 1-2=-670/0, 2-3=-1535/0, 3-4=1816/0, 4-5=1816/0, 5-6=-1525/0, 6-7=-642/0 BOT CHORD 13-14=0/1256, 12-13=0/1816, 11-12=0/1816, 10-11=0/1780, 9-10=0/1235 WEBS 7-9=0/873, 1-14=0/893, 6-9=825/0, 2-14=-815/0, 6-10=0/403, 2-13=0/395, 5-10=356/0, 3-13=-445/0, 5-11=-136/268 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design 2) 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 3) CAUTION, Do not erect truss backwards. 4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARN/N0 - V&* das/pn parameters end READ NOTES ON TMS AND INCLUDED WTEK REFERENCE PAGE 111I1-7471 rev. 16041/2015 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 budding designer mutt verify the applicability of design parameters and property Inwrperate this design into the overall bulling design Bracing indicated rs to prevent buckling of hndlvrdual truss web and/or chord members only Additional temporary and permanent bracing M iTek' is always required for stability and to prsvant collapse with Possible personal Injury and property damage For general guidance regarding lie fabrication. storage, delivery. arection and bracing of trusses and truss systems, see ANStrrP11 Quality Criteria, OSS419 and SCSI Building Component 8904 Parke East Blvd. Safety Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. Alexandria. VA 22314 Tamps. FL 36610 Job Truss Truss Type oty Ply Park Sit Hmsf PEMBROKE-2382-A 1 Tt2205598 PS02382A-T F9 FLOOR 2 Job Reference (optionall 10 1-1— .... .. — 1.10. . 10 p uz46LISjg1YcOBgJ3sxNy3oLr-WZF?H5zngng5txRrESPwEOgHWKOHIT4ROTSzlyWAO_ I I0— - r18 Scale - 134 7 34 USMIT 18HS= ba = 34 = tx3 II 34 = 16 FP = 34 = 3x3 = 1x3 II 10 = 3x3 = ba = 2 3 4 5 6 7 8 9 10 11 12 EVA I&EL rA Own" ... Avg 1000 il !_ 4 W- 1-4 FIM * 112144 I' a II 3x3 = 3x3 = 1x3 II 3x3 = 3iCi II 4x4 = 34 = tx3 II 34 = 34 FP = 3)a = 1x3 II 3) a = 28 27 LOADING ( pso SPACING- 2-0-0 CSI. OEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 047 Vert(LL) 0 07 15.17 999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 SC 0.65 Vert(TL) 0.12 15-17 999 240 MT18HS 244/190 BCLL 00 Rep Stress Incr YES WB 0 47 Horz(TL) 0.02 13 n/a n/a BCOL 50 Code FBC2014rrP12007 Matra) Weight: 108 lb FT = 0%F, 0%E LUMBER- BRACING. TOP CHORD 2x4 SP No.2(0at) TOP CHORD Structural wood sheathing directly applied or 6.0.0 oc purlins, except SOT CHORD 20 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. REACTIONS. ( lb/size) 26=238/0-3-8. 13=605/0-7-8, 21=1357/0-7-8 Max Upli(t26=31(1_10 4) Max Grav 26=335(LC 3), 13=619(LC 4). 21=1357(LC 1) FORCES. ( Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-26=-332/27, 13-27=-611/0, 27-28=611/0, 12-28=-611/0, 2-3=-369/329, 3-4=-369/329, 4- 5=14/582, 5-6=-14/582, 7-8=950/0, 8-9=1357/0, 9-10=-1357/0, 10-11=-1278/0, 11- 12=-553/0 BOT CHORD 24-25=-141/458, 23-24=-329/369, 22-23=329/369, 21-22=-922/0, 20-21=922/0, 19- 20=0/576, 18-19=0/1357, 17-18=0/1357, 16-17=0/1444, 15-16=0/1444, 14-15=0/1066 WEBS 12-14=Of752, 11-14=-713/0, 11-15=0/295, 10-17=-258/103, 6-21=-1321/0, 1-25=-68/338, 2- 25=291/126, 2-24=-363/0, 6.22=0/620, 4-22=655/0, 6-20=0/978, 7-20=-907/0, 7- 19=0/547, 8-19=586/0 NOTES. ( 6) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 31 Ib uplift at joint 26. 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. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies QWARN/ NO • VM/y daslgn psramsrers acid READ NOTES ON THIS AND INCLUDED aOTEK REFERENCE PAGE MI14173 rev 1010I12015 BEFORE USE. Design valid for use only, with MlTakm Connector&. This design IS bused 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 indorparste this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web anaar chord members only. Additional temporary and permanent bracing MiTek' laawaytfequlrsdartlaDilayandtopreventcollapsewithpossiblepersonalInjuryandproperlydamage. For general guidance regarding the fabrication. storapa, delivery, erection and brsctng of trusses and truss systems, see ANStrrPll Quality Criteria, OS849 and SCSI Building Component 6904 Parke Egg Blvd Safety Information available from True Pieta Institute, 218 N Lae Street. Suite 312. Alerandda, VA 22314. Tempe, FL 36610 Job Truss Truss Type Oty Ply Park Sq. Hnw PEMBROKE•2362•A n 22ossa7 PS02382A-T F10 FLOOR 1 1 Mid-rronda Lumber, Son—, FL 7640.A.0 .o N . r Mi T e• mduames, i.e., F.OiOS i0.43.0320i7 Papa i 10:uz46LtStglYcOBgJ3sx*>vly3oLr41m cMtmiKgDwigJmAG1vrKs260M0rqGaEWYIRyWAO6 i 1.3-0 1 3 12 0" Stale = 1.18.3 34 = 3x4 II 113 = 3x3 tx3 = 1 34 — 2 3 4 3x3 — 5 6 1x3 = 15 0 14 34 II 3x3 = 04 = 1x3 II 34 = 34 = 1x3 II ao 440 6 54i1z ti a12 a3,12 o e 4 1oa 2 1!0 2-6-0 t4Lt2 1: 243.0 1.44i Plate Offsets (X.Y)— 111:0-1-8.Eddel LOADING (psQ SPACING- 1-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.76 Vert(LL) 0.00 8 '"' 360 MT20 244/190 TCDL 100 Lumber DOL 100 BC 0.07 Vert(TL) 0.00 11.12 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0 55 Horz(TL) 0.00 7 n/a n/a BCOL 50 Code FBC2014frPI2007 Matrix) Weight: 58 lb FT = O%F, 045E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purllns, except SOT CHORD 2x4 SP No.2(flat) end verticals. WEBS 2x4 SP No.3(flat) BOT CHORD Rigid ceiling directly applied or 6-0.0 oc bracing. REACTIONS. All bearings 10-8-4. lb) - Max Grav All reactions 250 lb or less at joint(s) 13, 7, 7 except 8=308(LC 1). 9=356(LC 1). 12=315(LC 1). 11=2619(LC 1). 10=319(LC 1) FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown. WEBS 5-8=342/0, 5-9=-398/0, 2-12=-369/0, 2-11=-331/0, 3-11=-2384/0, 4.10=-316/0 NOTES- 1) Unbalanced floor live bads have been considered for this design. 2) Recommend 2x6 srongbacks, 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. 3) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00. Plate Increase=1.00 Uniform Loads (pll) Vert: 7-13=5, 1-6=-174 Concentrated Loads (lb) Vert: 3-2296 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNINO • Varlty design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE 11,111-7473 rev. /dO.WO16 BEFORE USE. Design valid for use only with Wake, connectors. This destgn Is baud ony 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. Bradng Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporery, and permanent bracing M iTek' Is always required for stability and to prevent Collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delMry. erection and bracing of trusses and truss systems, sea ANSVTPH Quality Criteria. OSS418 and SCSI Building Component 8804 Parke Fast Blvd Safety Information available from Truss Plate InshtNe, 218 N Lae Street, Suite 312. Alexandria, VA 22314 Tamps, FL 35610 Job Truss Truss Type Dty Ply Park Sq. Hms/ PEMBROKE-2382-A T12205598 PS02382A.T Fit FLOOR 2 1 raid-rwraa Lumber, tsanaw, M 0.1-8 H1-1-3-0 3x4 = 2 3x3 3 r.e+u snug romv mnex mausmes. me rn uo iu 43 u4 euir wage ID,uz46LtSjq 1 YcOBgJ3sxNy3oLr-EDKMpiuOTey4XsPVKtnGSvt34Vbs9GuPouG5HuyWAO5 3x3 = 1x3 II 1x3 II 3x3 = 4 5 a 7 Scale = 133 8 3x3 = 30 = axe = 8 9 10 0d• 15,14 II 4x8 = 3x4 = 3x3 = 34 = 3x3 = 3x3 =' 3x4 = 416 = 13 II 19.8-0 4- Plate Offsets (X.Y)— (1 Edae.0.1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) I/defl Ud TCLL 40.0 Plate Grip DOL 100 TC 0.61 Vert(LL) 0 33 15.16 708 360 TCDL 10.0 Lumber DOL 100 BC 082 Vert(TL) 0 51 15-16 454 240 BCLL 0.0 Rep Stress Incr YES WB 0 69 Horz(TL) 009 11 n/a Ma PLATES GRIP MT20 244/190 BCDL 5.0 Code FBC2014/TPI2007 (Matrix) I Weight: 102 lb FT = O%F, O%E LUMBER- BRACING - TOP CHORD 20 SP No.2(flat) TOP CHORD Structural wood sheathing directly applied or 5-6-13 oc puffins, except BOT CHORD 2x4 SP No.l (flat) end verticals WEBS 2x4 SP No 3(flat) BOT CHORD Rigid ceiling directly applied or 10-0.0 oc bracing. REACTIONS. (lb/size) 20=1064/0-7-8, 11=1064/0-7-8 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown TOP CHORD 20-21=-1058/0, 21-22=1058/0, 1-22=-1058/0, 10-11=1058/0, 1-2=-1037/0, 2-3=2675/0, 3-4=-3711/0, 4-5=-4233/0, 5-6=4233/0, 6-7=-4233/0, 7-8=-3730/0, 8.9=2709/0, 9.10=-1082/0 BOT CHORD 18-19=012003, 17.18=013321, 16.17=0/4074, 15-16=0/4233, 14-15=0/4086, 13.14=0/3347, 12-13=0/ 2046 WEBS 10-12= 0/1441,1-19=0/1409,9-12=-1340/0,2-19=-1345/0,9-13=0/923,2-18=0/935, 8-13=-887/ 0, 3.18=498/0, 8-14=0/533, 3.17=0/542, 7-14=-495/0, 4-17=-505/0, 7-15=-173/ 539,4-16=-162/549, 5.16=-254/33 NOTES- (4) 1) Unbalanced floor live loads have been considered for this design 2) 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 3) CAUTION, Do not erect truss backwards. 4) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING • Varffy design parannoters and READ NOTES ON TIOS AND INCLUDED MITEK REFERENCE PAGE M/F7473 rev. 1003r1015 BEFORE USE. Design valid for use only with MUM 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 thus design into the overall building design Bractng indicated is to prevent buckling of indMdual tress web and/or chord members only Additional temporary and permanent bracing M iTek' Is skvis" required (or stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication. storage, delivery, erection and bracing of trusses and truss systems, a" ANSVrPH Quality criteria, OS849 and SCSI Building Component 6904 Parke East BIW Safety Information available from Truss Plata Institute. 218 N. Lee Street, Suite 312. Alexandria. VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply HMSI PEMBROKE-2382-A 1ParkSq T12205599 PS02382A-T F12 FLOOR 8 1 ob io a m o rioiioe uim i. oeii,w. ..=a , —W. ID.0 1la8EedLczgK6DwIUDSosy3nnS-AbR6ENwe*)FConAYtRlgkXKyRsJT)dKSiGCICLmyWA03 1 41S = 2 310 11 Stele = 19 7 4 3 4x4 3x8 = 1-ao 2-ao 1-ao 1-0-0 Plate Offsets (X.Y)— I1:Edde.0-1-81. 14:Edoe.O-1.81 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in loc) Udell Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 0.47 Vert(LL) 000 4 '"' 360 MT20 244/190 TCDL 10.0 Lumber DOL 100 BC 001 Vert(TL) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0 00 Horz(TL) 000 n/a n/a BCOL 5.0 Code FBC2014rrPI2007 Matra) Weight 15 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No 2(flat) TOP CHORD Structural wood sheathing directly applied or 2-0-0 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) 4=3056/Mechanical, 3=157/Mechanical FORCES. (lb) - Max Comp /Max Ten - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=3051/0 NOTES- 1) Refer to girder(s) for truss to truss connections 2) Recommend 2x6 strongbacks, on edge, spaced at 10.0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails Strongbacks to be attached to walls at their outer ends or restrained by other means 3) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 2899 lb down at 0-1-8 on top chord The design/selection of such connection device(s) is the responsibility of others. 4) 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=l 00 Uniform Loads (plf) Vert 3-4=5, 1-2=-174(F=-124) Concentrated Loads (lb) Vert 1=-2899(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vaily design parameters and READ NOTES ON THIS AND INCLUDED At/TEK REFERENCE PAGE All)-7472 rev. IM1,2015 BEFORE USE. Design valid for use only with WSW connectors This design is based only upon parameters shown, and is for an individual building component. not a truss system Sefore 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 MiTek' is always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, election and bracing of trusses and truss systems, sea ANSVrPII Quality Criteria, OSS-69 and SCSI Building Component 6904 Parka Fast Blvd. Safely Information available from Truss Plate Institute, 218 N. Lee Street. Suite 312. AlexandM, VA 22314 Tamps, FL 36810 Job Truss Truss Type Oty Ply Park Sq Hmal PEMBROKE-2382-A T12205800lJobPS02382A-T F13 FLOOR 1 1 a 1 i 1.3.0 i f r.Wuarig 10NI/MIIOF Inuueulae, III.,— Idol—Iu-NIr raga. ID:uz46L(Sjgl YcOBgJ3sx?vjy3oLr-eo?USruGm2KfOK7470Lx3YW8jcwMczsVsUluDyWA02 8x8 = 6x8 MTIBHS = 16 II 16 II 6x8 MTIBHS = 8x8 = 1 2 3 4 5 13 6 US II 600 MT18HS = 34 11 Scale = 1, 17.1 0 4-01 8.8.12 8.8.12 1 Plate Offsets (X.YI— f4:0-3.0.0-0-01. f6:0.3-0.Edael.19:0-3-0.Edoel. I10:0.3-O.Edael LOADING (pso SPACING- 1-0-0 CSI. DEFL. in (loc) UdeO Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) -0.04 10-11 >999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.80 Vert(TL) -007 10-11 >999 240 MTIBHS 244/190 BCLL 0.0 Rep Stress Ina NO WB 0.73 Horz(TL) 0.02 7 n/a n/a BCDL 5.0 Code FBC2014rTP12007 Matrix) Weight: 72 lb FT = 0%F, 0%E LUMBER- BRACING - TOP CHORD 2x4 SP No.I (flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SP No.2(8at) end verticals WEBS 2x4 SP No.2(Oat) 'Except' BOT CHORO Rigid ceiling directly applied or 10-0-0 oc bracing. 1- 12,6.7,3.10,4-9: 2x4 SP No.3(0at) REACTIONS. ( lb/size) 12=2413/0.7.8, 7=-391/1-7-4, 8=4190/1-7-4 MaxUplift7=- 391(LC 1) FORCES. ( lb) -Max Comp /Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-2405/0, 6-7=-6/358, 1-2=-2028/0, 2-3=3164/0, 3-4=-3164/0, 4-5=-3164/0, 5- 13=0/1461,6-13=0/1461 BOT CHORD 10.11=0/3818, 9.10=0/3164, 8-9=0/1974 WEBS 1-11=0/2582, 6.8=1860/0, 2.11=-2369/0, 5-8=-4545/0, 2-10=-1203/232, 5-9=0/1608, 3. 10=-147/334, 4-9=718/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 391 lb uplift at joint 7. 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. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=l 00, Plate Increase=1.00 Uniform Loads (plo Vert 7-12=-5, 1-6=742 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q wARNING . VaWy design parameters and READ NOTES ON THIS AND INCLUDED AurEK REFERENCE PAGE 011/0-7473 nv. 140=015 BEFORE USE. Design valid for use only with MlTakm connectors This design Is based only upon parameters shown, and is for an Individual building component, not a truss system Before use, the building designer must verily the 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 I$ always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the I lee• rfabrication, storage, delivery. erection and braang of trusses and truss systems, we ANSUTPII Quality CAteds. OSS28 and SCSI Building Component 6904 Parka East SW Sefely Information available from Truss Plata Institute, 218 N. Lee Street. Suite 31Z Alexandda, VA 22314 Tamps, FL 36610 Job Truss Truss Type oty Ply Park Sq. Hms/ PEMBROKE-2382-A T12205801IPS02382A•T G1 HIP 1 Mid-Flonda Lumber, Senow, FL 7 640 It Aug 16 2017 MiTek Industries. Ind FA Oct 08 10'43.13 2017 Page 1 ID:JYIFzvUc7ywBHeOuk UiXLy3oLo-TyMmin')lMP4o7FbEMGSOJplXpBdwmFoktnx34syWAPy a-] &941 49a ] 9a I 363 1 3-03 } 1-02 147 i2S1-01.300.1 . I . 3 •,!89a.4119- 0 2a5 2-0721 .7511w]a 90. 1 Scale = 169 1 6x8 MTISHS = — 1 Sx4 010 — iI 4 5 29 6 74 = 1.5x4 II 6xS MTISHS = 4x10 = 4 00 JJL 78930101s.4 I I 24 23 22 21 20 19 I6 17 76 IS 14 2x6 11 08 = 6x8 = 2xe 11 Iox10 = 24 11 axe = 4x8 = 2x6 11 2x6 It 2x8 11 6- 2,11 s- 0 3-a „a5 J J ]-03.9-1 4e19.3 LOADING (psf) SPACING- 1-4-0 CSI. DEFL. in floc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.87 Vert(LL) 017 20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.96 Vert(TL) 043 20-21 >749 240 MT18HS 244/190 BCLL 00 ' Rep Stress Incr NO WB 0 96 Horz(TL) 0.04 1 n/a nla BCDL 10.0 Code FBC2014/ TP12007 Matra) Weight: 877 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No. 1 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x8 SP No. 2 'Except' BOT CHORD Structural wood sheathing directly applied or 2-2-0 oc bracing. 16-22 2x8 SP No 1 WEBS 2x4 SP No.3 ' Except' 25-26,27-28.10- 17.4-21.9-28,5-26 2x4 SP No.2 19.26,19.28: 2x4 SP No.I REACTIONS. (lb/size) 13=361/ 0-7-8, 1=3705/0-7-8. 17=1143310.5.8 Max Horz 13=42(LC 7) Max Uplift 13=496(LC 17), 1=562(LC 8), 17= 1709(LC 8) Max Grav 13=109(LC 9), 1=3721(LC 17), 17=11433(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 10-11=-625/ 4645. 11-12=-646/4496, 12-13=-340/1900, 4-5=-7054/1096, 5.29=3911/614, 6.29=-3911/614,6- 7=-4100/627,7-8=-10819/1586,8.30=11124/1628,9-30=11124/1628, 9-10=-673/4843,1- 2=-10654/1615,2-3=-8746/1326,3-4=8714/1369 BOT CHORD 1.24=-1490/ 10043, 23.24=-1490/10043, 22-23=-957/7091, 21-22=957/7091, 20-21=-961/7120, 19- 20=-957l7099, 18.19=-3595/633, 17.18=-3538/624, 16.17=-3785/661, 15. 16=-3785/661, 14-15=-1752/330, 13.14=-1752/330 WEBS 12-14=-58/571, 12-15=3283/559, 2-23=-2213/399, 2-24-264/68, 20-26=-8151163, 6.26=1532/235, 7- 19-3607/517, 25.26=516/109, 18-28=-48421728, 8-28=1225/189, 27-28=-934/6500, 17- 27=-6486/998, 10-27=-2494/416, 21-25=-88/510, 4-25=-124/337, 10-15=-963/238,4- 23=-356/1973,5-25=-108/528,9-27=-8983/1305,9.28=1289/8869, 5-26=-3121/503, 7- 28=-865/6078, 7-26=-913/177, 19-26=3192/510, 19.28=-1747/11928 NOTES- (12) 1) 3-py truss to be connected together with 1 Od (0 148"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-941 oc. Bottom chords connected as follows: 2x8 -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. VuK=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=15tt; B=45ft. L=40ft, eave=5ft, Cat II; Exp B; Encl., GCpi=O 18, MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1 25 Printed copies of this document are 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. not Considered signed and Sealed and 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. the Signature must be Verified On 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 willany electronic Copies fit between the bottom chord and any other members. A WARNING - VWNY design parsmeters and READ NOTES ON THIS AND INCLUDED AVTEK REFERENCE PAGE 11111167472 rev. 1010112015 BEFORE USE.aw— Design valid for use only with MITakS connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a truss system Before use, the building designer must verily the applicability of design parameters arc properly incorporate this design into the overall budding design Bracing indicated Is to prevent buciding of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' Is always required for stabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems, sae ANSVTPI7 Quality Criteria, OSS49 and SCSI Building Component 69U Puke East ShillSafety hntomudon available from Truss PlateInstitute, 218 N I" Street, Suite 312. Alexandria, VA 22314 Tampa, FL 36610 Job Truss Truss Type Oty Ply Hms1PEMBROKE4362•A IP& rkSq Tt2205801 PS02362A•T G1 HIP 1 3 O 8 Mo-Florge Lumber. tlanaw, PL. 1.041.1 a Aug le LYl / M11 eft Inaiiealea. Inc. Fn VQ W IY.4J.IJ M11I raged ID:JYIFzvUc7ywBHeOuk UiXLy3oLo-TyMmiMlMP4o7FbEMGSOJplXp8dwmfoktnx34syWAPy NOTES- (12) 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 496 lb uplift at joint 13. 562 lb uplift at joint 1 and 1709 lb uplift at joint 17. 10) Girder carries tie-in span(s): 2-6-0 at 0-0-0 to 7-" at 12-9.12.; 7-0-0 at 27-0-12 to 2-6-0 at 39-10-8., 27-0-0 from 12-9.12 to 27-0-12 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1727 lb down and 289 lb up at 7-0-12, and 1727 lb down and 289 lb up at 32-9.12 on top chord. The design/selection of such connection device(s) is the responsibility of others 12) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 4-10=-599, 1-13=-13 Concentrated Loads (lb) Vert: 12-1727 2=-1727 Trapezoidal Loads (plf) Vert: 10=134-to-13=46, 1=46-to-4=-134 0 WARNING • Vadfy daslgn paramotara and READ NOTES ON INS AND INCLLMED M TEK REFERENCE PAGE MlF7a731w. 140 MO1S BEFORE USE. asswe Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and is for an individual budding component, not a truss "am Before use, trio budding designer must verify the applicability of design parameters and property Incorporate this design Into the overall building desln. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only AddWrial temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrlruaion, storage, delivery, erection and bracing of trusses and truss systems, see ANSIrrPH Quality Criteria. OS849 and SCSI Building Component 6604 Perko Eau Blvd. Safety Information available from Truss Plate Insidute, 218 N. Lae Street. Suite 312, AlexandM. VA 22314. Tampa. FL 36610 Job Truss Truss Type aty Ply Park Sit Hms/ PEMBROKE-2382-A T12205802IPS02382A-T G2 FLAT 1 w Mid-Flonea Lumber, Bartow, FL. 7 640 s Aug 18 2017 MiTek Industries. Inc. Fn Oct 06 10'43,14 2017 Pape 1 10 nkJOAEVEuF22uoz4liOx32y3oLn-x8w8w60f/ICfkP90v_zdsOlkv(y/Viuu6RhddJyWAPx 1.11•e 3.44 5.7.0 a10.0 &7.12 10:J7 12.3 t4-1-G lstat2 7, 2 19•&0 2 1.11•B 1.9•t2 1.9.12 t-30 1., 2 t-9.12 1-9.12 t-9.12 t•9.12 1.9.12 1•t1.8 Scale = 1:34.1 Sx5 - 1x4 11 7x8 = 1x4 II 10 II US - 1x4 II US - 1x4 54 - 1x4 II 7x8 = 1 2 3 45 4 5 Y8 B 7 8 9 27 10 11 12 24 -- -- - -- -- -- -- -- -- - 13 4x4 II axe = 20 II 7x6 = 4x4 = 2x4 II 44 = 20 II Sx12 MT20HS = 20 II exg = 20 II LOADING (psl) SPACING- 2-" CSI. TCLL 40.0 Plate Grip OOL 1.00 TC 0.74 TCDL 10 0 Lumber DOL 100 BC 0.98 BCLL 0.0 ' Rep Stress Incr NO WB 0.97 SCOL 5.0 Code FBC2014ITPI2007 Matrix) LUMBER - TOP CHORD 2x4 SP DSS BOT CHORD 2x6 SP No I *Except* 16.24: 2x6 SP OSS WEBS 2x4 SP No 3 *Except' 1-23,3-23,3-21,12-14,10-14,10-16,8-16,8-18,6-18.6-20: 2x4 SP No 2 REACTIONS. (lb/size) 24=4897/0-7-8, 13=6615/0-7-8 Max Uplift24-696(LC 4), 13=-940(LC 5) DEFL. in (loc) Udell Ud PLATES GRIP Vert(LL) -0.62 18.19 >449 360 MT20 244/190 Vert(TL) -081 18-19 >287 240 MT20HS 187/143 Horz( TL) 0.09 13 n/a n/a Weight. 438 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 3-8-11 oc purlins, except end verticals. 80T CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. Except 1- 4-12 oc bracing, 19-20 2- 2-0 oc bracing: 15-16. FORCES. ( lb) - Max. Comp /Max Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-24=-4233/607, 1-2=8214/1166, 2-3=-8214/1166, 3-25-2696013669. 4-25=-25960/3669, 4- 5=-25960/3669,5-26=25960/3669,6.26=-25960/3669,6-7=-30927/4332, 7- 8=30927/4332, 8-9=-2518213551, 9-27=-25261/3564, 10.27=-25261/3564, 10- 11=-10449/1481,11-12=-10449/1481 BOT CHORD 23-24=-136/951, 22-23=-2366/16676, 21-22=2366/16676, 20-21=3669/25960, 19- 20=-4506/32068,18-19=-4506/32068,17-18=-4246/30200,16-17=-4246/30200, 15- 16=-2777/19625,14-15=-2777/19625 WEBS 12-13=-6130/876, 11-14=-1213/191, 10-15=-74/616, 9.16=-907/146, 8-17=-109/865, 7- 18=826/127, 6-19=266/1966, 5-20=-1264/199, 3-22=-626/104, 4-21=1192/182, 1- 23=1164/8216, 3-23=9571/1357, 3-21= 1498/10503, 12-14=-1676/11820, 10. 14=-10379/1466,10-16=-898/6315,8-16=5737/821,8-18=-134/822,6-18=1291/205. 6. 20=-6909/989 NOTES- 1) 4-py truss to be connected together with 10d (0.148"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. Attach TC w/ 1/2" diam. bolts (ASTM A-307) in the center of the member w/washers at 4-0-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (8) face in the LOAD CASE(S) section Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated 3) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vasd=108mph; TCOL=4.2psf, BCDL=3.Opsf; h=15ft; 8=45ft; L=2411, eave=aft; Cat. II, Exp B; Encl., GCpi=0.18; MWFRS (directional); Lumber OOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding 5) All plates are MT20 plates unless otherwise indicated. this document are 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. not Considered Printed COpIQS Of signed and sealed and 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 tell by 2.0.0 wide well fit between the bottom chord and any other members the signature must be verified on 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 696 lb uplift at joint 24 and 940 lb uplift at any electronic Copies joint 13. 91 Girder carries tie-in soan(s): 2.6-0 at 0-0-0 to 7-0-0 at 7-1-8. r no wARN/ N0 • verity dealgn parameters end READ NOTES ON TWS AND INCLUDED ABTEK REFERENCE PAGE NII.7473 rev. 1603rt018 BEFORE USE. Design valid for use only with M1TeM connectors This design Is based only upon parameters shown, and is for an individual building component, not a truss system Before use, the Willing 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 cnord members only Additional temporary and permanent bracing MiT®k IsalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the labrlea: lon. storage, delMry, erection and bracing of trusses and truss systems, see ANSVTPII Quality Criterta, OS849 and SCSI Building component 6904 Parke East BIM safety IMormatlon available from Truss Plate Institute, 218 N Lee Street, Suite 312. Alexandria, VA 22314 Tamps, FL 38630 Job Truss Truss Type Qty Ply Park Sq. Hmsf PEMBROKE•2382•A T12205802 PS02392A•T G2 FLAT 4 all Mro•rlonm Wmoer. ,rartoW, I•L W V 7 Aug 10 ZV I / MI I01t InOusllles. InC Fn I ict u0 1 V.a./.14 -Ul / F890 L ID:nkJdAEVEuF22uoz4liOx3Zy3oLn-xBw6w6017iC(kP9Qy_zdsOlkrXy)Vluu6RhddJyWAPx NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1727 lb down and 250 lb up at 7-1-6 on top chord The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead r Roof Live (balanced): Lumber Increase=1 00. Plate Increase= 100 Uniform Loads (pIQ Vert: 5.12=-669, 13-24=-10 Concentrated Loads (lb) Vert: 5=-1727 Trapezoidal Loads (plf) Vert: 1=406-to-5=-224 0 WARNING • VarNy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE A01-7471 mv. /0A/34011 BEFORE USE. Design valid for use only with MRekm Connectors This design is based only upon parameter shown, and Is for an Individual building component, not a truss system. Before use. me building designer must vent' the applicability of design parameters and property Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracIng M iTek' Is always required for Stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabocstlen, storage, delivery, erection and bracing of trusses and truss systems, sect ANSVrPH Quality criteria, OSS49 and SCSI Building component 6904 Parke East Blvd Safety information available from Truss Plate Insidae. 218 N. Lee Street. Suite 312. AlexandM, VA 22314 Tampa. FL 36610 Job Truss Truss Type oty Ply Park Sq Hms/ PEMBROKE-2382-A T122058W PS02382A-T G3 FLAT 1 Mid -Flom Lumber, Bartow, FL 7.640 s Aug 18 2017 MiTek Industries, Inc. FA Oct 08 10.43 14 2017 Pape 1 10 nkJdAEVEuF22uoz4ltOx32y3oLn-x8w8w6Of7iCfkP90v zdsOinVX?yVoEu6RhddJyWAPx 2-1.8 4.1-4 6.1.0 8.0.12 10.2.4 2-1-8 1.11-12 1.11-12 1-11.12 2.1.8 axe = 4x4 = 1x4 II 1 2 1$ 3 1x4 II 40 = Bx8 = 14 5 6 Scale = 1.17.3 10 = 11 10 9 4x4 = a 5x5 = Sx5 = 4x4 = 7 12 LOADING (psQ SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCOL too Lumber DOL 1.00 BCLL 0.0 ' Rep Stress Inor NO BCDL 5 0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x6 SP No.1 WEBS 2x4 SP No.2 OTHERS 2x6 SP No.1 REACTIONS. (lb/size) 12=5096/0-3-8, 7=3855/0-3-8 Max Uplrft 12=810(1_C 4), 7=-61 l(LC 5) 3x1O = CSI. OEFL. in (loc) I/defl L/d PLATES GRIP TC 0.55 Vert(LL) -0 10 9-10 >999 360 MT20 244/190 BC 0.78 Vert(TL) -0 16 9-10 >719 240 WB 0.63 Horz(TL) 0.02 7 Na n/a Matrix) Weight: 165 lb FT = 0% BRACING - TOP CHORD Structural wood sheathing directly applied or 5-9-2 oc purllns. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 1-12=-4303/691, 1-2=7480/1189, 2-13=10573/1676, 3-13=-10573/1676, 3-4=10573/1676, 4-14=10573/1676, 5-14=-10573/1676, 5.6=-6008/952, 6-7=3229/518 BOT CHORD 11-12=-239/1496, 10.11=1189/7480, 9-10=-1676/10573, 8-9=-952/6008, 7-8=179/1123 WEBS 1-11=-1065/6705, 2-11=3487/568, 2-10=548/3437. 3-10=-2160/360, 4-9=-1805/302, 5-9=811/5072, 5-0=3073/502, 6-8=866/5473 NOTES- 1) 3-ply truss to be connected together with 10d (0 148"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-4-0 oc. Bottom chords connected as follows 2x6 - 2 rows staggered at 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 Pry to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated 3) Wind ASCE 7-10; Vu@=140mph (3-second gust) Vasd=108mph; TCDL=4 2psf, BCDL=3.Opsf; h=15ft; B=45ft, L=24ft, eave=4ft; Cat. II; Exp B; Encl., GCpi-0.18; MWFRS (directional); Lumber DOL=1.25 plate grip DOL=1 25 4) Provide adequate drainage to prevent water ponding. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members 7) Bearing at joint(s)12, 7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 810 lb uplift at joint 12 and 611 lb uplift at joint 7 9) Girder carries tie-in span(s): 20.7-12 from 0.0-0 to 5-9-12; 19-14 from 0-0-0 to 10-2-4 LOAD CASE(S) Standard 1) Dead + Roof Live (balanced), Lumber Increase=1.00, Plate Increase=l 00 Uniform Loads cam Vert: 1-4=-1122(F=-532, B=490), 4.6-590(13=490), 7-12=-10 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Vo* design parameters and READ NOTES ON THIS AND INCLUDED AOTEK REFERENCE PAGE AfIF7473 rev. I&W/2015 BEFORE USE. Design valid for use only with MlTakm connectors This design is based only upon parameters shown, and is for an Individual building component, not a truss system. Before use, the building designer must verily the applicability of design parameters and property Incorporate this design Into the overall budding design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' 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 ANSUIPII Quality Criteria, 03849 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate InslihAe, 218 N. Lee Street. Suite 31Z Nexanda, VA 22314. Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sit Hmsr PEMBROKE-2362-A T12205604IPS02382A-T GI FLAT 1 1 Job Mid -Florida Lumber. Banos. FL f.e4e a Aug is 20i r Mi as industries. me Fn Oci 06 iu 43 is mar rape i ID:gDsyMaeF6w5OyGn6ZCkOK3y3nnR-PKUW7S1HuOKVMAYkcThUsOEg3ZxPwEOK1K50A91yWAPw 2.5 4 i 2-5-4 1 5x4 11 3s4 = 2 1 Sx4 11 25.4 3x4 = Scale = 196 LOADING (psf) SPACING- 1-0-0 CSI. DEFL. in loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 100 TC 009 Ven(LL) .0.01 3-4 >999 360 MT20 244/190 TCDL 100 Lumber DOL 1.00 BC 0.54 Vert(TL) -002 3-4 >999 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight, 12 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc pur ins, except BOT CHORD 2x4 SP No.2 end verticals. WEBS 2x4 SP No 3 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing REACTIONS. ( Ib/size) 4=390/0.3-8, 3=390/Mechanical Max Uplift4=-46(LC 4), 3=46(LC 4) FORCES. ( lb) -Max. Comp /Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10, Vuh=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3 Opsf; h=15ft, B=45ft; L=24ft; eave=oft, Cat. II; Exp 8; Encl. GCpio.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1 60 2) Provide adequate drainage to prevent water ponding 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 46 lb uplift at joint 4 and 461b uplift at joint 3 7) Girder carries tie-in span(s) 13-6-4 from 0-0-0 to 2-5-4 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced) Lumber Increase=l 00, Plate Increase=1.00 Uniform Loads (plf) Vert: 3-4=-314(F=-309), 1-2=50 Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies O WARNING - Vw* design panmafars and READ NOTES ON TMS AND INCLUDED MIT EI( REFERENCE PAGE M147475 ray. 1010312015 BEFORE USE. wwww Design valid for use only with MiTekdl 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 buckling of individual truss web and/or chord members only Additional temporary and permanent bracing MiTek' preventIs always required for stability and to prevent collapse with possible personal injury and property damage For general guidance regarding the fabrication, storage, delivery, ereciron and bracing of trusses and Wes systems, see ANSVTPII Quality Criteria, OSB49 and SCSI Building Component 6904 Parka East Blvd Safety Information available from Truss Plate InsirtNe, 216 N Lee Street, Suite 312. Alexandria, VA 22314 Tampa, FL 38610 Job Truss Truss Type city Ply Park S4 Hmst PEMBROKE-2392-A T72205805 IPS02382A-T H1 FINK 6 1 ball Mad-Flonda Lumber, Bartow, FL 7 640 a Aug 16 2017 MiTek Industries. Inc Fn Oct 06 10 43.15 2017 Page 1 ID Fwt'?OaVsfLAvWyYGsPXAcmy3oLm-PKUW7S1HuOKWMYkcThUsOEgwJxJWEKAIK50A9IyWAPw 7.0.4 138.0 I ta11.12 27.0.0 t2&0-0 1•s0 7-0.4 6-5.12 &5.12 7-0-4 1•s0 Scale 1/4-=V 4x4 = 1a 3x4 = 3x4 = 5k9 = 3x4 = I aao 1b0.0 27•ao { aao aao aao LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udefl Lid TCLL 200 Plate Grip DOL 1 25 TC 068 Vert(LL) 027 8-9 999 240 TCDL 10 0 Lumber DOL 1 25 BC 0 95 Vert(TL) 0.46 8-9 690 180 BCLL 00 ' Rep Stress Incr NO WB 0.27 Horz(TL) 0.08 6 n/a n/a BCDL too Code FBC2014/TPI2007 Matrix) Wlnd(LL) 0.08 2-9 999 360 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD BOT CHORD 2x4 SP No.2 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=1137/0.3-8, 6=1137/0-3-8 Max Horz 2=142(LC 7) Max Uplift2=-218(LC 8), 6=-218(LC 8) FORCES. ( lb) - Max Comp /Max. Ten - All forces 250 (Ile) or less except when shown TOP CHORD 2-3=1876/326, 3-4=-1667/341, 4-5=-1667/341, 5-6=-1876/326 BOT CHORD 2-9=211/1645, 9-10=-75/1073, 10-11=-75/1073, 8-11=-75/1073, 6-8=211/1595 WEBS 4-8=102/700, 5-8=-388/158, 4-9=-102f700, 3-9=388/158 PLATES GRIP MT20 244/190 Weight: 124 lb FT = 0% Structural wood sheathing directly applied or 3-4-0 oc purtlns Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- ( 6) 1) Unbalanced roof live loads have been considered for this design 2) Wind. ASCE 7-10; VuH=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf, BCDL=3 Opsf, h=15ft; B=45ft; L=27ft; eave=4ft; Cat. II; Exp 8; Encl.. GCpt=0.18, MWFRS (directional), Lumber DOL=1.25 plate grip DOL=1.25 3) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads 4) • This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3.6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10 Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 218 lb uplift at joint 2 and 218 lb uplift at joint 6. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies Q WARN/NO • VarNy design parameters end READ NOTES ON THIS AND INCLUDED a11TEK REFERENCE PAGE 11111.7473 ray. 1"2/2015 BEFORE USE. Design valid for use only with Weld* 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 venly the applicability of design parameters and property incorporate this design Into the overall budding design Braong indicated Is to prevent buckling of individual buss web and/or chord members ony. Additional temporary and permanent bracing M iTek' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems. see ANSIrTPl1 Quality Criteria, OS13d9 and SCSI Building Component 6904 Parke East Blvd Safety Information available from Truss Plate Institute. 218 N Lee Street. Suite 312, Alexandria, VA 22314 Tampa. FL 36610 Job Truss Truss Type oty Ply HMW PEMBROKE-2362-A IP& rkSq T1220.5608 PS02362A-T J7 JACK Is 1 ball Mid-Flonoa Lumber, Barlow, FL 7.640 s Aug 16 2017 M.Tek Industries, Inc. FA Oct 06 10,43,16 2017 Page 1 to Fwt?OaVsfZAvWyYGsPXACmy30Lm-tX2UKolveKSN iJo1PlSxRN3YL1 zraAZIAkhByWAPv 1-0.0 7.0.0 1 0.0 7.0.0 Seale = 1:22.2 20 7-0.0 7.nn LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in loe) Udell L/d PLATES GRIP TCLL 20 0 Plate Grip DOL 1.25 TC 0.77 Vert(LL) 0.12 2-4 688 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(TL) 0.29 2-4 275 180 BCLL 00 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/e n/a BCDL 100 Code FBC2014/rP12007 Matrix) Wlnd(LL) 000 2 360 Weight, 24 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 REACTIONS. (lb/size) 3= 191 /Mechanical, 2=352/0.7-8, 4=66/Mechanical Max Horz 2=117(LC 8) Max Uplitt3=-85(LC 8), 2=-68(LC 8) Max Grav 3=191(LC 1), 2=352(LC 1). 4=133(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown BRACING - TOP CHORD Structural wood Sheathing directly applied or 64)-0 oc purlins. BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. NOTES- (6) 1) Wind: ASCE 7-10; Vutt=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; 8CDL=3.Opsf; h=15ft; B=45R; L=24ft, eave=5ft, Cat. II, Exp B, End. GCpi=0 18: MWFRS (directional), Lumber DOL=1.25 plate grip DOL=1.25 2) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 3) - This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will rd between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 85 lb uplift at joint 3 and 68 lb uplift at joint 2. 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies AWARNING - Verffy design paramstara and READ NOTES ON THIS AND INCLUDEDWrEx REFERENCE PAGE NII.74T.7 rev. 1007r2016 BEFORE USE. wwww Oesign valid for use only with MiTekm connectors. This design is based only upon parameters shown, and Is for an Individual building component, not w' a truss system Before use, the budding designer must any the applicability of design parameters and property Incorporate this design Into me overall building design. Bracing indicated Is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iT®k Is always required for stability and to prevent collapse with possible personal Injury and property damage For general guidance regarding ma fabrication, storage, delivery. erection and bracing of trusses and truss systems, sae ANSUrPl1 Quality Criteria, OSBa9 and SCSI Building Component 6904 Parke East Blvd. Safety Information available from Truss Plate Institute, 216 N. Lee Street, Sulfa 312. Alexandria. VA 22314 Tampa, FL 36610 Job Truss Truss Type oty Ply Park Sq. Hmsl PEMBROKE-2382-A T12205807 PSQ2382A-T JTT JACK 1 1 Mid -Florida Lumber, Bartow, FL. 7 840 s Aug 16 2017 MITek Indusmes, Inc. Fri Oct 06 10.43.16 2017 Papa 1 10 FwP>OaVsfZAvWyYGsPXAcmy3oLm•L<2uKolveKSNiJo1P?SxRN1LLslzpSAZLAkhByWAPv 1.0-0 2•ft•0 3-9-0 74-0 1.0.0 2-10 1.0.0 3.3.0 2x4 = Scale = 1.22.2 LOADING (psi) TCLL 20.0 TCOL 10.0 BCLL 0.0 BCOL 10.0 SPACING- 2-0-0 Plate Grip OOL 125 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2014frP12007 CSI. TC 0.92 BC 0.11 WS 0.16 Matrix) DEFL. in Ven(LL) -014 Ven( TL) -034 Horz(TL) 0.10 WWnd(LL) 0.12 loc) Udefl Lid 7 >572 240 7 >237 180 6 n/ a n/a 7 >649 360 PLATES GRIP MT20 244/ 190 Weight: 29 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc punins. BOT CHORD 2x4 SP No 2 BOT CHORD Structural wood sheathing directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No 3 REACTIONS. (lb/ size) 5=225/Mechanical, 2=352/0-7-8, 6=32/Mechanical Max Horz 2=117(LC 8) Max Uplift 5=75((-C 8), 2=68(LC 8) Max Grav 5=225(LC 1), 2=352(LC 1). 6=64(LC 3) FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=410/15, 3-4=-252/2 BOT CHORD 2-8=85/330, 7-8=-108/431 WEBS 3- 8=264/85, 4-7=-81/412 NOTES- (6) 1) Wind: ASCE 7-10; Vuh=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCOL=30psf, h=15ft, B=45ft, L=24ft, eave=5ft; Cat 11; Exp 8; Encl., GCpt=0.18; MWFRS (directional), Lumber OOL=1.25 plate grip OOL=1.25 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 75 lb uplift at joint 5 and 68 lb uplift at joint 2 6) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 w- mo, • Verily design parameters and READ NOTES ON TNIS AND INCLUDED MItEK REFERENCE PAGE M0-7473 rev. I&V112016 BEFORE USE. Design valid for use only wM MITek® connectors This design Is based only upon parameters shown, and is for an Individual building component, not a truss " am Before use, the building designer must verily 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 MiTek' Is alwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalInjuryandpropertydamage. For general guidance regarding the fabricaicia on. storage, delivery, erection and bracing of trusses and truss systems, o ANSVTPH Quality Criteria, OSS49 and SCSI Building Component 6904 Points East Blvd SuetyInformation available from Truss Plate Institute. 218 N Lee Street. Suite 312, Alaxandds, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq. Hms/ PEMBROKE-2382-A T12205808IPS02362A-T KJ7 MONO TRUSS 3 1 iall Mid-Flonda Lumber, Bartow, FL 7 640 s Aug 16 2017 MITak Industnes, Inc Fn Oct 05 10.43 17 2017 Page 1 ID Fwt'7OaVsfZAvVIyYGsPXAcmy3oLm-LIeGY82YPdbEbsu?b6WKTtvHA16liDIKoPvHDdyWAPu 1.5-0 5-4.0 9.10.13 1-5.0 54.0 4-6-13 20 _ 1x4 II 5 30 = 5.4.0 ata13 Scale = 122 3 LOADING (psf) SPACING- 2-0-0 CSI. OEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.59 Vert(LL) 002 6-7 999 240 MT20 244/190 TCOL 100 Lumber DOL 125 BC 048 Vert(TL) 0.10 6-7 999 180 BCLL 00 ' Rep Stress Incr NO WB 0.35 Horz(TL) 0.01 5 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Wjnd(LL) 0.02 6-7 999 360 Weight 42 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No 2 BOT CHORD 20 SP No 2 WEBS 2x4 SP No 3 REACTIONS. ( lb/size) 2=429/0-7-8, 5=385/Mechanical, 4=244/Mechanical Max Horz 2=143(LC 8) Max Uplift2=-81(LC 8), 5=42(LC 8), 4=102(LC 8) Max Grav 2=429(LC 1), 5=385(LC 1), 4=247(LC 13) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=782/44 BOT CHORD 2-7=1511714. 6.7=-151/714 WEBS 3-7=0/272, 3.6=-782/166 BRACING - TOP CHORD Structural wood sheathing directly applied or 6.0-0 oc puriins. BOT CHORD Structural wood sheathing directly applied or 10.0.0 oc bracing NOTES- ( 7) 1) Wind: ASCE 7-10. Vutt=140mph (3-second gust) Vasd=108mph, TCDL=4.2psf, BCDL=3.Opsf, h=15ft; B=45ft, L=24ft, eave=5ft; Cat II, Exp B. Encl , GCpi=0.18; MWFRS (directional), Lumber DOL=1 25 plate grip DOL=1 25 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 81 lb uplift at joint 2, 42 lb uplift at joint 5 and 102 lb uplift at joint 4 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Inerease=1.25 Uniform Loads (p") Vert 1-8=-60 Trapezoidal Loads (plf) Vert 2=-2(F=9, B=9)-to-5=-49(F=-15, 8=15), 8=O(F=30, B=30)-to-4=-148(F=-44, B=-44) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies WARNING . V&Vy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7479 rev, 10A1.1,2015 BEFORE USE. Design valid for use only with MITak* cohnectors This design is baud only upon parameters shown, and is for an individual building component. not a ( run 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 MiTek' isalwaysrequiredforstabilityandtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erosion and bracing of trusses and truss systems, see ANSVTPII Quality Criteria. OS1349 and 13CSI Building Component 6904 Parke East Blvd Safety Information available from Truse Plate Institute. 216 N Lae Street, Suds 312, Alexandria, VA 22314. Tampa, FL 36610 Job Truss Truss Type Oty Ply Park Sq Hms/ PEMBROKE-2382-A 712205609 PS02382A-T KJTT MONO TRUSS 1 1 ball Mra•rwnaa Lumber, draw, rL. r.wu s Aug is m i r mi i aK maustnes, inc rn uct ue 1u 4J 1 r 2u11 Page) ID Fwl7OaVsfZAvWyYGsPXAcmy3oLm-LicGY82YPdbEbsulb6WKTfvH41OFIBnKoPvHDdyWAPu 1.5.0 3.10.10 6-3.10 9.10.13 1-11 3.10.10 1.5-0 4-7.3 Scale = 1 21 9 20 = 3.10.10 1•SO 9-7-5 glf 4.3.11 3 Plate Offsets (X.Y)— f9:0.2-4.0-2-41 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 125 TC 060 Vert(LL) -0.06 7-8 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 25 BC 087 Ven(TL) -0.18 7-8 >618 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.45 Horz(TL) 004 6 n/a n/a BCDL 10.0 Code FBC2014f rPI2007 Matrix) Wind(LL) 004 7-8 >999 360 Weight. 44 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP No 2 TOP CHORD Structural wood sheathing directly applied or 4-5-9 oc puflins. BOT CHORD 2x4 SP No 2 BOT CHORD Structural wood sheathing directly applied or 10-0.0 oc bracing. WEBS 2x4 SP No.3 REACTIONS ( lb/size) 2=429/0-7-8, 5=248/Mechanical, 6=382/Mechanical Max Horz 2=142(LC 8) Max Uplift2=-81(LC 8), 5=99(1-10 8), 6=45(LC 8) Max Grav 2=429(LC 1).5=248(LC 13).6=382(LC 1) FORCES. ( lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 2-3=729/17. 3-4=1541/223 BOT CHORD 2-9=128/658, 7-8=-321/1393, 8-9=-1411785 WEBS 3-9=455/93, 4-8=-9/489, 3-8=-209/874, 4.7=1435/330 NOTES- ( 7) 1) Wind ASCE 7-10: Vu@=140mph (3-second gust) Vasd=108mph; TCDL=4.2psf; BCDL=3 Opsf; h=15ft; B=45ft. L=24ft, eave=5ft, Cat II, Exp B; Encl. GCpi=O 18; MWFRS (directional), Lumber DOL=1.25 plate grip DOL=1 25 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 81 lb uplift at joint 2, 99 lb uplift at joint 5 and 45 lb uplift at joint 6. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 7) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert, 1-10=-60 Trapezoidal Loads (pl() Vert. 2=2(F=9, 8=9)-to-9=-20(F=0, B=0), 10=0(F=30, B=30)-to-5=148(1`=44, B=44), 8=27(F=-3, B=-3)-to-6=-49(F=-15, B=- 15), 9=-20(F=O, 8=0)-to-8=27(F=3, 8=-3) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 WARNING - Varlry design piummofers and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mfl-7473 re, 1000111Y2015 BEFORE USE. Design valid for use only wan MITek* connectors This design 13 based only upon parameters shown, and is for an individual budding component, not a truss "am. Before use, the building designer must vent' the applicability of design parameters and property incorporate this design into the overall building design Bracing indicated rs to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing M iTek' isalwaysrequiredforstabilityendtopreventcollapsewithpossiblepersonalinjuryandpropertydamageForgeneralguidanceregardingthefabrication, storage, delivery, erection and bracing of trusses and truss systems, see ANSVIPl1 Quality Crlterls, OS84S and SCSI Building Component 6204 Parke East Blvd Safety Information available from Truss Plate Institute, 218 N. Lee Street, Suite 312, Nelandna, VA 22314 Tamps, FL 36610 Job Truss Truss Type Oty Ply I 1P& fkSq.HmsIPEMBR0KE-2382-A 712205810 PS02382A-T L1 GABLE 1 Job Reference footionall) Mid-Flonds Lumber, Bartow, FL. 7 640 a Aug 16 2017 Wait Industries, the Fn Oct 06 10'43,1e 2017 Page 1 ID t7RObwWUOtlm867TO72P8y3oLI pvASIU3AAxf5DOT88g1ZOsSZK9XYR15T13fgm4yWAPl 1-0-0 344 7-0-8L 1.40 3-6-4 31-4 1-0-0 Scale = 1 17 2 4x4 = a 2x4 = 20 = I 3&4 3&4 34a7I 9. 4 LOADING ( pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.18 Vert(LL) -0.00 2-6 >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.16 Vert(TL) -0.01 2-6 >999 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 100 Code FBC2014frP12007 Matrix) Wjnd(LL) 0.00 6 >999 360 Might: 28Ib FT=0% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins BOT CHORD 2x4 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 2=339/0-3.8, 4=339/0-3-8 Max Horz 2=-43(LC 6) Max Uplitt2=-84(LC 8). 4=84(LC 8) FORCES. ( lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=328/35, 3.4=-328/35 NOTES- ( 8) 1) Unbalanced roof live loads have been considered for this design 2) Wind ASCE 7-10: VuH=140mph (3-second gust) Vasd=108mph, TCDL=4 2psf, BCDL=3.Opsf; h=15R; B=45ft. L=24ft; eave=5ft; Cat. If. Exp B. Encl. GCpi=0 18; MWFRS (directional); Lumber DOL=1 25 plate grip DOL=1.25 3) Truss designed for wind bads 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/rPI 1 4) Gable studs spaced at 2-0-0 oc. 5) This truss has been designed for a 10 0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0.0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 84 lb uplift at joint 2 and 84 lb uplift at joint 4 8) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 wARNING - vwffy design panmafus end READ No7E5 ON TNS AND INCLUDED WTEK REFERENCE PAGE NIF7473 mv. fGW&015 BEFORE USE. wisses Design va0d for use only with MITakm Connector$ This design Is based Only upon parameters shown. and is for an malmdual budding component, not 1 atfusssystemBeforeuse, the building designer must verily the appllrablaty of design parameters and property Incorporate this design Into the *Was oulaing design. Bracing Indicated is to prevent buckling of Individual toes web and/or chord members only Additional temporary and permanent bracing M iTek' I$ 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, we ANSlrTPI1 Quality Criteria, OS1349 and SCSI Building Component 9904 Parke East Blvd Safety Information avallaote from Truss Plate InstllNe. 218 N. Lee Street, Suite 312. Nexandria, VA 22314. Tamps, FL 36610 Job Truss Truss Type Oty Ply Park Sq. Hmsf PEMBROKE-2382-A Tt22056ffIPS02382A-T L2 KINGPOST t L all Mud-Flondil Lumber, eanow, FL re4usAugle21/1r Mrlexinausures,Inc i-noctuiliw43'1e2b17 Pagel 10:i7RObwWUOtlm867T072PSy3oLl-pvAelU3AAxf5DOTB8g1 ZOsSeg90dRfFTl3fgm4yWAPt 3-&4 7.0.8 341-4 3-&4 4x4 2 3x4 = Scale = 1,14 5 381tH 7-0.8 3-6-4 LOADING (psf) SPACING- 1-0-0 CSI. OEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.08 Vert(LL) -002 1-4 >999 240 MT20 244/190 TCDL 10.0 Lumber OOL 1 25 BC 060 Vert(TL) -0.05 1-4 >999 180 BCLL 00 ' Rep Stress Incr NO WB 044 Horz(TL) -0.01 1 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix) Wind(LL) 0.01 1-4 >999 360 Weight: 61 lb FT = 0% LUMBER- BRACING - TOP CHORD 2x4 SP N0.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOT CHORD 2x6 SP No.2 BOT CHORD Structural wood sheathing directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. ( lb/size) 3=2367/0-3-8.1=2799/0-3-8 Max Horz 3=16(LC 6) Max Uplifl3=-396(LC 8), 1=-469(LC 8) FORCES. ( Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2655/440, 1-2=-2655/440 BOT CHORD 1-5=378/2350, 5-6=378/2350, 4-6=-378/2350, 4-7=378/2350, 7-8=-378/2350, 3- 8=378/2350 WEBS 2-4=364/2291 NOTES- ( 9) 1) 2-ply truss to be Connected together with 10d (0.148"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 0-2-0 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 (8) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (8), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design 4) Wind ASCE 7-10. Vint=140mph (3-second gust) Vesd=108mph; TCDL=4.2psf; BCOL=3.Opsf; h=15ft; 8=45ft; L=24ft; eave=5ft; Cat. 11; Exp B; Encl.. GCpi=0.18; MWFRS (directional); Lumber DOL=1.25 plate grip OOL=1 25 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396 lb uplift at joint 3 and 469 lb uplift at joint 1. 8) Hanger(s) or other connection device(s) shell be provided sufficient to support concentrated load(s) 1068 Ill down and 179 lb up at 6- 7-0, 1068 lb down and 179 lb up at 4.7-0. and 1068 lb down and 179 lb up at 2-7-0, and 1692 lb down and 283 lb up at 0-7-12 on bottom chord. The design/selection of such connection device(s) is the responsibility of others 9) Truss is designed with, and confirms to the 2007 Florida Building Code w/2009 supplements. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-10, 2-3-30. 1-2=-30 Concentrated Loads (lb) Vert: 5=1692(F) 6=1068(F) 7=1068(F) 8=1068(F) Printed copies of this document are not considered signed and sealed and the signature must be verified on any electronic copies 0 wARN,ma - Verity Wsfgn parameters and READ NOTES ON rNIS AND INCLUDED MITEK REFERENCE PAGE M/F7473 rev. fo03f20I8 BEFORE USE. Design valid for use only with MITefCst connecters This design Is based only upon parameters shown, and Is for an Individual building Component, not a truss system 8410 use, the building designer must verify the applicability of design parameters and property Incorporate this design Into the overall bubding design Bracing indicated Is to prevent bucWing of Individual truss web and/or chord members only. Additional temporary end pemlanem bracing M iTek' isalwaysrequiredrocstabilityandtopreventCollapsewithpossiblepersonalInjuryandpropertydamageForgeneralguidanceregardingthefabrkstlon. storage, delivery, erection and bracing of trusMs and truss systems, Na ANSI/TPN Quality Criteria, 03841a and SCSI Building Component 6804 Parke Eau Blvd Safety Intonation avallable from Truss Plate institute, 216 N Lee Street, Suite 312. Alexandria, VA 22314. Tamps, 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. 0-14' am For 4 x 2 orientation, locate plates 0- 'Ad' 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. SCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths Drawings not to scale) 2 BOTTOM CHORDS 8 7 3 6 5 JOINTS ARE GENERALLY NUMBEREDILETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERSILETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. 2012 MiTek® All Rights Reserved MiTek 0 MiTek Engineering Reference Sheet: Mll-7473 rev 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1 Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See SCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or altemalrve Tor I bracing should be considered. 3. Never exceed the design loading shown and never stack matenals on inadequately braced trusses. 4. Provide copies o1 this truss design to the building designer, erection supervisor, property owner and all other interested parties 5. Cut members to bear lightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSIrrPI 1 7. Design assumes trusses will be sudably protected from the environment in accord with ANSIrrPI 1 8. Unless otherwise noted, moisture content of lumber shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead bad deflection. 11 Plate type, size, orientation and location dimensions inducted 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 ceding 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 ANSIMPI 1 Quality Criteria, RECORD COPY 149 2741-0 Dmige 12-4-0 p cr) 4C 4C d CI, I I I I I I I I I I I I I I map IN ATTIC ACCESS\, ATTIC ACCESS 1 1 we 11-" 11101.0 B-" oil GARAGE I 13-4-0 915-4-0 ED.1 .0 20-0-0 DO, PARK SQ HMS / PEMBROKE 2382 - A / TRAY CLG 10 - HHUS46 FLR HGR 5 - HUS26 1-PLY HGR - Mid Florida 10 LL 0 w UQ LL 0 1 7 - 3308 glo 40-0-0 411. 26.5.12 7-" 6-5.12 Floor Loading TC Live: 40.00 psf TC Dead: 10.00 psf_ BC Live: 0.00 psf BC Dead: 5.00 psf TC Stress Inc: 1.00 BC Stress Inc: 1.00 Spacing: variable Roof Loading TC Live: 20.00 psf TC Dead: 20.00 psf BC Live: 0.00 psf BC Dead: 10.00 psf TC Stress Inc: 1.25 BC Stress Inc: 1.25 Spacing: 2- 0- 0 o.c. SUILDA, SANFOnD Account: Job: PS02382A-T Designer: Checker: Date: 10-06-17 9 RECORD COPY n: City of Sanford Building and Fire Prevention Product Approval Specification Form 17-3 Permit # 308 Project Location Address SANFORD 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 w/Sidelites FL8871.7 Slidinq MI Windows and Doors Series 420 Alum SGD - 2 Panel FL 15332.4 Sectional Clopay Building Products 941T40-W4 FL15279.20 Roll U Automatic Other 2. Windows Single Hung MI Windows & Doors Series GA 185 Aluminum SH FL 17499.2 Horizontal Slider Casement Double Hun Fixed MI Windows & Doors Series GA 185 Alum Picture Fixed FL15349.1 Awning Pass Through Projected Mullions MI Windows & Doors 5764 Verical Alum Mullion FL 15353.2 Wind Breaker Dual Action Other June 2014 1 Category/Subcategory Manufacturer Product Description(including Florida Approval # decimal 3. Panel Walls Siding James Harding Bldg Products Hardie Panel FL13223.2 Soffits - Aluminum Coils, Inc Coils / Soffits FL12194.1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles IKO Industries, LTD Asphalt Shingles / Cambridge FL7006.1 Underla ments Warrior Roofing 15 and #30 Roofing Felt FL2346.1 Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofinq slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll u Equipment Other 6. Skylights Skylights Other 7. Structural Components Wood Connectors / Anchors Truss Plates Engineered Lumber Railing Coolers/Freezers Concrete Admixtures Precast Lintels Insulation Forms Plastics Deck / Roof Wall Prefab Sheds Other 8. New Exterior Envelope Products Applicant's Signature Applicant's Name Please Print) June 2014 Florida Building Code Online Page 1 of 4 Business • •na' 1: Rp•uWjon 12 r. r ..l" 9r SCIS Home I Log In user Registration Hot Topics submit Surcharge stats 6 Facts Publications FSC stall SCIS Site Map Links Search R don a l r Product Approval I u• USER: Public User t. Ti.rn.r Product Approval Menu > ProduR or Apphcapon Search > Application US t > 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@rwbldgconsultants. COm Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Exterior Doors Subcategory Swinging Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Lyndon F. Schmidt, P.E. the Evaluation Report Florida License PE-43409 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2018 Validated By Ryan ]. King, P.E. OO Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By FL8871 R7 COI (a) CERTIFICATE OF INDEPENDENCE.Ddf Standard Year ASTM D1929 1996 ASTM D2843 1999 ASTM D63S 2003 ASTM E1300 1998 ASTM E84 2000 ASTM G26 1995 TAS 201, 202, 203 1994 Florida Licensed Professional Engineer or Architect FL8871 R7 Eouiv of STANDARDS (a).Ddf http:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrpk... 9/7/2017 Florida Building Code Online Page 2 of 4 Sections from the Code Product Approval Method Method 1 Option D Date Submitted 10/13/2016 Date Validated 12/13/2016 Date Pending FBC Approval 10/21/2016 Date Approved 12/15/2016 SummarV of Products FL # Model, Number or Name Description 8871.1 a. "ClassicCraft Rustic" Series 3'6 x 8'0 "Impact" Opaque Fiberglass Radius Top Single Door (X) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 lI (a) INST 8871.1.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.1 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.i.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.2 b. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door (X) - Rustic" Series Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 11 (a) INST 8871.2.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.2 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.2.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.3 c. "ClassicCraft" or "ClassicCraft 3'6 x 8'0 "Impact" Opaque Fiberglass Single Door with Rustic" Series Sidelite (OX or XO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 If (a) INST 8871.3.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.3 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.3.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and Smooth5tar sidelites, this product approval requires the use of '7 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 11 (a) INST 8871.4.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant, Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.4 for Design Pressure Ratings by FL8371 R7 AE (a) EVAL 8871.4.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of 'I" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 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 11 (a) INST 8871.5.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.5 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.5.odf Created by Independent Third Party: Yes http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrpk... 9/7/2017 Florida Building Code Online Page 3 of 4 specific Model and for any other additional use limitations Iandinstallationinstructions. 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.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.6 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.6.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "J" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 871.7 g. "FiberClassic" or "SmoothStar" 3'0 x 8'0 "Impact" Opaque Fiberglass Single Door with Series Sidelites (OXO) - Inswing or Outswing Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.7.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.7 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.7.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "I" part numbers for these sidelites, which have been stained or painted within six months of installation.) Note - ASTM E1300-98 utilized for areas inside the HVHZ 8871.8 h. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door (XX) - ClassicCraft" or "ClassicCraft Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.8.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.8 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.8.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. 8871.9 1. "FiberClassic", "SmoothStar", 6'0 x 8'0 "Impact" Opaque Fiberglass Double Door with ClassicCraft" or "ClassicCraft sidelites (OXXO) - Inswing or Outswing Rustic" Series Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL8871 R7 II (a) INST 8871.9.odf Approved for use outside HVHZ: Yes Verified By: Lyndon F. Schmidt, P.E. 43409 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: See INST 8871.9 for Design Pressure Ratings by FL8871 R7 AE (a) EVAL 8871.9.odf specific Model and for any other additional use limitations Created by Independent Third Party: Yes and installation instructions. (For FiberClassic and SmoothStar sidelites, this product approval requires the use of "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 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 taw, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, Contact the office by phone or by traditional mail. If you have any questions, please contact 8S0.487.1395. '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 emads provided may be used for official communication with the licensee. Mowever email addresses are public regard. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. TO determine It you are a licensee under Chapter 455, F.S , please click here . Product Approval Accepts: M ® 19r—i-7-01 99 M http://,A,%m.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgty3Ij*Wak2nHrpk... 9/7/2017 Florida Building Code Online Page 4 of 4 Credit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgty3Ij Wak2nHrpk... 9/7/2017 c THERMANTRU THERMA TRU DOORS 1 IS INDUSTRIAL OR., EDGERTON, OH 4351 7 SMOOTH STAR & FIBER CLASSIC FIBERGLASS SINGLE "IMPACT" DOOR W/ "NON -IMPACT" SIDELITES INSWING / OUTSWING GENERAL NOTES I. This product has been evaluated and bin compliance with the Sth Edition (2Di4( Florida BuBdlnlg Code (FBC) structural requirements including the 'High Velocity Hurricane Zone' (HVHZ(. 2. Product anchors shot be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wad dressing or stucco. 3. When used in the HVKr the opaque door complies with Section 1626 of the Florida Building Code and does not require an cnpoci resistant covering. The nonampact sidette must be protected with an Impact resistant covering complying wllh Section 1626 of the FBC.- 4. When used In areas outside of Ihe'HVHr requiring wind bome debris protection the opaque door complies with Section 1609.1.2 of the FBC and does not require an impact resistant covering. The door panel meets missile level MD and Includes Wind Zone 4 as defined In ASTM E1996 and Section I M9.1.2.2 of the FBC. The nontmpact sidefiles must be protected with on Impact resistant covering complying with Section 1609.1.2 of the FBC. 5. For 2(stud framing corstnuction, ancho" of these units shall be the some as that shown (or 21r tuck masonry construction. 6. Silo condi lions that deviate from the details o(Ihis drawing require further engineering analysis by a licensed engineer or registered archilect. 7. Outswing configurations using coastal sill Ilem R4 under active doors, and all sills used under the ddefites• meet water Infiltration requirements for'HVHZ'. a. Inswing configurdtions and oulswing configurations vsbg slit Item US under the door do not meet the water infiltration requirements for the'HVHT and shall be Instated only In nwn•fobitable areas or at habitable localians protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill is less than 45 degrees. TABLE OF CONTENIS SHEET P DESCRIPTION 1 Ty d elevations, design pressures a general notes 2 Door panel details Smooth slcbl 3 Door panel details fiber classic( 4 Sidetle panel details S Horizontal cross sections 6 1 Vertical cross sections 7 Vertical cross sections 8 Buck and (rome anchoring - 2X buck masonry construction 9 Frame anchoring -1 X buck mosonry construction 10 Components a GoAng details 11 Bill of Materials 71.75' MAX. OA FRAME WIDTH 37.7S' MAX. FRAME WIDTH 36.fXP MAX PANEL WIDTH 130 sf O O p: Z Is.so•fnAx'y i ruRAMEWIDTH I I Pi 13.75' MAX. PANEL WIDTH Ir 1V Ji 'VY nt=OVERALL UOOR:TYPE Y• i SINING`sku p. w.,..,. nil?i L:A4*-..i1LlAticiGV7iJNSr:.Sa.i 4DESIGN RRESSURE!(R F)` tfYt4+ik?4:'.ft d• . i t'r.. rR4ME x y ;, •.,_ IiiD1AAENSION P,Q$IiIVE N,FGAi`/E4. SMOOTH INSWING 71.75" x 98.00" 60.0 60.0 STAR OUTSWING 71.75" x 96.50" 65.0 65.0 FIBER INSWING 71.75. x 98.00" 60.0 60.0 CLASSIC OUTSWING 71.75" x 96.50' 1 +65.0 55.0 5ee Sheet 10 for design pressure (imitations. v55s•, n n a• z W o am ti sginin n` one 0 UN •; s Z aZ O 9m CW dooraXma'L o o= 3` d z o c g o Ply Wf J m ur a sME N.T.S. mro. en DIVS sac err. LFS FL- 8871.7 r _ L OFjj AA 46 47 41 EXTERIOR 47 41 43 L DETAIL A -A J b DOOR ANfI Smooth star 00000000 4, 000000000000000000000000000000o000000 43 00000000000000000000000000000 46 000000000000000000000000000000 000000000 0 00000 000000000000000 00000000000000000000000000oo00 45 000000000000000 DETAIL A -A Panel reinforcement 9 28.86R OPEN AREA MAX. INTERIOR 46 1 HORIZONTAL CROSS SECTION llli o& U'W v * 6•Z m N; Z F;• Q oa odo 00N •• M. w on 56oLao 1VVV^ i i m dad s4 U0Z Qa o° 3 Q EXTERIOR INTERIOR 2 VERTICAL CROSS SECTION 2 E, N.T.S. rn DWS m er LFS ; rerc wa: rc m FL-8871.7 ° a 2 11 O t 66 67 bl EXTERIOR 67 61 63 PWI L DETAIL A -A J EL 60 Rber dassic 00000000 62 000000000000000 64 0000000000000000000000 63 00000000000000000000000000000 66 00000000000000000000000 O 0000000 000000000 ?. 000000! 0000000000000000000000 28.867L0PEN 00000000 AREA MAX. 000000000000000 65 000000000000000 DETAIL A -A Panel reinforcement INTERIOR 1 HORIZONTAL CROSS SECTION 3 lli EXTERIOR INTERIOR 1'2""N VERTICAL CROSS SECTION 3 er. DWS m BY: LFS o: 71.788cEa3 a 11 0 13.75' MAX PANEL WIDTH x Z J a 1 2 70 SIOEIRE PA EL r-1.5.T P 71 TOP ILSMe I STILE 7i SldeGle f--1.53' -H 77 EO M RAII sweule Sr MAX. D.L.O. --j EXTERIOR ZJ INTERIOR v 1 HORIZONTAL CROSS SECTION 4 IClassic craft & rusllc) i MAX. D.L., EXTERIOR INTERIOR 2 HORIZONTAL CROSS SECTION jj ffiber classic) I'MAX. D.L. EXTERIOR INTERIOR 3 HORIZONTAL CROSS SECTION 4 (Smoolh slur) EXTERIOR INTERIOR O EXTERIOR h INTERIOR EXTERIOR R/, N-3 i om 511 O INTERIOR lo I Pzs 1` 0 z° o o u 9 Cw mna` c Co zOio° Wa UICJI v v I r//IMMv oxc er: DINS a as er LFS 3 4 VERTICAL CROSS SECTION S VERTICAL CROSS SECTION -61 VERTICAL CROSS SECTION °R 1e1G ND 4 (Classic Cron S ruslicl 4 (ef ) 4 (srraolh slur) Fl—8871.7 c I1.1/1• Mll FLAB. V -1.1 1 HORIZONTAL CROSS SEC17ON 2 HORIZONTAL CROSS SECTON Oulswing shown - inswing S Ouir shoNm - inswingalsoapprovedalsoapproved E O: V'! Z o e liQSonpfP e' t" NOE i0 mouG Y mm ILe 9 4 EE v0E 83aM oy EEA$ OTE 1 1-I/1'MIN. EMB. PYP.) W xo IRIZONTAL CROSS SECTION iwnw/ Ixsub•buck 0 I 0. o NTERIOR XTERIOR 3 HORIZONTAL CROSS SECTION Outswing Shown - Inswing ds0 approved Sm DWS m er: US3 mrc Ma.: ° FL- 8871]-71Ja a n 5 ovQ I EXTERIOR—""1J""` INTERIOR 11 VERTICAL CROSS SECTION 6 J is aysrsam - Iruwing EXTERIOR 4 VERTICAL CROSS SECTION 6 tnswing configuration see general notes sheet I for i1VHr water infiltration requirements INTERIOR j EXTERIOR—"")J""` INTERIOR 2 VERTICAL CROSS SECTION tS Shownw/Ixsulrbuck EXTERIOR INTERIOR S VERTICAL CROSS SECTION Ins6seingconnotesssheegeoetIfor11VHr voter infdlmlion requirements INTERIOR 00 EXTERI i' rirrr Ps 1``` o U N •; 0 o u oii QNg 90° W il 1040Eggo Zd 8 3a E z v o I rn> U W rn3VERTICAL CROSS SEC ON 9 c U 6 Outswirg configuration see general notes sheet I a f.-XHrwaterinfiltrationitrequirements ' m 0 INTERIOR EXTERIOR 6 VERTICAL CROSS SECTION 6 Outswing configuration see general notes sheet 1 for'HVHI' water Infiltration requirements mw. or. OWS u aac W. • LFS ? mwswo No.: FL-8871. 7 n 9m 8 of _LL N p J InZd 70 "---3aNOEI 9 8 06 L EXTERIOR INTERIOR 1 VERTICAL CROSS SECTION 7 Outswtngshown.11-1-9 1. Screws ttvu head and sill jamb located 7 Gom each end and O.C. (TYP.) Une. EXTERIOR INTERIOR 4 VERTICAL CROSS SECTION. 7 kwMng configuration EXTERIOR %— INTERIOR 074 VERTICAL CROSS SECTION Shown W IX sub -buck EXTERIOR 5 VERTICAL CROSS SECTION 7 inswing conr. Walton INTERIOR I 00 INTERIOR EXTERI .... i 0 SEE It P` 6 0 o Cl •: NOTE M e ' a 0. = Egm 70 e S s md z I E ZEon3a ul. rnr rn m 3 VERTICAL CROSS SECTION m u 7 Oulswing configuration I C a INTERIOR EXTERIOR N B4 0 0 N LA 9 8 70 M C cRR Y 1 SEE NOTE R gnaQ 1N ZO • • • , v 05 22 08 Soue: N.T.S. v MFQ or OWS oac or. US 6 VERTICAL CROSS SECTION OROM Na. Q,1 outswtng configuration PL-8871.7 sHM -L or 11 I I F II II I I TYP. HEAD & I IMASONRYJAMBS OPENING II II II II II II 2X BUCK I MULLION I I uoSHOWNFORII REFERENCE I I ONLY I I II II II II II II II II SUCK ANCHORING CONCRETE ANCHOR NOTES: I. Concrete anchor locations at the comers may be adjusted to maintain the mil. edge distance to mortar joints. 2. Concrete anchor locations noted as MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, additional concrete anchors may be required to ensure the MAX. ON CENTER' dimension are not exceeded. 3. Concrete anchor table: ANCHOR ANCHORr:MIN.;'•`:':.:. MIN:. CLEARANCE: MIN. CLEARANCE SIZESIZE :; EMBEDMENT: TO'MASONRY -: TO AWACENT.'. ANCHOR•: TYPE EDGE:.' -: ITW • 1/4' 1.1/4' Y 4' TAPCON ELCO 1/4' 1-1/4' 1' 4' ULTRACON WOOD SCREW INSTALLATION NOTES: I. Maintain a minimum 5/8' edge distance, I' end distance, d I' o.c. spacing of wood screws to prevent the splitting of wood. MASONI OPENINi FRAI 2X B to T Y a: i IE T= TYP. SILL i TYP ICK I F MULUi K I 2I TLjYP. SILL i HINGE JAMS FRAME ANCHORING Masonry 2X tuck construction HINGE DETAIL 1 o0 3 h DIY: Z i^n rrrll 11111 1``. Z e m o Qj N •: 9m°Zwao c a v madam tL d E Z E` o Np UVz K a O YY DOD d STRIKE JAMS oec. en OWS LATCH t DEADIOLT DETA L C' F(' LFS DRANM. Nos FL-8871.7 9W 8 or I I a 0 THESE (2) ANCHORS REQD Ile ONLY WHEN DP > 60.0 PSF 7 a T CCO TT inSY.. V 0 Z 0 0 4if 11P01 1% Ma C4z J x z00 7 I M Ec. AX9 (i cow TYP. HEAD & I :) 0 . JAMBS go a: I'L MASONRY V U: JJL— OPENING 01 z cui Al 16 0: 20 ! IE FRAME TYP. T- TCK 0 Ix BUCK 0: LATCH A DEADBOLT DETAIL ATYP- SILL TYP. T ILL YP. LL z ON LU Cut a HINGE JAMB I—ANCHOMMG STRIKE JAMB 12 L .9 1" MasonryIxbuckconstructionJ@CONCRETEANCHORNOTES: I. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortar joints. L 2. Concrete anchor locations rioted as"MAK. ON CENTER" must be adjusted to z 12 maintainthemin. edge distance to morforJoInts, additional concrete anchors may be required to ensure the 'MAX. ON CENTER' dimension are not exceeded. 3. Concrete anchor table: L C ANCHOR. ANCHOR --M IN IN.-.CLEARA NCE, M IN. ARANCE QATL- 05122108 J. EMBEDIVIENT'. N.T.S. 01 7.. --."" ANctf6R-.' HINGE DETAIL Dwa. W. OWS ITW 0 r 4- oV. BY. LFS TAPCON OKQIM " M; I. WOOD SCREW INSTALLADON NOTB- 7f.7 0 Maintain a minimum 518* edge alistonce. Vend distance, & l'o.c. spacing of FL- 88 o wood screws to prevent the spitting of wood. SM _2_ OF 4.57" L 4 THRESHOLD Outswusp coostal RE O V-*g ad)AIaW 5.75' 4055 I S RESNOLD OufrwbV standard 20 INSWING SIOENTESpoca 117 GLASS 3/4" THK. SITE 'J GLASS 1 /8" TEMP. AIR SPACE 1 /8" TEMP. SWIGGLE GLAZING 24 SPACER GL GLAZING DEL 5/4' kuLkled Gass 7/16•GIASS 58T r 3 TNRES OLD bsw" sW'adust T— 6 iNRESNOLD 6 MAX. DESIGN PRESSURE _ +/- 50 PSF 2.14' INSWING SIDED 21 Spacer ZI EMIL G2 I-busdated Bass I"THK. GLASS I1W TEMP. AIR SPACE 1 /8" TEMP. GLAZING AIM O 0 NEAR t SIDEb, 2.17 —1 J Y2 OUISWING SIDE Spaces 7/16" GLASS SITE 1 /2" THK. GLASS5718" TEMP. JrV;,NTER AIR SPACE 1/8"TEMP. 25"STEELCEPT SPACER GLAZING DEf I G3 I/?km4ated9lass- .. at a o f n m woo c Rz 0 IL sr s[: N.T.S. owc er. OWS FL-8871.7 r M of L 1 L BIL0-4 4K z @;: O o m oZu a 9 .i 8 ] m O S NY dIL4 1 V oc U! o I VHq J o 0 m 0 O N a l l o Orn C j t N oQl? s s abN 2 NOTE: WOOD DOOR COMPONENTS: PINE (SG >= 0.42) n N z Z U 05 22 08 = SML N.T.S. ma en OWS m CHL We LFS ; opm w No: m FL-8871.7 ° o slacr 1 L ov 11 Q OF MATERIALS ITEM DESCRIPTION MATERIAL REM DESCRIPTION MATERIAL A 1 X BUCK SG >= 0.55 WOOD 40 SMOOTH STAR DOOR -SEE DOOR PANEL DETAIL SHEET FOR DETAILS B 2X BUCK SG >= 0.55 WOOD 41 DOOR SKIN 0.012" THK. SMOOTH STAR = 6,000 PSI MIN. FIBERGLASS C MAX. I /4' SHIM SPACE WOOD 42 TOP RAIL SMOOTH STAR COMP. D I /4" X 2-3/4"PFH ELCO CONCRETE SCREW STESTEEL43 LOCK STILE SMOOTH STAR WOOD/LVL E MASONRY - 3,000 PSI MIN. CONCRETE CONFORMING TO ACI301ORHOLLOWBLOCKCONFORMINGTOASTMC90 CONCRETE HINGE STILE SMOOTH STAR WOOD 45 BOTTOM RAIL SMOOTH STAR COMP. F 1/4' X 2-3/4' PFH If W CONCRETE SCREW STEEL 46 PANEL REINFORCEMENT 0.023' THK. SMOOTH STAR STEEL Florida Building Code Online Page 1 of 3 a BUS Home I Log In I User Registration Mot Topics ( Submlt Surcharge I Stats B Facts Publications I FSC Stan ; SCIS Site Map I Links ( Search I orida r 1 :i; Product Approval I0 USER: Public User Product Approval Menu > Produtt or Apohuhon Search > Application List > Application Detail FL # FL15332-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived I] Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Exterior Doors Subcategory Sliding Exterior Door Assemblies Compliance Method Evaluation Report from a Florida Registered.Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis Roberto Lomas the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By . Sections from the Code Product Approval Method i f tZ LeIT [7e7 iGT fI Standard AAMA/WDMA/CSA 101/I.S.2/A440 Method 1 Option D Year 2008 http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvd WIdk... 9/7/2017 Florida Building Code Online Page 2 of 3 Date Submitted 10/29/201S 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"x8O" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FLI.S332 R3 11 08-OOSOOD.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.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.2 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD OX, XO, XX 96"x8O" NON - REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 If 08-00498D.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 510805C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.3 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED OXO REINFORCED 145-3/4"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FL15332 R3 II 08-02248B.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 512968B.odf 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.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 512969B.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.5 SERIES 420 ALUMINUM SGD SERIES 420 ALUMINUM SGD REINFORCED XXX 143"x96" REINFORCED Limits of Use Installation Instructions Approved for use in HVHZ: No Fi S332 R3 II 08-022508.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 Fi iS332 R3 AE S129708.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.6 SERIES 420 REINFORCED ALUMINUM SGD SERIES 420 REINFORCED ALUMINUM SGO OX, XO, XX 96"x96" Limits of Use Installation Instructions Approved for use in HVHZ: No FLIS332 R3 lI 08-00499D.ndf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independens Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FLIS332 R3 AE 510806C.odf PRESSURE RATINGS Created by Independent Third Party: Yes 15332.7SERIES 420 ALUMINUM SGD REINFORCED I SERIES 420 REINFORCED ALUMINUM SGD OXO 146"x96" Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Installation Instructions FL15332 R3 II 08-00501D.odf Verified By: Luis Roberto Lomas 62514 Created by Independent Third Party: Yes Evaluation Reports http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgtH8572gvd Wldk... 9/7/2017 Florida Building Code Online Page 3 of 3 Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FI I S332 R3 AE 510808C.odf PRESSURE RATINGS I 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 FI I S332 R3 II 08-00502D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FL15332 R3 AE 510809C.udf 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 i Approved for use in HVHZ: No FLIS332 R3 II 08-00503D.odf Approved for use outside HVHZ: Yes Verified By: Luis Roberto Lomas 62514 Impact Resistant: No Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports Other: REFER TO APPROVAL DOCUMENT FOR DESIGN FI 1S332 R3 AE 510810C.Ddf PRESSURE RATINGS Created by Independent Third Party: Yes Beck Netrt Contact us :: 2mI Blair Stone Rood. Tallahmsee FL 323Phone: AS0.487-1824 The State of Florida Is an AA/EEO employer. ['oovNeM 2007-2013 State of Florkla.:: Privacy Statement :: A1QLU hllln &A1 m nt : • Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.139S. 'Pursuant to Section 45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are pubic record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public To determine If you are a licensee under Chapter 45S, F.S., please deck here . Product Approval Accepts: Credh Card Safe http:// www.floridabuilding.org/pr/pr_app_dtl.aspx?pararn=wGEVXQwtDgtH8572gvd WIdk... 9/7/2017 NOTES: 1 THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 4 ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN WIND LOAD DURATION FACTOR Cd-1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 5. FRAME MATERIAL: EXTRUDED ALUMINUM 6063-T5. 6 UNITS MUST BE GLAZED PER ASTM E1300-04 WITH SAFETY GLASS. 7. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS 8. SHIM AS REOUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4". 9. DOOR ASSEMBLIES INSTALLED WHERE OVERHANG RATIO IS EOUAL OR GREATER THAN 1.0 DO NOT REOUIRE WATER INFILTRATION RESISTANCE. OVERHANG RATIO = OVERHANG LENGTH/OVERHANG HEIGHT 10. FOR ANCHORING INTO WOOD FRAMING OR 2X BUCK USE 110 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 110 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 8. CONCRETE - MINIMUM COMPRESSIVE STRENGTH OF 3.192 PSI C. MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N. TYPE 1 (OR GREATER). D. METAL STRUCTURE: STEEL 18GA, 33KS1 OR ALUMINUM 6063-T5 1/8" THICK MINIMUM 15. APPROVED CONFIGURATIONS: OX. XO. XX, XP, PX, XIP, PIX TABLE OF CONTENTS SHEET NO.1 DESCRIPTION 1 NOTES 2 - 3 ELEVATIONS 4 - 10 INSTALLATION DETAILS REVISION - REV DESCRPWN DATE I AWROAD A ADDED FLANGE AND FIN INSTALLATION 12/1 D/13 R.L. B I REVISED INSTALLATION DETAILS 00/03/15 R.L. MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" NOTES V.L. 1 08-02249 SCALE NTS DATE 10/30/13 ISHEEl OF 10 SIGNED: 1012312015 6" MAX 96" MAX FRAME WIDTH 2) ANCHORS PER LOCATION SEE CHART 03 FOR NUMBER OF LOCATIONS REOUIRED 17" MAX r--r O.C. '{ r 6" MAX 17' MAX O.C. 16" IAX AME ICHT 6" MAX 6" MAX SERIES 420 SGD REINFORCED WITHOUT ADAPTER EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING f35.OPSF I NONE SEE CHARTS 8I AND 42 FOR OTHER UNITS RATINGS REV61DN5 ' REV DESCRIPWN DATE I APPR04D A ADDED FLANGE AND FIN INSTALLATION 1 12/10/13 R L B REVISED INSTALLATION DETAILS 1 08/03/15 1 R.L. CHARTdI WHERE WATER INFILTRATION RESISTANCE IS REQUIRED. SEE NOTE 9 SHEET I Design pressure chart (pso Frame Single Panel and Total Frame Wldlh (n) Wight in) 30.0 60.00 36.0 72.00 42.0 84.00 48.0 96.00 Poe Nep Poe Nag Pas Nep Pos Nep 04.0 40.0 584 40.0 50.9 40.0 45.7 40.0 42.0 08.0 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 48.8 40.0 43.1 38.4 38.4 35.0 35.0 CHART e2 WHERE WATER INFILTRATION RESISTANCE IS NOT REQUIRED. SEE NOTE 9 SHEET I Design pressure chart (psn Frame Height n) Single Panel and Total Frame VVIDIh (n) 30.0 60.00 36.0 72.00 42.0 84.00 48.0 96.00 Pas I Neg Pas Meg Pas Meg Pas 84.0 58.4 58.4 50.9 509 45.7 45.7 88.0 552 55.2 48.0 4&0 43.0 430 92.0 52.4 52.4 45.4 45.4 40.6 40.6 96.0 49.8 49.8 43.1 431 38.4 38.4 CHART J3 Number of anchor locations required Frame Single Panel and Total Frame VNdth (n) Height n) 30.0 60.0 36.0 72.0 42.0 84.0 48.0 96.0 HdS Jemb HdS Jamb HdS Jamb HdS Jamb 84.0 4 1 6 5 1 6 6 1 6 6 1 6 88.0 4 6 5 6 6 6 6 6 92.0 4 1 6 5 61 6 1 6 6 6 96.0 4 1 6 5 6 6 1 6 6 6 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" ELEVATION DRAWN' DW6 W. I REV V.L. 1 08-02249 B SCALE NTS I DAE 10/30/13 s"M2 OF 10 SIGNED: 1012312015 c fr FR HE 96' MAX FRAME WIDTH 1) ANCHOR PER LOCATION AT HEAD do JAMBS SEE CHART J4 FOR NUMBER OF LOCATIONS REQUIRED 6' MAX — r 17 MAX rO.0 I 6" MAX 17" MAX O.C. 6' 1 4X 11AE . GHT 6" MAX 6" MAX 1 2) ANCHORS PER LOCATION SERIES 420 SGD REINFORCED WITHOUT ADAPTER AT SILL EXTERIOR VIEW SEE CHART 14 FOR NUMBER OF LOCATIONS DESIGN PRESSURE RATING IMPACTRA17NG REOUIRED t35.OPSF NONE SEE CHARTS #1 AND I2 SHEET 2 FOR OTHER UNITS RATINGS REVISIONS OESCRIPTON DATE I APPROVED ADDED FLANGE AND FIN INSTALLATON 12/10/13 1 R.L. REVISED INSTALLATION DETAILS 08/03/15 1 R.L. CHART 44 Number of anchor locations required S0Vle Panel and Total Lhil VVOh (n) Ftarre ight n)60.0 30.0 36.0 72.0 42.0 84.0 48.0 96.0 HdS Jamb H&S Jamb H&S Jamb H&S Jamb 0 4 6 5 6 6 6 6 6 8.0 4 6 5 6 6 6 6 6 92.0 4 6 5 6 6 6 6 1 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: OIID NO. R V.L. 08-02249 A" NTS DATE 10/30/13 S-3 OF 10 SIGNED: 1012312015 0 9GE5 ••*_ 10).TAT E OF • 1ORIOA 1/2" MIN. EDGE DISTANCE REVISIONS ' REV DESCRFMN DATE ARRROOED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. B REVISED INSTALLATION DETAILS 1 08/03/15 R.L. WOOD FRAMING 1 3/8• MIN OR 2X BUCK EMBEDMENT BY OTHERS I MAX. SHIM 10 WOOD SPACE 1 3/8" MIN. 1/4• MAX. SCREW EMBEDMENT r SHIM SPACE 1/2" MIN EDGE DISTANCE 110 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR II II II II INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT MIN. ENT AIN. cwc ..' IE 10 1 S, WOOD FRAMING OR 2X BUCK BY OTHERS JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY g R. Lp4f FLOWER MOUND, TX 75028 GEN&,.-f NOTES I. INTERIOR AND EXTERIOR FINISHES, BYOTHERS. SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" D 5 *= NOT SHOWN FOR CLARITY. FRAME INSTALLATION DETAILS O TAT OF ` tI BY OTHERS TO BEDESIGNEDTERANDJOINT IN WITH oRArN owc FS 0 RIo ACCORDANCE ASTM E2NT 08-0022T249 B SCALE a1ENTS 10/30/13 4 OF 10 METAL STRUCTURE BY OTHERS 10 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4" MIN. EDGE DISTANCE 1/4' MAX r SHIM SPACE 10 SMS OR SELF DRILLING SCREW EXTERIOR I I 11 11 11 INTERIOR 3/4" MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED SEALANT I- 3/4" MIN. EDGE DISTANCE I 110 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS 1/4" MAX. SHIM SPACE REVISIONS ' DESCRVIDN DAIS APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 1 R.I. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 111111LII7j/ R• LO i/, 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 S v •GENSF 9 P'% NOTES., SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0 = 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CUIRITY. 96" x 96"G EFRAMEINSTALLATIONDETAILS 5 70, TAT OF trr` PERIMETER AND JOINT SEALANT BY R. TO BE DRAWN: owe NOREv FS; 0 R1Op DESIGNEDINACCORDANCEWITHASTME2E2. V. L. 08 B a E SM2E249 scNTS10/30/13 5 OF 10 2 1/2" MIN. EDGE DISTANCE II` a n 1 1/4" MIN. a• EMBEDMENT CONCRETE/ MASONRY 1/4" MAXBYOTHERSrSHIMSPACE OPTIONAL L 1X BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET I 3/16" TAPCON 3/16" TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR I I I I INTERIOR SILL TO BE SET IN A BED OF I APPROVED SEALANT 1 1/4" MIN. a" EMBEDMENT I VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION 2 1/2" MIN. EDGE DISTANCE REASIDNS ocscllmnoN aic ,APPROVED ADDED FLANGE AND FIN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 1 08/03/15 1 R.L. 1 1/4" MIN. EMBEDMENT 1/4" MAX. 2 1 /2" SHIM SPACE MIN. EDGE DISTANCE 3/16" TAPCON CONCRETE/MASONRY BY OTHERS D v .. OPTIONAL IX BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 INTERIOR C EXTERIOR JAMB INSTALLATION DETAIL CONCRETEANASONRY INSTALLATION NOTES' 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1012312015 MI WI900oLAKESIDD DOORSY LLC1110 i i FLOWER MOUND, TX 75028 GENS.9f i D, tFw96" SERIES 420 SGD REINFORCED WITHOUT ADAPTER x 9 P01FRAMEINSTALLATIONDETAILSS ; AT 0 , T; F•:cCOR10t! Mi oRArAr rn+c ao. REV 082 B ss/0NA 11E G` sour NTS DATE 10 30 13 s0690E 10 1/2" MIN r EDGE DISTANCE WOOD FRAMING I 1 3/8" MIN. OR 2X BUCK EMBEDMENT BY OTHERS p10 WOOD SCREW WOOD FRAMING OR 2X BUCK BY OTHERS 1/4" MAX. SHIM SPACE RrAslou5 ' DESCRVIION DATE I •vvWO 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. O EMBEDMENT SHIM SPACE WOOD SCREWS 1/2" MIN. INTERIOR EXTERIOR INTERIOR EDGE DISTANCE AILBED OFLTOESETIN p 10 WOOD APPROVED SEALANT SCREWS MIN. WENT EXTERIOR JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK WOOD FRAMING OR 2X BUCK INSTALLATION BY OTHERS VERTICAL CROSS SECTION SIGNED: 1012312015 WOOD FRAMING OR 2X BUCK INSTALLATION MI WINDOWS AND DOORS LLC I1111/1,, 1900 LAKESIDE PARKWAY 511 FLOWER MOUND, TX 75028 i•\GENS SERIES 420 SGD REINFORCED WITHOUT ADAPTER Z: D 61 *= NOTES 96" x 96"= 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. FLANGE INSTALLATION DETAILS 0 , STATE OF tyZ 2. PERIMETER AND JOINTSEALANT BYOTHERS TOBE DNAWR. DIIc Mo. REV O F•:°[ ORL P• DESIGNED INACCORDANCEWITHASTME2112 V.L. 08-02249 B/sii G\ 110\\\ WALE NTSDIVE103013ISHEE77OF10 3/4' MIN. EDGE DISTANCE METAL STRUCTURE BY OTHERS EXTERIOR 1/4" MAX. SHIM SPACE 10 SMS OR SELF DRILLING SCREW INTERIOR L TO BE SET IN BED OF PROVED SEALANT 110 SMS OR SELF DRILLING SCREW METAL STRUCTURE BY OTHERS 3/4' MIN. EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION NOTES., I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 3/4' Mll EDGE DISTA L 10 SMS OR SELF DRILLING SCREWS METAL STRUCTURE BY OTHERS I /A IIAV REVISIONS REV OESCROIION DATE APPROVED A ADDED FLANGE AND FIN INSTALLATION 12/10/13 R L. B REVISED INSTALLATION DETAILS 1 08/03/15 1 R L. JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS LLC 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 SERIES 420 SGD REINFORCED WITHOUT ADAPTER 96" x 96" FLANGE INSTALLATION DETAILS DRAWN. OWO NO. REV V.L. 08-02249 B Vr' NTS IDAE 10/30/13 ISHEES OF 10 SIGNED: 1012312015 2 1/2" MIN EDGE DISTANCE 1 1/4" MIN e . ' EMBEDMENT CONCRETE/ MASONRY 1/4" MAX. BY OTHERS SHIM SPACE OPTIONAL 1x BUCK TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 3/16" TAPCON 3/16- TAPCON MASONRY/ CONCRETE BY OTHERS EXTERIOR LL U WJ INTERIOR SILL TO BE SET IN A BED OF APPROVED SEALANT y 1 1/4 MIN. n• .• EMBEDMENT RENSIONS OMRVr*N . DATE MPRMO ADDED FIANCE AND FlN INSTALLATION 12/10/13 R.L. REVISED INSTALLATION DETAILS 08/03/15 1 R.L. 1 1/4' MIN. IEMBEDMENT 1/4• MAX. 2 1/2' • ' a I SHIM SPACE INTERIOR MIN. EDGE F DISTANCE o 3/16" TAPCON Fil CONCRETE/MASONRY BY OTHERS D0 1 1 EXTERIOR L JAMB INSTALLATION DETAIL OPTIONAL 1X BUCK ' CONCRETEJMASONRYINSTALLATON TO BE PROPERLY SECURED SEE NOTE 3 SHEET 1 NOTES. 1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 2 1/2" MIN. SIGNED: I0/2M015 EDGE DISTANCE VERTICAL CROSS SECTION MI WINDOWS AND DOORS LLC 1111111 I/, CONCRETFJMASONRYINSTALLATION 1900 LAKESIDE PARKWAY FLOWER MOUND, TX 75028 EN96"S SERIES 420 SGD REINFORCED WITHOUT ADAPTER*• QATRF B zNST x 96"_oFLANGEINSTALLATIONDETAILS0 v MAW ONB NO. REv i.• fOR101' • V.L. 08-0E2E249 B i iSSlD A11. G\\ DATENTS 10/30/13 9 OF 10 WOOD FRAMING BY OTHERS 1 1/4" MIN. EMBEDMENT APPROVED — SEALANT BEHIND FIN 8 WOOD SCREW 1/4 MAX SHIM SPACE A 7/16" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION RENSpNS ' REV DESCROPTCH DATE APPROVED A ADDED FIANCE AND FIN INSTALLATION 12/10/13 R.L. 8 REVISED INSTALLATION DETAILS 08/03/15 RL. 1 5/8" MIN. EDGE DIST. TRIM ° 1 1/4" MIN. INTERIOR EMBEDMENT MASONRY/CONCRETE BY OTHERS I BUCK BY OTHERS, HOOK STRIP 1X BUCK TO BE PROPERLY SECURED 1 D TAPCOTAPCON EXTERIOR PANEL INTERLOCK HOOK STRIP INSTALLATION MASONRYiCONCRETE APPROVED 1/2" MIN. SEALANT 1 1/4" MIN. EDGE BEHIND FIN EMBEDMENT DISTANCE METAL STRUCTURE 3/4" MIN J8 WOOD WOOD BY OTHERS r EDGE DISTANCE SCREW FRAMING BY OTHERS INTERIOR TRIM TRIM 1/4" MAX. 1 3/8" MIN. SHIM SPACE EMBEDMENT INTERIOR 7/16" MIN E- 1 rIEDGEDISTANCE HOOK STRIP HOOK STRIP D A10 WOOD DSCREW ' 10 SELF DRILLING SCREW PANEL EXTERIOR PANEL INTERLOCK EXTERIOR IN TERLOCK INTERIOR EXTERIOR HOOK STRIP INSTALLATION HOOK STRIP INSTALLATION 2X BUCKANOOD FRAMING METAL STRUCTURE SIGNED: 1012312015 MI WINDOWS AND DOORS LLC 11111I11/ VERTICAL CROSS SECTION 1900 LAKESIDE PARKWAY s R • L 0 1f i i WOODFRAMINGOR2XSUCK INSTALLATION FLOWER MOUND, TX 75028 v •"\GENS'•9,p% FOR SILL INSTALLATION SEE SHEETS 4.9. SERIES 420 SGD REINFORCED WITHOUT ADAPTER 0,.65 *= NOTES1. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. NAILFIN LL HOOK INSTALLATION DETAILS gyp TAT OF DESIGNEDINACCORDANCE2 PERIMETER AND JOINT ALANT BY WITHASTME2E2STOBEMIN*. No. 08c249 B OIA1cNTS a10/30/13 sr10 OF 10 1 1\ Florida Building Code Online Page 1 of 6 w Bilsih6ss A Professional a • s fir SCIS Mome I Lop In I User Registration I Hot TopKs ( Submit Surcharge I Stats 6 Facts ! Publications I FBC Starr ! SCIS Site Map Links Search lolida • Product Approvalr vetree ryeelp. I f7 USER: Pubhc User ProEutt Aooroval Menu > ProAutt or Aoolication Search > Application ust > 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 8S85 Duke Blvd. Mason, OH 45040 513) 770-6062 mwesterf' ield@clopay.com Authorized Signature Scott Hamilton shamilton@clopay. com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Exterior Doors Subcategory Sectional Exterior Door Assemblies Compliance Method Certification Mark or Listing Certification Agency Intertek Testing Services NA, Inc. Validated By Gary Pfuehler m 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 FLIS279 R4 Eauiv 201503i9 - FBC - DASMA 108 eouiv Ddf FL15279 R4 Eauiv 20150319 - FBC - DASMA 115 eouiv.odf Product Approval Method Method 1 Option A http:// www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI 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 0 a FL # Model, Number or Name 15279.1 001 W3-09 DSIE-1A171: 2050, 2051, 2053, 4050, 4051, 4053, 62, 64, 65, 62G, 62LG, 64G, SDP38, SFL38, SRP38, 134, 13S, 136, 6130, 6131, 6133 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-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). 1S279.2 002 W3-09 DSIE-1A471: GD1SP, GR1SP, GDILP, GRILP, AR1SP, ARILP, ED1SP, ED1LP, 4132, 2132, 6132, SFC38, MFC38 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +20 PSF/-21 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). 0 6 Pagel/80 421 Description 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 29 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.pdf FUS279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 10165S-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) WINDCODEp W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof ofinsoection.odf FLIS279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date OS/21/2028 Installation Instructions FLIS279 R4 11 103952-RevOl.ndf 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, 4OS3, 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 FLIS279 R4 C CAC Letter with proof of contract and proof ofinsoection.odf FLIS279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 11 104175-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 1-3/8" Double -skin Insulated EPS (exterior skin 27 ga. min.; Interior skin 29 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 11 101820-Revl3.pdf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: http://vow",. floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgv3yV VKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 3 of 6 1S279.S 005 W3-16 DSIE-1A471: GD1SP, GR1SP, GD1LP, GR1LP, AR1SP, AR11-P, 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 (9'2" up to 16'0" wide) WINDCODE® W3 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and oroof ofinsoection.odf 11S279 R4 C CAC W3 Listino Intertek.Ddf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104028-RevOl.odf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Double -skin Insulated PUR (exterior skin 27 ga. min.; interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) WINDCODEO W3 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of insoection.odf FLIS279 R4 C CAC W3 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 104168-Rev0l.odf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.7 007 W3-16 PAN-2F1S3: 73, 1500, 75, 190, 84A, 94, 42, 48, SS, 42B, 488, SSS, 4RST, 6RST, 4RSF, 6RSF Steel Pan (min. 2S ga.) Double -Car (9'2" to 16'0" wide) WINDCODEO W3 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with proof of contract and proof of insoection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FLIS279 R4 C CAC W3 Listino Intertek.odf Design Pressure: +20 PSF/-21 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 II 101308-Revl2:odf windborne debris regions. The product without glazing DOES Verified By:•Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.8 008 W4-09 DSIE-IF171:4300, 4301, 4310, 4400, 4401, HOG, HDGL, HOGF, 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). 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof ofinsoection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 101652-B-Revll.odf Verified By: lntertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.9 009 W4-09 DSIE-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, (exterior skin 27 ga. min.; interior skin 27 ga. min.) Single- AR2LP, ED2SP, ED2LP, 4302, Car (up to 9'0" wide) WINDCODEO W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15279 R4 C CAC Letter with proof of contract and proof Approved for use outside HVHZ: Yes of insoection.odf Impact Resistant: No FLIS279 R4 C CAC W4 Listino Intertek.odf Design Pressure: +28 PSF/-29 PSF Quality Assurance Contract Expiration Date http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 4 of 6 Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL15279 R4 II 103969-B-Rev02.adf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.10 010 W4-09 DSlU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Single -Car (up to 9'0" wide) HDPL20, 7200, 7201, 7203, 8200, WINDCODE® W4 Garage Door 8201,8203 Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windborne debris regions (ref 1609.1.4 FBC). Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and oroof of insoection.odf FLIS279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 I1 104183-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.11 011 W4-09 DSIUO-1K479: Canyon Double Skin Insulated PUR (exterior skin 27 ga. min.; Ridge/Brookstone interior skin 27ga. min.) with Overlay Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Limits of Use Approved for use in HVH2: No Approved for use outside HVH2: Yes Impact Resistant: N/A Design Pressure: +28 PSF/-29 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES comply with the impact resistant requirement for windbome debris regions (ref 1609.1.4 FBC). 15279.12 012 W4-09 PAN-2F1S1: 73, 1500, 7S, 190, 84A, 94, 76, 42, 48, 55, 42B, 48B, 55S, 4RST, 6RST, 4RSF, 6RSF, 2RST, GD5S, GD5SV, GRSS, GRSSV, ARSS, ARSSV, EDSS, EDSSV Limits of Use Approved for use in HVHz: No Approved for use outside HVH2: Yes Impact Resistant: No Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.13 013 W4-09 PAN-2F441: G4S, GS4, G4L, GL4, GD4S, GD4L, GR4S, GR4L, G4SV, GS4V, G4LV, GL4V, GD4SV, G04LV, GR4SV, GR4LV, E4S, E4L, ED4S, ED4L, E4SV, E4LV, ED4SV, ED4LV, SS4, SL4, AMS, AR4L, SS4V, SL4V, AR4SV, AR4LV Limits of Use Approved for use in HVHZ: No Approved for use outside HVH2: Yes Impact -Resistant: No - Design Pressure: +25 PSF/-32 PSF Other: The standard glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. 15279.14 Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and oroof of insoection.odf FLIS279 R4 C CAC W4 Listina Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 11 104456-RevOl.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Steel Pan (min. 25 ga.) Single -Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with proof of contract and proof of insoection.odf FLIS279 R4 C CAC W4 Listing Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FLIS279 R4 II 3001S9-B-Revl6.odf Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Gallery/Artistry/Expressions: Steel Pan (min. 24 ga.) Single - Car (up to 9'0" wide) WINDCODE® W4 Garage Door Certification Agency Certificate FLIS279 R4 C CAC Letter with oroof of contract and oroof ofinsoection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 103486-8-RevO8.Ddf 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=wGEVXQwtDgv3yV VKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 5 of 6 014 W4-09 SPO-2F449: Grand Steel Pan (min. 24 ga.) with Overlay Single -Car (up to Harbor, Stone Manor 9'0"wide) WINDCODEO W4 Garage Door Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL15279 R4 C CAC Letter with proof of contract and proof of inspection.pdf Impact Resistant: N/A FLIS279 R4 C GAG W4 Listino Intertek.odf Design Pressure: +2S PSF/-32 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 II 103549-Rev06.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.15 015 W4-16 DSIE-1F171: 4300, 2" Double -skin Insulated EPS (exterior skin 27 ga. min.; 4301, 4310, 4400, 4401, HDG, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) HDGL, HDGF, 66, 66G, 67, 67G, WINDCODE® W4 Garage Door 68, SP200, SF200, SE200, 6200, 6201, 6203 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with proof of contract and proof of insoection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FLIS279 R4 C CAC W4 Listino Intertek.odf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 II 101481-13-Revi1odf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15279.16 016 W4-16 DSIE-1F471: GD2SP, Gallery/Artistry/Expressions: 2" Double -skin Insulated EPS GR2SP, GD2LP, GR2LP, AR2SP, exterior skin 27 ga. min.; Interior skin 27 ga. min.) Double- AR2LP, ED2SP, ED2LP, 4302, Car (9'2" up to 16'0" wide) WINDCODE® W4 Garage Door HDGC, 6202, SFC68, MFC68 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLI5279 R4 C CAC Letter with proof of contract and proof of inspection.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Design Pressure: +25.5 PSF/-25.5 PSF FLIS279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date Other: The standard glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 11 104029-B-Rev03.odf 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 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 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.ridfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL15279 R4 C CAC W4 Listino Intertek.adf Design Pressure, +25 PSF/-25 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 R4 11 103046-Rev07.odf windborne debris regions. The product without glazing DOES Verified By: Intertek Testing Services NA, Inc. comply with the impact resistant requirement for windborne Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.18 018 W4-16 DSIU-1F171: 9200, Double -skin Insulated PUR (exterior skin 27 ga. min.; 9201, 9203, HDP20, HDPF20, interior skin 27 ga. min.) Double -Car (9'2" to 16'0" wide) HDPL20, 7200, 7201, 7203s 8200, WINDCODE® W4 Garage Door 8201,8203 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: +25.5 PSF/-25.5 PSF Other: The OPTIONAL glazing available for this product meets the wind load requirements of the building code but DOES NOT meet the impact resistant requirement for windborne debris regions. The product without glazing DOES Certification Agency Certificate FL15279 R4 C CAC Letter with proof of contract and proof of inspection.odf FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date 05/21/2028 Installation Instructions FL15279 R4 II 104169-RevOI.Ddf Verified By: Intertek Testing Services NA, Inc Created by Independent Third Party: http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZ 1 QR... 9/7/2017 Florida Building Code Online Page 6 of 6 comply with the impact resistant requirement for windborne Evaluation Reports debris regions (ref 1609.1.4 FBC). Created by Independent Third Party: 15279.19 019 W4-16 DSIUO-11C479: 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 HVH2: No FLIS279 R4 C CAC Letter with proof of contract and proof of inspection.0dfApprovedforuseoutsideHVH2: Yes Impact Resistant: N/A FLIS279 R4 C CAC W4 Listing Intertek.odf Design Pressure: +25.5 PSF/-25.5 PSF Quality Assurance Contract Expiration Date Other: The OPTIONAL glazing available for this product 05/21/2028 meets the wind load requirements of the building code but • Installation Instructions DOES NOT meet the impact resistant requirement for FLIS279 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 windbome Created by Independent Third Party: debris regions (ref 1609.1.4 FBC). Evaluation Reports Created by Independent Third Party: 15279.20 020 W4-16 PAN-2F153: 73, 1500, Steel Pan (min. 25 ga.) Double -Car (9'2" to 16'0" wide) 75, 190, 84A, 94, 42, 48, 55, WINDCODE® W4 Garage Door 4RST, 6RST, 4RSF, 6RSF, GDSS, GDSSV, GRSS, GRSSV, ARSS, ARSSV, EDSS, EDSSV Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS279 R4 C CAC Letter with proof of contract and proof of insnection.odfApprovedforuseoutsideHVHz: Yes Impact Resistant: No Design Pressure: +24 PSF/-24.5 PSF FL15279 R4 C CAC W4 Listino Intertek.odf Quality Assurance Contract Expiration Date Other: The standard glazing available for this product OS/21/2028 meets the wind load requirements of the building code but Installation Instructions DOES NOT meet the impact resistant requirement for FL1S279 R4 11 101711-B-RevlS.Ddf windborne debris regions. Verified By: Intertek Testing Services NA, Inc. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: Go to Page O 10 Badt Next 42 a Page 1 / 8 (12 m Contact Los :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phone, 850-487-1824 The State of Florida is an AA/EEO employer. Coovrrofit 2007-2013 State of Florida.:: EajAQ Sratement :: Accessiblldv Statement :: Refund Statement Under Florida taw, email addresses are public records. If you do not want your e-mail address released in response to a public -records request do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mall If you have any questions, please contact 850.407.1395. '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 ematls 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: tiREM 1` Credit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgv3yVVKJZI QR... 9/7/2017 mN= KOHa t mu m "n Tat IsGA earn ClCA" rruarGWt. tsetGLOW. G.3tV j arts AtltV TAPIrMl. LWlV IOASW OW ARIM-HVu DOM YtOAttO[ last 1 DD6 OW MCI -Ma I AM ArNam 6I. air ntwm . r r ULF s>z AA a m .Om J 1= mxx I 1 SEE SHEET TWO FOR IMPACT RESISTANT CONSTRUCTION DETAIL "A' AND STANDARD CONSTRUCT DETAIL -B"; TRACK AND JAMB DETAILS. wm mAa ten rm stet re. Gm SHEET 1 OF 2 OPTIONAL CLAZINO ANY BE STANDARD OR IMPACT RESISTANT GAZING. SEE SECTION 9-8 FOR DETAILS. MAX STANDARD SIZE 6 42-1/2'.16'. IMPACT RESISTANT GAZING 6 2"/6i14-1/6'. IMJ—. . AWAY SECTM ru wa 2 SAP LAP JOINTS 1/ DENSITY POLY51YRET6 FOAM INSULATION 1-6/ 16' IHM WITH VINYL HAIICELL S CXER ( DNSRATm MODELS ONLY) 23 GA. MIN. GALV. STEEL SKIN WITH A BAKED -ON PRIMER. AND A BAKED -ON POLYESTER TOP COAT APPLIED TO BOTH SIDES OF STEEL SKIN. O 00mA .. P®"OmtI m.s I E= me O Islet mm IGWY A Ds Rom V Atw 0= ON Aft wlo.A.AA.. tatty ass a mu-M r " 10lORO /OAf1Y syl)m pm KUMtsOIf IISG AI O tics i10mom"GA IIs1AtO11®R CRVAA s N A OJLM wm aims is lDv m V RL• AL. tt Lt I mNow or s w v Clopay WPC: PAN- 2F153 DM 1/3/ 97 ng Products M NEON u0a O1 `""A JAC an (013) 770- 4I00 tam® en CUB t>.Fw. uw N RMr IAwI.M. MWW A -A f51OE vim 3' TALL U- BAH 20 GA GALV. STEEL MIN. YERD STRENGTH: 60 KSI Cl r T 12 CA. CALV. STEEL TOP ROLLER BRACKET. EACH BRACItET ATTACHED W/ 1) 14.6 SHEET METAL 14 CA GALV. ROLLER HINGE EACH HINGE FASTENED TO END STILES MTH (4) / 105/6' SHEET METAL SCREWS AND (4) 1/4'.3/ 4' SELF TAPPING SCREWS. SEE VIEW V. TALL . 20 GA GALV. STEEL U-SARS IN A 2-1- 2-1 PATTERN (LE TWO U-BARS ON BOTTOM SECTION. ONE U-BAR ON NEXT SECTION. ETC.). E ACH U-BARATTACHED WITH' PER STILE1LOf/ 1aT10N. SELF TAPPING SCREWS ATTACHED WITHGA. GALV. S(2) #14*5/0' SHEET METAL SCREWS. ALUMDIUM EXTRUSION Q VINYL WEATHERSTRIP. DESIGN LOADS: +24. 0 PSF ! -24.5 PSF TEST (DADS: +36. 0 PSF ! -37.0 PSF wane *Ano IIAa me UM W4 I 6' o-W . 16'o'H e[snevl>a CLASSIC AND CH RP STEEL PAN DOUBLE -CAR. 16' W +24/-24.5 PSF BNRAvee Mena 101711 BC m In COn 0GA 0GR m 1 - 7% n WOOL IM IAo em7 a DI LpIO6 1-1 PG ODOR w IIo h Ioft lOif GASP, fUM! Ot In OPoaDDIa Pla RDI 9 mprllwM 11 numl IRDIla110 sLiiILL RRme101 M00 a IRDI 1RM0 Ib0. 4. / 0 1% m1 am MIOL alas weal oan a osnae 11alO A w mmem mm O nllnl lgJw WM vim wow ORnwaa F.IO t/.•.Y 1710a1 Psm""O. a IY 19 m PLOD A IN FW& A o' pion faro 1• O1nW DDlMm OWN 11/OOIa O0 I G 0 q Oa 1 wowWetoOIummilm. Iwn Im I= 74 pw m ruBl IONIaWila a1fIR IRaOe1DL JYm OD lel 7M119 IYID. M iw7ue RJRamINtDmAVOW4M n eDae MgIOO Ile lO1DDIDIDDIa 01 Ao7ly on l7mv w anm not Fwn SHIP IOIOa st DOaI INS 0 lID and M Inl OIW. = f1D Mt 1M tDIOO nM Me m a 4 MY. am owl sm s I DRAWING 101711-A I SECTION R-B IMPACT -RESISTANT GLAZING OPTIONI aDA O CORMOOL awMmall. Palm WAS oi.e "am FOUR / IODL RIIDOO 11;0 l OlIlml oral 101 wD OR 10M leaDln a® a lonmoa Isla Fula: maws an 1= P.) A . A e m wo IDODM earn anonIranSTANDARD ASSEMBLY DETAILS DRAWING 101711-B MIT FROM wm uv. amm ON wimm vmxL Not 11w FIOIi MA a NIOIOOD IIm ImorWa / MI2 On MAam ram IIID[ Lm IOIDOmI f f"ve FM n7D afty RD CONSTRUCTION: OF' mVL ssa ®al 1//D WMX RAD AVMiaL OPaOIIIIIa1alCZa11ASIMUMMIRORHKIRCP " awv1aYDOO 1WIa a /16EMv11 a1M OC/FM.• M OaDQ OONI wi10O7 DRGIIID a mNNMCK raN IMe 1213Oa §11m M On WOO D17 --- v M FIaIX DIAAa OM B 11TOMMIR VCMAID oaos Dirt IQI M HILT ROnlDolDf nR RaODOOs Dmm IOO7ae w. awm to n AM I pcy 1 is a Mr. ma Pm HM n1/IDIM In s110 7nG' IOa law1D 11 PINAAD0 ` 1MJIA'.'' .•Lwr nQt N M ORv. ROAD Mat DO71HIM nemO In Do m0 Im (4) r= sw tWOOL v"10 mint4 Y 10 DOl DOD Dm sim ROIaI OOI am A OIIGn lot 1 M E67P1 OF M D/IOaW sIIIO[RWA DORIDf slwL OR THE O® Jn O M IID6toO v IOdaa ran M aaOa OK aaLTR w0 N IOCOOMCt Oml CUOOII DIYOW MO OCR M laao IROOD a M CRUM L I - L H=- TRICK coNnLTJRA7KM AWOE THE ODOR OPWW DOES NOT AFFECT THE WIND LOAD WHO OF ME DOOR L D e ND a1 eQ f91(1A7O WI 70P BRACKET amv. amMO aNOQ. 111111 Ig1IIDaUL D)If lbIf a 1>18lC I LOW t• p M. T- 1/ Y. It a 1KIa1 aYOfa. 66 aIXDc cn asD !!Hams Pin SIXDOOR (Al f O L NR 6 B 1 I vo m) tpci iiroRii Rm m1>Rom > tiftiiia lEnm`i -m= FOR own COCA ffm 1• IYOO CuaDK awl Rm r°swImO OmRT I7 Fat10n ORION. / an DESIGN LOADS: +24.0 PSF R -24.5 PSF TEST LOADS: +36.0 PSF A -37.0 PSF Florida Building Code Online Page 1 of 3 Bu iness-&"ProoReciWation,( f SCIS Home Log In User Registration j Hot Topes Submit Surcharge Stats fi: Facts ; Publications FBC Staff BUS site Map Links Search loriea Product Approval USER: Public User Product Aooroval Menu > Product or Aool2aoon Search > Aoolication Los > Application Detail FL # FL17499- RI Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/ Email Authorized Signature Technical Representative Address/Phone/ Email Quality Assurance Representative Address/Phone/ Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved C MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365- 3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Single Hung Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE W 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_dti.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL ?R IModel, Number or Name Description 17499.1 18S SH S2x72 Fin/Flange Frame 1G/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17499 RI C CAC MI Windows - 185 SH (Fin) Impact 2).odf Impact Resistant, Yes Design Pressure: +S5/-55 FL17499 R1 C CAC MI Windows - 185 SH (Finl Impact 3).odf Other: R-PG55, Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 2).odfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flanae) Impact 5).odf Quality Assurance Contract Expiration Date 10/10/2018 Installation Instructions FL17499 RI II 08-02544A.odf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513320A.odf Created by Independent Third Party: Yes 17499.2 185 SH 52x84 Fin/Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13362)E1725.01-109-47-RO 185 SH(FLG waiver)5-8IG 1-8A S2 1-8X84 R60(100918).odfApprovedforuseoutsideHVHZ: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) (10).odfImpactResistant: No FL17499 R1 C CAC MI Windows - 185 SH (Fin) (9).odfDesignPressure: +60/-60 FL17499 RS C CAC MI Windows - 185 SH (Flanae) (9).odfOther: R-PG55 Quality Assurance Contract Expiration Date 10/09/2018 Installation Instructions FL17499 R1 11 08-02546A.odf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513322A.odf Created by Independent Third Party: Yes 17499.3 185 SH 36x84 Fin/Flange Frame IG/SG Impact Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Approved for use outside HVHZ: Yes FL17499 R1 C CAC MI Windows - 185 SH (Fin) Impact 4).odf Impact Resistant, Yes FL17499 R1 C GAG MI Windows - 185 SH (Fin) Imoact (5) Done.odfDesignPressure: +55/-55 Other: R-PGSS', Missile Level D, Wind Zone 3. Glass to be FL17499 R1 C CAC MI Windows - 185 SH (Flange) Impact 3).odfbeddedinPecora896sealant. FL17499 R1 C CAC MI Windows - 185 SH (Flanae) Impact 4).odf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 R1 11 08-02545A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513321A.odf Created by Independent Third Party: Yes 17499.4 18S SH S2x72 Fin/Flange Frame IG/SG Single Hung Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC APC(13361)E1726.01-109-47-RO 18S SH(FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Design Pressure: +60/-60 FL17499 R1 C CAC MI Windows - 185 SH (Fin) (11).odf FL17499 Rl C CAC MI Windows - 185 SH (Fin) (12).odf FL17499 R1 C CAC MI Windows - 18S SH (Flanae) Other: R-PG60 10).odf Quality Assurance Contract Expiration Date 10/08/2018 Installation Instructions FL17499 R1 II 08-02549A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513327A.12df Created by Independent Third Party: Yes 17499.5 185 SH 36x84 Fin/Flange Frame IG/SG Single Hung Laminated Glass http://www.floridabuilding.org/pr/pr app_dtl.aspx?param=wGEVXQwtDgtCUGgvjQiz6BP... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 RI C GAG APC(13363)E1729.01-109-47-RO ISS SH (FLG waiver).odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: No FL17499 Rl C CAC MI Windows - 185 SH (Fin) (13).odf FL17499 R1 C CAC MI Windows - 185 SH (Fin) (14).odfDesignPressure: +60/-60 FL17499 Rl C CAC MI Windows - 185 SH (Flanoe) Dither: R-PG60; 11).odf Quality Assurance Contract Expiration Date 10/17/2018 Installation Instructions FL17499 111 11 08-02550A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE 513328A.odf Created by Independent Third Party: Yes 17499.6 185 Triple SH 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 R1 C CAC MI Windows - 185 SH Triple (Fin) Approved for use outside HVHZ: Yes 13).Ddf Impact Resistant: No FL17499 R1 C CAC MI Windows - 185 SH Triple (Fin) Design Pressure: +50/-50 41.odf Other: R-PGSO' FL17499 R1 C CAC MI Windows - 185 SH Triple (Flanoe) 3).odf FL17499 R1 C CAC MI Windows - 185 SH Triole (Flanoe) 4).odf Quality Assurance Contract Expiration.Date 10/20/2018 Installation Instructions FL17499 R3 11 08-02548A.odf Verified By: Luis R Lomas PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE S13324A.odf Created by Independent Third Party: Yes 17499.7 185 Twin SH 10602 Fin Frame IG/SG Single Hung 1O5x72 Flange Frame IG/SG Single Hung Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL17499 R1 C CAC MI Windows - 185 SH Twin (Fin) Approved for use outside HVHZ: Yes 3).odf Impact Resistant: No FL17499 R1 C CAC MI Windows - 18S SH Twin (Fin) Design Pressure: +45/-45 4).adf Other: R-PG45 FL17499 Rl C CAC MI Windows . 185 SH Twin (Flanoe) 3).odf FL17499 R1 C CAC MI Windows - 185 SH Twin (Flanoe) 4).odf Quality Assurance Contract Expiration Date 10/20/2018 Installation Instructions FL17499 R1 II 08-02547A.odf Verified By: Luis R Lomas PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL17499 R1 AE S13323A.odf Created by Independent Third Party: Yes Beds Ne-t Contact Us .: 2601 Blair Stone Road, Tallahassee FL 32399-Phone: 650-4117-M The state of Florida is an A VEEO employer. Coovrioht 2007.2012 State of Flonda.:: Prrvacv Statement :: Accessibility Statement :: Refund Statemem Under Florida law, email addresses are pudic records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.497 1395. 'Pursuant to Section 455.275(1), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address B they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick here . Product Approval Accepts: 00 M Credit Card Safe http://www. floridabuilding.org/prlpi_app_dti.aspx?param=wGEVXQwtDgtCUGgvj Qiz6BP... 9/7/2017 140TES• 1 THE PRODUCT SHOWII HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REc}UIREMErITS OF IHE FLORIOA BUILDING CODE INCLUDING THE HVI'Z. 2. 7,OOD FRAMING AND MASONRY Cr-EKING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE NESPONSIBILII'r OF IHE AHCHIIECI OR EN!:INEER OF RECORD. 3. IX BUCK OVER MASONRY/CONCRETE 13 OPTIONAL. 4. 14HERE SHIM OR RUCK THICKNESS IS LESS THA U 1-1/2" WINDOW UNITS MUST BE ANCHORED 1HrOUGN III[ FRAM[ IN ACCORDANCE WITH I4ANUI'ACTURER'S PUULISII[0 INSTALLATION INSTRUCTIONS, ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MA;OIJ?Y, CONCRETE ON OTHER S1RUCIURAL SUBSTRATE MATERIAL. 5. WHERE WOOD BUCK THICKNESS IS 1-1/2" OR GREATER. CLICK SHALL BE SECURELY FASTENED TO MASOrIRY, CC14CRETE OR OTHER SIRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD B13CK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSrRUC11ONS 6. 1WIERE 1% DUCK IS NO] USED DISSIMILAR MATERIALS MUST BE SEPARAIEO WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF IHE ARCTIIIECT OF. ENGINEER OF RECORD. 7. RUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 4 FOR Fill INSTALLATION SH161 AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED AT EACH ANCHOR LOt-AT10T1 WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16" OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4'. o SHIVS SHALL BE LOCATED, APPLIED AI4D MADE FROM MATERIALS AND THICKNESS CAPABLE CIF SUSIAINII4G AtiPLICA-ZaLE LOADS. 10. WIND LOAD DURATION FACTOR C8=1.6 WAS USCO FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: , EXTP,UDEO RIGID PVC. 12. UNIT:. MUST BE GLAZED PER ASTM E1300-04/09, SEE SHEET 14 FOR GLASS DETAILS. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS IIOi P.[OUIk Q FOR 1141S PRODUCT IN WIND BORNE DEBRIS REGIONS. IA, FOR ANCHORING THROUGH Fill INTO WOOD FRAMING OR _X 9UCK USE '#8 WOOD SCREWS 41ITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE. LOCAL[ ANCHORS AS SHOWI4 IN ELEVATIONS 4NO INSTALLATIGN DCIAILS PFVIs*fr.. I nLv I DESCPPTUN I MTE I a-movEn A I REVISED AUCHOR SPACING & CHARTS 1 07/11/20161 R L. 15. FOR ANCHORING THROUCII FRAME INTO WOOD FRAMING OR 2X BUCK USE 1, 10 WOOD SCREWS WITH SUFFICENT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBS1P.41E. LOCATE ANCIIORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16" TAPCQNS WITH SUFFICILNT LENGTH TO ACHIEVE A 1 1/4" MINIMUM EMBEDMENT INTO SUBSTRATE WIT11 2 1, 2" MINIMUM EDGE DISTANCE LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSIALLATION DETAILS. 17. FOR ANCHORING TUkOUCTI FRAME INTO METAL STRUCTURE USE #10 SMS OR SELF DRILLING SCREWS WITII SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLAIION DCrAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. IIJSIALLIIO14 ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACIUHER'S IN:;IALLAIION INSIRUCTIONS AND A14CHORS SHALL WOI UE 11SEU IN SUBSTRATES WITH STRE14GIHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD* MINIMUM SPECIFIC GRAVITf OF G=0.42 13. CONCRETE: MINIMUM COMPRESSIVE SIRENGIIH OF 2.000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C90 WITH Frn=2,OOOPSI MINIMUM. D. METAL STRUCTURE: STEEL 18CA (04$') F1=33KSIiFU=52KSI Or ALUMINUM 6063-T5 FU=30KSI 048' THICK MINIMUM I TABLE OF CONTENTS 1 SHEET NO 1 DCSCRIP110N I1INOTES 2 — A I ELEVATIONS 5 — 13 1114STALLATION DETAILS 14 1 comr'ONENTS SIGNED: 0711212016 M650WINDOESTWS aAND IILo7 e,/lAETSDOOERS GRATZ. PA 17030-0370 SIR G E iii 1 0,,.,66 226 *= SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT NOTES O;(( u;f r` FS:c4ORIOPcgAWN: r, W. RLv 08 A SL0 A scc n sE sOu5160FNTS12/09/14 14 1 1\\`` N FR HE 52" MAX FRAME v'ADTII 2" MAX i6 2" MAX I I MAX 0 C I I I J_ a I 16" MA:1 U.C. i - ti A r' AX kMC CHT I XI 5Z- MAX FRAAIC WIDTH 2" MAX 16" Mitk O.C. 2" IB MAK' C. O 14* IA( ME IGHT 4 X 2" MAX E I 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE d FINLESS INSTALLATION FLANGE d FINLESS INSTALLATION WITHOUT FILLERS WITHOUT FILLERS SEE CHART Jt FOR SMALLER UNITS REOUIREO ANCHORS SEE CHART II FOR SMALLER L/NITS REQUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE 40TES: I. MAXIMUM SASH SIZE- 51" X 36". 2 MAXIMLIM S4614 D.L 0.- 47 5/8" X 32 1/2" 3 1,14i(1MUM rLCED D L.0 49 1/4' X 4 ;" HARDWARE SCHEDI SWEEP LOCK AT B" FROM EACH E AND TACKLE BALANCE AT JAMBS RL\i4011S I)MCR,I710N DAIS Aa:ROV00 RE"SED ANCHOR SPACING & CHARTS 07/II1,'2018 R.I. CHART #1 UNITS INSTALLED WITHOUT FILLERS Member of anchor locations required Rsme hems Width In t w 24.00 30.00 3600 4zdo 46.00 z00 tteghl (in) Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb Head Jamb 2400 2 3 3 3 3 3 3 3 3 3 3 30.00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 M.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 48.00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 54.00 2 5 3 5 3 5 3 5 4 5 4 5 4 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 5 5S 4 S 72.00 2 8 3 8 3 8 3 8 4 8 4 4 8 78.00 2 8 3 8 J 8 3 6 4 0 4 0 5 6 04.00 2 8 3 8 1 3 1 6 13 B 4 8 4 7 5 7 MI WINDOWS AND DOORS 650 :VEST MARKET SFREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE & FINLESS ELEVATIONS DRAWN It:+: >10. N.G. 08-02546 ML NTS tuT 12/09/14 s¢1T2 OF 14 SIGNED: 0711212016 i•v ENSF'9iP 0 5 •* STATE OF OR10"'• ONA j1%00` f k 1'R HE 52' MAX FRAME WIDTH — 2" MMA>. _ i_ 16" CMAX — — 2" MAX I1 MAY O.0 ovx 14 GHT 1.1 I X L2-+dd 52' IAAX FRAME WIDTH — 2' MAX — _ 16" MAX --{ -- 2" MAX 11, 2" L IG" MAX OOC. r MAX FRAME HEIGHT J P 4 X t 1 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FLANGE d FINLESS INSTALLATION FLANGE d FINLESS INSTALLATION WITH FILLERS WITH FILLERS SEE CHART #2 FOR SMALLER UNITS REOUIRED ANCHORS SEE CHART 02 FOR SMALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING IMPACT RATING t60.OPSF NONE. W.-TE 1. MAXIMUM SASH SIZE: 5I" x 36". 2. lAAX:MUk+ SASH D L 0.• 47 5/8" X 32 1/2' 3 MAXIMUM FLED D.L.O.: G9 1/4' X 45". SCHEDULE IA. R21 METAL SWEEP LOCK AT 8" FROM EACH END INTERIOR MEETING RAIL I Fl\iV015 OESCROTION bAIE APPPOVEO RVASED ANCHOR SPACING & CHARTS 07/11/20103RL. CHART # 2 UNITS INSTALLED WITH FILLERS Number of anchor locations required Fame Might ( In) Fame Width fin) t6. 66 24.00 30.00 K00 4200 4A00 s2.00 Hud Jamb Head IJamb Head IJamY Head Jamb Head Jamb Head Jamb Head Jamb 24. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 30. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 26. 00 2 3 3 3 3 3 3 3 4 3 4 3 4 3 2. 00 2 4 3 4 3 4 3 4 4 4 4 4 4 46. 00 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5400 2 5 3 5 3 5 3 5 4 5 4 5 4 5 6000 2 5 3 5 3 5 3 5 4 5 4 5 4 5 66. 00 2 S 3 5 3 s 3 5 4 5 4 5 4 5 72. 00 2 8 3 8 3 16 3 8 4 8 4 1 6 6 78. 00 2 1 B 1 3 1 5 3 6 3 6 4 8 4 6 4 8 04. 00 2 1 8 1 3 61 3 6 3 6 4 6 1 6 4 8 MI WINDOWS AND DOORS 650 WEST MARKEI STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON —IMPACT FLANGE & FINLESS ELEVATIONS tMAWN. can HO Rlv N. G. 08-02546 A S" r NTS 12/09/14 5NE"3 OF 14 SIGNED: 0711212016 52- MAX FR.WE WIDTH - 2" MAX — 10" - --- MAX D.C. r II S 10" MAX I OO.C. i s-• MAX I FRAME HEIC-HT 4 4 X II 7 2- MAX 12" MAX FRAME WIDTH — 2- MAX 1 MAX O.C. Z 2,;jam' I A; 10' MAX OOC T— I4" AM IGHT 4 I 2 MAX 185 ALUMINUM SINGLE HUNG WINDOW 185 ALUMINUM SINGLE HUNG WINDOW EXTERIOR VIEW DESIGNER EXTERIOR VIEW FIN INSTALLATION FIN INSTALLATION SEE CHART M3 FOR SMALLER UNITS REQUIRED ANCHORS SEE CHART 03 FOR SMALLER UNITS REOUIRED ANCHORS DESIGN PRESSURE RATING 1, IMPACT RATINGt60.OPSF IPJTEs: I MAXIMUM SASH SIZE: 51" X 35'. 2. MAXIMUM SASH D L .C.: 47 5/8" X 32 1/2". 3. M=XIMUM FIkED D.L.O. 49 li4" X 45 I HARDWARE SCHEDULE I af'NS'M6 OESCRU'TOM (ATE L''r'PfMD REVISED ANCHOR SPACING 6t CIMIS 07/11/70,61 R.L. CHART #3 Nrm bar of anchor locations required Fame I Ipht(ln) Frame Width[In) f0.00 24.00 30.00 M.00 4200 4900 Z00 HAS Jamb Hd5 Jamb HAS Jamb HAS Jamb HAS Jamb HAS Jamb HAS Jamb 24.00 3 3 3 3 4 3 5 3 5 3 8 3 6 3 30.00 3 4 3 4 4 4 5 4 5 4 8 4 6 4 38.00 3 5 3 5 4 5 5 5 5 5 8 5 6 5 4100 3 5 3 5 4 5 5 5 5 5 8 5 6 5 40.00 3 6 3 6 4 6 5 6 5 6 6 6 6 6 4.00 3 6 3 6 4 6 5 6 5 6 6 6 6 8 60.00 3 7 3 7 4 7 5 7 5 7 6 7 6 7 60.00 3 8 3 8 4 a 5 5 6 6 6 6 7100 3 3 1 4 S 8 5 5 6 1 C B 7800 3 9 3 9 4 9 5 9 5 B 8 9 B 9 84.00 3 9 3 9 4 9 5 9 5 9 6 9 1 8 1 9 III WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FIN ELEVATION Int-MN are: NO N.G. 08-02546 V-ME 14T5 I aaE 12/09/14 5f¢LT4 OF 14 SIGNED: 071I Z2016 lR ILOW/ i 7O, RATeEOF 4i. i s:c(0R0e' p'0 WOOD FRAMING OR 2X SUCK UY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR B.A/;K-R ROD APPROVED SEALANT WOOD FRAMING OR 2x BUCK BY OTHE's 1 /2" MIN EDGE DISTANCE 314' MIN EDGE DISTANCE 1 1/4" MIN. METAL 1 RUCTURE EM«I BY OTHERS 1/4" MAX. II — SHIM SPACE 1 /4" MAY. J , SIIIM SPACE APPROVED - SEALANT I o WOOU 5CR_>v INTERIOR EXTERIOR SILL 70 BE SET IN A BLD OF STRUCTURAL SEALANT 1/4" MAi. BACKER ROD — SHIM SPACE APPROVED SEALANT \ METAL STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 910 SMS OR SELF DRILLING SCREW VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION INTERIOR SILL To BE SET In A eLo or APPROVED STRUCTURAL SEALANT 1 /4' MAX. SIIIM SPACE FEw:S tS JA REVISED ANCHOR SPACING & CHARTS 07/11!9016 PL. 1 1 /4" MIN. 1 /4" 14AX. EMBEDMENT SHIM SPACE INTERIOR MIN EDGE DISTANCE 10 WOOD SCREW f a WOOL FRAMING J1 OR 2X BUCK eACKER Roc EXTERIOR BY OTHERS f< APPROVED SEALAIJT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1/4` MAX. SHIM SPACE 10 SMS OR INTERIORSELFGRILLING SCREWS ann r t/4" MIN. EDGE CIS EXTERIOR METAL STRUCTURE W.KER RODBYOTHERSAPPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 M650IWDOiM1IMARKETS ANDDOORS NNX` TREEI```J\S R IIL10 9//' GRATZ, PA 17030-0370 GEN,p; •s SERIES 185 ALUMINUM SINGLE HUNG WINDOW*• 0 6 *= 52 X84" NON IMPACT FLANGE INSTALLATION DETAILS V1I7HOUT FILLERS tAT OF 08 A i slpNp11E\\ sr.": NTS o"t 12/09/14 'MT56OF 14 2 1; 2" WN. EDGE DI;tANCE CONCRL f L" /I.'A:iQI IItY BY OTHERS e ' OPHONAL Ix SUCK ' I 1/4" MIN, SEE" I401ES 3 — 7 EMBEDMENT SHEET 1 IF i 1/4' MAX _ BACKIN ROD I I \ SHIM SPACE u APPROVED SEPLArl1 1 31:16' TAPCON EXTERIOR INTERIOR BACKER ROD d APPROVED SEALANT OPTIONAL IX BUCK SEE 1.01ESHEET 1 CON,:RETE/MAS -ONRY BY OTHERS SILL TO BE SET III A 9ED OF APPROVED STRUCTURAL SEAUAIIT 1 / •1' MAX. r SHIM SPACE I VERTICAL CROSS SECTION CONCRETEIMASONRY INSTALLATION 1 1/4" LUro. EMBEu+Ewl CONCRETE/MASONRY UY OTHERS fT o s 3/ 1 G' TAPCON .° MIN. EDGE DISTANCE NLN`sIgIK orscrmlall au I ylppwrn REVISED ANCHOR SPACING k CHARIS 07/11/7016 P.L. 1/4" MAX SHIM $PACE INTERIOR EXTERIOR BACKER ROG 6: APPROVED OPTIONAL 1X BUCK SEALANT SEE NOTES 3 — 7 SHEET I JAMB INSTALLATION DETAIL CONCRETEANASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 MIWINDOWSR DOORS 650EST Er J\S ReI I q'. NS•• GRATZ. PA 17030-0370 r,•G SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5 +t = 52ATION NON -IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS E ATOF i FS ITR.wr., o y, e. eLv ci O RLOt 0` OB A i/SIONA11`\ w"" NTS °A'C 12/09/14 s J5660F 14 lit" MIN NCEEDGEDISTANCE YJOOD FRAt,RJG OR 2X BUCK UY OTHERS 1 i/4" L{IN. i ERAP/F4 MIN BACKER ROD 1APPROVED 1 %4" MAX SEALANT SIIIM SPACE RIGID \- #10 WOOD SCREW FILLER r r 1 I INTERIOR EXTERIOR I 1:nnswlr, ' JA PdIE sIPPOVED 3/4 MIN REVISED A14C140R SPACING k CHARTS 07/11/7016 PL EDGE DISTANCE METAL 1 I/4" MIN. I/4" I.W. STP.UCIURE EMBEDMENT S41M SPACE Bl' 0114ERS 1/4" MAX. d -L SHIM SPACE L i• APPROVED — SEALANT I RIGID \ FILLER 10 SMS OR SELF DRII LINC SCREW 9' f INTERIOR EXTERIOR I__ J I II II II II SILL TO BE SET C IN A BED OF APPROVED f STRUCTURAL BACKER ROD SCALANI Fc APPROVED v. SEALANT s 1!4" MAX BACKER ROD FI SHIM SPACE w' APPROVED WOOD FRAMING I SEALANT OR 2X RUCK BY C1IHERSMETA STRUCTUF BY OTHEF VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES - I. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND "NT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED STFI ICTIIRAL SEALANT 1/d" MAX. SIIIM SPACE I, 2 INTERIOR MIN EDGE DISTANCE R%F—ES—.— 0 WOOD / \ r .-- SCREW JpaWOODFRAMING OR 2X DUCK EXTERIOR BY OTHERS BAL'KEP ROD RIGID itAPPROVED FILLER SEALANI JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION MCT.++L I /•I" MAX. STRUCIIIRE S6I14 SPACE BY OTHERS 10 SMS OR INTERIOR SELF DRILLING SCREWS 3/4" MIN. EDGE I DIST. J EXTERIOR RIGID L BA(. KER ROD BILLER it APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 07/12&016 MI WINDOWS AND DOORS 650 MARKET 13701 01I IIIIIl/j/7 GRATZ,SPA 17030 0TJ\S GEIV V F• 0„62 •• SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FLANGE 114STALLATION DETAILS WITI4 FILLERS 6l D AT 0'F -,W:: F•'°1OR10' ca<vn. Inn No. FEv UB 5760E A S'/OIIInI111 aG a" NTS 0A9E 12/09/14 eon 14 L 2 1/2" MIN. EOCE DISTANCE CONCRETL"/MASONRY BY OTHERS e OP1161JAL lx BUCK ` ' • 1 I/n" MIN. SEC NOICS 3 — 7 -. EMBEDMENT SHEET 1 \ BACKER ROD SHIM SPACE Q APPROVED SChWiJi Rimo FILLER 3', 5APCON EXTERIOR INTERIOR SILL TO BE SET BACKER SOD III A BED OF ROVED APPROVED SCALANI STRUCTURAL STHIpp SEALANT OPTIONAL IX BUCK SEE NOTE 3 - 7 UT ct/4" I.V.X. IIIMSPACESHEET 1 CONCRETE/ 11,ASONRY BY OTHERS e 4. VERTICAL CROSS SECTION CONCRETE/ MASONRY INSTALLATION acvlslar, " O[ Stanmou MTE I bNmv,,!D REVISED NICHOR SPACING R CHARS 07/11/2016 P.L. 1 1/4" MIN. J EMBEDMCNI CONCRETE/ MASONRY 1 Y OT1I[RS OPTIONAL 1X BUCK f SEE NOTES 3 - 7 J SHEET 1 I 3/ 1 G" TAPCON SPACE IF5111M INTERIOR 1/ 2"MIN ON EDDGGEoDISTANCE EXTERIOR BALKER ROD RIGIDJAPPROVEDFILLCR SCALD JAMB INSTALLATION DETAIL CONCRETHMASONRY INSTALLATION NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY, 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 Meso WINDOWSWDOORSEST KND GRATZ. PA 17030-0370 IF Io/,' v •• GENS . 9J+ 0y5 +t= SERIES 185 ALUMINUMSINGLEHUNGWINDOW52"X84NON—IMPACT FLANGE INSTALLATION DETAILS WITH FILLER A' S(r(t ` jjOF 4j iO F ' c(ORIOP L4r` Mwtl: Inv: ne. REVOSAsour. 14TS ° A"E 12/09/14 y`15850F 14 2' MIN EDGE DISTANCE WOOD FRAMING - OR 2.X RUCK ` UY O{I ERS METAL STRICTURE BY OTHERS BACKER ROD — ' APPROVED/ 4' 41 IASEALANTSHIMSPACEAPPROVED SEALANT 10 WOOD SCREW rJ lJ i] INTERIOR EXTERIOR BACKER ROD —. APPROVED SEALANT WOOD FRAMING OR 2X BUCK BY OTHERS EXTERIOR SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT BACKER ROD 1/4" MAX. & APPROVED SHIM SPACE SEALANT r STRUCTURE BY OTHERS VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION NOTES. I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 S/4' MIN I I EDGE DISTANCE RLvlswlr, Rry DESODPr : rAlc A aTP A I REVISED A4CI40R SPACING k C14ARIS 07/1117016P.L I 1 1 /4• MIN. 1/4' MAX. EM3EDMENT SIIlM SPACE 1/ MIN EDGE DISTANCE V .. , S OP, SELF DRILLING SCREW INTERIOR VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1 / 4' MAX. 5111M SPACE 1/ 4' mo. SKIM SPACE INTERIOR 010 WOOD scREw L EXTERIOR WOOD FRAMING OR 2X BUCK BY OTHERS ` BACKER ROD do APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION 1./4' MAX SHIM SPACE czzirlrl 10 SINS OR INTERIOR SELF DRILLING SCREWS lemtlW 1/4- I MIN. EDGE DISTAN14 CE 1 EXTERIOR METAL -/ ` BACKER ROD STRUCTURE 2c APPROVED BY OTHERS SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 M650 WINDOW DOOERS R Ili o ESTARKED MARKETS S1vGRATZ, PA 17030- 0370GENS:9J,J SERIES 185 ALUMINUM SINGLE HUNG WINDOW 1AoATe 52"X84" NON - IMPACTgFINLESSINSTALLATIONDETAILS WITHOUTFILLERS0OFty r.4Awa: ca: Ao. r+cv i'••'c110P• 0R • i FSS:I• • N.G. 08-02546A6` 70/011A JOL NTS ° A`E12/09/14 """9 OF 14 II110\\ L 2 1 /2" Mill. EDGE DISTANCE CONCRETC/MASONW. BY OTHER] .-. v v nP1IONAL 1 *9 BUCK — ., ENHUMENi SEE NOTES 3 - 7 SHEET 1 y -_ 1'/4" MAY. DACKCR NOD APPROVED SHIM SPACE SEALANT VV 3/ 16" TAPCON EXTERIOR I INTERIOR SILL TO BE SET BACKER ROD IW A BED OF k APPROVED \ STRUCTURAL STRUCAPPRUTURAL SEALANT SEALANT OPTIONAL IX BUCK SEC T1OIE 3 - 7 \ tj°" MAX. SHEET I r SHIM SPACE CONCRETE/MASONRY- UY OTHERS VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" MIN. EMBEDME14T CONCRETE/MASONRY DY OTHERS 3/16" TAPCON 2 1/2" MIN. EDGE DISTANCE I OPTION& 1X BUCK SEE NOTES 3 - 7 SHEET 1 1/4" MAX. SHIM SPACC INTERIOR Rtvl,rer.. ' olscamlul+ I WE I --O.so REVISED ANCNOR SPACING R CRAMS 07/11/7016 PL 4 'o v a • I ` EXTERIOR BACKER ROD ArPP.OVEO SCALA14T JAMB INSTALLATION DETAIL CONCRETEANASONRY 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 AS TM E2112 MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52"X84" NON -IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLER r.R<W W. PY. MO. I N.G. 1 08-02546 VA' E NTS o.1E 12/09/14 s1¢nn10 OF 14 SIGNED: 0711212016 i/2" MIN EDGE DISTANCE WOOD FRAMING OR 2X BUCK UY OTHERS ML-nl STRI ICTURI BY GTHER' fi 4" MIN EDGE DISTANCE 1; 4" M,1X. r SKIM SPACE BACKER ROD SEALANT SIIIAI SPACE APPROVED APPROVED SEALANT FILLER IGID B10 WOOD SCREW /T\ RIGIDJ\ TILLER # 10 SM5 OR SELF DRILLING IJ — EXTERIOR I SCREW l ui; r IN TERIOR r r rr t EXTERIOR INTERIOR BACKER ROD h AP^ROVED SEALANT WOOD - RAVIrIG OR 2X RUCK BY OTHERS SILL TO BE SET IN A BED OF APPROVED STRUCTURAL SEALANT 1/ 4" MAX BACKER P•i C ' HIM SPACE APPROV SEALA r MET STRUCTUI BY OTHEI 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 E21 I2 VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION SILL TO BE SET IN A BED Or APPROVED STRUCTURAL SEALANT 1 / 4" MAX. SHIM SPACE AIVISVAG ' RLV DFSLRO'DM: IYTE Appr MTD A REVISED ANCHOR SPACING h CHAR7S 07/11/7015 A.L. 1 1.4" L11N, 1/4" MA>. EMBEDMENT SHIM SPACE 1 / INTERIOR MINEDGE DISTA1 CC k10 WOOD SCREW WOOD rRMAING J EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD RIGID S APPROVED FILLER EALANi JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL — STRUCTURE 1/4" MA.K, SY OTHERS SHIM SPACE 10 SIAS OR —\ INTERIOR SELF DRILLING \ SCREWS 3/ 4" ' 1 MIN. EDCE DISTANCE EXTERIOR 1 RIGID —— BACKER ROD FILLER h APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 0711212016 M650IWDOWMARKETS AND DOORS %VtII LIO:V i TRELl GRATZ, PA 17030-0370 ` r••VGEM,pF •S% SERIES 185 ALUMINUM SINGLE HUNG -WINDOW *• 0yy66 225 *= 52" X84" NON —IMPACT — AT F FINLESSINSTALLATIONDETAILSWITHFILLERS p • 8 AT OF i0 . • 4i rl+ cvn+• cx. NO, REv 'OF•'ipR10P• N sc., E NTS °AT 12/09/14 OB s/ 1u511 OF 14 A //, ASS/NAIt O``` CONCRCT C /MASOt INY BY OTHERS OPT16NAL to BUCK SEC NOTES 3 — 7 SHEET 1 UACKER ROD h APPROVED SEALANT RIGID TILLER EXTERIOR 1 _Z. _I INTERIOR 2 1/2" MIN. ED GE DISTANCE c. 1 1/4" IA11J. EMBEDMENT SHIM SPACE 3/I6" TAPCON SILL TO BE SET 114 A BED OF BACKER ROD APPROVED 3 APPROVED \ STRUCTURAL SEALAtIT >\ SEALANT OPTIONAL IX3BUCK \ i/4" riAY. SEE SHEET I \ ir —LV F _ SHIM SPACE CONCRETE/1.06ONRY — BY OTHCR5 ° S 4. VERTICAL CROSS SECTION CONCRET&MASONRY INSTALLAnON REMO* O* mcconvu nAt[ I APPPMA REVISED ANCHOR SPACING k CHARTS 07/11/2016 P L. 1 BE17 RUN. EMBEDMfNi CONCRETE; MASONRY Y OTHERS r SEE ENAL 1X RUCK SNOTES 3 — 7 c / SHEET 1 3/ 1 G" TAPCON — I /4" MAX 1 SHIM SPACE INTERIOR 2 1/ 2" MIN. a EDGE DISTANCE / EXTERIOR BACKER ROD RIGID Q APPROVED FILLER. SfALA1Ji JAMB INSTALLATION DETAIL CONCRETEMASONRY INSTALLATION NOTES 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 0711212016 M650 WINDOEST WSANDDOORJrILLER11 I. L/0 TREET\``5GRATZ, PA 17030-0370 o••\GEiv q v F' SERIES 185 ALUMINUM SINGLE HUN_ 6 NON—IMPACToFINLES,, INSTALLATION DETAILSYIITDoS INSTALLATION l AlTd OF cRxvn. IIG:> n. 4S`ORM"0, OB-50 `546 S1ONA O F,14TS oA[ 12/09/14 12 8 WOOD SCREW 7/1Ci' MII EDGE DISTAN EXT 7/16" MIN EDGE DISTANCE y8 WOOD SCP,EW t4irLUMt19 1 VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION WOOD FRAMING BY OTHERS 1/4" MAX. SHIM SPACE I- 1 /4' MAX SHIM SPACE WOOD FRAMING BY OTHERS WOCL: FRAMING BY OTHERS 1/4" MAY SHIM SPACE 1 1/4" MI1.l. EMBEDMENT 8 WOOD SCREW 7/10• MIN _ EDGE DISTANCE RMSYa6 IRLVOfSC1'K'RON fAIE I Aao1MI) n REAsr..0 ANCHOR SPACING h CHAR1$ 07/11/2016 R.L. INTERIOR EXTERIOR JAMB INSTALLATION DETAIL 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 E21 I2 SIGNED: 0711212016 DOORSMssoIwDOWEST IR I!L' MaRKETD TREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 0 5 *= 52"X84" NON -IMPACT FIN INSTALLATION DETAILS B' S jwpo•• AT Of F•;i0R1pP• ? oR<wa troll ho. R1v N G: 08 A i iSs ONA 11 a0\ wt s11L1. 546 NTS 12/09/14 13 OF 14 I I 13/16" 1Q 2 3/16" 2 3/16- — f I 1 5/15" Cam- - FLANGE FRAME HEAD FLANGE FRAME JAMB FINLESS FRAME HEAD FINLESS FRAME JAMB CM- 18501 -1 CMR503cm-lawCM-18513 ALUMINUM 6063-T5.050• THICK ALUMINUM 606345.050• THICK ALUMINUM 6W3-T5.050' THICK ALUMINUM 6063-T3.050• THICK 2 5/ 16" 5/ 1 _ 2 T 2 3/IC" 3 3/8' I 2 13/1 C J4• III - L—?__ r' SI — 2 5/ 16" LtIL FLANGE FRAME SILL FINLESS FRAME SILL J CM- la502 CM-fa554 FIN FRAME SILL FIN FRAME HEAD ALUMINUM6063- T5.055'THICK ALUMINUM 606345.055'THICK CM- 18509 CM-18508 ALUMINUM 6063-T5.OSSTHICK ALUMINUM 606345.050'THICK 1 7/16" 2 3jS" 503, - Fro 11/8' I 2 5/16- 2 3/16" 2" lIf'C t3/ • l(1 I l L n L LOCK RAIUSTILE SASH BOTTOM RAIL MEETING RAIL FIN FRAME JAMB CM. 18505 CM- la555 CM• ta504 CM- . ALUMINUM6063- T5.062'THICK ALUMINUM 6063•T5.050•THICK ALUMINUM 6063-T5.055•THICK ALUMINUM6063- T5 -T5050'TH1CK I - 3/ 16" 11 3/ 8" I 15/16' 15/ 16" If 5/J i SA_ SH STILE GLAZING BEAD CM-TS. 18507 GLAZING BEAD ALUMINUM61>63-t5.050'THICK V- 663 V-185 RIGID PVC .060• THICK RIGID PVC .050' THICK PrASTp15 • I IILv I uscrlmkw I MTE I y o.w[o I A I REVISCD N{C110R SPICING h CHARTS 107/11/7016I R.L. J/ B 1 / 8" ANN. - 1 /8" ANN METAL REINFORCED BUFiL SPW.ER EXTERIOR I ( INTERIOR 5,/ 8" BITE I r SIUCUNE T` SEALANT SE' TI ING BLOCK - U GLAZING DETAIL A 3/ 16" ANN EXTERIOR INTERIOR 5/ 8' BITE SILICONE I SLALANI I STING BLOCK GLAZING DETAIL B MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 SERIES 185 ALUMINUM SINGLE HUNG WINDOW 52" X84" NON -IMPACT COMPONENTS N. G. 1 08-02546 SME NTS IWE 12/09/14 s17114 OF 14 SIGNED: 0711212016 Florida Building Code Online Page 2 of 3 Summary of Products FL tl Model, Number or Name Description 15351.1 HS 188 Fin and Flange Frame 73x62 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS351S351 R4 C CAC APC 97429.01-109-47 Fin and Approved for use outside HVHZ: Yes 97435,01-109-47 Flanoe.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +SS/-55 02/16/2019 Other: LC-PG55. Glass must comply with ASTM E1300-04. Installation Instructions FL153515351 R4 Il 188 HS FIN 73x62 OP55 As Tested 97429.0l.odf FL15351 R4 11 188HS Flanoe Non-lmoact Fastener Schedule 08-01023B.odf Verified By: Luis R Lomas, PE PE-62S14 Created by Independent Third Party: Yes Evaluation Reports FL1S3S1 R4 AE S11S888.adf Created by Independent Third Party: Yes 153S1.2 HS 188 Fin and Flange Frame XOX 120x62 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 99775,01-109-47 Fin and Approved for use outside HVHZ: Yes 99780,01-109-47 Flanoe.adf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure, +40/-55 04/15/2019 Other: HS-LC40 Installation Instructions FL15351 R4 11 188HS XOX Flanae Non -Impact Fastener Schedule 08-01156B.odf FL15351 R4 II Installation Instructions - 188 HS (XOX) As Tested 99775.01.pdf Verified By: Luis R Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports FL15351 R4 AE 511725B.odf Created by Independent Third Party: Yes 15351.3 HS 188 Fin Frame 73x62 Laminated Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS351 R4 C CAC APC 97356.01-109-47-RO 97429.01- 109-47-RO .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-SS 02/16/2019 Other: HS-LCS5. Missile Level 0, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed outer lite, air space, 1/4" FLIS351 R4 If Installation Instructions - 188 HS Impact FIN 73x62 Product 3.odfannealedlaminatedglasscomprisedof2sheetsof3/32" glass and 0.090" thick PVB by Solutia. Glass was bedded in Verified By: American Architectural Manufacturers Dow 995 silicone with a 5/8" glass bite. Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15351.4 HS 188 Fin Frame 73x62 Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 97356.01-109-47-RO 97432.01- 109-47-RO Prod 14.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +50/-50 02/16/2019 Other: HS-LC50. Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 2 sheets of 3/32" annealed with 0.090" PVB by FLIS351 R4 If Installation Instructions - 188 HS Impact FIN 73x62 Product 4.odfSolutia. Glass was bedded in Dow 995 silicone with a 5/8" glass bite. Verified By: American Architectural Manufacturers Association Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 15351.S HS 188 Flange Frame 73x62 Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15351 R4 C CAC APC 97354.01-109-47-RO 97433.01- 109-47-RO.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +4S/-45 01/05/2019 Other: HS-LC45. Missile Level D, Wind Zone 3. Installation Instructions FL15351 R4 II Installation Instructions 08-01161B.odf Verified By: Luis R. Lomas, PE PE-62514 Created by Independent Third Party: Yes Evaluation Reports http://www.floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDgtH8572gvd WIau... 9/7/2017 Florida Building Code Online Pagel of 3 Business & Professional Regglat]• SCIS Home I Log In User Registration Hot Topics Submit Surcharge Stats h Facts j PubM1cabons FBC Stall ; BCIS Site Map Links Search Honda d r esi Product Approval qy USER: Pubbc User ems+ IF T Product Aooroval Menu > Product or Aoogutipn Search > Application List > Application Detail 101 FL # FL15349-R8I 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 u MI Windows and Doors 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext 2560 bsitlinger@miwd.com Brent Sitlinger bsitlinger@miwd.com Windows Fixed Certification Mark or Listing American Architectural Manufacturers Association Steven M. Urich, PE GG Validation Checklist - Hardcopy Received Standard AAMA 506 AAMA/WDMA/CSA 101/I.S. 2/A440 Method 1 Option A 11/18/2016 11/18/2016 12/01/2016 Year 2008 2008 http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQ,,ArtDgtH8572gvd Wlan... 9/7/2017 Florida Building Code Online Page 2 of 3 Summary of Products FL ?R Model, Number or Name Description 1S349.1 185 PW 73 x 72 Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL1S349 R8 C CAC APC 12786.odf Approved for use outside HVHZ: Yes FLIS349 R8 C CAC APC 12787.odf Impact Resistant: No Quality Assurance Contract Expiration Date Design Pressure: +60/-60 04/03/2018 Other: CW-PG60 Installation Instructions FLIS349 R8 II 08-02357B.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FUS349 R8 AE 513124B.odf Created by Independent Third Party: Yes 15349.2 18S PW 159 x 54 Triple CHS Insulated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15350.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: No 01/24/2021 Design Pressure: +55/-5S Installation Instructions Other: R-PGSS FL15349 R8 II 08-02949.odf Verified By: Luis R. Lomas, PE 62514 Created by Independent Third Party: Yes Evaluation Reports FL15349 R8 AE 513783.odf Created by Independent Third Party: Yes 15349.3 185 PW Impact 72 x 72 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 15454.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 06/25/2021 Design Pressure: +55/-55 Installation Instructions Other: FW-LCSS, Missile Level D, Wind Zone 3. Glass FLIS349 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.odf Created by Independent Third Party: Yes 15349.4 185 PW Impact 159 x 54 Triple CHS Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 8272.odf Approved for use outside HVHZ: Yes FL15349 R8 C CAC APC 8273.odf Impact Resistant: Yes Quality Assurance Contract Expiration Date Design Pressure: +55/-55 01/24/2021 Other: FW-RSS, Missile Level D, Wind Zone 3. Glass Installation Instructions consisted of 1/8" annealed exterior - spacer - 3/32" 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 FLIS349 R8 AE 512278B.Ddf Created by Independent Third Party: Yes 15349.5 185 PW Impact 96 x 60 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FL15349 R8 C CAC APC 7962.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 12/05/2020 Design Pressure: +55/-55 Installation Instructions Other: FW-LCSS, Missile Level D, Wind Zone 3. Glass FL15349 R8 II 08-01613B.odf consisted of 5/32" annealed exterior - spacer - 5/32" Verified By: Luis Roberto Lomas 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.odf Created by Independent Third Party: Yes 15349.E 18S PW Impact 73 x 61 Insulated Laminated Glass Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLIS349 R8 C CAC APC 12136.odf Approved for use outside HVHZ: Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes 10/28/2017 Design Pressure: +SS/ -SS Installation Instructions Other: FW-LCSS, Missile Level D, Wind Zone 3. Glass FL15349 R8 11 08-02947.odf http://www. floridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDgtH8572gvdWIan... 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 62S14 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 FLIS349 R8 AE 513781.odf Created by Independent Third Party: Yes Contact lJs :: 2601 Blair Stone Road. Tallahassee FL 32399 Phone: SSO-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007.2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statemettt Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this emit Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.467.1395. 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one. The amails provided may be used for official communication with the licensee. however small 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: 0®© Cr dii Card Safe http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgtH85 72gvdWIan... 9/7/2017 NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REQUIREMENTS OF THE FLORIDA BUILDING CODE 2. WOOD FRAMING AND MASONRY OPENING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING AND MASONRY OPENING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3. 1X BUCK OVER MASONRY/CONCRETE IS OPTIONAL. 4. WHERE SHIM OR BUCK THICKNESS IS LESS THAN 1-1/2- WINDOW UNITS MUST BE ANCHORED THROUGH THE FRAME IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. ANCHORS SHALL BE SECURELY FASTENED DIRECTLY INTO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE MATERIAL 5. WHERE WOOD BUCK THICKNESS IS 1-1/2- OR GREATER, BUCK SHALL BE SECURELY FASTENED TO MASONRY, CONCRETE OR OTHER STRUCTURAL SUBSTRATE. WINDOW UNITS MAY BE ANCHORED THROUGH FRAME TO SECURED WOOD BUCK IN ACCORDANCE WITH MANUFACTURER'S PUBLISHED INSTALLATION INSTRUCTIONS. 6. WHERE 1X BUCK IS NOT USED DISSIMILAR MATERIALS MUST BE SEPARATED WITH APPROVED COATING OR MEMBRANE. SELECTION OF COATING OR MEMBRANE IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 7. BUCKS SHALL EXTEND BEYOND WINDOW INTERIOR FACE SO THAT FULL FRAME SUPPORT IS PROVIDED. 8. FOR FIN INSTALLATION SHIM AS NEEDED. FOR FRAME INSTALLATION SHIM AS REOUIRED AT EACH ANCHOR LOCATION WITH LOAD BEARING SHIM. SHIM WHERE SPACE OF 1/16' OR GREATER OCCURS. MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4-. 9. SHIMS SHALL BE LOCATED, APPLIED AND MADE FROM MATERIALS AND THICKNESS CAPABLE OF SUSTAINING APPLICABLE LOADS. 10. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 11. FRAME MATERIAL: EXTRUDED ALUMINUM 6063—T5. 12. UNITS MUST BE GLAZED PER ASTM E1300-04/09. 13. APPROVED IMPACT PROTECTIVE SYSTEM IS 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. N1EVISXM DTSCRIPROM DATE APPROVED REVISED INSTALLATION DETAILS 06/01/15 R.L. REVISED NAME AND ADDRESS 1 10/27/16 IR.L 15.FOR ANCHORING THROUGH FRAME INTO WOOD FRAMING OR 2X BUCK USE 010 WOOD SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4- MINIMUM EMBEDMENT INTO SUBSTRATE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 16. FOR ANCHORING THROUGH FRAME INTO MASONRY/CONCRETE USE 3/16- TAPCONS WITH SUFFICIENT LENGTH TO ACHIEVE A 1 1/4' MINIMUM EMBEDMENT INTO SUBSTRATE WITH 2 1/2" MINIMUM EDGE DISTANCE. LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 17. FOR ANCHORING THROUGH FRAME INTO METAL STRUCTURE USE 010 SMS OR SELF DRILLING SCREWS WITH SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM BEYOND STRUCTURE INTERIOR WALL LOCATE ANCHORS AS SHOWN IN ELEVATIONS AND INSTALLATION DETAILS. 18. ALL FASTENERS TO BE CORROSION RESISTANT. 19. INSTALLATION ANCHORS SHALL BE INSTALLED IN ACCORDANCE WITH ANCHOR MANUFACTURER'S INSTALLATION INSTRUCTIONS AND ANCHORS SHALL NOT BE USED IN SUBSTRATES WITH STRENGTHS LESS THAN THE MINIMUM STRENGTH SPECIFIED BELOW: A. WOOD: MINIMUM SPECIFIC GRAV17Y OF G-0.42 B. CONCRETE: MINIMUM COMPRESSIVE STRENGTH OF 2,000 PSI. C. MASONRY: HOLLOW/FILLED BLOCK PER ASTM C9D WITH Fm=2,000PSI MINIMUM. D. METAL STRUCTURE: STEEL 18GA (.048) FY-33KSVFU-52KS1 OR ALUMINUM 6063-75 FU-30KSI .048* THICK MINIMUM 20. GEOMETRIC SHAPES ARE ALSO APPROVED. APPROVED GEOMETRIC SHAPES DIMENSIONS SHALL NOT EXCEED INSCRIBED DIMENSIONS OF APPROVED RECTANGULAR ASSEMBLY SHOWN IN SHEET 2. 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 DR, ore No SHEET NO. DESCRIPTION J.L. 1 08-02357 1 1 NOTES dsmE NTS 100E 09/03/14 1-1 OF 12 2 — 3 I ELEVATIONS, CHARTS AND GLAZING DETAILS 4 — 12 INSTALLATION DETAILS L R09ERFOLOWSP.E WV WOODFORD RD LEWNSIMLE. MC 27023 134-W-0609 i VftS #bl spsm SIGNED: 1111512016 Luls R. Lomas P.E. FL No.: 62514 72 1/2' MAX FRAME WIDTH - 6 MAX--- 18• MAX O.C. -I r 6" MAX L 00 1B• MAX O.C. 71 1/2' MAX FRAME HEIGHT 0 REFER TO CHARTS 81 & ®2 FOR NUMBER OF ANCHORS REOUIRED 6• MAX SERIES 185 ALUMINUM FIXED WINDOW EXTERIOR VIEW 72 1/2• MAX FRAME WIDTH 1 B• MAX D.C. - 6- MAX 1 IT 00 71 1/2' 1B MAX FRAME MAXTO.C._ HEIGHT I 0 j REFER TO CHARTS SERIES 185 ALUMINUM FIXED DESIGNER WINDOW A 1 & +2 EXTERIOR VIEW FOR NUMBER OF ANCHORS REQUIRED DESIGN PRESSURE RATING IMPACT RATING 3:60.OPSF NONE NOTES: 1. MAXIMUM D.L.O.: 69 a/4' X 66 314' REVISIONS REV DCSCFWMN DATE APPROVED A REVISED INSTALLATION DETAILS 08/Ot/15 R.L. B REVISED NAME AND ADDRESS 1 10/27/16 R.L. CHART 01 Number of anchors required (Without dgld fillers) Frame Frame width (in) Height 24.00 30.00 36.00 42.00 4600 54.00 ADD 66.00 72.60 in) Nd5 ma Ht5 amb HAS iamb His Jamb HAS amb HAS amb HAS amb HAS amb HAS amb 2400 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 S 2 30.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 S 2 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 S 3 S 3 4100 2 3 2 3 3 3 3 3 3 3 4 3 S 3 S 3 8 3 40.00 2 3 2 3 3 3 3 3 3 3 4 3 5 3 a 3 6 3 8400 2 4 1 2 4 3 4 3 4 3 4 4 4 5 4 6 4 7 4 0.00 2 4 2 4 4 3 S 3 S 4 S, S 5 8 S 7 S 6000 2 1 2 4 3 S S 6 1 6 S 6 8 8 7 8 7180 2 S 2 S 3 S 3 8 3 6 I 7 5 7 8 7 7 7 CHART I2 Number of anchors required (With rigid fillers) Frame Frame width (In) He Ight 24.00 30.00 is. 00 42.00 116.00 54.00 1 60.00 6.00 1 72.80 IM) HAS mD H65 mb HAS mb HAS mb HAS amb HAS mb HAS mD Hd5 amb Hd5 am 24.00 2 2 2 2 3 2 3 2 3 2 4 2 4 2 4 2 S 2 30.00 2 2 2 2 3 2 J 2 3 2 4 2 4 2 4 2 S 2 36.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 42.00 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 S 3 41000 2 3 2 3 3 3 3 3 3 3 4 3 4 3 4 3 5 3 64.00 2 2 4 3 4 3 4 3 4 4 4 4 4 4 4 S 4 60.00 2 4 2 4 3 4 3 4 3 4 4 4 4 4 4 4 5 4 06.00 2 4 2 4 3 4 3 4 3 1 4 4 4 4 4 4 4 S 4 71.60 2 S 2 S 3 S 1 3 5 3 1 5 14 5 4 S 4 5 5 5 SEE SHEETS 4.7 FOR INSTALLATION DETAILS MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON -IMPACT FLANGE & FINLESS ELEVATION R CHARTS DRAww ORD ND. J.L. 1 08-02357 sr NTS D"n 09/03/14 1 S'W2 OF 12 L. R08ERTO LOMAS P.E. I4J2 NUODFORD RD LE W1SVXLE. NC 27023 434-m-O 09 /0oma$@*1 "u6Pa Co. SIGNED: 1111512016 J\ Slll l l li 09 rENSt •'A oa6 TAT E OF ; W 1ONA j1 a\\ Luts R. Lomas P.E. FL No.: 62514 71 I FI HI 6' MAX 72 1/2" MAX FRAME WIDTH - IE-r 18' MAX O.C. 1 j 18' j MAX O.C: 1/2' IA)( GHIGHT j 6' MAX REFER TO CHART /3 SERIES 185 ALUMINUM FIXED WINDOW FOR NUMBER OF EXTERIOR VIEW ANCHORS REOUIRED 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 CHART 13 FOR NUMBER OF SERIES 185 ALUMINUM FIXED DESIGNER WINDOW ANCHORS REQUIRED EXTERIOR VIEW DESIGN PRESSURE RATING IMPACT RATING t60.0PSF NONE NOTES. 1. MAXIMUMD.L.O. 693u'X6834* NLMSIONS DESCROMON DATE FRI PPRMD REVISED INSTALLATION DETAILS 06/01/15 REVISED NAME AND ADDRESS 10/27/16 R.L CHART R3 Number of anchors required n installation Frame Frama wldID (in) lblgnt 240D 30.00 36.00 42.00 46.00 64.00 60.00 66.00 12.50 tin) HAS amD NAS amD HAS lJamb HAS IJ&mb HAS amD HAS emb HAS Mb HAS amD HAS mD 2400 3 3 3 3 4 4 3 5 S 6 3 30.00 3 4 4 3 4 5 S 3 6 36 00 3 3 3 3 4 3 4 4 5 5 3 a 3 1200. 4 4 I 4 4 4 4 4 4 S 4 5 4 6 4 48.00 4 3 4 4 4 4 4 4 4 4 5 4 5 4 6 4 N.00 4 4 4 4 4 4 4 4 4 5 4 5 4 6 4 60.00 5 S 3 5 4 S 4 5 4 S S S 5 5 6 5 66.00 S S 5 4 S 4 5 4 S 5 5 5 S p 5 71.60 7 p 6 64 p 4 1 6 1 4 1 p 1 S 1 6 15 6 e p 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 R CHART DRANK: ONG NO. J.L 1 08-02357 S'A" NTS I DA E 09/03/14 S11aT 3 OF 12 L. ROBERTO LOMAS P.E. 1432 WOODFORD RD LEMSVILLE. AC 27023 434{66.OW9 10p $@*bMssp COm SIGNED: 1111512016 SD. 0, OF ; Luls R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS 1/2" MIN. EDGE DISTANCE 1 1/4' MIN. 1 EMBEDMENT METAL STRUCTURE BY OTHERS 1/4" MAX BACKER ROD SHIM SPACE BACKER ROD APPROVED & APPROVED SEALANT SEALANT 10 WOOD SCREW EXTERIOR EXTERIOR INTERIOR 110 WOOD SCREW RIGID FILLER BACKER ROD APPROVED 1/4" MAX. SEALANT SHIM SPACE WOOD FRAMING 1 1/4' MIN. OR 2X BUCK EMBEDMENTBYOTHERS 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4' MIN. 1/4" MAX. EMBEDMENT SHIM SPACE 1/2MIN. EDGE DISTANCE INTERIOR I10 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION BACKER ROD APPROVED SEALANT STRUCTURE BY OTHERS 3/ 4' MIN. EDGE DISTANCE 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. SHIM SPACE 3/ 4' MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/ 4" MAX. SHIM SPACE INTERIOR 10 SMS OR SELF DRILLING F;;;;EXTERIOR SCREWS AR METALSTRUCTURE BACKER ROD BY OTHERS APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REmsems REV DESCRIPRDN DATE APPROVED A REVISED INSTALLATION DETAILS D6/01/15 R.L. B REVISED NAME AND ADDRESS 10/27/16 1 R.L. NOTES• I INTERIOR AND EXTERIOR FINISHES, BY OTHERS. NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHOUT FILLERS DRAWM OWD NO RI J. L. 08—D2357 waE NTS 09/03/14 1 SHEET4 OF 12 L. AMRTO LOMAS P.E. 14W " ODOFORD RD LEKISVILLE. NC 27023 34- W-0609 TDanas@*kn) Meam SIGNED: 1111512016 S lk I It 01,,/,'/ G E N S+F: 9i1+ 7 o41TA&OF ; Ltz i F`''cLOR10* • IONA 11 aG` Luis R. Lomas P.E. FL No.: 62514 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK 1 1/4" MIN. SEE NOTES 3 - 7 EMBEDMENT SHEET 1 BACKER ROD 1/4 MAX. APPROVED SHIM SPACE SEALANT 3/16" TAPCON EXTERIOR INTERIOR 3/I6" TAPCON BACKER ROD APPROVED SEALANT 1/4" MAX. OPTIONAL 1X BUCK SHIM SPACE SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY BY OTHERS 3 1 1/4" MIN. a a. EMBEDMENT d 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION RENK10N5 REv DESCIIWWU DATE I APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R L. B REVISED NAME AND ADDRESS 10/27/16 R L. 1 1/4" MIN. EMBEDMENT v CONCRETE/MASONRY BY OTHERS 1/4" MAX. SHIM SPACE OPTIONAL 1X BUCK SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON INTERIOR 2 1/2" MIN. EDGE DISTANCE EXTERIOR BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL CONCRETEAIIASONRY INSTALLATION NOTES, 1. INTERIOR AND EXTERIOR FINISHES, BYOTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ. PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITHUT FILLERS DRAWN• DWD N0. R J.L. 08-02357 SME NTS JDATE 09/03/14 s"ET5 OF 12 L RORERTOLOAUSP.E. 14W WOODFORD RD LE WISVILLE, NC 27023 434.w-M9 dbi"tDtrbmatps cam SIGNED: 1111512016 11:0-• 0 6MEOF; 4• A. F•. ORIOP• Luis R. Lomas P.E. FL No.: 62514 1/2' MIN I EDGE DISTANCE WOOD FRAMING I 1 1/4' MIN. OR 2X BUCK EMBEDMENT BY OTHERS 1/a' MAx. BACKER ROD SHIM SPACE APPROVED SEALANT RIGID FILLER 110 WOOD SCREW 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 EMBEDMENTBYOTHERS 1/2' MIN. EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4' MIN 1/4" MAX. EMBEDMENT I r SHIM SPACE RIGID FILLER EDGE DISTANCE 010 WOOD SCREW WOOD FRAMING EXTERIOR OR 2X BUCK BY OTHERS BACKER ROD APPROVED SEALANT JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION METAL STRUCTURE BY OTHERS BACKER ROD APPROVED SEALANT EXTERIOR BACKER ROD APPROVED SEALANT METAL STRUCTURE BY OTHERS 3/4' MIN. EDGE DISTANCE 3/4" MIN iEDGE DISTANCE 1/4' MAX. r SHIM SPACE RIGID FILLER 10 SMS OR SELF DRILLING SCREW INTERIOR 10 SMS OR SELF DRILLING SCREW RIGID FILLER 1/a' MAX. r SHIM SPACE 3/4' MIN EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/4' MAX r SHIM SPACE I fRIGID FILLER INTERIOR 10 SMS OR — SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BACKER ROD BY OTHERS & APPROVED SEALANT JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION REVISIONS REV DESCRU"ION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. 0 REVISED NAME AND ADDRESS 1 10/27/16 R.L. NOTES: 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 SIGNED: 1111512016 MI WINDOWS AND DOORS, LLC S %I 11 Io1, 6MARKET GRA Z, PA17030 v \ •G E N S 4 i SERIES 185 ALUMINUM FIXED WINDOW I0 *• 6 * 7X 72" NON —IMPACT FINLESS INSTALLATION DETAILS WITH RIGID FILLERS 0Dt TAT DRAWN: DWC NO. E 10 , OF tL,u 08-02357 FL0R107j1o111A111\\ IGUE NTS DES 09/03/14 —6 OF 12 L.ROBERTOLOMASAE 1IJ211OODFORORDLEWISVILLE.NC2702J Luis R. Lomos P.E. FL No.: 62514 434- M-0609 ftnast•OYbm"p! com RLMSOWS REV DESCRI M" 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 1 1 /4" MIN. 1 1/4" MIN. EMBEDMENT OPTIONAL 1X BUCK EMBEDMENTSEENOTES3 — 7 SHEET 1 CONCRETE/MASONRY BACKER ROD 1/4" MAX. BY OTHERS 1/4" MAX. APPROVED SHIM SPACE SHIM SPACE SEALANT OPTIONAL 1X BUCK RIGID FILLER SEE NOTES 3 — 7 SHEET 1 RIGID FILLER 3/16" TAPCON EXTERIOR INTERIOR 3/16" TAPCON INTERIOR 3/16" TAPCON BACKER ROD APPROVED RIGID FILLER SEALANT 1/4" MAX. 2 1/2" OPTIONAL 1X BUCK SHIM SPACE MIN. oSEENOTE3 — 7 EDGE SHEET 1 DISTANCE EXTERIOR r CONCRETE/MASONRY BACKER ROD BY OTHERS O a 1 1/4" MIN. SEALANT APPROVED e.. ° EMBEDMENT JAMB INSTALLATION DETAIL 4 ° a ' CONCRETEAAMSONRYINSTALLATION 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION NOTES: I. INTERIOR AND EXTERIOR FINISHES. BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2I 12 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 DRD NO. REV J.L. 08-02357 B SDAu NTS JDATE 09/03/14 1 SNEE17 OF 12 L ROBERTO LOMAS P.E. 1432 MOODFORD RD LEMSVILLE. NC 27M3 434.60.060 Aon&S@*b7lM*COM SIGNED: 1111512016 5 R I li0% i GEIVSF 9P 0 5 o POKF' C F•'LORIO• i 71/PjS ONA 11 aG` Luis R. Lomas P.E. FL No.: 62514 WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 1/2" MIN. EDGE DISTANCE 1 1/4' MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 110 WOOD SCREW METAL STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE 3/4' MIN EDGE DISTANCE A 1/4' MAX SHIM SPACE 110 SMS OR SELF DRILLING SCREW REVISIONS REV DESCRIPTION DATE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B 1 REVISED NAME AND ADDRESS 10/27/16 IRL. EXTERIOR EXTERIOR INTERIOR INTERIOR 110 SMS OR 10 WOOD SCREW SELF DRILLING SCREWSCREW BACKER ROD & RIGID FILLER ROD & RIGID FILLER APPROVED SEALANT 1/4" MAX. APPROVED SEALANT BEHIND FLANGE SHIM SPACE BEHIND FLANGE 1/4' MAX. r SHIM SPACE NOTES' WOOD FRAMING 1 1/4 " MIN. METAjw I. INTERIORAND EXTERIOR FINISHES, BYOTHERS, OR 2X BUCK STRUCTUR NOT SHOWN FOR CLARITY. BY OTHERS EMBEDMENT BY OTHERS 2. PERIMETER AND JOINT SEALANT BYOTHERS TOBE 3/ 4' MI I DESIGNED IN ACCORDANCE WITHASTM E2112 1/ 2' MIN EDGE DISTANCE EDGE DISTANCE VERTICAL CROSS SECTION VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4' MIN. 1/4" MAX. EMBEDMENT F SHIM SPACE 1/ 2" MIN EDGE DISTANC INTERIOR I I10 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 1/ 4" MAX. SHIM SPACE T 3/ 4" MIN. INTERIOR EDGE DISTANCE i10 SMS OR J SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS DRAWN. OWC NQ R J. L. 08-02357 CAM NTS I DATE 09/03/14 —ETB OF 12 L ROBERTO LOM AS P.E. KV INOODFORD RO LEWISVILLE. NC 27D23 434- m4w AbmAS@&bmeSDecnm SIGNED: 1111512016 IVI0 M9i ESF•s: 0 6 ••*_ p AT OF Z A ORI00 p6 l`\ Luis R. Lomas P.E. FL No.: 62514 CONCRETE/MASONRY BY OTHERS OPTIONAL 1 X BUCK SEE NOTES 3 - 7 SHEET 1 BACKER ROD do APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD do - APPROVED SEALANT BEHIND FLANGE OPTIONAL IX BUCK = SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY BY OTHERS 2 1/2• MIN. EDGE DISTANCE 1 1/4" MIN. n EMBEDMENT 7e1/4" MAX. SHIM SPACE 3/16" TAPCON INTERIOR 3/16" TAPCON 1/4" MAX SHIM SPACE 2 1/2" MIN. EDGE DISTANCE VERTICAL CROSS SECTION CONCRETE/MASONRY INSTALLATION 1 1/4" MIN. EMBEDMENT 1 1/4" MIN. EMBEDMENT o CONCRETE/MASONRY BY OTHERS OPTIONAL 1X BUCK • SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON 2 1/2- MIN. : a EDGE REVISIONS ' REV DESCRPRON MR{ APPRWEO A REVISED INSTALLATION DETAILS 06/01/15 RL. B REVISED NAME AND ADDRESS 1 10/27/16 R.L. 1 1 MAX. I SHIMM SPACE INTERIOR DISTANCE EXTERIOR BACKER ROD do APPROVED SEALANT BEHIND FLANGE 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 E2112 SIGNED: 1111512016 MI WIND DOORS, LLC REILIo 9% oWw. MnDK GRATZ, PA 17030 NSFG •s i SERIES 185 ALUMINUM FIXED WINDOW 0 61 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITHOUT FILLERS A , AT OF to` DRAWN On NO. REV s08—sONE2 357 B NA suaE a1ENTS 09/03/14 9 OF 12 110" L. AIMERTO LOU" RE Ikv NOODFORD RD LEWISVILLE. NC 27023 Luis R. Lomas P.E. FL No.: 62514U440-O V A4 n&S@*bmtspt COM WOOD FRAMING OR 2X BUCK BY OTHERS BACKER ROD do APPROVED SEALANT BEHIND FLANGE 1/2' MIN. EDGE DISTANCE 1 1/4" MIN. F EMBEDMENT 1/4" MAX SHIM SPACE RIGID FILLER p10 WOOD SCREW EXTERIOR INTERIOR p10 WOOD SCREW RIGID FILLER BACKER ROD do APPROVED SEALANT 1/4' MAX. BEHIND FLANGE SHIM SPACE WOOD FRAMING 1 1/4" MIN. OR 2X BUCK EMBEDMENTBYOTHERS 1/2' MIN EDGE DISTANCE VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. 1/4' MAX. EMBEDMENT I r SHIM SPACE I RIGID FILLER 1/2' MIN EDGE DISTANC INTERIORI p10 WOOD SCREW WOOD FRAMING OR 2X BUCK EXTERIOR BY OTHERS BACKER ROD k APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION RENSIONS REV DESCRIPIIDN MTE APPRWED 3/4 MIN A REVISED INSTALLATION DETAILS 06/01/15 R.L METAL I I EDt STRUCTURE I B REVISED NAME AND ADDRESS 10/27/16 R.L. BY OTHERS 1/4' MAX. SHIM SPACE BACKER ROD & APPROVED SEALANT IGID FILLER BEHIND FLANGE 10 SMS OR ELFDRILLING CREW EXTERIOR INTERIOR p10 SMS OR SELF DRILLING SCREW BACKER ROD & RIGID FILLER APPROVED SEALANT BEHIND FLANGE 1/4' MAX F SHIM SPACE NOTES. METAL 1. INTERIOR AND EXTERIOR FINISHES, BY OTHERS. STRUCTURE NOT SHOWN FOR CLARITY. BY OTHERS 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE 3/ 4" MIN DESIGNED IN ACCORDANCE WITHASTME2112 EDGE DISTANCE VERTICAL CROSS SECTION METAL STRUCTURE INSTALLATION 1/ 4- MAX. SHIM SPACE RIGID FILLER 3/ 4' MIN. INTERIOR EDGE DISTANCE p10 SMS OR SELF DRILLING SCREWS METAL EXTERIOR STRUCTURE BY OTHERS BACKER ROD do APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL METAL STRUCTURE INSTALLATION SIGNED: 1111512016 MI WIND oWw. MNDX DOORS, LLC a ilo'//, ETGRATZ, PA 17030 J\ 5 C+EHSF.9S+ 0 5 * SERIES185ALUMINUMFIXEDWINDOW*• 73" X 72" NON —IMPACT FLANGE INSTALLATION DETAILS WITH RIGID FILLERS 0 TAT OF E ;ty DRAWN. Da0 NO RLV 08- 02357 a S DNA11Ea\ P. E. FL LUIS R. P LomasscvENTS MTc 09/03/14 0210 OF 12 L ROBERTO LOMAS PE. 14J21WODFORD RD LEWISVILLE. A1C 27023 4. T4-W-Mg r WnASO/bnaspt C0M 2 1/2" MIN. EDGE DISTANCE CONCRETE/MASONRY BY OTHERS e 1 1/4" MIN. 1 1/4" MIN EMBEDMENT OPTIONAL 1X BUCK a EMBEDMENT SEE NOTES 3 - 7 SHEET 1 BACKER ROD & APPROVED SEALANT BEHIND FLANGE EXTERIOR BACKER ROD & - APPROVED SEALANT BEHIND FLANGE OPTIONAL 1X BUCK - SEE NOTE 3 - 7 SHEET 1 CONCRETE/MASONRY - BY OTHERS 1/4" MAX. CONCRETE/MASONRY .•• BY OTHERS SHIM SPACE RIGID FILLER OPTIONAL IX BUCK • SEE NOTES 3 - 7 SHEET 1 3/16" TAPCON o• INTERIOR 3/16" TAPCON 3/16" TAPCON RIGID FILLER 1/4" MAX. SHIM SPACE • e 1 1/4" MIN. e a EMBEDMENT e 2 1/2" MIN EDGE DISTANCE VERTICAL CROSS SECTION CONCRET SONRYINSTALLATION 2 1/2" MIN a EDGE REVISIONS REV DESCRIFIMN D.1E I AiV11.HED A REVISED INSTALLATION DETAILS 06/01/15 R.L. 8 REVISED NAME AND ADDRESS 10/27/16 R.L. 1/4' MAX. SHIM SPACE r RIGID FILLER INTERIOR DISTANCE EXTERIOR BACKER ROD & APPROVED SEALANT BEHIND FLANGE JAMB INSTALLATION DETAIL CONCRET&W SONRY INSTALLAT ION 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 WITH RIGID FILLERS DRAWN: No RL' 7J.L. 08-02357 6 CALE NTS DAh 09/03/14 1 SHEL" 11 OF 12 L ROBERTO LOADS P E. 14M WOO DFORD RD LEWISVRLE, NC 27023 SIGNED: 11/15/2016 O i/iv •\GENS 9iP M.-TAT POOF,*!L, 0RLOP G` 4101VA 1Aa\\ Luis R. Lomos P.E. FL No.: 62514 APPROVED SEALANT BEHIND FIN 1 1/4" MIN. EMBEDMENT 6 WOOD WOOD SCREW FRAMING BY OTHERST_ 1 1/4" MAX. r SHIM SPACE WOOD FRAMING I 1/4" MAX 3/8" MIN BY OTHERS SHIM SPACE EDGE DISTANCE 6 WOOD INTERIORSCREW INTERIOR EXTERIOR 1/4" MAX r SHIM SPACE 3/8" MIN 118! EDGE DISTANCE 6 WOOD WOOD SCREW FRAMING APPROVED 1 1/4" MIN BY OTHERS SEALANT EMBEDMENT BEHIND FIN VERTICAL CROSS SECTION WOOD FRAMING OR 2X BUCK INSTALLATION 1 1/4" MIN. EMBEDMENT T__ hLr_- APPROVED SEALANT BEHIND FIN EXTERIOR 3/8" MIN EDGE DISTANCE JAMB INSTALLATION DETAIL WOOD FRAMING OR 2X BUCK INSTALLATION REVISIONS REV DESCRIPTION DALE APPROVED A REVISED INSTALLATION DETAILS 06/01/15 R.L. B REVISED NAME AND ADDRESS 1 10/27/16 R.L. NOTES' I INTERIOR AND EXTERIOR FINISHES, BY OTHERS, NOT SHOWN FOR CLARITY. 2. PERIMETER AND JOINT SEALANT BY OTHERS TO BE DESIGNED IN ACCORDANCE WITH ASTM E2112 MI WINDOWS AND DOORS, LLC 650 W. MARKET ST. GRATZ, PA 17030 SERIES 185 ALUMINUM FIXED WINDOW 73" X 72" NON —IMPACT FIN INSTALLATION DETAILS DRAWN: DW6 No J.L. 08-02357 SCAM NTS DATE 09/03/14 SNEET 12 OF 12 L. ROBERTO LOMAS P.E. I132 WOODFORD RD LEMSVXLE. NC 27023 134-M-0609 dbmasOklomaw cam SIGNED: 1111512016 0JS 1R IILI' / x C' E N'pF•9`P NA M.-TeATV70'",,w'r? O i Luls R. Lomas P.E. FL No.: 62514 Florida Building Code Online Page 1 of 3 Businats o aCIS Home Lop In User Registration ; Hot Topic Submlt Surcharge Stats & Faas E PublCiltlons FSC Stall SCIS Site Map Unks Search Aoli a W-a Product ApprovalUSER: Public User lirpti lrr[f Product Aooroval Menu > Product or Aoolintion Searoh > Application L6t > Application Detail FL # FL15353-R2 Application Type Revision Code version 2014 Application Status Approved Comments Archived Product Manufacturer MI Windows and Doors Address/Phone/Email 650 West Market Street Gratz, PA 17030 717) 365-3300 Ext2560 bsitlinger@miwd.com Authorized Signature Brent Sitlinger bsitlinger@miwd.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered, Architect or a Licensed Florida Professional Engineer G Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Luis R Lomas, PE the Evaluation Report Florida License PE-62514 Quality Assurance Entity National Accreditation & Management Institute Quality Assurance Contract Expiration Date 12/31/2017 Validated By Steven M. Urich, PE G Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code Product Approval Method FL15353 R2 COI FLCOI.odf 1710.5.3 Method 2 Option B http://www. floridabuilding. org/prlpr_app_dtl . aspx?param=wGEVXQwtDgtH 8 5 72gvd WI S... 9/7/2017 N O M DDr 993 99 00 N tp . a C. O 0010 C C NN o— C > t•r= N < c= t-nLk' Ow Cl) Do C->>E: b»I03v93O7N9a9 Amdoo 0 . < < p N , O. 01 NNq•00ry VtA d C C t0•rNN f 2••p— C > nDN »= O N i c= wOw v v QO"'DDr d Io3vc3 O SN99a tporOO n 7 . < < p N " 01 06 NNN•o0ryA - N eti to pt C C riNNf2.. o C > nDN S O t f a= w"» Io3993 VI wrn m OC"'DDr Nya9 t0dO0a 7 : < < p W d 0. 0. NN= I.000 Nt j C C wNN 2•• 0_. C > nDto S O f 0= w Lnwt. n v QOt+DDr bIo3a3O =NQy V op md00 ° w .. 0 .: < < p N 9 a C NNN• o0ry N eul t00_ y C C t0• rNNi. 2••p CnDN ^ S Ot f d= w towA v oo->D b» Io3 a3 Y1v V'a md00gr O .. o .i < < N 9 0. 0. C NHN00INp NN1p wNA i. 2••o 7{ C 7 nDN t•rS Otom, < f a= w toWw v oo->D b» A3a93 OtoCo mmf 00^ w o ri < < 0 d 9 O. O. C h0- 0'OA FA OCOA. aM 0to(D f. z••p. O{ C 7 0, S O N i o= t~ n WtowN v go->> bM3av'3 O7V0vv.0 tn mo00 N o ri < < p d 9 WNNNo0A to OCMINO f z••o 7{ C 7 nDN S O E0= w towr n n n n to to to to 3 ON N oN g N oN to AN g t_^ oN V O+ 0 ION V 0% N (D V H ( D V o 0. S .. N = .. N1+ N = .. N1r ON = .. N1+ coN = .. NLn N = .. NV1 N = .. NN = .. N0 S O N w 2 S O CD t`• t 2 S O t!1 t`•t z S O N 2 Oz S O 2 N S O 2 S O z NNNwNNcOr N A In LA Ln th CD .0 02 N N N N N 0!N A X A X A x A x A x A x A x A O z 3 3 d d a d d 3 X x x x x x x fP 3 3 3 3 3 3 3 c c c c c c c J 0 0 0 0 T 1DN n Mn<I2 C n <n< 11 C nTMn<Z? CfDn n< n <n<'nM C n m< to N 1 ? n< N G e l n m ormtD b d N m d_m(D b b N r- b d m orm' d b N 01 N_ b b N N 01 N ], d d rZ N Y N T db0 Nfl b C d O C ! d O C C C 't — O C 't C O 1 n d G rd+Ga d n n NGG y Q nGG y p rOiQG b G MGG 01 n G rd+GG d G td Qa 01 n 9 ao rr 700 D 3 c 0 c oo » M 700 or D v 0 a ao 0« O of D c 0 a ao M p7« 7p0 D 3 t 0 c ao 7« 7p0 D 3 c 0 c ao .+ 7< K p0 b D v 0 v oo 0 J« O c 3e c 0 Cr a J« 0 b y r H cr_ H n Anc c 3 Air t aAnc. C 3 Air w nDAac r N n a, nDA06 3 p'.. t Aa Air rt 0CL c 3 o c30 m 9ANaoa t: C to vto, 0 a Oa C m 9mN 0 a Oa 3 0 0 m vm' a Oa 3 0 om 0 a Oa ; C a a c 3 0 a Oat" 3 C Arc O 3 c N M 70 2 3 c n CL 3 N M JD . r,c n ao 3 N ID JO f,M c nt as I.1 3c fD N w 0 i r c a no 3 c N N 7o r c n no 3 N O P M3 b,: r. c n ao 3 c M tD 70 n a:) cnao 3 3Ao o m 0 R3Ao c m m . 3A0 c m to o 3 0 v 0 ro m t_: 3Ao c to m % R 3 0 c m m 3Ao c 3Ap' c AN Ln O I N O ol D = NIA • N iD N O i 1N N O 1 1 N O 7 7aO7 — a O 7 a S a l a y O 7 7 a 7 S a O m a„ am a am a am a am a„ am a am a am v„ m vva d d T v v t d d m v va d b m v va„ b b m v va d b m v van b b m T v va b b m N 14 N N 14 14 N AC to hi<N N O Ln.. Ln Ln.. Ln.. Ln Ln.. Ln A M M A N N M M A N N N N A N N tp p A In N N lb A N N tp M A N N ry M A N N 0www 3 m r^o tom y v . d c h N O N rS n C G oa n C D a ado O O O 000all pZ+- 0-1 tD%D O NN N N N O O O O to to N tr logi N o b 7g $ b gg p x:.;e a0Ngr j N3 1 b V 6 pb u logo Qo N?p xao o osa aGb Sb9b3<28'n 0 Da n a n3Rno E9<E in3En o CBA'3 n L+nQ MS L^IOp .b snr Y b < pin 8=8 d o nb b b o ncoe 8ao . pamNnaamatm; YO b.pR b O O OC0 bay ey" aC. gs o o C a go" DD A3vv3 SNpC90Gr a3 NA. o. aac x N N• w N b N N N 0 0 iv 7 CmANfNp i Z O co oDV. f p= w Ln wQp"'DDr or A3 v3 d U lO eD/ 003 am - a 9paac x m wdj % V• N 0 O A O w VI f Z O 5 oDN(' S i = w w, 7Np- 0 o o 0"' DD w 03- 0v3 MOd 1 00 03 0a-+ 0 9aacxA N N A . N N y 0 0 O O C d C C d.OiFA F Z O 5 C oDN(!S f c= w w o,. m3 O ASmN y0 2 w3d I a x dNN • cmN» f Z 0DN i 3 33NO N O W N N N N 1Np = •• co co co N I O N W W A NI O N N w w i0 N N w NJ InN NN NN N W N W x A x co x co x co y y 3 y x x Im x x3 3 3 3 C C C C 7 7 n c ; c Ic n Int c n 4n O C N d A N d N N N N d N N O IV 0,0 Cr CD " 7« O D c O r = 7« p0 D C Cr0Cr CD " 7« p0 o D 0, 0 or< 7< m3 per c 5 p a Aoc N Q N yj v ov 3 C n Acl . N O N y v ov ' 3 nD1,ac t. fp 9 N jA a Ov 3 c 0, OL N 9 N v ov o','1NNAcC 3 N N JO D a c 3 N W N P e C 3 N ( D 3 mm . 1 m m :. c m m s m m goo, A0 3 9 AN O O 3 go, A0 3 7 7 N a N O 7 7 N N S N N O 7 D pDOaTam a am aT am aT a ID dm a cm 1 a dm61 6 d a 14 14 Ln NN A< p N N ID N N A ID A N N N N N N NOTES. 1) THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH REOUIREMENTS OF THE FLORIDA BUILDING CODE. 2) WOOD FRAMING TO BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO STRUCTURE. FRAMING IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD. 3) ALLOWABLE STRESS INCREASE OF 1/3 WAS NOT USED IN THE DESIGN OF THE PRODUCT SHOWN HEREIN. WIND LOAD DURATION FACTOR Cd=1.6 WAS USED FOR WOOD ANCHOR CALCULATIONS. 4) APPROVED IMPACT PROTECTIVE SYSTEM IS NOT REQUIRED FOR THIS PRODUCT IN WIND BORNE DEBRIS REGIONS UP TO WIND ZONE 3. 5) DESIGN PRESSURE AND INSTALLATION DETAILS SHOWN IN THIS DOCUMENT APPLY ONLY TO MULLION WINDOWS MUST BE APPROVED UNDER SEPARATE APPROVAL. 6) SINGLE WINDOWS TO BE MULLED ARE NOT LIMITED TO THOSE SHOWN IN THIS DRAWING. WINDOWS MUST BE MANUFACTURED BY MI WINDOWS AND DOORS, INC. 7) DESIGN PRESSURE OF MULLED UNIT SHALL BE CONTROLLED BY THE LESSER DESIGN PRESSURE OF THE MULLION OR THE INDIVIDUAL WINDOW OR DOOR UNIT. 8) UNITS MAY BE MULLED TOGETHER INDEFINITELY AS LONG AS SINGLE UNIT WIDTH AND HEIGHT ARE NOT EXCEEDED AND MULLION IS ANCHORED AS SHOWN HEREIN. 9) MULLION VERTICAL INSTALLATION IS SHOWN, MULLION MAY BE USED IN HORIZONTAL APPLICATIONS AS LONG AS DIMENSIONS INDICATED HEREIN ARE NOT EXCEEDED AND MULLION IS ANCHORED ACCORDING TO THIS DOCUMENT. DESIGN PRESSURE TABLE INSTRUCTIONS: 1) DEFINE REOUIRED DESIGN LOAD PER FLORIDA BUILDING CODE CHAPTER 16. 2) DETERMINE TRIBUTARY WIDTH AND MULLION SPAN BASED ON PRODUCT TO BE INSTALLED. SEE FORMULA FOR TRIBUTARY WIDTH. 3) LOCATE MULLION SPAN (UNIT HEIGHT) AND TRIBUTARY WIDTH. AT THE INTERSECTION OF ROW AND COLUMN CONTAINING THE MULLION SPAN AND TRIBUTARY WIDTH RESPECTIVELY IS THE MULLION RATING FOR PRODUCT IN STEP 2. MULLION RATING MUST BE EOUAL OR GREATER THAN REQUIRED DESIGN PRESSURE OBTAINED IN STEP 1. TRIBUTARY WIDTH = W1 + W2 2 REV I DESCRIPWM DATE I APPROVED A I REVISED INSTALLATION DETAILS 06/10/I5 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 NOTES CONFIGURATIONS AND DP CHART INSTALLATION DETAILS MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ, PA 17030-0370 5764 — VERTICAL MULLION 83" MULLION SPAN GENERAL NOTES DRAWN. DRD NO. V.L. 08-01439 ScAu NTS IOAE 01/11/12 —1 OF 3 SIGNED: 0611112015 GENS p,,g 6nt 0; 5TTATE OF ; REV Z0R10* p i//0/0NA 11 a\ COMBINED WIDTH W,-W2-' 63'1 1 FRAME HEIGHT WINDOW WINDOW1L- MULLION SPAN) FF HE ML SI 107 3/8" COMBINED WIDTH W, 1- w2 83' FRAME HEIGHTWINDOWNLDOWMULLIONSPA) 1 COMBINED WIDTH 13" J J WINDOW IGHT WINDO W/NDO LLION w, F•- W2 107 3/8" mvpn Desi n ressure ratio 1 Mullion span (In) Tributary 18.132S.SO width ( in) 36. 00 42.00 46.00 52.13 25. 00 130.0 130.0 130.0 1300 130.0 130.0 37. 38 130.0 130.0 127.2 127.0 127.0 127.0 49. 63 120.7 943 77.9 738 72.1 72.0 62. 00 710 522 397 359 334 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 - jr W2 BY Lw FRAMEWINDOW HEIGHT MULLION SPAN) I F_ 107 3/8• COMBINED WIDTH wt - I r-- wz BY / 1 NINDOW I FRAME HEIGHTWINDO WINDOW MULLION SPAN) IL 1 1 1 W1 -- IF- W2 107 3/8" COMBINED WIDTH REVISIONS , REV I DESCRIPnON DATE APPROVED A I REVISED INS,ALLATION DETAILS 06/10/15 R.L. 107 3/B' COMBINED WIDTH w, wz BY 1 WINDOW FRAME HEIGHT W WfNDO1WINDOW MULLION SPAN) 1 1 1 APPROVED CONFIGURATIONS MULTIPLE UNITS MAYBE MULLED TOGETHER AS LONG AS COMBINED WIDTH DOES NOT EXCEED 107"' AS SHOWN HEREIN. Design pressure rating (pst) with rebar" option Mullion span ( In) Tributary width (in) 18. 13 25.50 30.00 42.00 48.00 62.1J 25. 00 130.0 130 0 130 0 1300 1300 130.0 37. 38 130.0 130 0 127.2 127.0 127.0 1270 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 u 8 292 26.7 25.5 BI. 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. W1-- IF-W2 107 3/8" COMBINED WIDTH MI WINDOWS AND DOORS 650 WEST MARKET STREET GRATZ. PA 17030-0370 5764 - VERTICAL MULLION 83" MULLION SPAN APPROVED CONFIGURATIONS AND RATING CHARTS AW I DaC NO. I RI V. L. 08-01439 SIGNED: 0611112015 0, RllL0/ GENSE • Tr M5E OF ; O iS` A•tOR10* 4z lS1oNA 11E V-7- U 2 1/2" MIN r EDGE DISTANCE MASONRY/CONCRETE BY OTHERS 1 1/4- MIN. EMBEDMENT 1/4' TAPCON SECT5796 CLIP OPTIONAL REBAR SECT5764 MULLION MT000022 CLIP 10 WOOD SCREW I I II I I I 1 3/8- MIN. EMBEDMENT WOOD FRAMING/ 1/2MIN. 2x BUCK EDGE BY OTHERS DISTANCE VERTICAL CROSS SECTION MASONRYICONCRETE AND WOOD FRAMING INSTALLATION NOTE: CLIPS MAY BE USED IN MASONRY/CONCRETE OR WOOD FRAMING SUBSTRATE. 3. 261 " 3. 250" 4. 000" REVISONS REV DESCRFWN DATE APPROJED A REVISED INSTALLATION DETAILS 06/10/15 R.L. 3. 750' 1. 000' 0.375" 0. 422" 2. 032' 2.875" 0. 84 3' I SECT5796 CLIP FOR CONCRETE INSTALLATION ALUMINUM 6063-75.125• THICK 2x 00.210" MT000022 CLIP 16GA (. 0637 GALVANIZED STEEL 3.750" 2 189" 1. 030 0.375" 2., 40" —I T 1. 125" 0. 843" 2X m0.210" 562 1SECT5764 MULLION ALUMINUM 6005-T5.125' THICK T 1. 5II62" 0 688- I— J SECT5796 CLIP FOR WOOD FRAMING INSTALLATION ALUMINUM 6063-T5.125' THICK 1. 531' nISIGNED: 0611112015 L MI WINDOWS AND DOORS v 1111111Iii RF- 185-2 REBAR 16GA(. 062)GALVANIZEDSTEEL 650 WEST MARKET STREET GRATZ, PA 17030-0370 R • L 0 1f/ v •\ 0ENg:44i 5764 - VERTICAL MULLION*• 0 6 *= 83" MULLION SPAN ry- INSTALLATION DETAILS AND COMPONENTS TAT E OF DRAWN- PRO ND. REVpR10:: 08 A ONA11Ea\\\ sNTS DATE 01/11/12 `39OF'3 Florida Building Code Online Page 1 of 3 r tit gl a .err . I rRiriir.Y.iflr'i1Fi iiiiriii'C BUS Home Log In User Registration I Not Topics submit Surcharge Stats B Facts Publications FSC Staff SCIS site Map finks I Search a 41182"0Product ApprovaldbrUSER: Public User Product Approval Menu > ProAuer or Aooliunon Search > Aoohutlon List > Application Detail FL # FL13223-R3 Application Type Revision Code Version 2014 Application Status Approved Comments Archived 13 Product Manufacturer James Hardie Building Products, Inc. Address/Phone/Email 26300 La Alameda Ste. 250 Mission Viejo, CA 92691 909) 349-2927 pingsheng.zhu@jameshardie.com Authorized Signature Pingsheng Zhu pingsheng.zhu@jameshardie.com Technical Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Quality Assurance Representative Pingsheng Zhu Address/Phone/Email 10901 Elm Ave. Fontana, CA 92337 909) 349-2927 pingsheng.zhu@jameshardie.com Category Panel Walls Subcategory Siding Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Fi Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Ronald I. Ogawa the Evaluation Report Florida License PE-24121 Quality Assurance Entity Intertek Testing Services NA, Inc. Quality Assurance Contract Expiration Date 01/01/2018 Validated By John Southard, P.E. 5 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 Eauiv ASTM C1186 Eguivalencv Sioned.Ddf http://www.floridabuilding.orglprlpr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 2 of 3 I 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-2SS6-15 Panel metal-wood.odf FL13223 R3 11 ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 II Install Cemoanel Sidino.odf Design Pressure: N/A FL13223 R3 11 NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04 Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes 13223.2 HardiePanel Siding fiber -cement panel siding Limits of Use Installation Instructions Approved for use in HVHZ: Yes FL13223 R3 11 ER RIO-2556-15 Panel metal-wood.pI f FL13223 R3 11 ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes FL13223 R3 11 Install HardiePanel Sidina.odf Design Pressure: N/A FL13223 R3 II NOA 15-0122.04.odf Other: For use inside a HVHZ install In accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrina.odf FL13223 R3 AE NOA 15-0122.04.01' 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.odf FL13223 R3 11 ER RIO-2578-15 Panel to Furrino.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL13223 R3 11 Install Prevail Panel Sidino.odf Design Pressure: N/A FL13223 R3 11 NOA 15-0122.04.odf Other: For use inside a HVHZ install in accordance with Verified By: Intertek Testing Services NA Ltd. NOA 15-0122.04. Created by Independent Third Party: No Evaluation Reports FL13223 R3 AE ER RIO-2556-15 Panel metal-wood.odf FL13223 R3 AE ER RIO-2578-15 Panel to Furrino.odf FL13223 R3 AE NOA 15-0122.04.odf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Steno Road. Tallahassee FL 32399 Phone. 850-487-I1124 The State of Flonda 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 mall. 1( 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 45S, F.S. must provide the Department with an email address If they have one. The emalls provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 455, F.S., please click heir_ Product Approval Accepts: tz http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 Florida Building Code Online Page 3 of 3 Credr Card Safe http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgvRk6bsvZ66FC... 9/7/2017 PROJECT RIO-2556-15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIE® BRAND FIBER -CEMENT PANELS TO WOOD AND METAL FRAMED WALLS WITH VARIOUS FASTENERS JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 TABLE OF CONTENTS PAGE COVER PAGE 1 EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE 2 REFERENCE REPORTS 2 TEST RESULTS 3 TABLE 1A, RESULTS OF TRANSVERSE LOAD TESTING 3 TABLE 1B, SHEAR VALUES 3 DESIGN WIND LOAD PROCEDURES 4 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING V AND p 4 TABLE.3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B 5 TABLE 4, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE C 5 TABLE 5, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE D 5 TABLE 6, ALLOWABLE WIND SPEED (MPH) FOR HARDIEPANEL SIDING 6-7 LIMITATIONS OF USE 7 AS PRODUCT EVALUATOR; THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH THE REQUIREMENTS OF THE ASCE 7-10, THE 2014 FLORIDA BUILDING CODE, AND THE 2012 INTERNATIONAL BUILDING CODE. PREPARED BY: RONALD I. OGAWA & ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH,, CA 92649 714-292-2602 714-847-4595 FAX RONALD 1. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #"3 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com EVALUATION SUBJECT HardiePanelO Siding James Hardie Product Trade Names covered In this evaluation: HardiePanelD Siding, CempanelH Siding, PrevagTM Panel Siding EVALUATION SCOPE: ASCE 7-10 2014 Florida Building Code 2D12 International Building Coda® 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 nags or screws. REFERENCE REPORTS: i. Intertek Report 3067913 (ASTM C1186) Material properties HardiePanel Sk tit 2. Ramtech Laboratories Report IC-1270-94 (ASTM E330) Transverse Load Test 5116' Thick by 48 inch wide HardiePanel Siding installed on 2X4 Hem -Fr wood studs spaced at 16 inches• on center with a 6d common galvanized nag 3. Ramtech Laboratories Report ICA 271-94 (ASTM E330) Transverse Load Test, 5116* Thick by 48 Inch wide HardiePanel Siding Installed on 2X4 Hem -Fir wood studs spaced at 24 Inches artxrfler with a 6d common galvanized nag 4. Ramtech Laboratories, Inc. Report 10868-9711475 (ASTM E330) Transverse Load Test 5f16' 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 rug shank nail 5. Ramtech Laboratories. Report IC-1054-89 (ASTM E330) Transverse Load Test, 1/4' 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. log X 0.323 In head diameter ribbed bugle head screw 6. Ramtech Laboratories. Report IC-1055-89 (ASTM E330) Transverse Load Test.1/4"Thick by 48 inch wide HardieParal Siding installed on 20gauge Meal studs spaced'at 24 inches on center with a No 8 X 1 in. long X 0.323 In tread diameter ribbed bugle head screw 7. Remtech laboratories, Report 11149-9811554d (ASTM E330) Transverse Load Test,1/4' Thick by 48 inch, wide HardiePanel Siding installed on 20gauge Meal studs spaced at 16 and 24 inches on center with a ETdF 0.100 in. knurled shank X 1.5 in. long X 0.25 in. head diameter pin fastener S. Ramlech Laboratories Report IC-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' Thick by 48 inch wide HardhePanel Siding installed on 2X4 Hem-Fv 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 46 inch wide HardieParhel Siding installed on 2X4 Group III SG-0.36 wood studs spaced at 16 Inches on center with a 4d, 0.091 inch stank by 02M inch head diameter by 1.5 inch kug rig shank nag 11. Ramtech Laboratories Report IC-1057-89 (ASTM E72) Racking Shear Test, 5f16' Thick by 48 inch wide.HardiePannel 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 -For wood studs spaced at 16 and 24 Inches on center with a ET3F 0.100 in. knurled shank X 1.5 in. long X 025 in. head diameter pin fastener JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@)ameshardie.com TEST RESULTS: Table 1a, Results of Transverse Load Testing RONALD I. OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 fastener Spacing fin.) Frame Ultimate Thickness Width Spacing Perimeter Field toad Report Number Test Age in.) in.) Frame T in. Supports Supports Fastener T PSF T31101270.94 Ramtech 0.3125 48 2X4 wood Hem -For 16 6 6 6d common 149 IC-1270.94 Ramleeh 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 236 IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -fir 24 6 6 6d common 94IC-1271-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 143 10868-9711475 Remtech 0.3i25 48 2X4 wood. SG 2 0.36 16 4 6 4d.•0.091 in. shards X 0.225 in 90 30.0HDX1.5 in shank nag Min. No. 20 gauge X 3.625 in. X Min No 8 X 1 In. long X 0.323 In IC-1054-89 Ramtech 0.25 48 1.375 In metal stud 16 6 6 head diameter fibbed bugle 169.9 56.6 head screw Min. No. 20 gauge X 3.625 In X Min No 8 X 1 In. long X 0.323 in IGtI)55 89 Ramtech 0.25 48 1.375 in metal stud 24 6 6 head diameter fibbed bugle 91.9 30.6 head ruxew Mtn. No. 20 gauge X 3.625 In. X ET&F 0.100 in. knurled shank X 11149.98/1554d' Ramtech 0.3125 48 1.375 in metal stud 24 4 8 1.5 in. long X 0.25 In. head 170 56.7 diameter pin fastener Min No. 20 gauge X 3.625 in X ET&F 0.100 In. knurled shank X 11149-98/1554d Ramtech 0.3125 48 1.375 in metal stud 16 4 8 1.5 to long X 0.25 in head 101 33.7 diameter pin fastener 1. Allowable Load is the Uttimate•Load divided by a Factor of safety of 3. 2..HardiePanel Siding complies with ASTM Cl 186, Standard Specdcation for Grade 11, Type A Non -asbestos Fiber -Cement Flat Sheefs. Table tb, Shear Values Allowable Loads In Pounds Per Lineal Foot for Panel Shear Walls 2 Fasteror Spacing fin.) Frame Ultimate Thickness Width Spacing Perimeter Field Load' Report Number Test Age in.) m.) Frame'T a on.) Supports Supports fastener T IC-1273-94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 6 6 6d common 603.8 E232-9IC-1273.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 16 4 4 6d common 6 88.8 IC-1274.94 Ramtech 0.3125 48 2X4 wood Hem -Fir 24 6 6 6d common 460.0 IC-1274-94 Ramlech 0.3125 48 2X4 wood Hem -Fir 24 4 4 6d common 637.5 1086&97/1475 Ramtech 0.3125 48 2X4 wood, SG a 0.36 16 4 8 4d. 0.091 at thank X 0.225 in. 595,4 198.5HDX1.5 in long ring shank nail Min. No 20 gauge X 3.625 in. X Min No 8 X 1 In. long X 0.323 in IC-1057-89 Ramtech 0.25 48 1.375 in metal stud 16924 6 6 head diameter ribbed bugle 990.0 123.8 head screw m. Min. No. 20 gauge X 3.625 X ET&F 0.100 in: knurled shank X 11284-99f 1580 Ramtech 0.3125 48 1.375 In metal stud 16 4 8 1.5 in. long X 0.25 in. head 1227.0 153.4 diameter pin fastener Min No. 20 gauge X 3.625 in. X ET&F 0.1001n. knurled shank X 11284-9911680 Ramtech 0.3125 48 in metal stud 24 4 8 1.5 In. long X 0.25 in. head 1060.0 132.5 37 diameter pin fastener 1.,Ad board edges shall be supported by framing. Panels shall be applied with the long dimension either parallel or perpendicular to studs. 2. The maximum height -to -length ratio for construction in this Table is 2:1. 3. In the steel framed assemblies the allowable load is based on the average load at 118 inch net deflection. RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2556.15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@jameshardie.com DESIGN 'VVIND LOAD PROCEDURES: Fiber -cement siding transverse bad caparAy (wind bad capacity) is determined via compliance testing to transverse load national test standards. Via the transverse load testing an allowable design load is determined based on a factor of safety of 3 applied to the ultimate test load. Since the allowable design bad Is based on factor of safety of 3, allowable design bads on fiber -cement siding correlate directly to required design pressures for Allowable Stress Design, and therefore should be used with combination loading equation 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.S1A, Figure 26.5.1 B, and Figure 26 5.1C. For.Ods analysis, to calculate the pressures in Tables 3, 4, and 5, the load combination will be in accordance with ASCE 7-10 Section 2A combining nominal loads using allowable stress design, load combination 7. Load combination 7 uses a load factor of 0.6 applied to the wind velocity pressure. Equation 1, q.=0.00256'K.'Kn Ka'V (ref. ASCE 7-10 equation 3:0.3.1) q, , velocity pressure at height z K, , velocity pressure exposure coefficient evaluated at height z Kn , topographic factor Kd . wind directionality, factor V , bask wind speed (3-second gust MPH) as determined from (2012 IBC, 2014 FBC) Figures 1609A, S. or C: ASCE 7-10 Figures 26.S1A. S. or C Equation 2, V=V,a (ml. 2012 IBC ti 2014 FBC Section 1002.1.dernif astj V,a , ultimate design wind speeds (3-second gust MPH) determined from 12012 IBC, 201.4 FBC) Figures 1609A, B, or C: ASCE .740 Figures 26.54A, 8,orC Equation 3, p=q6'(GC'-GC0) (ref. ASCE 7-10 equation 30.6-1) GC. , product of extemal pressure coeffiderd and gust -effect factor GCd , product of irnemal pressure coefficient and gust -effect factor to , 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,9(n'K,`V."(GCp-GC,) Allowable Stress Design, ASCE 7-10 Section 2.4.1. load combination 7 Equation 5, 0 6D + 0.6W (mf. ASCE 7-10 section 2.4.1, load combination 7) O , dead bad W . wind load To determine the Allowable Stress Design Pressure, apply the load /actor for W (wind) from Equation 4 to p (design pressure) determined from equation 4 Equation 6, P. = 0.6'(p) Equation 7, p.4 = 0.6'(0.00256'Kt V.-K,-V,.='(GC,-GCyn Equation 7 is used to populate Table 3, 4, and 5. To determine the allowable ultimate basic wind speed for Hardie Siding in Table 8, solve Equation 7 for V,e, Equation 8, Vw =(p.d0.6.0.00256'K,•Ka'K,'(GCp-GCd))aa Applicable to methods specified in Exceptions 1 through 3 of 120121BC, 2014 FBC) Section 1609.1.1., to determine the allowable nominal design wind speed (Vasd) for Mardis Siding in Table 6. apply the conversion formula below. Equation 9, V., = VIA - (0.6)06 (ref. 201218C 6 2014 FBC Section 1609.3.1) Va . Nominal design wind speed (3-second gust mph) (rot. 201218C d 2014 FBC Section 1602.1) Table 2, Coefficients and Constants used in Determining V and p, Kz Wall Zone 5 Height III) Exp B Exp C Exp O K= VId G GC 0-15 0.7 085 1.03 hS60 1 0.85 1.4 0.18 20 0.7 0.9 1.08 1 0.85 1.4 0.18 25 0.7 0.94 1.12 1 0.85 1.4 0.18 30 0.7 0.98 1.16 1 0.85 1.4 0.18 35 0.73 101 119 1 0.85 1.4 0.18 40 0.76 1.04 1.22 1 0.85 1.4 1 0.18 45 0 785 1.065 1 1.245 1 0.85 1.4 0.18 50 0.81 1.09 1.27 1 0.85 1.4 0.18 55 0.83 1.11 1.29 1 0.85 1.4 0.18 60 085 1.13 1.31 1 0.85 1.4 0.18 100 0.99 1.26 1.43 h>601 1 1 0.85 1.8 0.18 RONALD I.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-8474595 FAX PROJECT: RIO-2556.15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 into@jameshardie.com Table 3, Allowable Stress Design - Component and Cladding (C3C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category B. Wind Speed 3-seondgust) 100 105 110 115 120 130 140 150 160 170 180 190 200 2W Height ft B B B B B B B B B B B B B B 0.15 14A 15.9 17:5 19.1 20.8 24.4 28.3 325 37.0 417 46.8 521 57.8 63.7 20 14.4 15.9 17.5 19.1 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 63.7 25 14.4 15.9 17.5 19.1 20.8 24.4 28.3 325 37.0 41.7 46.8 52.1 57.8 63.7 30 14.4 1" 17.5 19.1 20.8 24.4 283 32.5 37.0 41.7 46.8 52.1 57.8 63.7 35 15.1 16.6 18.2 19.9 21.7 25.4 29.5 33.9 38.6 43.5 48.8 54.4 60.2 66.4 40 15.7 173 1 -19.0 20.7 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 69A 45 16.2 17.9 1 -19.6 21.4 23.3 27.4 31.7 36.4 41.5 46.6 52.5 58.5 64.8 71.4 50 16.7 ASS 20.2 221 24.1 282 32.7 37.6 42.8 48.3 50.1 60.3 66.8 73.7 55 17.1 18.9 20.7 226 24.7 28 9 33.6 38.5 43.8 49.5 555 61.8 S 75.5 1 25.6 31. 3 .8 3.3 502 7. 6 . 4. 82.9 924 02A 1129 Table 4, Allowable Stress Design - Component and Cladding (C3C) Pressures (PSF) to be Resisted at Various Wlnd Speeds - Wind Exposure Category C. Wind S 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 1 190 1 200 210 He' hi h C C C C C C C C C C C C C C 0.15 17.5 19.3 21.2 23.2 25.2 29.8 34 4 39.5 44.9 50.7 56.8 63.3 70.1 77.3 20 18.6 20.5 22.5 24.6 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 81.9 25 19.4 21.4 23.5 25.6 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 85.5 30 202 223 24.5 26.7 29.1 34.2 39.6 45.5 51.8 56.4 655 73.0 80.9 89.2 35 20.8 23.0 25.2 27.6 30.0 35 2 40.8 46.9 53.3 60.2 675 75.2 83.3 91.9 40 21.5 23.7 26.0 28.4 30.9 36.3 42.0 48.3 54.9 62.0 69.5 77.4 85.8 94.6 45 22.0 242 26.6 29.1 31.6 37.1 43.1 49.4 56.2 63.5 71.2 79.3 87.9 96.9 50 22.5 24.8 27.2 29.7 32-4 38.0 44.1 50.6 57.6 65.0 72.9 812 89.9 99.2 55 22.9 252 27.7 30.3 33.0 38.7 44.9 515 58.6 662 742 827 91.6 101.0 1 100 32.6 35.9 39.4 43 1 46.9 55.0 63.8 73.3 83 4 94.1 105.5 117.6 130.3 143.6 Table 5, Allowable Stress Design - Component and Cladding (C3C) Pressures (PSF) to be Resisted at Various Wind Speeds - Wind Exposure Category 0, Wind S 3-secondgust) 100 105 110 115 120 130 140 150 160 170 180 190 1 200 210 Height (It) 0 D 0 D 0 0 D 0 D 0 D D D 0 0-15 212 23.4 25.7 28.1 30.6 35.9 41.6 47.8 54.4 61.4 68.8 76.7 85.0 93.7 20 22.3 24.6 27.0 29.5 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 98.2 25 23.1 255 28.0 30.6 33.3 39.0 45.3 52.0 59.1 66.8 74.9 83.4 92.4 101.9 30 23.9 26.4 29 0 31.6 34.5 40.4 46.9 53.8 61.3 692 77.5 86.4 95.7 105.5 35 24.5 27.1 29.7 325 35.3 415 48.1 55.2 628 70.9 795 8&6 98.2 108.3 40 25.2 27.7 1 -30.5 33.3 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 111.0 45 25.7 28.3 31.1 34.0 37.0 43.4 50.3 57.8 65.7 74.2 83.2 027 102.7 113.3 50 262 289 31.7 34.6 37.7 44.3 51.3 58.9 67.1 75.7 84.9 94.6 104.8 115.5 55 26.6 29.3 32.2 35.2 38.3 45.0 52.2 599 68.1 76.9 86.2 96.1 106.4 117.4 100 37.0 40.8 44. 48.9 3.2 62.5 72.5 83.2 94.8 706.8 119.8 133.4 1 77.9 163.6 Tables 3, 4, and 5 are based on ASCE 7.10 and consistent with the 2012 IBC, 2012 IRC and the 2014 Florida Building Code RONALD 1.OGAWA ASSOCIATES, INC. 16835 ALGONQUIN STREET #443 HUNTINGTON BEACH, CA 92649 714-292-2602 714-847-4595 FAX PROJECT: RIO-2556-15 JAMES HARDIE BUILDING PRODUCTS, INC. 1-888-542-7343 info@)ameshardle,com Table 6, Allowable Wind Speed (mph) for HardiePanel Siding(Ane"cal Method in ASCE 7.10 Chapter 30 C&C Pan 1 and Part 3)s ", iP0h, 2012IBC, 2014 FBC 201218C, 2014 FBC G F'; 2412 --) EIF9a`c iC•• CR O RID, 1/&9E111u ``````• Coefficients used In Teop 6 calculations for V;q Allowable. Ultimate Design Wind, Speed, 3•seoond gust mph Allowable, Nominal Design wind, Speed, 3•second ust mph) f5 ble ( 201"' 2 IBC16091.1 asdetsennined 2012 IBC, 2014 FBC) Figures 1609A` B, or C. Applicable to methods thrvedfiough d( E201IBCions ' 2014 FBC) Section 1609.1. 1. Wind sure category Wind exposure category Siding 14 Product Product Thickness inches) Inches) Fastener Type Fastener Spacing Frame Type Stud Spacing inches) Building Heighl'' r feet) B C D B C O Allowable O" O Load 1 SF) Exp 8 Exo C Exp 0 I ra 16 GCo Ca 5/16 48 ad common 6 2X4 wood Hem - Fir 16 0. 15 186 168 153 144 130 lie 49.7 0.7 0 85 103 h580 1 0 85 IA 0.18 20 186 164 149 144 127 116 49 7 0.7 0.9 1.08 1 065 14 0.18 25 186 160 147 144 124 114 49.7 0.7 0.94 1.12 1 0.95 14 0.18 30 186 157 144 144 121 112 49.7 0.7 0.98 1.16 1 0.85 1.4 018 35 182 154 142 141 120 110 49.7 0.73 1.01 1.10 1 OAS 1.4 0.16HardiePanel& 40 178152141138Ila10949.7 0.76 104 122 1 025 1.4 0.18 45 175 150 139 136 117 108 49.7 0.785 1.065 1245 1 0.65 1.4 0.18 50 172 149 138 134 115 107 49.7 0,81 1.09 12l 1 0.85 1.4 0.18 55 170 147 137 132 114 106 49.7 0.83 1.11 1.29 1 0.85 1.4 0.18 60 168 146 136 130 113 105 49.7 0.85 1.13 131 1 10.86 1.4 0.16 100 139 124 116 108 96 90 49.7 0.99 126 1.43 h>80 1 lots 1.8 0.18 HardiePanel® 6116 48 ad Common 4 2X4 wood Hem - Fir 16 0. 15 233 212 192 181 164 149 78.7 0.7 095 1.03 hS60 1 0.85 1.4 0.18 20 233 206 188 181 159 146 7e.7 0.7 0.9 1.08 1 0.85 14 0.18 25 233 201 185 181 156 143 78.7 0.7 1.12 1 085 1.4 018 30 233 197 181 181 153 140 73.7 0.7 0.98 1.16 1 0.85 1.4 0.18 35 229 194 179 177 151 139 78.7' 0.73 1.01 1.19 1 0.85 1.4 0.18 40 224 192 177 174 148 137 78.7 0.78 1.04 122 1 0.85 1.4 0.18 45 220 189 175 171 147 136 78.7 0.785 1.065 1.245 1 0.85 14 0.18 50 4 187 173 3 145 134 767 0.81 109 127 1 0.86 14 0.18 55 214 185 172 166 144 133 76.7 0.83 1.11 129 1 Ok5 1.4 018 60 212 184 171 164 142 132 4113 0.85 1.13 1.31 1 0.85 1.4 018 100 175 155 146 136 120 113 78.7 0.99 128 IA3 h>60 1 I 0.85 1.e 0.18 HardiePanel® 5/ 16 48 6d common 6 2XG wood Hem Fir 24 0- 15 147 134 121 114 103 94 31.3 0.7 0.65 1.03 hS60 1 1 0. 05 14 016 20 6. 7 130 119 32659 101 92 31.3 0.7 0.2 1.08 1 0.85 1.4 0.18 25 7 127 116 5 98 90 313 0.7 0.94 1.12 1 0.85 14 0.18 30 147 124 114 114 96 69 31.3 0.7 o.98 18 1 0.85 14 0.18 35 144 123 113 112 95 87 313 0.73 1,01- 1.19 1 0.85 14 0.16 40 141 121 112 109 94 1 86 1 313 0.76 1.04 122 1 0.85 1.4 o.te 45 139 119 110 108 92 86 31.3 0.785 1.065 1245 1 0.85 1.4 0.18 50 137 118 109 106 91 85 31.3 0.81 1.09 127 1 0.85 1.4 0.18 55 135 117 108 105 91 84 313 0.83 1.11 1 129 1 0.85 1.4 0.16 60 134 116 108 103 90 83 313 0.85 1.137-571 1 0.85 1.4 0.16 100 111 98 92 86 76 71 41.3 1 0.99 1.26 1.43 ha60 1 0.85 1.8 O.le HardiePanel® 5116 48 6d common 4 2X4 wood Hem - Fir 24 0. 15 182 165 150 141 128 116 47.7 0.7 0.85 1.03 hS60 1 0.85 1.4 018 20 182 160 146 141 124 113 47.7 0.7 0.9 1.08 1 0.85 14 0,18 25 182 157 144 141 121 Ill 47.7 0.7 0.94 1.12 1 0.65 1.4 0.16 30 a 182 154 141 141 119 109 47.7 0.7 0.98 1.16 1 10.85 1.4 0.18 35 178 151 139 138 117 108 47.7 0.73 1.01 1.19 1 0 85 1.4 0.18 40 174 149 138 135 116 107 47.7 0.76 1.04 122 1 025 1.4 OAF 45 172 147 136 133 114 106 47.7 0.785 1.065 1245 1 0.In 1.4 0.18 50 169 146 135 131 113 105 47.7 0.81 1.09 127 1 0.85 1.4 0.18 55 167 144 134 129 112 104 47.7 0.83 1.11 1.29 1 0.95 14 0.18 60 165 143 133 128 111 103 47.7 0.85 113 1.31 1 0.85 1.4 0.18 100 137 121 114 106 94 86 47.7 0.99 126 1.43 h-fW 1 1085 1.6 0.18 HardiePaneMA 5/ 16 48 4d, 0. 091 in. shank X 0.sha in. HD X 1 in in. longringshanknail 4 edge 8 field 2X4 Wood SG20. 36 16 0. 15 144 131 119 112 101 92 300 0.7 0.85 1.03 h560 1 0.95 14 0.18 20 144 127 116 112 98 90 30.0 0.7 0.9 1.06 1 0.65 1.4 0.18 25 144 124 114 112 96 Be 30.00.7 0.94 1.12 1 Fes 1.4 0.16 30 144 122 112 112 94 87 30.00.7 0.se 1. 66 1 Fe-s 1.4 0.18 35 141 120 111 109 93 86 30A 0.73 1.01 1.19 1 0.85 14 018 40 138 118 109 107 92 85 30.0 0.76 1,04 1 n 1 0.85 1.4 0.18 45 136 117 108 105 91 84 30 0 0.785 1.065 1245 1 0.115 14 0.18 50 134 116 107 IN 89 83 30.0 0.61 1.09 127 1 0.85 1.4 01 55 132 114 106 103 89 82 30.0 0.83 1.11 1.29 1 085. 1.4.0.18 60 131 113 105 101 88 82 30.0 0.85 113 131 1 0.85 1.4 0le 100 108 96 90 84 74 70 30.0 0.99 1.26 1 1.43 jh>60 I 1 0.85 1.8 018 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 0\\\\111ttO ICI///'','''' iq;9 2012 IBC, 2014 FBC 20121BC, 2014 FBC 2412 Allowable. Ultimate Allowable, Nominal Design Wind. Speed. V,a . 3-second gust mph) Design Wand, Speed, V s. 3-second gust mph) 1 i1 STXTE FQ/ $ G'i LOApplicabletomethod: in Applicable to methodsspecified RIO, specified 1201216C. 2014 FBCI Section3 Exceptions 1609.1.1. determnedthrou aIBC. U\`••`• rlDIII as2014 FB160Cj Se SectionSeC] 201218C. 2014 FBC) Figures 1609A. S. or C. Coefficients used.in Table 6 calculations for V. Wind exposure category Wind re category Slo ng K. Product Stud BuildingAllowable Product Thickness Width Fattener Fastener Frame Sparing HeghP• 1 8 C 0 B C D Design I inches) inches) Type Spacing Type ink) feat) Load PSF) Ex 8 p-C FopD Ka Ki Cr-. W, 0. 15 198 180 163 153 139 126 56.6 0.7 1 0.95 1.03 WO 1 0.85 1.4 0.18 Min. No 8 X 20 198 175 159 153 135 123 N.6 0.7' 0.9 108 1 0.85 14 018 25 198 171 157 153 132 121 56.8 0.7 094 1.12 1 0.85 1.4 0.18 1 in. long X Min. No. 30 198 167 154 153 130 119 56A, 0.7 0.98 1.16 1 0.65 1.4 0.18 0.323 in 20 gauge 35 194 165 152 150 128 118 56.6 0.73 1A1 1.19 1 0.85 1 4 GAS X3.625 40 190 162 150 147 126 116 56.6 0.70 1.04 122 1 0.65 1.4 0.18 HardiePanell911448diameter 6 in. X 16 45 187 161 148 145 124 115 W.6 0.785 1.065 1.245 1 045 1.4 0.18 ribbed1.376 in 50 184 159 147 143 123 114 56.6 0.61 1.09 1.27 1 0.85 1 4 0.18 bugleheadmetal 55 182 157 146 141 122 113 56.6 083 1.11 129 1 0.0.511 0.18 screw[ stud 60 180 156 145 139 121 112 56.6 OR5 Lf3 t.31 1 OAS 1.1 0.18 100 149 132 124 115 102 96 36.8 0.99 126 1.43 h>80 1 0.85 1.6 0.18 0. 15 146 132 120 113 102 93 30.6 0.7 0.85 1.03 h160 1 0.85 1.4 0.18 Min. No 8 20 146 128 117 113 99 91 30.6 0.7 0.9 1.08 1 0.86 1.4 0.16 25 146 126 115 113 97 89 30.6 0.7 094 1.12 1 0.85 1.4 0 /a 1 in, long X Min. No. 30 146 123 113 113 95 88 30A 0.7 0.98 1.16 1 6. 55 1.4 0.18 0.323 in 20 gauge 35 143 121 112 110 94 Be 30A 0.73 1A1 1.19 1 0.85 1.4 0.18 X3.625 40 140 119 110 108 93 85 30A 0.78 1.04 122 1 0.85 IA Ole HardiePanel& 114 48 diametter 6 in. X 24 45 137 118 109 106 91 85 30.6 0.785 1.065 1245 1 0.65 1 4 018 ribbed1. 375 in 50 135 117 108 105 90 84 30.6 0.81 1.09 127 1 0.8.51.4 0.18 bugle head metal 55 134 116 107 104 90 83 30.6 0.83 1.11 129 1 0.86 1.4 0.18 Sefew, stud 60 132 115 106 102 89 82 30.6 0.85 1.13 1.31 1 0.85 1.4 0.18 100 109 97 91 85 75 70 30.6 0.99 126 1.43 h>80 1 0.85 1.6 0.18 ETaF 0. 15 198 180 163 153 139 127 56.7 0.7 0.65 1.03 hs60 1 0.65 1.4 OAS 20 198 175 160 153 135 • 124 56.7 0.7 0.0 1.08 1 O.as 14 0.18 0. 100 in. 25 198 171 157 153 132 121 56.7 0.7 094 1.12 1 0.85 1.4 0.18 knurled Min. No. 30 198 167 154 153 130 119 56.7 0.7 098 1.16 1 0.85 1.4 0.16 shank X 20 gauge 35 194 165 152 150 128 118 66.7 073 1.01 1.19 1 0.85 1.4 0.18 1.5 in. long 4•edge X 3.625 40 190 163 150 147 126 116 56.7 0.78 1.04 t22 1 0.85 1.4 0.16 HardiePaneM511648X . 8 field In. X 16 45 187 161 149 145 124 115 56.7 0.785 1.065 1245 1 0.85 1410.18, head0.25 head 1375 in 50 184 159 147 143 123 114 56.7 0.01 1.09 127 1 OAS 1.4 0.18 diametermetal 55 162 157 146 141 122 113 56.7 0.83 1.11 1.29 1 0.85 1.4 0.18 pin stud 60 180 156 145 139 121 112 56.7 0.85 1.13 131 i 065 14 0.18 fastened100 149 132 124 115 102 96 56.7 1.26 1.43 h>80 1 0.85 1.8 0.16 ET6f 0. 15 153 139 126 118 107 98 33.7 0.85 1.03 hs60 t Fes 1.4 0.18 20 153 135 123 118 104 95 33.7 0.9 t.08 1 0.&5 1 4 0.18 0. 100 in. 25 163 132 121 118 102 94 33.7 K101.73 0. 94 1.12 1 0.85 1.4 0.18 knurled Min. No. 30 153 129 119 118 1DO 92 33.7 098 1.16 1 0.65 14 0.18 shank 20 gauge 35 150 12 117 116 99 91 33.7 1At 1.19 1 0.85 1.4 0.16 1.5In. long 4 edge X 3.625 40 147 125 116 114 97 90 33.7 1.04 122 1 0.85 1.4 0.18 HardiePanel® 5/16 48 X in. 8 field in. X 24 45 144 124 115 112 96 89 337 1.065 1245 1 0.65 1.4 0.18 hea head1 375 in 50 142 122 113 110 95 as 33.7 0.81 1.09 1.Zf 1 OAS 1.4 0.18 diameter metal 55 140 121 113 109 94 87 33.7 0.83 1.11 129 1 0.95 1.4 0.18 pin stud 60 139 120 112 t07 93 87 33.7 0.85 1.13 1.31 t 0.e5 1.4 0.18 fastened100 115 102 95 1 89 79 74 33.7 1 0.99 126 143 h>60 7 0.85 1.8 0.18 1. brews snan penetrate ale metal vanung ai teas[ mree tun mreacs. 2. Knuded shank pins shall penetrate the metal framing at least 1/4 inch. 3. Building height = mean roof height (in feet) of a building, except that eave height shall be used for roof angle a less than or equal to 10' (2-12 roof slope). 4. Vult = the ultimate design wind speed (3seoond gust mph) as determined by 12012 IBC. 2014 FBC) Figures 1609A. 16098, or 1609C; ASCE 7-10 Figures 26.5.1A, 26.5-1 B, or 26.5.1C. 5: Vasd = the nominal design wind speed applicable to methods specified in Exceptions 1 through 3 of 12012 IBC, 2014 FBCj Section 1609.1.1. 6. The wind speeds in [201218C, 2014 FBCj Figures 1609A,1609B and 1609C are ultimate design wind speeds, Vult• and shall be converted in accordance with 12012 IBC, 2014 FBCj Section 1609.3.1 to nominal design wind speeds. Vasd, when the provisions of the standards referenced in 12012 IBC. 2014 FBCj Section 1609.1.1 Exceptions 1 through 3 are used. 7. Linear interpolation of building height and wind speed Is permitted. S. Wind speed design assumptions per Analytical Method in ASCE 7-10 Chapter 30 C&C Part 1 and Part 3. Itt=1, K4=0.85, GCa=1.4 (hs(50), GCp=1.8 (h,>60)• GCp=0.18. LIMITATIONS OF USE: 1) Fastener pullout must be evaluated when installed a species of wood studs other than that which was tested. PROJECT RIO-2578.15 ENGINEERING EVALUATION REPORT FOR ATTACHING JAMES HARDIEO BRAND FIBER-CEMENT•PANELS TO WOOD FURRING SOLUTIONS .. JAMES HARDIE BUILDING PRODUCTS, INC_ . - 10961 ELMA &WE — - - FONTANA; CA 92337 - - TABLE OF CONTENTS -• r _ PAGE. COVER PAGE 1: _ . EVALUATION SUBJECT 2 EVALUATION SCOPE 2 EVALUATION PURPOSE'; - 2 REFERENCE REPORTS + '2 TEST RESULTS , " t _ _ _ . ,'2 ; TABLE I& RESULTS OF TRANSVERSE LOAD TESTING - - -2' TABLE1B, ANALYSIS OF ALLOWABLE LOAD FOR A SCREW AT 10' D.C. r _ 2 JUSTIFICATION OF USING THE.RESULTS ON,UGHT.GAU.GE STEEL FRAMING - DESIGN WIND LOAD PROCEDURES _ . ..... 3 TABLE 2, COEFFICIENTS AND CONSTANTS USED IN DETERMINING VAND P 4 TABLE 3, ALLOWABLE STRESS DESIGN C&C PRESSURES EXPOSURE B • 4' - TABLE 4. ALLOWABLE STRESS DESIGN-C&C •PRESSURES EXPOSURE C, 4 TABLE 5, ALLOWABLE STRESS DESIGN CBC'P.RESSURES EXPOSURE,D a TABLE 6, ALLOWABLE WIND SPEED &PH).'FOA HARDIEPANEC SIDING AS. PR000CT EVALUATOR, THE UNDERSIGNED CERTIFIES THAT THE LISTED PRODUCTS ARE IN COMPLIANCE WITH TJiE ., REQUIREMENTS OF THE ASCE 7-10. THE 2014 FLORIDA BUILDING CODE, ANO'THE 202 INTERNATIONAL'BUILDING CODE. PREPARED BY: RONALD 1. OGAVdAd ASSOCIATES.-INC., .« 16835 ALGONOUIN STREET 8a43• HUNTINGTON BEACH. CA 92649 714. 292-2602- : 7. 14-"74595 FAX- - AtiOGAWq.'',. S7HXE p. •-,.` SSI• p 11.E I RONALD 1. OGAMASSOCIATES, If4G 16835 ALGONOWN STREET 0"3 NUNTINGTON BEACH, CA92649 IT) 714-292-260Y, (F) 714847.4595 PROJECT: RIO.2S76.15 EVALUATION SUBJECT NardiePaneloSIdMg Jutws" kpdtrd Tmdo Nunes ao vmd In fhb etrdu ilalm Namiepwww Swig. Canpowe Sitifp. ft-4a- Path Siding EVALUATION SCOPE: ASCE 7-10 2014 Flerida Sul ft Code 20i2 vom imW BWdtp Cade 2012 trran , Residential Cade EVALUATION PURPOSE: TM wlyas is fb damattmir ow midmun design 3.WW4 ow whW ape" t0 be mwrAd by an aseembj d N6rdWPsmW (Cunpsnak PteY4i Panel) tdiq UStaned 10 w0od turnngs an owwwom or rnew himniwith na96 a ao mo s. REFERENCE REPORTS: 1. aoenek Repaint 1CM43SICOO-MA. Tnwwee bad Dom an NsrdiPumel TEST RESULTS: Table %. Rea ka df Trensrem Load ThaBp Ftems Fawner Ubanab Aft table Test Thiduloss Spe ft Spodw faamna Type- Load Design Load Rabat Mmibar h) vrkm (h.) Frame T ' h.) InJ and Oinendom - PSF) PSF) Falb" L.Oft ICM4363CO0401A hltenilt 0.3125 4s 2X4 *A uud. 3W Old py 3.S' 16 6 No.0 X 125' wo X 0323• NO 460.7 53.6 potmvua%Mactu e wido SPFtunhgdhbedbu* toad 6aan 102074M000401A tnww 03125 46 2)U wand stud, 34• OiM by 3.5' 16 6 No 6 X 125' long X 0.32]' NO 1 A t3 s Pull Itu0uyh do SPFLuangdmodbugleMad &vows 10202436=00401A tdwtak 03125 40 2YA w , boa' 30d• viol by 3S 10 12 Ne.0 X 12.T kwV X 0.327 NO t06.1 35.a PLO avough wine SPFhatingdotedwyoheadavow10=4363000- 001A btasnalt U125 48 2)rA woos &lord. 3/4• miot by 3.S' 16 6 0AW 6hW* X 0215' ND x 1.T 147A 2 PA Rf7mRe wide SPFMinglongftSMAknail10202a]03Cp0801A Inter" 03123 48 VA wood boa. 3m-1Not by 3.5. 24 6 W 6 X 125' twp X 0.= NO 7 7.6 pJl arou>7 dmecuae wkae SPfttrrimpft" b.00 teed avows 1. All tealonam were installed on (YRIIg WWWte po natiobM fdd die ntnYng McMber6. 2. A toomble bad It dateminaa ft= allknate bad at(daa by a laaw of salad at 3. 3. NarduPemto theft tt0mptise wid1A6TM C1106, StamUM Speaftw on tar Gina 11, ry a A AbmeaftUM Fiors.Comaa Fla: S7took. Table 1b. Amlysls of Allowable Load for" Scorwat 10. O.C. as SvaaSODOM Fattener Soadmip tan. a 12 10 frame fin. 18 to 16 r FastenT amsf0' 069 1.33 1.11 Alb+table bad 436 ass 3a.a 0W %0u& l tsL-Pba 6w d (m,) 362 472 43.1 Ttm tasanar loadfor ss w" st 1P O.C, was ®Iodated as the aftmoe of the tesi rmais 1v r arts it O.C, The asowable bad tar as avw a11na 6pecinp of 10' O.C, brae furft can be calculated by i ttrrpaaft dd resorts at same tastww at er aW it Q.e.. unx boot tees red ate taiwm made d mswm PLN VAmp tom bad pom m.As vwwn In the Wls.0m &6owable bad br 66 so w6 hurled at ttr O.C. to wood fvling is 36.6 pal. Lulfficatlom of Using on Results on U ght Gauge Seel Framing in an 6A00 owdtgnrrtions. a/ faaawn were muschad to Ramp Ally. to %&Naar tree Wrrkv is acs&4d b wood or deal tam ung does not a3ea paMW tranw-w" load atpeoly. Ka die prajea wormofe raspvutbldr> b enatae Ott h+tin9 ettaau+rra srW twYp mamabua ts fwre su0toem berm ttapaaliea. . OGAW,C G N 1 STATE f es - fC0RVO' S1ON AL RONALD L OGAYAASSOCIATE6. INC. 16635 ALGONOLON STREET $443 HUNTINGTON BEACH, CA 92649 T) 734.262.2602: (F) 714-847.4595 PROJECT' RIO.257815 DESIGN WINO LOAD PROCEDURES: Fdiar-0omerd sloirp Ca:uvarse load a?aft"Toad capsdpq b doWmhmd vie onswaroo maap m aanawu bad nmraW ma aandads. Via d10 CO:wwu oea ocitp an swarabte design eab b ddlaf &M based an a ow of aatay of 3 oxmo-- to iha tAtmam me low. Equation i, (mt.ASCE 7-10 "UWIW 1711) q, . Vabdy PMSSM a1 baipM 2 K . -faft omavos egwwn cuMdent oo uatad a heiOM s Ke . MPeWaPWCIW r Equallen 2, K.. wits daadlarrsmr team V. bank aEM avow p.wamd pule MPfQ in determined am 201218C Fq;wu IWO& 6, or C. ASCE 7.10 FQwu 26.&IA . 6, ar C V'V. W. 20121W Soc6on 1602.1 de6nlwaaJ V. , w wwu deeipn ww speeds ( 46= 0 Own M M aelerman o fan 201218C Figures 16Mk S. or C: ASCE 7.10 Fgdea 2flS1A S. or O EgrOon 31 P1W'(C4_4C.) W. ASCE 7.10 ammaw J0.6-ij GC.. Pmdwd ct VdaMal pro$=M abe.9dmaand QLMWed aMW GC.. Rua = of formal was"" mertldam arm Wsl rids uam P . d"10M pmean (PSF) to "m (aaow'mfia dew bw f r WOW 7o deeafrtina design Pressfea, arb>redae q, Iao ErRraaan 3, Egwatlon4. P'0.o07sa•K•K.•r.'V.'c(LC(.Gl APowabb Sae- O AM, ASCE 7.10 S.Won 2.4.1. bd oomb»1on 7 Equeumr a. 0 60 . 0.6W 1W.. ASCE 7-10 sac on 2.4.1, bad comb n ow 7) O : dead bad W . Vrfalow 7O date "1" me AOwwafr Sentaa Dusan Aessure, OPPfy Ole bad bctbrfbr w (rind) ham Eausim 4 b P (snipe Pmsarra) O VMWred freer agmbn 4 Equation a. Pr.OAVI EguMfen 7, Ears1; w 7is wad to POWAM note 3, 4, and I 7O Oaavmir me @#cads ate-.* bask rind rp"d for Hardin Vd v In Taob S. sane Egrarrion 7 (or M. Eq- 0en 4. Vim. (prl0.G0.00250'K•K.'K'IGS'a:lp' Ap fo medro0;x adfadinEcorptibna I Mfmvh 3 of 201219C Section 1402.1.1_ to datermine the agoredo nominal desfoo nerd speed Ntp es1J fortw44SiInTeak C. eoff fee oomws4n f mob Equation a, V— • V. • (001 (M. 201219C Section 169P.3.1) V— .1fOnenl dasgn wind speed (3-second Qua mph) (m . 2012 IS S6=ian I6a2.1J 11rII11t W, OGA 4 o STATE RONALD 1.OGAYWASSOCIATES. INC. 16635 ALGONOLQN STREET 0"3 HUNTINGTON BEACH. CA22649 IT) 714202-rAZ (F) 714.4l47,595 PROJECT. RIO-2578-15 Tank 2, Coafl ckoft and Ccomb cts used N Oatatminlnp V and•p, ... _ Table 3. Adewabls Seasa•Oealpn - Ca, and Ctadaftp (f:AC) Ptoiuna (P 7 to a Realadd d VaAaas Wltd Spuuda - K7td cgmiwu t.aaposi H, n AY'^'•i1 tL't mil''_- LI Ik iF7 iII Il_' i:•'• Q E ETT:IE EI>~!i•3Rt 5 l t lQ"-IaQ II CII2! T l17=tf iZ•= Ei.)F1• ET]i-7 E S E::h! E•:•}aEsxl EisaE xs F s cx>•>r>•.13>•:t.>al t T.i=E 6W z • E R EiE S:hn f.Ftt• E3 Y Ewa E E'_:1f1•!'tiiF! E'•}! R Tl=! li 1T t! l A[=!'ix7 Table 4. AOawaEN Somas Dem)pn • Cmgmwnt an0 Ctaddlnp (CAC)'Pfe6" (PSFI to be Realibd at Vad&W Wind Speeds - Wlnd Eapdsuta 4tpory C.' . t"rTr'?TTtT71lT-MMILL10 MUM 1111111011 f1111L.1 tk*jItCT•lO SEE—•= 111111130am MEMM MMUM 111mi-AIIIIIIIII QE•7111111 E+ E'fJfET.l ET74 f E'.•7t>•E'1G1•1 1F1•Q) Q E'er! Q 7L1•!.R= d 1 Q EtL7 E=T)• E}a] Eix m m tip E-'i1,7 Ea1 1M1• E31< Tlr»m Eai Ed-b! ET'x'! E E :I•T E! FS m E}74>•E$R Yt7l:'1F Et IET]!•l l'• E'3E 1 l3.3 E-h'Js t1•Rk 4cl 7.1<LE'!$E;ICt•1 Ei l s Table 6. Allowable Snesa Destpn - Co and Claddlnp (CAC) Pressures (PSF) to be Restated at lhtlaat Wind Spaada - Wind Emmouni Cet000ry o. " i`'s.3_'*TF""[.}ril iT )•1 atFi l:)•QF-1 Q QT:E"']l iC7, 1 ET:T lE?l lE7I)•l L lE li1'ar f-7 l.-xilt® E j`71'!!}1 i'"' E`'lGoa.Zl{i,'®sZ1TLi•" l rta EII'>• Ejh lR [.1• EYAJ, l+i71 7 E F3t l.a l r i• Q!'tR1•:f SQ 71 Q Q{,M l1f'Ia E}'1 1 E1:7'>•Etlha i'!!2'}.l i lG`•x Q1 E:'d. Tables 3, 4, and Sim. nase:d on ASCE 7.10 sM wrslaer[ WM 0e 20121BC. 20121RC , 4 SSp FLOR ssloov 1 ru, OCAVAUSOM s, Der. 1f4RDE elm oar, PRODUCM Df0. tO/u ALCAA"1JIf: CTREET el 6{Fsa7-:x IOrtfTD-=M eEAZK G tr2e60 ea6.'iirtlelttlaalemlo m 71L}G2,15M(n 114-UT••sas PRCJEeT. PIO.MS is Tae1a 0. ARoa00Y wind Opead (=Ph) AM wIC1df1116Wftm (tlLyffCd M QIOOIa ASCF i•toCll pDf to ue Vif 1 ad Part it, i - - • • • b•+6•LUY41r+1i o..olw.gi Q+.all O.tn.W fYrO;,,O1WLl eCni - I' eIX16rdpt.yC.m.a kk.aPe,21c. tn.ylsrpn2ta4ael. 7 rG. r..:.so.r. r..•n arlo C.II.1cYi.I.si•Y lAi.cli.t. Vi •. ', - ,- 1 PuiLG:t Yi'La•a Tiw.ar 4a) •' gym. t°)f f.sYto haa0 t t) F/r11.1Pa1 twJOtoL1t7, fa) N tG 0 + Ct 0 0 C 1' O 0aaas\ 0rO.1.1.1 t1./ t a eue fnG a. K.- t>; 4 IY2114P 1a0 1 tiro 1 I N V t" it" A-tiI tQ r QC: m rOf ICa r11eL. 1. alktatrai' alrt Meea 1 0.16 M Aft I6s 10 tb 127 Yde Ola so a wic t t GO Oe d• d. O1l CU20. ua Ira LA 140 • 15 in • qP- on. to IN.- 20 in Im. 1w us 1}a t1a - 1141 GA 6i• It7 t eq Oq A. AI C,a pUAOlaalm60010t2aIN4)a pls O 1.x AS t p 1t0 u0 tae' 121 114 ye O}] Im 1.0 2 1 0m ea A. u. at. at.. f 1C 751 uA U) Si2• w 1 i74 ivt 10. i.:: 4L b 172 111 lye 104 w ua 131 30 14 t7O aP 111 QL pf. ! CM ae IT IO v7] 1? On all A• O.• c tL 66 M. to 4.1 ta7 Ile 1tO L• OU• 1ll 12a 1 Oq .14 er -la eft 0.1• a0 t. li' ul us I17 fp6 aaa 2. 1.11 AI tOD 146- tea In. 10 Oa m. 4.a. ar L!a in 11AD I Cq AJ CiL fIOreNA• ana• A& 4 IY,aY 1"r Np p a..a r0.4 YIIO a*, 2X1 .4gsA 00 0.M 1 IN, 1 N 0.16 1 4 164 1.a • ND t22 111 a0 aq an IO 1' 1•' r1 a11.• Oa .1• all,S et. 2 t1a 1 N• 420 c. r.' t t Iltl J18 GI VG'1fi 1 a -A. a1• I aA a t*1 1•E A• p•L T. etIouWfe. la 1 m t q• O Iw 1Tl i 1 I 1 t m o 110r Isa. r er .0 ow41, 1 1 a a! OU 1.4 1 Z. 1I Iq A. 6Cuf.D tL. 1 1. L:7 t I 1J1 110 tp1 W Y• O I Y p1 Or Urt w'h Aa•• VI C ( I M r&AX1ytl11pCAlrt1A W 1170..C. i.1.Oe.Osa 2"IrdwQ ft M,~ ileel.l Al4l"M N 0.1 i c 1 1I tP se A p0 lt0 IrU2 1 1 eC .1. CO <• 0.MC1111. 1 t It lot J/• OA• O41 1 7 IN. Yl 1 f 1t 1 ae OR Or t,2 1 0. 4. 0.1. 1 • I a.. Cb Or tt• 1I O.6 <• CN J• YC1. p 41 1 1 1 ors 013 4M N 1 174 m. Cm l.w 102 Aa4 n• CUto" a.Y2: pt. t 1 t 1. t 01 1 v+.4 IS 1D1 m•Oa] 1.11 I26•. A• 0111.5 a.• Lao t tl t 0.. CO 1] 1 In 12a 0 m• aa Ia 10 ew N• OYAll sna N Io=• wo"% aa. or2v Slay.tr.ast. ills eOYQ 20P Lrd • Air M.... N 1s7 742 121 110 tat u. C.A an CI I wA19-5 A. 0.u21pYef0 t 1]l 24 121 tp of ds. a. Om Iq le 12, t 1 t 6a A6. C4 1t: a. AI. 1. vALSBM0.16/ d•P4n.a Wa. G.", a- CJe1 1_ t • 127 IN 10! W L4 OLL Or t 1tl 11 i t. Q t . ef V! 7 5. 0 1 r 1 1. 11 im a a A- tP SJ f0 us 0. tla i J]• ntt Ia J 11 11 as. OU Ln 19 1. 1ISCteea1.2. 1:] IIa t:0 fA b. pr 1] IAI Ilk AS b. IZ f0 arml 1 Cat QA GIs 1.•la.e 4r1 jtla U bast t2.0•dra O= Nof aOldest a,ew O.C, e•e/ 27A. v12ppe.lo f.6h2.r Ill wttt0 MtlFlp y. 0.15 I" 42$ it. Icf of at 7 e10' OG 1 190 1 ASIC I pn .. I 0e'. . titV.I, 1 1... 1\ ha G12 ew1 IP• 4 aL 1 1• CT CY lt: 1 Cq -0. 4.6 •1. 1 OC 4• 01. aYOU111724C. Op 1Y a] - 115 e.0' 074, a7l IC9 tie i AI a C LIe Iw l:S MA. 1 60 4. C1. C Mt1l. 101 41 eIA c ts: 10: A 41 10. r, ere Ce. IW l2 t :q q. t tq q4 O1. C1LQlcp0. In IM 1tb CO• 1:0 IQ 6b I ICC .4 O11 , IY.+O 4t0 44 - p ppQ 021a• 10 LS4.q. Isp abtaa I eO.C. 0 atY JI•.neLr 20'afrt solat7. aM' wa6•. ilr .e.e a v. 14l 1" tat I W 1.43 130 U6 A 011 am Im aaC t- &ftl .14 t Oq A I Gn •. ev Ill, eY pIa 23 IU• to I Its 1 I. In S a7D Oe: Ice 26 Its tsa 0 sal 1" tta 2 ' Ot0 Ow I1 so t/s tY. Iq I t21 It r.2 Otp 0.1 Y 1 !acleft A. ouI. tw 1.2 a0 111, tip 2 0p Ia1 It. u n 01 14O t1 111 f01 w: C'Se el 1 CM OY 46 t7a aq lIL t1s 110rato?-2 I@ tT. 40 I:7 fU 11/ tA- 11s the w2 1 Li 1r I"-•- I en .01IS ••ta OleOY651411 \ 11. IP O2 aSo 1n 171 m Le 1.L to tAo nl lP o: oq na Ln 1 ee .. oa IM 172 12l Its 10} eS 60 YS CW I. 1 47 1.•f0 06 •IA aY 2 W01./.•.r1...y1(n.gM.HP1r1..olpaal.,..I••IPl war r..rslrp0w.,n r.a•Se 1C p.I2.rl.ye) All -Grkiol L.t•r.rparl.N4r.1 NO'140q•r rrlra.l4 a•maaa ( / 46Y.Ip...r•014rilww/Yr,6LI'11r.14Q:sr.IDp^.aGC1Ml.w a1s.e•S.It Or.K 1.Pm1.K IIq.tO af<x t/ OGAW' 7.1.mlc+a.rneReveC.vl.r. •.1,1•I.wlrr.t..s ( - a..er 6.l:rrrr......I.w r.t./a.. 1 t •• - L6.relw.s«rer aY 1•I.r.tlCrLwM1•/.•/JMO.St..wr..VsrlL llw'f.OpC.ti.a0o 1.r/MAWOL. s - uttlTAnoas of USE 1) n M 111L10t47 tYRtICa1. Zorw a it0a2 pat Yiai0La Celaiy fluitlL. H0415.M 04. 21 STA 8/ANAL E of oil a of. 0"vA W:OCUTES. WC. RYES 044R02 EUSOWO PPODUCTs. 1011-M seas ALCOMMIOt sTNE 41"1 laa•3L7•T]a] KLOCIR I.TUN SEAMC CAa2aaa ,e1R11 M Tta,2a2•U=0:) T1a.aAA2 6 PaOJW! RM-W&1S Teat a, Auo.aat awls aP•.a anall ra Ma76•Paad saala pnehRCM awmtlta m Aal inD e71.p.r o ue /.rt i teioPalT>l ... _ • ; ' 1 , AL1eeb1l•tlels/tt •lltlltil . Owpl tlen. a•..•, . aI•• bst•ta4 algal.. . Jee«.Y r..eer _ ' I• C]•...t1 t.l.r' , e.fa11e i1t.t.Rs.e1 - trMtYF4tit• 0. •t.esRRJOeL'a - -. _.. .. i . _ .. mNlaQre. r/Qi10. AQ•.tir.tO/.1.i.. . RL Oa/Cr6 ils•a tr•1a.ere.r.rb _ __ .. .J_ .. -.. .. .. .. •• _• o •• ,• NlltttytY. w .a=-cl zrI L-C a. at• tta Thom" 1V0 Ffiotl• lotawilF PL) bte0 A T000 tpip 1.a C 0 a C O r triCPlaced! IItN• 7U1'ltlf ilta O W ew. ax • 12S t.1OM7no boutN4e/ itw C• cortlig Nd- 9uww maa: t11se1 A ], O Lia. l.er rqN.; Is 41 162 it Said t 1 127 w14 - eae to lip I 1 Oft OG w. as ON 01e 2] 1i1. 1)0 1JS lift 1S` 1•S' Gt• •' 4T1 O I t n. 1.7 40 I= • tat ta lms a O)a aY All OC a. Ott 70InInimK1281"• ant onOM 1 t1 b In. I10 tK• t.o lilt- tY wtou on Ili Its 1' 1 Oa C4 In• w. aid 446 a0• 1n lsa1N. u2 122 1U Ct 0.19 101 IS s 1 150 two ts) tq too w1• '_ ar L.t. lf) Oa oa 1. r1. b Ire fY• tq•. 1]e 2a to w7• e•t ttl t:: u 1 151 llT Ur 11• lto wsa ete 11 Ili 1 C1G as w. t.. c It0te all tf• 157ta/ M 117 109 7• GO I Is G • IOI 1K 124 120 d17 Oe 0 a)e- tr lA tat 40 ca t1 a,N tt.eaPrlla NO • tl - mid. Ur sorts 4m'• al IrYaoew PDX. Ri 2% a-wo0 700t. teR Rr1•, Yf QA] d tee wi100 V^^ 0 I• a -lb _ 1•. too I" 1 I n - a1a CS) lift 1p Oft OC ta d• N Oldt tYyit11• 1. a0 I 14- I t w]a a:] CY tt: 1 I 1 OttCrrr 1. a. w. w. Ott1. a eN1111• 0.r 1.. 1.1 to lY 11 IL eal 1« N u t 1 1 u• en l.. 1. 1 1 1 lieascc w1J. Tr I / 11tleICJItt1Qs t0- a• O.1 16 1 s 1• eo 1n Lb 1 1 ra asa. COC I• 1t7tA1. • Or 1 t) 911 1 I I 1t. e.w 1 I. Lr 6t. wrtti•..1• 67tt Y N••x IM' tLleSad 03T]'. 0 hood. Ots.t 1POCa I Atalfe• ew D Fa..W Yaa1ft0, Lt• Vm Y• to 041 1" 1K 111 12f lit, 105 YL O/O QI1 IQ r 1 1 ttl C. r• I. a1. ONdid SIPIUsutF." CY tY tU l.t 1211• 110 IOJ 0/0 OW U: 1 ptl oft A. wa1• CN o.s isrIlif0ilef 7. SCJ at. On Im 11. t 1 Cc r.a w• 1. lilt out at. On • IJI. IS• ib t t io An 10. I t 1 Qe oft wa 9Net. 1 1 1NttiaJ./ 1d 1F 161 I 1 n LOt Y.- Lbl I.I tiv I Qtl re da Otsa... lf0 I. I. - I I tOAM D. • f 1u., A tN 1:2 li rt. ew 1.3a aq b•Sol1 lie wt Y1•- dy c tl 61a, 634 IV 0.=10 Aftood. tNOaPaiale ift le.• tlr• 1: OC, 73 2A4 wteeR ti paw Oa A] P t.atty IT Y t0 0.ts 1 lal 122 t71 110 too as. e:e a f1D rC I 1 CaL lib 41 a• OSt cdo15136 sicCIA1b11.I 1 1 1.a 0.9• C.. 1 I 1 t aa• aft00. w1w. 81. Is 01. b1: 1tt.t 1 w 31.1 a Is 12 N it 1S C:) rcm N 1 t211 610 1 116 100 02 77 a. I« M 1. Oa et> as a• w. e V N t.NKt. - IdsIIS$w.. C:Y Ir 21 bo IN• 1 I: Y1 L• a.. a9 I:t 5$ lot-tP. it 1 iq. C ti f.. T I Ce Cp 1. 1. ON C.Y 11. 1 • t 75. Ca S.A. In Im Ill tl a.. Or t2L. 0 l-do I Qa wt LI. O4. C1 a 2Aa va se Shelf ft 3ed]) ttil.. ar r o-ia Im T7's ta 1 a be P.• . ez aa: l 1931 1.10! 1 1 Otl tlON ' 20 t3d 1Wtr17be11sI- 1 oft1. cnO1 l t1I rs e 1 11 1 lb is 0- 1 toate•A7d a 11mil. 0R M-1.111 1Caelr7Cat s 11121AOtt7. 0.1• 1Do 1 17 Ye)a Co f t OO<'JtpE OLcr1 toaf! r 1. Ial I+o 1 oft a• Ce 1 N..O..• Ree• bM a 4• 0.QrAt dM1, x 0215'10. 10' 1•vil1. r 11M POC. a* warn A O I• e10. a.? ea]T 1.if•wt eRt fu If 0.16. 1u I61 ty^ 111 170 tie 82 TO cos e+ 1 aft Oa 4 at11 Ott In W 1.• Ili) 126 11 02 C-70 CO IOL 1•S tee 1K 1 t2] lu 2. a,a aY 112 1 1 013 ac 11 0t11 C11 7] asta• 0 Me 121 tit 2 C'e Cr tN lot 1 1 1 tie It* e7 On Sal t.to 1 1 br OM II w. C1I t1t7- Ili/ tsltalilaJt1f0• wia wwl. o• 172 L lit ISO t7• 175 NO 133 r.: tIt ar tn I 1 2I. OKf. aell 60 72NL1771731151M12Ct1r1T. 51 1)0 1. the I it. A w12 ALI 111 1 % 1 1 Oa a0 l.. ON n 166 as1» 11 t17 na wt] en 1H Im t]y- t27 4.ROY•..wbl. se•0 i.o...rp4 Y.r.1.p.wta+rw.o..enufR.o.Ir la•Pt: atr.t.i • L Y. • 1rs. YRRPw. mow, L.t_ rsommod. r OWN" •e•IVICo.+wit ere. Possesse Yafer.esrpR..e F•r.•.eilrl.Rr nt•,Z ta0detr •0 CLC qa l .rttel:Ml, lteae OS t.. ast0.?...•10 P•4 i.0 r, 7..R m tetllrc.mat+celc..e.... irl l. f,...r. «r.Ir.. e,t.r. It•e w. «i..w.IR.• e.rr1a11tK a nara.wea«.« e.re/..gloCRa+wlerwl.Vgi.a•.•r wvrMte.lRw11/.00t}M •. OOC.L2Ra.1. ie1•10• UYITATIOUS OF USE: 11 InKohValott) 14a100e 2nne PCOM estat PIT tt.trtl me, Cae7) Flyraa, NOA :64i::.04. oil$ OGAW4 NSA•. STATE 0 0 Rxl; FSSION AL H O am W REPORT NUMBER: 102024363COQ-001A ORIGINAL ISSUE DATE: April 1, 2015 REVISION DATE: April 30. 2015 EVALUATION CENTER INTERTEK TESTING SERVICES NA LTD. 1500 BRIGANTINE DRIVE COQUITLAM, BC V3K 7C1 RENDERED TO. JAMES HARDIE BUILDING PRODUCTS, INC. 10901 ELM AVENUE FONTANA, CA 92337 PRODUCT EVALUATED: HardiePanel® EVALUATION PROPERTY: Transverse Load Testing Report of HardiePanel® tested in accordance with ASTM E330-200212014, Standard Test Method for Structural Performance of Exterior -Windows, Doors, Skylights and Curtain Walls by Uniform Stade Air Pressure Difference Iloilop X.0GA 21 STA SSj0NA •EN t/`1` ` t This report is for the exclusive use -of Inte,•teWs Dent and is provided pursuant to the agreement between Intertek and its Client. Intertel: s responsibility and liability are limited to the terms and conditions of t-he agreement. Intertek aswmes no 1!abllity to any party, other Than to the Client ir. atzordance with the agreerneM, for ally loss, expense or damage occasioned by the use of this report Only Me Client is authori2ed to copy or distribute this report and then only In Its entirety. Any use or the Intertek name or one of Its marks for the sale or advertisement of the tested material, product or service must first be approved in writing by Inter.ek. The observations and test results in this report are relevant on4e to the sample tested. This rebor t by itself does not imply that the material, product, orservice is or has ever been under an Intertek certifir.ation program. James Hardie Bulldbg Product&, Inc. Report No. 1020243MC00-001A 1 Table of Contents Apol 30.2015 Page 2 of 7 1 Table Of Contents.............................................................................................................. 2 2 Introduction........................................................................................................................ 3 3 Test Samples..................................................................................................................... 3 3.1. Sample Selection........................................................................................................ 3 3.2. Sample And Assembly Description............................................................................. 3 4 Testing And Evaluation Methods........................................................................................ 3 4.1. Conditioning .................................. ....................................................... _.............. ...... 3 4.2. Transverse Load ............ ................................................. _.......... ......... .................... .. 3 5 Testing And Evaluation Results.......................................................................................... 5 5.1. Results And Observations......................................................................................... 5 6 Conclusion......................................................................................................................... 6 Appendix A Transverse Load Test Data.....................................................................17 Pages RevisionSummary ............................................................................................................ 1 Page pGAW-4 W 9 FLOO'' Interzek Florida Product Approval HardiePanel° Siding For use inside HVHZ: o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with the. Miami -Dade County Florida NOA 15- 0122.04. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. For use outside of HVHZ, o HardiePanel Siding fastener types, fastening schedule, and installation shall be in accordance with Engineering Evaluation Report RIO-2556-15. Consult the HardiePanel product installation instructions on the follow pages for all other installation requirements. HardiePanel®" rob Vertical Siding JamesHardie EFFECTIVE SEPTEMBER 2013 01M INSTALLATION REOUIREME f I S RESIDENTIAL SINGLE FAMILY ONLY - PRIMED & COLORPLUSO PRODUCTS Vim ,,Aw Jameshardie.0m for the most recent version. SMOOTH • CEDARMILL® - SELECT SIERRA 8 • STUCCO IMPORTANT FAILURE TO INSTALL AND FINISH THIS PRODUCT IN ACCORDANCE WITH APPLICABLE BUILDING CODES AND JAMES HARDIE WRITTEN APPLICATION INSTRUCTIONS MAY LEAD TO PERSONAL INJURY, AFFECT SYSTEM PERFORMANCE, VIOLATE LOCAL BUILDING CODES, AND VOID THE PRODUCT ONLY WARRANTY. BEFORE INSTALLATION, CONFIRM THAT YOU ARE USING THE CORRECT HARDIEZONE INSTRUCTIONS. INSTALLATION OF HZ10TM PRODUCTS OUTSIDE AN HZ100 LOCATION WILL VOID YOUR WARRANTY. TO DETERMINE WHICH HARDIEZONE APPLIES TO YOUR LOCATION, VISIT WWW.HARDIEZONE.COM OR CALL 1-866-942-7343 STORAGE & HANDLING: Store flat and keep dry and covered prior to installation. Installing siding wet or saturated may result in shrinkage at butt joints. Carry planks on edge. Protect edges and comers from breakage. James Hardie is not responsible for damage caused by improper storage and handling of the product. CUTTING INSTRUCTIONS OUTDOORS , INDOORS 1. Position nnig station so that wind will blow dust away from user 1. Cut only using score and snap, or shears (manual, electric or pneumatic). and otlters in worbrg arm 2. Position cutting station In well-venWated.area. 2. Use onto of the tell%%" methods: a. hest I. Score and map 0. Smears Weaual, electric or pneumatic) - NEVER use a power saw indoors b. BeUr I. Dust reducing dais Saw epripped wlth a - NEVER use a circular saw blade that does rat carry the HardeBlade saw dada Hardeetade'saw dada aid HEPA vacuum extraction NEVER dry sweep — Use wet supp essim or HEPA Vacuum c. Good: 1. Dust red cN circular saw with a Harde9lade saw blade only use fix low to moderate a" Impertarit Note: ror maldmum protection (Iciest respirable dustproduc inn), James Handle recommends Bdv3y5 isrg'BesC level cutting methods where feasible. NIOsH-approved respi-da irs can be used In oonpantion with above cutting practices to further reduce dust eipostres Additional e>posue infomiatiori is available at vww: jameMardie con to help you determine the most appalArla Cuttiig metitod for your job molu rements. If concern still aft about eip=n fevels a you do not comply mth the above practices, you should always WWI a quakfied industrial ftienist or contact James Hardie for further infamration . sbooteo GENERAL REQUIREMENTS: These instructions to be used for residential single family installations only. For CommercJal / Multi -Family installation requirements •go towww.JamesHardieCommercial.com HardiePanela vertical siding can be installed over braced wood or steel studs spaced a maximum of M' 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 (rainscreenflurdng) as a best practice. Information on installing James Hardie products over foam can be located in JH Tech Bulletin 19 at www. iamehardie.com A water -resistive barrier is required in accordance with local building code requirements. The water -resistive barrier must be appropriately Installed with penetration and junction flashing in accordance With local building code requirements. James Hardie will assume no responsibility for water infiltration. James Hardie does manufacture HardieWrap® Weather Barrier, a non-vroven 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 apolicatnons. Some application are not suitable for GolorPlus. Refer to ColorPlus section page 3. DO N01 use stain, oil/alkyd base paint, or powder coating on James Hardie® Products. For larger projects, including commercial and multi -family projects, where the span of the wall is significant in length, the designer and/or architect should take into consideration the coefficient of thermal expansion and moisture• movement of the product in their design. These values can be found in the Technical Bulletin 8 "Expansion Characteristics' at www.JamesHardie.com. INSTALLATION: Joint Treatment Fastener Requirements • Vertical Joints - Install panels in moderate contact (fig. 1), altemativelyPositionfasteners3/8" from panel edges and no closer than joints may also be covered with battens, PVC or metal jointers or2" away from comers. Do not nail irtto comers. caulked (Not applicable to ColorPlus• Finish) (fig. 2). HardiePanel Vertical Siding Installation • Horizontal Joints - Provide Z-flashing at all horizontal joints (fig. 3). Framing must be provided at horizontal and vertical edges for nailing. Figure 2 Figure 3HardiePanelverticalsidingmustbejoinedonstud. water -resistive barrier water -resistive wrriar Double stud may be required to maintain minimum edge / , st a „? 4esif nailing distances. ( 2 x 4 stud Figure 1 stud ,; , — .— upper panel tipper panel water -resistive I /' C eun 114 g qullkk 1/4" BaP barrier Batten Joint- "H" Joint ZJlisriing f ' Z-flashing i sheathing HardlePanel C. o vertical aiding water-resualve barrier w decorative 2 z 4 stud band board keep nails / I . . —lower lower 3/E' min. 111 panel . _ pawfrompanelp edges plate u Figure 4 leave appropriate gap between Recommendation: When `— r, panels. been caulk installing Sierra 6. Prtnride• Caulk Joint a drnlbk stud at panelrtroderatecontact plot applicable to Cotofte RnVQ ioints to avoid naaing keep fasteners2' — f ' Apply caulk In accordance with tau& through grooves. away from corners manudacurer's written application instruclidrns. i For additional information oil HardieWrap"m Weather Barrier, consul! James Hardie at 1-866-4Hardie or www.hardiewrap.com WARNING: AVOID BREATHING SILICA DUST James Hardie"' products tannin respirable crystalline setae, which is Ime vn is me State of California to cause cantor and is considered ty/ WIC and NIOSH to be a cause of cancer from some occupational sources. Breathing excessive amounts of rescuable silica dust can also cause a disabling and potentiafy latal dare disease called sibcos5 and no oeeri finked with otter diseases. Some studies suggest smobing may increase use nits During Installation or rtu dling: (1) w3rk in subduer area Win ample ventilation: (2) use liner Cement shears for cutting or, %inere net feasible. use a Handeebade" saw blade and dust-roduang orWlu saw attached to a HEPA taWum: 3) warn others in me Immediate area, (4) vicar a properly -tined, MOS4-approved dust mask or respiramr (e g 14-95) in accordance with aoMi able government regulations and manufacturer Instructions to fuaurer Il:hlt respirable silica exposures During clean-up, uss FCPA vacuums or wet cleanup meMods - never dry sweep For further information, refer to our installation instructions arc Material salary Data Sheet available at Y,• rrw )amesharde.crn or by calling 1.900.9HMUIE p-800-942.7343). FAUPE TO ADHERE TO OUR Y:AWNGS. MSDS, AND v4STALLATION It fSTWOMNS MAY LEAD TO SEF40JS PERSONA! Itt IURY OR DEATH. HS1236 - P113 1/13 CLEARANCES Install siding and trim products in Maintain a minimum 1 " Maintain a minimum 1" - 2" clearance At the juncture of the roof and vertical Maintain a 1/4' compliance with local building code 2" clearance between between James Hardie products and decking material. surfaces, flashing and counterflashing shall be installed per the roofing clearance between the bottom of James requirements for clearance between James Hardie° manufacturer's instructions. Provide a 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. Figure 5 t Figure 6 6" min. I rknadation Maintain a minimum 1"gap between autter end. caps and siding & trim. Figure 9 gutter and end cap - deck Do not brloge floors with HardlePanel° siding. Horizomal Joints; should ahw,,s be created between floors gig.10). Water - Resistive 1 Figure 10 1 y Horizontal IBITrim Sheathing fascia HardiePenet• BLOCKED PENETRATIONS Penetrations such as hose bibs and holes 1 36' or larger such as dryer vents should have a block of trim around point of penetration. T the roofing and the bottom edge of the Do not caulk gap. siding and trim. Refer to fig. 3 on Figure 8 page 1. li ( ' r ,( j,•-r min. tI( I KICKOUT FLASHING Because of the volume of water that can pour down a sloped roof, one of the most critical flashing details occurs where a Framingroof one a sidewal .. The roof must be flashed with step Fbwft flashing. Where the roof terminates, install a kickout to deflect water away from the siding'. It is best to Install a self -adhering membrane on the wall before the subfascia and tnm boards are nailed in place, and then come back to install the kickout. Figure 11, lOckout Flashing To prevent water from. dumping behind the siding and the end of the roof intersection, install a "kickout" as required by IRC code R905.2. 8.3 :'...flashing shall be a min. of 4" high and 4" wide." James Hardie recommends the kickout be angled between 1000 - 1100 to maximize water deflection Figure 11 GENERAL FASTENING REQUIREMENTS Fasteners must be corrosion resistant, galvanized, or stainless steel: Electrb-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 fasteneis are recommended when installing James Hardie products near the ocean, large bodies of water, or in very humid climates. Consult applicable product aQluatlon or listing for correct fastener type and placement to achieve specific design wind loads. NOTE: Published wind loads may not be applicable to all ateas where Local Building Codes have specific jurisdiction. Consult James Hardie Technical Services it you are unsure of applicable compliance documentation. Drive fasteners perpendicular to siding and framing. Fastener heads should fit snug against siding (no air space). (fig. A) Do not over -drive nail heads or drive nails at an angle. It nail is countersunk, fill nail hole and add a nail. (fig. B) For wood framing, under driven nails should be hit flush to the plank with a hammer (for steel framing, remove and replace nail). NOTE: Whenever a structural member is present, HardiePlank should be fastened with even spacing to the structural member. The tables allowing direct to OSB orplywood should only be used when traditional framing is not available. Do not use aluminum fasteners, -staples, or clipped. head nails. Snug Flush 571 Countersunk, fill 8 add nail flq li QY 0 Figure A Iti \ V Figure B do not under drive nails oo NOT STAPLE I&INe " ha, 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 drKen.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 - P2/ 3 8/13 y >o, CAULKING For best results use an Bastomeric Joint Sealant complying with ASTM C920 Grade NS, Class 25 or higher or a Latex Joint Sealant complying with ASTM C834. Caulking/Sealant must be -applied in accordance with the caulking/sealant manufacturer's written instructions. Note: OSI G ad as well as some other caulking manufacturers do not allow tooling. DO NOT Baulk nail heads when using ColorPlus products, refer to the ColorPlus touch-up section CUT EDGE TREATMENT PAINTING Caulk, paint or prime all field cut edges. I DO NOT use stain, oll/alkyd base paint, or powder coating on James Hardie® Products. James •Hardie products James Hardie touch-up kits are required must be painted within 180 days for primed product and 90 days for unprimed.100% acrylic topcoats are to touch-up ColorPlus products. recommended. Do not paint when wet. For application rates refer to paint manufacturers specifications: Bade -rolling is recommended if the siding is sprayed. COLORPLUS° TECHNOLOGY CAULKING, TOUCH-UP & LAMINATE Care should be taken when handling and cutting James Hardie® ColorPlus® products. During installation use a wet soft cloth or soft brush to gently wipe off any residue or construction dust left on the product, then rinse .with a garden hose. Touch up nicks, scrapes and nail heads using the ColorPlus® Technology touch-up applicator. Touch. up should'be used sparingly. If large areas require touch-up, replace the damaged area with new HardiePanel® siding with ColorPlus Technology. Laminate sheet must be removed immediately after -installation of each course. Terminate non -factory cut edges into trim where possible, and caulk. Color matched caulks are available from your ColorPlus® product dealer. Treat all other non -factory cut edges using the ColorPlus Technology edge coaters, available from your 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 Cedarmill and Stucco panel only, but correct touch-up application is important. Some colors may show touch-up when applied over fasteners. Trim is recommended to cover joints when appropriate. PAINTING JAMES HARDIE• SIDING AND TRIM PRODUCTS WITH COLORPLUS° TECHNOLOGY When repainting ColorPlus products, James Hardie recommends the following regarding surface preparation and topcoat application: Ensure the surface is clean, dry, and free of any dust, dirt, or mildew Repriming is normally not necessary 100% acrylic topcoats are recommended 00 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 RECOGNMON: In aocordanoe i4th ICC-ES Evaluation Report ESR-1844, Hardiel an" ver1W siding is reoognizad as a sultable alternate loft spedfied In: the 20062009, i3 2012International Residentlal Code for One -and Two -Family- Dwellings and the 2006. 2009, S 2012 International 861dig Code. Ha fief anel vertical siding is also recognized for apoication in V. following: city of Los Angeles Research Report No. 24862, Staz.ot Iaoiii1a listing F1,4889, Dade county. Ronda NOA No. 02-0729.02. U.S. Dept of HUD Materials Release 1263c, Texas Department of Insurance Product Evaltation EC-23, city.d New York ME4 223.93-M, aro CaltarniaDSA PA-019. These documents shouid also be consulted for additional information cares mng tra sutabiuty of this product for spectre applications. 2013 James Hardie Building Products. WI rights reserved. Additional Installation Information, TM, SM, and ® denote trademarks or registered trademarks of James Hardierechnology Umited 0 Is a registered Warranties, and Warnings are available at tflrla meSHardie trademark of James Hardie Technology Limited. www.jameshardie.com MR HS1236 - P3/3 6113 M IAM I•DADE hrrAMI-DARE COUNTY PRODUCT CONTROL SECTION 11805 SW 26 Street, Room 208 DEPARTMENT OF REGULATORY AND ECONON11C RESOURCES (RER) Miami, Florida 33175-2474 BOARD AND CODE ADIVU[NISTRATION 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 riles and regulations governing the use of construction materials. The documentation submitted has been reviewed and accepted by Miami -Dade County RER-Product Control Section to be used in Miami Dade County and other areas where allowed by the Authority Having Jurisdiction (AHJ). This NOA shall not be valid after the expiration date stated below. The Miami -Dade County Product Control Section In Miami Dade County) and/or the AHJ (in areas other than Miami Dade County) reserve the right to have this product or material tested for quality assurance purposes. If this product or material fails to perform in the accepted manner, the manufacturer will incur the expense of such testing and the AHJ may immediately revoke, modify, or suspend the use of such product or material within their jurisdiction. RER reserves the right to revoke this acceptance, if it is determined by Miami -Dade County Product Control Section that this product or material fails to meet the requirements of the applicable building code. This product is approved as described herein, and has been designed to comply with the Florida Building Code, including the High Velocity Hurricane Zone. DESCRIPTION: "Hardie", "Cem" and "Prevail" 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 mantifacturer's name or logo, Plant City, Florida, and.the following statements: "ASTM C 1186 Type A compliant" aid "Miami -Dade County Product Control Approved" is to be located on each siding plank or panel and per F'BC 1.710.9.2 and 1710.9.3 on soffit panels. RENEWAL of this NOA shall be considered after a renewal application has been filed and there has been no change in the applicable building code negatively affecting the performance of this product. TERMINATION of this NOA will occur after the expiration date or if there has been a revision or change in the materials, use, and/or manufacture of the product or process. Misuse of this NOA as an endorsement of any product, for sales, advertising or any other purposes shall automatically terminate this NOA. Failure to comply with any section of this NOA shall be cause for termination and removal 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 03 f3 1 5 Patie>< James Hardie Building Products, Inc. NOTICE OF ACCEPTANCE: EVIDENCE SUBMITTED A. DRAWINGS "Submitted tinder NOA # 13-0311.07" 1. Drawing No. PNL, PLK & SOFF, titled "HardiePanel, CemPanel, Prevail Panel; HardiePlank, CemPlank Prevail Lap Siding; HardieSoffit, CemSoffit Panel; Installation Details Wood/Metal Stud Construction", sheets 1 through 12 of 12, dated 04/24/2013, prepared by the manufacturer, signed and sealed by Ronald I. Ogawa, P.E. B. TESTS "Submitted tinder NOA # 13-0311.07" 1. Test reports on 1) Uniform Static Air Pressure Test, Loading per FBC TAS 202-94 2) Cyclic Wind Pressure Loading per FBC, TAS 203-94 along with marked -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 tinder 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 Economid Resources (RER) E. MATERIAL CERTIFICATIONS 1. None. F. STATEMENTS 1. Statement letter of code conformance to the 5 h edition (2014) FBC issued by Ronald 1. Ogawa & Associates, Inc., dated 10/26/2014, signed and sealed by Ronald I. Ogawa, P.E. Carlos M._ Utrera, P.E. Product Control Examiner NOA No. 15-0122.04 Expiration Date: May 1, 2017 Approval Date: April 9, 2015 E-1 WALL I too ia 1 DETT_&tL_A WALL LENGTH Stud Spacing at 16" O.C. B4 I 1 _1 lxl Of B F-- I Nails at 16" O.C. (typ.) 31W Minimum Edge Distance Sheathing fastener, as described in Note 1 Panel fastener, as described in Note 2 1 HardiePanel, Cempanel, Prevail Panel Siding r . Water -resistive barrier per r— Florida Building Code Section 14D42 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Budding Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 618• thick / 5 ply APA rated plywood sheathing in accocanoe with Florida 8urldng Code Section 23223 Water - resistive barrier per Florida Bwlding Code Section 1404.2 2' X 4" S-P-F Wood Studs HardiePanel, SECTION B-B Cempanel, Prevail Panel Siding PRODUCT pESCfdPT10tJ HardePanel®, CernpanelS & Prevail® Panel 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. p NEL DIMENSIONS Width Length Thickness N 8.9,10' 5/16" DESIGN PRESSURE RATING Installation Design Pressure Wood Studs -76 Psf Impact Resistant — Planks installed over 5/8" thick /5 Ply APA rated plywood sheathing HARpIEP4N LCEMPN PREV41L PANEL SIDING 1NST/AU.aT10N 1?E[AtI S All irntallation shall be done in conformance with this Notice of Acceptance, the manufacturers installationrecommendations, and the applicable sections of the Florida Building Code. WoodstudswhereHardiePanel, Cempanel, Prevail Panel Siding will be installed shall be designedbyanEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsof this N. OA Note11518' thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordance with Florida Budding Code Section 23223. APA plywood sheathing supported Th • esidingpanelsshagbeinstalledover51Wthick15plybyaminimumof2"X4" S-P-F wood studs spaced a ma cimum of 16" O.C. Note 2] The siding panel fastener shall be a 2" long, 0.223 head diameter, 0.092" shank diameter, corrosionresistantsidingnail: the fasteners shag be spaced at 6" O.C. at panel edges and intermediatestuds; the fasteners shall be driven through the SW thick / 5 ply APA rated plywood sheathing into wood studs located at 16" O.C. Fasteners shallhaveaminimumedgedistanceof30' and a minimum clearance of 2" from corners. Creator. E Gonzales HARDIEPANEI, CEMPANEL PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION fames Hardie Buiding Products, Inc. 1DWI Elm Avenue Fontana, CA 92337 MONO I REv A I I PNL-PLKSOFF 12' =1'- 0" I Date: 4r24=13 `SHEET 1 OF 12 Fastener Spacing per Florida L Building Code.Section 2322.3 f II 1PQ11.'xJCi>tEv • ar iliig vpA tile•tit+>b saw" C'06 Y Pfo&wl C 0w MODt= REVISED w WM the I r proancc Cenao3 I Fastener Spacing per Florida Building Code Section 2322.3 I I. ERA.11iIING 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 SHEA7HIIJG NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDNG CODE SECTION 2322.3 CIADDIHG. THE PANEL IS FASTENED WITH 2' LONG, 0.223" HEAD DIAMETER, 0.M' SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 6" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS Cladding Framing Sheathing I rrrrrjra I nw T0 l l FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. a 10901E3m Avenue Fontana, CA 92337 Phone: 909356-6300 WE FSCM NO 0M NO Fax 909427-0634 A PNL-PLK-SOFF Creator E. Gonzales SCALE V =1*-0" Date: 424/2013 SHEET 2 OF 12 1 W ALL LENGTH Stud Spacing at 16" O.C. r, r OGA' I' i a4 wah tt e P ift ` VVALL EIGHT STATEN. j ! YONA B E-•— Nails at 6" O.C. (typ.) 3/ 8" Minimum Edge Distance QUA_! LA_ Sheathing fastener, as described in Note 1. Panel fastener, as described in Note 2 HardiePanel® Siding Water - resistive barrier per Florida Building Code Section 1404. 2 5/ 8" thick 15 ply APA rated plywood sheathing fastened to metal studs as described in Note 1. 20ga, 3-5/8" X 1-50' Metal C-stud The wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida Building Code. SEE DETAIL A 5/ 8" thick /5 ply APA rated plywood sheathing fastened to metal studs as described in Note 1 PgODUC_ T_I)ESCRIPTiOIN HardlePaneW. Cempanel®, & Ptev2il0 Panel Sing materials are nonasbestos fiber - cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PANEL DLMENSIO[JS Water4esistive Width Length Thickness barrier per Florida 4' 8,9,10! 5/16, Building Code Section 14042 DESIGIJ Pj ESS_U_RRATING Installation Design Pressure ttt 209a, 3.5/8" X I-ft" Metal Studs -104 psf Metal Cstud rrr HardiePanel, Impact Resistant— Panel installed over 5/8" thick / 5 ply S. i~CTJQn_L B Cempanel, APA rated plywood sheathing PrevailPanelSiding HAIZDIEP E CEMPANL PEZEVAIL PANELSIDIN INSTJ LL,1T1_ON DETTA14S All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardiePanel, Cempanel. Prevail Panel Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N. O.A. Note 115/8" thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diameter X 1-1W long bugle head screw The siding panels shall be installed over 5/8" thick / 5 ply APA rated plywood sheathing supported by a minimum 209a, Nominal 35/8" X 1.5IV' Metal C-studs spaced a maximum of 16" O. C. Note 21 The siding panel fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-518" long' ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating.metal framing); the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven through the 518" thick / 5 ply APA rated plywood sheathing into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. Creator. E. Gonzales HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 SIZE I FSCM NO I w- - A PNL-PLK-SOFF 112" = 1'-0" 1 Date: 424=13 Is"FET 3 OF 12 I 6.00in. I I I I Ii I 6.00in. MODI CTREVISM az aM0yiw wi & the F7aids ENO 7 lay P+oaoct QmUcl II I' I II I• I 6.00in. I II. II II I' I r OINCr ILEWU e pi OF ttedb FRgM(N_G. FASTENED WITH 5/8' WAFER HEAD CREWS (2 PER OP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATFI)N_GNOMINAL 5/8" THICK / 5 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 CLADDING THE PANEL IS FASTENED WITH NO.8-18, 0.315" HEADSONRESISTANT Cladding I I I /I I / Framing II II I•I Sheath II OGA I II0. 121 I ' -o •' I • i STATE OF FL0 RX'O'-' • •'-' 13II F OT PARTF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS OR THESE RE LOADS) N HARDIEPANEL, CEMPANEL, PREVAIL PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue DIAMETER X 1-5/8 LONG CORRO I - Fontana, CA 92337 RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT MONO RFv LEAST 3 FULL THREADS PENETRATING THE METAL Phone: 9 56-6300 Sm FSCM No FRAMING), PLACE SCREWS 6" O.C. AT PANEL EDGES Fax 909-427-0834 A PNL-PLK-SOFF AND INTERMEDIATE STUDS 4/24/2013 SHEET 4 OF 12 Creator. E Gonzales sc 1" =1'-0" LENGTH V-rAFL'°` Sheathing fastener, as described in Note 1 Siding fastener, as described in Note 2 w rh Florida co HardiePlank, SAD S Cemplank, Prevail . ir Lap Siding DY Water -resistive barrier per Florida Building I Code Section 1404.2 5/8" thick / 5 ply APA rated plywood sheathing fastened in accordance with Florida Building Code Section 2322.3 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record in ccmpGance with the Florida Building Code. 518" thick 15 ply APA rated plywood sheathing in accordance with Florida Building Code section 2322.3 Water4atistive barrier per Florida Buld'ang Code Seopon 14042 2- X 4" S-P-F Wood Studs MODUCT DESCRIPTION HardiePlank,O, Cemplank®, & Prevaile Plank lap Siding materials are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade II, Type A and meeting the requirements of the Florida Building Code. PANELD-MMS]ON_S. Width Length Thickness 59-1/2' 12' 5116' DESIGNPRESSURE __TIN* Installation Design Pressure Wood Studs -92 psf Lap Siding impact Resistant — Planks installed over 5/8" thick / 5 ply 1-1/4• tall X 5116" APA rated plywood sheathing thick starter strip HA tD_IMP_LANIC,_CEMPLAN{CLeIZEYA_.4tA 5.1D_IIJGJNSTAI-O D CA1LS All installation shall be done in conformance with this Notice of Acceptance, the manufacturer'sinstallationrecommendations, and the applicable sections of the Florida Building Code. Wood studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by anEngineerorArchitectpertheFloridaBuildingCodeandtherequirementsofthisN.OA1] 5/8" thick / 5 ply APA rated plywood sheathing shall be attached to the studs in accordanceNote with Florida Building Code Section 2322.3. Planks shall be appfied horizontally commencing from the bottom course of the wall with 1-1/4" wide laps at the top of the plank such that the exposure area of each plank is 5 &1/4" vertically. Note 21 The siding fastener shall be a 2-UZ long, 0.223" head diameter, 0.092" shank diameter, corrosion -resistant siding nail; The siding is fastened 5 8-1/4" O.C. vertically andls O.C. horizontally; fasteners are driven into wood studs through 5/8" thick / 5 ply APA rated plywoodg• rs are placed in the overlapping area approximately 314' from the bottom edge of the overlapping plank Vertical joints shall be placed over studs. sheathing supported b aTheplanksshallbeinstalledover5/8" thick / 5 ply APA rated plywood 9 ppo Y minimum of Z%4" S-P-F wood studs spaced a maximum of 16" O.C. Fasteners shall have a minimum edge distance of 31T. Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardle Building Products, Inc, 10901 Elm Avenue Fontana, CA 92337 DWG NO PNL-PLK-SOFF 11r-v-0" I' Date:412412013 5OF12 Fastener Spacing per Florida Building Code Section 2322.3 0.75n PROMCr REWSM w eomplymg wi & *w FbriAs Bm7d*Cadr Aa-=V—m 13o / ' 11, C i T 58.25in. L in. OC—{ / Cladding I • Framing Fastener S cing per Florida ( inPaSheathing Building Code Section 2322.3 I • I I / i i2AMtNG NOMINAL 2" X 4" S-P-F WOOD STUDS 16" O.C. FASTENED WITH 3-1/2" 16d COMMON NAILS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE SHEATHING NOMINAL 518" THICK / 5 PLY APA RATED PLYWOOD SHEATHING FASTENED IN ACCORDANCE WITH FLORIDA BUILDING CODE SECTION 2322.3 CLADDING PLANKS OVERLAP 1-1W THE EXPOSURE IS s8-1/4" THE PLANKS ARE FACE NAILED WITH 2-1/2' LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, -PLACED 3/4• UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION PRQDI'CI R6 nsw • I `%, argoiiYioQ r.id r1r Flotide SF• - etrlaea I : No. 121 Br STATE OF 4NA1- r FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION ND LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) Creator. E. Gonzales HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 9=7 A I I PNL-PLK-SOFF 1' = 1'-0" 1 Date: 4/242013 , ISHEEr 6 OF 12 REV t-SEE ILjLPQQJQ9T D JESCP-110-N. Stud Spacing at 16'O.C. *VYALL LEN DETAA HardiePlank(D, Cemplank®, and 6V thick / 5 ply APA Prevails Plank Lap Siding materials rl rated plywood are nonasbestos fiber -cement sheathin products tested in accordance with gfastenedmetal studs ASTM C1 186 Grade 11, Type A and to as meeting the requirements of the describedinNoteIPROMFloridaBuildingCode. ape '' Obi 0Wi6AVF&W;d* barrier per Florida ELAJbL__QL14QRSitCLN_4 WALLKBuilding HEIGgCode Width Length Thickness ki X Section 14042 s 9-112" 12! my Produ k C"aftl Z --1,20ga, 3-5W X 1-5/8-. DESIG-N—PRESSIJA9, RATINGL Ha stud MetalCFnE 611ation Design Pressure 106IAT§. bF q C. . . HardiePlank. Metal Studs -92 psf 44, % LA ............. ....... ' k LfreAbmplaror, Prevail B A—! fool Lap Siding Impact Resistant - 314Minimum Distance Nails at 16O.C. (typ.) -- I - — WIVAL I . - — I Planks installed over 5t8" thick 5 ply P " a20 -5116* 1114, tan Xthickstarterstrip APA rated plywoodsheathing DETAIL6 HARDIEPLANK CEMPILAL4. KEREVAIL ln6E -S ZIPING INSTALL&aQN-QM1Jinstallationshallbedone in conformance with this Notice of Acceptance, the manufacturers installation Sheathing fastener, as recommendations, and the applicable sections of the Florida Building Code. described in Note I Metal studs where HardiePlank, Cemplank, Prevail Lap Siding will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA bworov dw Vkgift [Note 11 S/V'thick / 5 ply APA rated plywood sheathing shall be attached to metal studs at 6"oc at panel edges and all intermediate supports using a No.8-18, 0.315" head diarneterx 1-1/4' long bugle head screw Siding fastener, as delapsatPlanksshallbeappliedhorizontallycommencingfromthebottomcourseofthewallwith114 wide I described in Note thetopoftheplanksuchthattheexposureareaofeachplankis8AXvertically. lby l [Note 21 The siding fastener shall be a minimum No. 8-18, 0.315" head diameter X 2-1/4 long* bugle head screw over metal studs (* or screw shall have at least 3 full threads penetrating metal framing); The siding is C=_ H2rdiePlank, fastened _e. 8-11WO.C. vertically and 16' O.C. horizontally-, fasteners are driven into metal studs through 518" Cemplank, thick / 5 ply APA rated plywood sheathing, fasteners are placed in the overlapping area approximately 3/4* Prevail Lap Siding from the bottom edge of the overlapping plank. N Vertical joints shall be placed over studs. i ` % Water -resistive a The planks shall be installed over 50 thick / 5 ply APA rated plywood sheathing supported by a minimum 20ga, Nominal 3-5/ 9'X 1-5/8!'Metal C-etuds spaced a maximum of 16" C.C. barrier per Florida 0 Fasteners shall have a minimum edge distance of 3ff. Burlicling Code Section 1404. 2 HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING 5/8" thick 5 ply APA rated INSTALLATION DETAILS METAL STUD CONSTRUCTION plywood sheathing fastened to James Hardie Building Products, Inc. metal studs as described in 10901 EJrn Avenue Note 1 J Fontana, CA 92337 20ga, 3-SX, X 1-5/8" Metal C-stud Phone: 909-366:6300 0WON10 REV The wall and soffit frames are to be designed Fax 909-427-0634 A PNL-PLK-SOFF by the Architect or Engineer of Record in - sa"T F=m No I - compliance with the Florida Building Code. -Creator. E. Gonzales SCALE 1/2'=1'.0"7 Date: 4/2412013]SHEET 7 OF 12 6.00in. 16 in. OC 6.00in. I 6.00in.00 0.75in ..--.--------------- - ----- --._._ ».»......»__... _---- -- I - o0awh4w wib the f1crids wcNa. is t It T Br o" pnoc 0.25in. F12gM1NG NOMINAL 20 GAUGE 3-5/8" X 1-5/8" STEEL STUDS 16" O.C. FASTENED WITH 5/8" LONG RIBBED BUGLE HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE NOMINAL 5/8" THICK / 5 PLY APA RATED PLYWOOD SHEATHING TO METAL STUDS AT 6" OC AT -PANEL EDGES AND ALL INTERMEDIATE SUPPORTS USING A NO.8-18, 0.315' HEAD DIAMETER X 1-1/4" LONG BUGLE HEAD SCREW CLADDING PLANKS OVERLAP 1-114 THE EXPOSURE IS S 8-114" THE PLANKS ARE FASTENED WITH NO.8-18, 0.315' HEAD DIAMETER X 2-1/4' LONG CORROSION - RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 FULL THREADS PENETRATING THE METAL FRAMING), PLACED 314" UP FROM THE BOTTOM EDGE OF THE PLANK AT EACH STUD LOCATION Mw ooa lyir riAb Ot Florio caft • I Cladding Framing I Sheathing GGAW 121 TATE OF ORIOP•=• 01%Al- FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVITY LOAD ARE NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) HARDIEPLANK, CEMPLANK, PREVAIL LAP SIDING INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Produc[s,.Inc. 10901 Elm Avenue Fontana, CA 92337 Phone: 9D9-356-6300 so- rscw.+o DV4 NO R-`" Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E. Gonzales SCALE 1" =1'-0" Date: 4124/2013 S FEr 8 OF 12 WALL LENGTH Stud Spacing at 16' O.C. e-__ 1 1 1 r----t- ---r-----. f-1:-Jr/"•---------•--ram WALL lEIGHT I t I I j. i.. Li Nails at 4" O.C. 3/8" Minimum Edge Distance D_ETAIL,A offit fastener, as Ascribed in Note 1 HardieSoffit, Cemsoffit Minimum 2" X 4" S-P-F Wood Studs The wall and soffit frames are to be designed by the Architect or Engineer of Record In compliance with the Florida Building Code. SEE DETAIL A 2" X 4" S-P-F Wood Studs HardieSoffd, Cemsoffit A1~C-Ti-01"_B, R&OAILQLDESCRI T-LON Hardie5offitm & CemsoffiM materials are nonasbestos fiber-ceme0t products tested in accordance with ASTM C1186 Grade Il, Type A and meeting the requirements of the Florida Building Code. SOEELL DIMENSIONS Width Length Thickness 4' 8' 1/4" pySjG-N PRSSSUREj2A71NG Installation Desibn Pressure Wood Studs -70 psf FROtwcr REVIISED W C With aye Vikagwo eufl,+« xpr.sa, No 13, By MiMdWy>j& 21No. STATE OF . ONAIL _ HARDI,ES_O_EER—C MSOEFIT.pJAL lEL-1,LST}1LLAJJ_O-N DE_T (49i All installation shall be done in conformance with this Notice of Acceptance, the manufacturer's installation recommendations, and the applicable sections of the Florida Building Code. a Wood studs where HardieSoffit, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 2"X4" S-P-F wood studs spaced a maximum of 16" O.C. Note 1] The soffit fastener shall be a 2" long, 0.223" head diameter, 0.092" shank diameter, corrosion resistant siding nail; the fasteners shall be spaced at 4" O.C. at panel edges and intermediate studs; the fasteners shall be driven into wood studs located at 16" O:C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from corners. Creator. E. Gonzales HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS WOOD STUD CONSTRUCTION James Hardie Building Products, Inc. 10901 Elm Avenue Fontana, CA 92337 A DWG NO PNL-PLK-SOFF 1 rY = V-0" I Date: 4f24J2013 9 OF 12 4.00iln- ate D sA ' t3) ,07 itasion Die - " ' 17 i PIMA Coma $Mixn' I>.%be Droama Cocoa 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 ARC141TECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING ' THE SOFFIT IS FASTENED WITH 2- LONG, 0.223" HEAD DIAMETER, 0.092" SHANK DIAMETER, CORROSION RESISTANT SIDING NAILS, PLACE NAILS 4" O.C. AT PANEL EDGES AND INTERMEDIATE STUDS i Cladding Framing - No. 121 STATE OF 44-; 0RO l XSSIP; ONA\ 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) WALL LENG Stud Spacing at 16" O.C. B---' I I _I 2i WALL HEIGHT i i•i B 3/8" Minimum DET 9IL.A SEE PIZO_DU_CT DESCFzIP_I LO_N HardieSoffi* & Cemsoifit® materials DETAIL A are nonasbestos fiber -cement products tested in accordance with ASTM C1186 Grade 11, Type A and meeting the requirements of the Florida Building Code. f ' i 20ga, 3-5/8" X 1-SB" SOjjmg S10N_S Width Length Thickness etal Gstud i.i HardieSotfit, DESIGN PRESSURE RATING Cemsoflit Installation Design Pressure Metal Studs -55mf _ SECTIQNjkB MODUCi.REVL%D PNailsat6" O.C. (typ.) eDUCr REVISED As °O'"dyiicB wft fe FkAdIs Distance fastener, as ribed in Note 1 HardieSoffit, Cemsoffd f 209a, 3-5/8" X 1-5/8" Metal C-stud LThe wall and soffit frames are to be designed by the Architect or Engineer of Record in compliance with the Florida.Building Code. OVA Bomallo. 12B Oo= AeocpWm No( + - l/' o : STATE OF BYc eir.abaco.yt,a ORIL iARp1ES_0_FFLT CEMSOF_F_IT gNE.NS ALLATIOty.DEfAILS -01VAL ENrtot# All installation shall be done in conformance with this Notice of Accenufacturees installation recommendations, and the applicable sections of the Florida Building Code. Metal studs where HardieSofft, Cemsoffit will be installed shall be designed by an Engineer or Architect per the Florida Building Code and the requirements of this N.OA The soffit shall be installed over minimum 20ga, Nominal 3-5/8" X 1-SIT Metal 0-studs spaced a maximum of 19' O.C. Note 11 The soffit fastener shall be a minimum No. 8-18, 0.315" head diameter X 1-1/4' long' ribbed bugle head screw (*or screw shall have at least 3 full threads penetrating metal ' framing) -, the fasteners shall be spaced at 6" O.C. at panel edges and intermediate studs; the fasteners shall be driven into metal studs located at 16" O.C. Fasteners shall have a minimum edge distance of 3/8" and a minimum clearance of 2" from COMM. Creator. E Gonzales. A HARDIESOFFIT, CEMSOFFIT PANEL INSTALLATION DETAILS METAL STUD CONSTRUCTION James Hardie Building Products, Inc. 1o9o1 Elm Avenue Fontana, CA 92337 PNL- PLKSOFF 1rz" = 1'-V I Date: 4/24/2013 11 OF 12 REV Cladding Framing 6.010in. . P[tCIJ= REVLSED s aoe lybg wple ILeflefii PRODl7 i g{%6E'D f d Coik t g wlte the iiQiB+ goduar 2No. c 09 FLOR?•• C? j3 SSI ONMAMA P` NOMINAL 20 GAUGE 3-518" X 1-56' STEEL STUDS 16" O.C. FOR METAL AND WOOD STUDS, PROVISIONS FOR DIAPHRAGM ACTION AND GRAVRY LOAD AREFASTENEDWITHS/8" WAFER HEAD SCREWS (2 PER TOP AND BOTTOM CONNECTION) NOT PART OF THIS APPROVAL (MUST PROVIDE ALTERNATE PROVISIONS FOR THESE LOADS) THE WALL AND SOFFIT FRAMES ARE TO BE DESIGNED BY THE ARCHITECT OR ENGINEER OF RECORD IN COMPLIANCE WITH THE FLORIDA BUILDING CODE CLADDING HARDIESOFFIT, CEMSOFFIT PANEL THE SOFFIT IS FASTENED WITH NO. B-18, 0.315" HEAD INSTALLATION DETAILS METAL STUD CONSTRUCTION DIAMETER X 1-1/4' LONG CORROSION RESISTANT RIBBED BUGLE HEAD SCREWS (SCREW SHALL HAVE AT LEAST 3 James Hardie Building Products, Inc. FULL THREADS PENETRATING THE METAL FRAMING), PLACE 10901 Elm Avenue SCREWS 6" O.C, AT PANEL EDGES AND INTERMEDIATE — o Fontana, CA 92337 STUDS Phone: 909-356-6300 SIZE Fax NO DWG NO REV Fax 909-427-0634 A PNL-PLK-SOFF 1 Creator. E.Gonzales SCALE 1" = 1'-0" Date: 4124=13 SHEET 12 OF 12 I Florida Building Code Online Page 1 of 2 lK Flrok ional•a a •rr II SOS Home Log In I User Registration I Hot Topics ( Submit Surcharge stars & Facts ; Publications FSC Stag SCIS Site Map Unks Search db' a r*---- Product Approval USER: Public User Product Aqoroval Menu > ProOutt or Aoobution Search > Application Us > Application Detail FL # FL12194-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Aluminum Coils, Inc. 5001 West Knox Street Tampa, FL 33634 813)249-9743 grahman@aluminumcoilsinc.com Gareth Rahman grahman@aluminumcoilsinc.com Paul Frost 5001 West Knox Street Tampa, FL 33634 813)249-9742 PFrost@aluminumcoilsinc.com Panel Walls Soffits Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden G Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R5 COI ALC15001.2 Evaluation Report 2014 FBC 04 T4 Soffits - FINAL.odf Referenced Standard and Year (of Standard) Standard 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 Method 1 Option D 06/14/2017 06/14/2017 06/19/2017 08/08/2017 09/06/2017 FL At 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.odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Design Pressure: +80/-90 Created by Independent Third Party: Yes Other: See Evaluation Report for limits of use. Evaluation Reports FL12194 RS AE ALC15001.2 Evaluation Reoort 2014 FBC 44 T4 Soffits - FINAL.Ddf Created by Independent Third Party: Yes Contact Us :: 2fi01 &air Stone Read. Tallahassee FL 32399 Phone: 9S0-497-1924 The state of Florida is an AA/EEO employer. Q=daht 2007.2013 State of Florida.:: Privacy Statement :: accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mad. If you have any questions, please contact 8S0.487.1395. -Pursuant to Section 455.27S(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 45S, F.S. must provide the Department with an email address If they have one. The emads provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which Can be nude available to the public. To determine If you are a licensee under Chapter 4SS, F.S., please click here,. Product Approval Accepts: @070 d Coedit Card Safe http://www.floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDquk24AUCp/p2fE... 9/7/2017 CREEK TECHNICAL SERVICES, LLC EVALUATION REPORT Manufacturer: Manufacturing: Quality Assurance: SCOPE ALUMINUM COILS, INC. 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Tampa, FL Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 FLORIDA BUILDING CODE 5T" EDITION (2014) PRI Construction Materials Technologies (QUA9110) Issued June 6, 2017 Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Enti Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ. 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall be reviewed by a qualified design professional to ensure the fastener withdrawal meets or exceeds the minimum load resistance for the project requirements. 7. All products listed in this report shall be manufactured under a quality assurance program in compliance with Rule 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. CREEKALUMINUM COILS, INC j Soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 3/8" J-Channel Preformed nominal 0.016-inch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.019-inch thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. 16" 04 Soffit Preformed nominal 0.0135-inch thick, 3105 H-14 aluminum soffit 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. 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. 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 5'" Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. tttt11111/,' R Fs'-, QS', P 2017.06.06G'ENS No 74021 15:48:16 z 04'00' 3 '. STATE OF Q+ O O Q: N Zachary R. Priest, P.E. R C9 %` Florida Registration No. 74021 0NA Organization No. ANE9641 CERTIFICATION OF INDEPENDENCE CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A — Approved Systems (8 pages). 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALC15001.2 FL12194-R5 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC APPROVED SYSTEMS ALUMINUM COILS, INC Soffits Appendix A The following notes shall be observed when using the assembly tables below. 1. Maximum Design Pressures (MDP) were calculated using a 1.5:1 margin of safety per FBC Section 1710.9.4. 2. Refer to LIMITATIONS and sections of this evaluation when using the table(s) below. 3. Refer to INSTALLATION section of this report for installation detail when the information is not explicitly stated for the selected assembly. 4. The on -center (o.c.) spacing given is the maximum allowable attachment spacing for the rated system. 5. Unless otherwise specified, the Wood substrate shall be minimum No. 2 SPF (S.G. = 0.42) 2x lumber. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 6. Unless otherwise specified, the Masonry substrate shall conform to ASTM C 90. Substrate attachment shall be designed by others in accordance with FBC requirements to meet the minimum design requirements for the project. 7. Typical fastening details are as follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Loc iwon...... Loca tion b. • 12" T4 Soffit— 4-inch o.c. Fastener Fastener Fastener Fastener Location 1 Location 1 Location 1 Location 1 c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Location 1 ALC15001.2 FL12194-R5 Page 1 of 6 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES. LLC d. 16" Q4 Soffit — 8-inch O.C. Fastener Location IF Fastener 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 164nch Overhang with F-Channel 16J-# Approve Systems for 16-inch Overhang with J-Channel 24F-# Approved Systems for 244nch Overhang with F-Channel 24J # I Approved Systems for 24-inch Overhang with J-Channel Appendix A Approved Systems for 12-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-inch long x. 0072-inch dia. x min. 3/16- 12F-1 16-inch Wood min. 1.25 inch embedment spaced Wood crown staple spaced 16 inch inch head dia. trim nail 40.0 24-inch o.c. O.C. spaced 36-inch o.c. Max. Three (3) min. 3/4-inch x 1/44nch One (1) min 3/44nch x 1/4-inch One (1) min. 1 3/44nch long x0.072-inch dia. x min. 1/4-inch 48 12F-2 16-inch Wood crown staples in diamond pattern Wood crown staple spaced 8-inch o.c. head diatrip nail spaced 46- 64.2 spaced 24-inch o.c. and securing each panel lap inch o.c. Max. One (1) 14 ga. 5/8-inch long T nail One ( 1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0. 072-inch dia. x min. 1/4-inch 48 12F- 3 16- inch Masonry spaced 8-inch o.c. Wood crown staple spaced 8-inch o.c. head dia. trip nail spaced 48- 64.2 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. MCREEKTECHNICALSERVICES, 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 pso Substrate F-Channel Attachment Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Three (3) min. 3/4- inch x 1/4-inch crown One (1) min. #8 x 1/24nch One (1) min 3/4-inch x One (1) min. 1 3/4-inch long x 12J-1 Max. 16-inch Wood staples in diamond long x 3/8-inch head diameter Wood 1/4-inch crown staple 0.072-inch dia. x min. 1/4-inch 48 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 soft to J-channel inch o.c. Approved Systems for 164nch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 16F-1 Max. Masonry One (1) 14 ga. 5/8-inch long T nail Wood 1-inch leg staple spaced max. 0.072-inch diameter finishing nail with min. 3/16- 353.312-inch spaced max. 8-inch o.c. 4-inch o.c. and securing each inch head spaced panel lap 12-inch o.c. Max. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-2 12-inch Wood inch leg staples in diamond 'pattern Wood 1-inch leg staple spaced max. 4 inch o.c. and securing each finishing nail with min. 3/16- i63.3 spaced 16-inch o.c. panel lap inch head spaced 12-inch o.c. Max. One (1) 3/8-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long 16F-3 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 325.6 inch o.c. O.C. spaced 36-inch O.C. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F4 16-inch 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 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 Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width 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- 43.316inchspaced8-inch o.c. o.c. and securing each panel inch head spaced lap 164nch o.c. Three (3) 18 ga.1/4-inch crown x 1- One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x 0.072-inch diameter 16F-6 Max. 16-inch Wood inch leg staples in diamond pattern Wood 1-inch leg staple spaced 4-inch o.c. and sec each panel finishing nail with min. 3/16- 43.3 spaced 16-inch o.c. lapg inch head spaced 16-inch o.c. Approved Systems for 16-inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psf) Substrate J-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long x 0.072-inch dia. x 23.616.1-1 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 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga.1/4-inch Nominal 1x2 crown x 1-inch leg Three (3) 18 ga.1/4- No.2 SYP anchored to staple spaced 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max inch crown x 1-inch rafter with one each panel lap inch crown x 1-inch 0.072-inch diameter 24F-1 12-inch Wood leg staples in 1) min. 2.25- Wood leg staple spaced 8- finishing nail with min. 801-90 diamond pattern inch x 7d ring One (1) min. 1.754nch inch O.C./ 16-inch head spaced spaced 16-inch o.c. shank nailchinchail 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 leg staple spaced 8- finishing nail with min. 76.6 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced 16-inch o.c. inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-Inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staple spaced No.2 SYP 12-inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.754nch x Max. One (1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 801 24F-3 12-inch Masonry inch long T nail rafter with one Wood leg staple spaced 8- finishing nail with min. 76.6 spaced B-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c. 3/16-inch head spaced inch ring shank x 0.072-inch diameter 12-inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 5 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga.1/4-inch crown x 1-inch leg 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 raft16-inchwithone 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 iinx 7d ring ninch 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 1 & inch Wood smooth shank rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 roofing nail spaced 1) 7d x 2.25- inch o.c. and securing 3/16-inch head spaced 16- inch o.c. inch ring shank One (1) min. 1.754nch each panel lap 16-inch o.c. nail 24-inch o.c. x 0.072-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 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. lWiliIIIIII CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment One (1) 18 ga. 1/4-inch crown x 1-inch leg staple securing the Nominal 1x2 nailer of each female No.2 SYP lock or spaced One (1) 18 ga. 1/4- One (1) min.•1.75-inch x Max. One (1) 14 ga. 5/8- anchored to 16-inch o.c. securing inch crown x 1-inch 0.072-inch diameter 24F-6 16-inch Masonry inch long T nail rafter with one each panel lap Wood leg staple spaced 8- finishing nail with min. 801-60 spaced 8-inch o.c. 1) 7d x 2.25- inch o.c. and securing 3/16-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 0.0724nch diameter finishing nail with min. 3/16-inch head spaced 4-inch o.c. ALC15001.2 FL12194-R5 Page 7 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 24-inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width pso Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Attachment Nominal 1x2 No.2 SYP scabbed between rafters with One (1) 18 go. 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.'%- One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the lap inch crown x 1-inch x 0.072-inch diameter 24J-1 12-inch 1) min. 2.25- staples in diamond orbatten two (2) Wood leg staple spaced finishing nail with min. 360 inch x 7d ring pattern spaced 16- min. 2.25-inch x 7d One (1) min. 1.75- 8-inch o.c. 3/164nch head spaced shank nail inch o.c. ring shank nails toe- inch x 0.072-inch 12-inch o.c. 24-inch o.c. nailed on either side diameter finishing of the batten at nail with min. 3/16- each batten/rafter inch head spaced intersection. Max. 4-inch o.c. rafter spacing is 24-inch o.c. . Nominal 1x2 No.2 SYP scabbed One (1) 18 ga.1/4- between rafters with inch crown x 1-inch one (1) min. 2.25- leg staple securing Nominal 1x2 inch x 7d ring shank the nailer of each No.2 SYP Three (3) 16 nail straight -nailed female lock or One (1) 18 go. anchored to ga.1/4-inch crown through the rafter spaced 16-inch o.c. inch crown x 1-inch One (1) min. 1.75-inch Max. rafter with one x 1-inch leg into the end of the securing each panel leg staple spaced x 0.072-inch diameter 24J-2 16-inch 1) min. 2.25- staples in diamond batten or two (2) lap Wood 8-inch o.c. and finishing nail with min. 353.3 inch x 7d ring pattern spaced 16- min. 2.254nch x 7d securing each panel 3/16-inch head spaced shank nail inch o.c. ring shank nails toe- One (1) min. 1.75- lap 16-inch o.c. 24-inch o.c. nailed on either side inch x 0.072-inch of the batten at diameter finishing each batten/rafter nail with min. 3/16- intersection. Max. Inch head spaced rafter spacing is 4-inch o.c. 24-inch o.c. ALC15001.2 FL12194-R5 Page 8 of 8 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPRoven SYSTEMS section of this report for additional installation details of a selected system and maximum design pressures limitations. System No. Installation Detail Min. 3/8 head din. nail with min. 1+/" engagwment(rnr w-5od auhattat"i or m]n. U.09'r" die. T-nall r_r stub o011 with min. 5/0" ngagoment(ror concreue or block eubetrame), nhacwl an noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 7"F'CHANNEL 12F-1 8 12F-3 Hood, C011CreLe or Hloc:k H411 Z1, STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 1 of 12 This evaluation report is provided for State of Florida product approval under Rule 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 Lj 3/r `, SOFFIT STAPLE OPEN RAFTER 3/4• x ,/4' ; I L ; DIAMOND PATTERN 1/4- ES I;DETAILCROWN USING A DIAMOND 1 --+ tr BETVMI SrAPLES i PATTERN FACIA BOARD FASCIA CAP 12 F-2 3/4' X 1/4' CROWN FACIA BOARD 8' 1-3/4' TRIM NAILr_*—F* STAPLE ON CENTER 1-3/4' TRIM NAIL PAINTED S.S. CHANNEL CAN BE PAINTED S.S. 48' FASCIA CAPINSTALLEDWITHTHEO.C. NAILING FLANGE UP OR 3/4' X 1/4' DOWN CROWN STAPLE SOFFR- max. 12-inch span WOOD SOFFIT SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 2 of 12 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 31_ KTVM SOFFIT STAPLE DIST DIAMONDI1 I DETAILLa/r PATTERN FACIA BOARD ¢rwtori 31APLES 3/4- X 1/4- CROWN STAPLE -24- ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1— IRE 3/4- X 1/4- CROWN 8. 1-3/4- TRIM NAIL FACIA BOARD CHANNEL 1-3/4- TRIM NAIL STAPLE ON CENTER PAINTED S.S. ccrewed to soCrit with one(l) 98 x PAINTED S.S. 48- FASCIA CAP 1/21 x 3/8• heed diameter screw, O.C. 3/4- X 1/4- 15• o.c. CROWN STAPLE SOFFIT —max. 12-inch span SOFFIT WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE DETAIL ALC15001.2 FL12194-R5 Page 3 of 12 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 1' TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOfFIT 1-4' CROWN STAPLE OPEN RAFTER FASCIA BOARD N GA S/B' 1•N!1 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP; REFER TO SOFFIT t FASCIA DETAR. F• CHANNEL SOFnTs MAX. %* SPAN MASONRY SUBSTRATE ALC15001.2 FL12194-R5 Page 4 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail Min. 3/6" head dia. nail with min. i!:" engagement(for Hoed substrate) or min. 0.097" dia. T-nail or stub nail with min. 5/8" ongagement(for concrete or block substrate) . 6paced as noted , above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 F" CHANNEL Woad, Concrete or Block Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 .3/4" TRIM NAIL MIN. 5 NAILS PER 1.2' PIECE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 5 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail SOFFIT STAPLE OPEN RAFTER STAFUX 3/4- X 1/4- II DIAMOND PATTERN CROWN STAPLES j f DETAIL1 USING A DIAMOND _31V KTvmrl St. S i FACU BOARDPATTERN 11 FASCIA CAP 16F-4 8. FACIA BOARD 1 3/4- X 1/4- CROWNJS.S. STAPLE ON CENTERT—'F* 1-3/4- TRIM NAIL PINSTALLEDCHANNELCANBE WITH THE PAINTED S.S. 48- FASC[A CAP NAILING FLANGE UP OR O.C. DOWN 3/4- X 1/4- CROWN STAPLE SOFFR—max. 16-inch span WOOD S SUBSTRATE SOFFIT & FASCIA DETAIL ALC15001.2 FL12194-R5 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 611320-3. The manufacturer shall notify CREEK Technical Services. LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I I' TRIM NAILFASCIA BOARD PARITEU S.S. FASCIA CAP SOFFIT r4' CROWN STAPLE OPEN RAFTER FASCIA BOARD I-rt' CROWN STAPLES SOFFIT 8 FASCIA USING A DIAMOND DETAIL 16F-2 8 PATTERN; REFER TO SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA CAP; REFER 70 SOFFIT 1 FASCIA F' CHANNEL --, DETAIL 3/81 SOFFIT: MAX. 16' I SPAN MODE SUBSiRAIE 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. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER Lj 3/r KTVM SOFFIT STAPLE olsT DIAMOND PATTERN DETAILEFACIABOARDr MSTNU 3/4' X 1/4' CROWN STAPLE '24' ON CENTER USING A DIAMOND PATTERN FASCIA CAP 16J-1 3/4" X 1/4' CROWN STAPLE *a* ON CENTER 1-3 4 TRIM NAIL FACIA BOARD CHANNEL 1-3/4' TRIM NAIL PAINTED S.S. PAINTED S.S. 48' FASCIA GAP O.C. 3/4' % 1/4' CROWN STAPLE SOFFR—max. 16-inch span SOFFR WOOD OR BLOCK SOFFIT & FASCIA SUBSTRATE D ETAI L ALC15001.2 FL12194-R5 Page 8 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance ehanges throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 t' TRIM MAIL FASCIA BOARD PAINTED S.S. I"j. CROWN STAPLES FASCIA CAP USING A DIAMOND SOFFIT- 1PATTERN: REFER TO SOFFIT STAPLE 1'rt' CROWN STAPLE DIAMOND PATTERN DETAR. 1 P' MAILFASCIA BOARDPAINTEDS.S. SOFFIT & FASCIA DETAIL 24F-1 & 24F4 - CROWN STAPLE FASCIA CAP: REFER TO SOFFIT L FASCIA / \ DETAIL Nominal SYP 1^ Ballen Anchored to SOFFIT: MAX.:L- F-CHANNEL Ratters vilhifA one 1d Ping Shank Nail at eery Rafter M000 SUBSTRAT[ \ SOFFIT STAPLE DIAMOND PATTERN ALC15001.2 FL12194-R5 Page 9 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t' TRIM NAIL FASCIA BOARD PAINTED SS. I.J' SMOOTH SHAME FASCIA CAP ROOF PAILS SOffn I'at' CROWN STAPLE I TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA 24F-2 & DETAIL 24F-5' 1'+• (ROMN STAPLE FASCIA CAP; REFER 10 SOFFIT & FASCIA OETAfI Roman rat' SYP Batten Anchored to SOFFIT; MAX. 24' f-CHANNEL Rafters Wth one Td Rim Shank 1180 at every Rafter M000 SUBSTRATE ALC15001.2 FL12194-R5 Page 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 SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail TRIM NAIL FASCIA BOARD PAINTED S.S. I&GA T-NAILS FASCIA CAP SOFfIT 1't1' CROWN STAPLE 1 V TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-3 & 24F-6 I'st' CROWN STAPLE FASCIA CAP. REFER TO SOFFIT & FASCIA DETAILNominalI'sY SYP Batten Anchored to SOFFIT; MAx. 2&' F-CNANNEI Ratters with ane Id Ring Shank NaR at every Rafter MASONRY ALC15001.2 FL12194-R5 Page 11 of 12 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notiy CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I t' TR01 NAILFASCIA BOARD PAINTED S.S. 1'tt' CROWN FASCIA CAP STAPLES USING A DIAMOND SOFFIT PATTERN; REFER TO CANTILEVERED 1' ' CROWN STAPLE SOFFIT STAPLE RAFTERDIAMONDPATTERN DETAIL FASCIA BOARD SOFFIT & FASCIA I t• TRM NAIL PAINTED SS. DETAIL 24J-1 & 1'tt' CROWN STAPLE 24J-2 FASCIA CAP, REFER TO SOFFIT L FASCIA, DETAIL/ Nominal V t 2' SYP battens S3 subbed between rollers and SOFFIT; MAX. 24' i/B• 1-CHANNEL secured with one (1) 7d ring shank "I atratght-na0ed WOOD SUBSTRATE Inrough the rafter Into the and of the batten or two (2) Td rblg s0enk naffs We-na0ed on either side of the benem at the balteNreRer Intersection SOFFIT STAPLE DIAMOND PATTERN ALC15001. 2 FL12194-R5 Page 12 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. ECREEKTECHNICALSERVICES, 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 604 4. All calculations are based on an effective wind area of 10-ft2 or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. V„ it 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 3-11. ALC15001.2 FL12194-R5 1 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi'n:WindP.ressu e`s-for-Soffits-in:Ez osureiB:- Building Type one Mean . Roof: ' Hei ht ft V = .,.Basic Wihd'S" eed' m" h 120• . ; 430:.r`= 140 150 " 160>>- 170;: 180 190!= C•' 200 Enclosed 4 20 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 25 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 30 16.9 19.8 22.9 26.3 30.0 33.8 37.9 42.2 46.8 40 18.3 21.5 24.9 28.6 32.5 36.7 41.2 45.9 50.8 50 19.5 22.9 26.5 30.5 34.7J391-43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4-46.0 51.3 56.8 Negative Loads) 5 20 20.8 24.4 28.3 32.5 37.0-46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0-46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 56.8 63.3 70.1 20 10.8 12.7 14.7 16.9 19.224.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.224.3 27.1 30.0 Enclosed 4 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2. 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 1 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 7. 3 .- •r ` -, Deli 'ri Wind{Rressuresfoc Soffits•in;Ex osu[e:C" Building Zone Meant-_ Roof = ± ff :Hei ht• .r. t Basic Wind S eed mph)' 120 '. j t' ! 13Q"•: 140 - • 150 . r .• 160 - 170' i • = j _ 180 190 200 Enclosed 4 20 21.7 25.4 29.5 33.8 38.5 43.5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 69.5 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 60 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Loads) 5 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 51.8 58.4 • 65.5 73.0 80.9 40 30.9 36.3 42.1 48.3 54.9 62.0 69.5 77.5 85.8 50 32.4 38.0 44.1 50.6 57.6 65.0 72.9 81.2 89.9 60 33.6 39.4 45.7 52.5 59.7 67.4 75.5 84.2 93.2 Enclosed 4 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 18.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 1 22.9 26.3 29.9 1 33.7 37.8 42.1 46.7 60 17.4 20.5 1 23.7 27.2 31.0 1 35.0 39.2 43.7 48.4 ALC15001.2 FL12194-R5 Page 3 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design Wind Pressures for Soffits in Exposure D - Building Type Zone Mean Roof Basic Wind Speed mph) - 120 130 140 150 160 170 180 190 200 Enclosed 4 20 26.0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 1 -66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42.5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8 69.2 78.1 87.6 97.6 108.1 Enclosed 4 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1Positive Loads) 5 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 43.3 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49.7 40 18.8 22.1 25.6 29.4' 33.4 37.8 42.3 47.2 52.2 50 19.6 23.0 26.7 30.6 34.8 39.3 44.1 49.1 54.4 60 20.2 23.7 27.5 31.6 35.9 40.5 45.4 50.6 56.1 ALC15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 318" F-Channel 3/8" —L 3/8" J-Channel I-+— 3/4" -- r 1/8" HEM 7 3/4" 3/8' ISOMETRIC VIEW 3/0- PROFILE ISOMETRIC VIEW 3/E' PROFILE ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 1 of 4 This evaluation report is provided for Slate of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 5 3/4" 7/81, 1/8" HEM 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Sofflts Appendix D ALC15001.2 FL12194-R5 Page 2 of 4 This evaluation report is provided for Stale of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREED{ TECHNICAL SERVICES, LLC 16" 04 Soffit oxsrvr 18! 13LMK: 3, / 6 PROFILE 0 0000 0000 00000 .a 0000 , 00000 0000 ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-135 Page 3 of 4 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 12" T4 Soffit 3 1/8" 718" 3 1/8" 7/8" 3 1/8" 5/16" 1/2" 1/2" 1/2" i/2" 1/2" Iz 3/4" ` y 1/8"1 ?/or, :3:/8' 025•nv 0.12Sn0 13.75" BLANK 3/8" PROFILE ITTOMF OI0000 0000 00000 0 0 0 0 a o0ooa 0000 END OF REPORT ALUMINUM COILS, INC Soffits Appendix D ALC15001.2 FL12194-R5 Page 4 of 4 This evaluation report is provided for State of Florida product approval under Rule 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. Florida Building Code Online Page 1 of 3 li iit. Business & Professional Regulation 1 0 M,.:l. r . BCIS Home I Log In I User Registration Hot Topic$ Submit Surcharge I stab 6 Facts I Publkcatlons FSC Star I SCIS SRe Map Unks Search rbidd re G&R-0 Product Approval T x USER: Public User Product Aooroval Menu > Product or Aoplicatlon Search > Application Ust > Application Detail FL # FL7006-R9 Application Type Revision Code Version 2014 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method Certification Agency Validated By Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By n IKO Industries, Ltd 40 Hansen Road South Brampton, NON -US L6W 31-14 708)496-2800 Ext200 rmetzOO1@tampabay.rr.com Robert Metz rmetzOOI@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 C Validation Checklist - Hardcopy Received Standard ASTM D3161 modified to 110 mph ASTM D3462 ASTM D7158 Class H ASTM E108 Year 2009 2009 2008 2007 http://www. floridabuilding. org/pr/pr_app_dtl. aspx?param=wGEVXQwtDgse7mYBd2b3 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 .odfApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 i5.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 11 IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified By: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 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.odfDesignPressure: N/A Other: FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II Hip and Ridoe 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 Starter Strip Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: 7006.4 Marathon 25 AR, CRC Superglass M25AR One piece fiberglass asphalt shingle used as a starter strip at the bottom of a roof system manufactured in Brampton and Hawkesbury, Ontario plants Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 1S.odf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 15 .odf Quality Assurance Contract Expiration Date 12/31/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf FL7006 R9 II Roofino-Products Leading Edoe-Plus- Aoolication-EN(l ).odf Verified By: Duc T Nguyen PE 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: 3 tab fiberglass asphalt shingle manufactured at IKO's Brampton, Ontario, Hawkesbury Ont., Toronto, Ont.; Sylacauga, AL and Kanakakee, IL plants http://www. floridabuilding.org/pr/pr_app_dtl.aspx?paratn=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 Florida Building Code Online Page 3 of 3 Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Other: Certification Agency Certificate FL7006 R9 C CAC FM Letter - ASTM d3161 letter - 4-15- 2015 .odf FL7006 R9 C CAC FM Letter - ASTM d3462 letter - 5 6 15.odf FL7006 R9 C CAC FM Letter - ASTM E 108 letter - 5 3 1S .odf Quality Assurance Contract Expiration Date 12/20/2020 Installation Instructions FL7006 R9 II IKO-133-02-01 Letter - Installation Instructions for FBC FL7006.odf Verified Sy: Duc T Nguyen 65034 Created by Independent Third Party: No Evaluation Reports Created by Independent Third Party: Back Next Copes :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 8S0.487-1824 The State of Florida Is an AA/EEO employer Copyright 2007-2013 State of Florida.:: PrivaN Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.139S. -Pursuant to Section 4S5.27S(I), Florida statutes, effective October 1, 2012, licensees licensed under Chapter 4SS, F.S. must provide the Department with an email address If they have one. The emaiiS provided may be used for official communication with the licensee. however email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine If you are a licensee under Chapter 4SS, F.S., please dick II& L. Product Approval Accepts: E Credit Card Safe http://www.floridabuilding.org/prlpr_app_dtl.aspx?param=wGEVXQwtDgse7mYBd2b3 K6... 9/7/2017 RJW,W,/f CONSTRUCTION MATERIALS TECHNOLOGIES March 30, 2015 IKO Industries, Ltd 120 Hay Rd. Wilmington, DE 19809 Re: FBC FL7006 Sir(s), PRI Construction Materials Technologies has completed a technical review and attached sealed shingle instructions in compliance the 2014 Florida Building Code. This review was completed based on the receipt of following evidence from IKO Industries, Ltd: 1) IKO Shingle Application Instructions — 3-Tab Shingles EN-3Tab_Appins_8AGXEFS-2012-11_reformatted 2013-02-rev07/13-Florida) 2) IKO Laminated Shingles Application Instructions EN -Laminated Appins_8TTEFS-2012-04_reformatted 2013-02-rev07/13-Florida) 3) IKO Hip and Ridge 12 Application Instructions EN-HipandRidge12_3HRTri-2013-08_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. f Signed: Signed:^ Brad Grtybo ski Duc T. u en OF Managing D rector Florida R ere Professional Engineer P.E. Number: 66034 Date: April 30, 2015 Date: April 30, 2015 Attachments: A) IKO Shingle Application Instructions - 3-Tab B) IKO Laminated Shingles Application Instructions C) IKO Hip and Ridge 12 Application Instructions D) IKO Leading Edge Plus Application Instructions IKO-133-02-01 PR Construction Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5777 Fax. 813.621.5840 e-mail. materialstesfing@priant.com WebSite: htlpJMW.priant.com IKO Installation Instructions for Asphalt Shingles Page 2 of 5 IKO Shingle Application Instructions — 3-Tab Shingles ASTM D3161, Class F — IKO Marathon 25 AR and CRC Superglass M25AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of underlayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed 6-1/8" above the butt edge, approx. 1" and 13" from each end and 1/2" above each cutout. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (600) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-5/8". STEEP SLOPES I^ l SEAUNG STRIP — 6tr8' - I 6irH' NAILS NAILS DO NOT NAIL INTO OR ABOVE THE SEALING STRIP PRI Conshecdon Materials Technologies, LLC. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5M Fax: 813-621.5840 e-mail: materialstes6ng@9MCMLcom WebSite• http:/Avww.pri=Lcom IKO Installation Instructions for Asphalt Shingles Page 3 of 5 IKO Laminated Shingles Application Instructions ASTM D3161, Class F — Cambridge, Cambridge HD, and CRC Biltmore AR) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. ROOF DECK: Solidly sheathed and fastened deck conforming to 2014 FBC. UNDERLAYMENT: Applied in accordance with building code requirements. For areas where the roof slope is less than 4" per foot down to 2" per foot, use 2 layers of undedayment conforming to building code requirements, the first sheet overlapping the eave protection by 19", followed by full 36" widths overlapping each preceding course by 19" or other Approved underlayments in accordance with the qualified application instructions. For areas where the roof slope is 4" per foot or greater, cover the deck with one ply of underlayment laid parallel to the eaves, with 2" horizontal laps and 4" end laps. Apply metal drip edges on top of any underlay along rake edges and directly to the deck along eaves in accordance with building code requirements. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" diameter heads, long enough to penetrate through plywood or 3/4" into boards. Use 4 nails per shingle placed in the nail line 7-3/8" below the top edge, approx. 1" and 13" in from each end. Drive nails straight so that nail head is flush with, but not cutting into shingle surface. NAILING ON STEEP SLOPES: For steep slopes of 21" per foot (60°) or more, use 6 nails per shingle placed as shown below. Ensure that no nail is within 2" of a joint/cutout of the underlying shingle. Seal down each shingle at time of application with three 1" diameter (approx. size and thickness of a quarter) spots of asphalt plastic cement placed under the shingle 2" above the bottom edge and equally spaced along the shingle. Apply plastic cement in moderation since excessive amounts may cause blistering. CAUTION: Shingles should seal to the underlying course when the factory applied asphalt sealant is sufficiently warmed by the heat of direct sunlight. EXPOSURE: Installed shingles shall have a maximum average exposure of 5-7/8". 6 3r8 t 4 NAILS v f 7 3ra' i NAIL LINE NAILING - STEEP SLOPES APPLICATION Use six nails as shown. M'' x1Wy V CEMENT PROPER APPLICATION REQUIRES THAT THE NAILS PENETRATE BOTH THE OVERLAY AND UNDERLAY PORTIONS OF THE SHINGLE PRI ConsWction Materials Technologies, LLC. 6412 Badger Ddve Tampa, FL 33610 Tel: 813.621-SM fax: 813-621-5840 e-mail• malerialeteshng@pain mt.com WebSite: httpJA..pd=Leom IKO Installation Instructions for Asphalt Shingles Page 4 of 5 IKO Hip and Ridge 12 Application Instructions ASTM D3161, Class F — IKO Hip and Ridge 12) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. Cut hip and ridge shingles into thirds, using the perforation marks as a cutting guide. These shingles are designed for a 5 1/8" (130 mm) exposure. (For a neater appearance, the top of each side of each piece has been factory trimmed on a 1" (25 mm) taper (see drawing). Bend each piece over the hip or ridge, and nail 5 5/8" (143 mm) above the butt edge 1" (25 mm) in from each edge, exposing each piece 5 1/8" (130 mm). Apply hip pieces starting at the lower end of the hip, working up toward the ridge. On hip roofs, apply ridge pieces starting at each end, meeting in the middle. On gable roofs, apply ridge pieces starting at the end opposite to the prevailing wind direction and continue to the other end. Note: To obtain a three-dimensional effect, (which is recommended, but not required), apply hip and ridge shingles double thickness by stacking 2 pieces on top of one another, the lower piece extending about 3/4" (19 mm) further than the top piece (see diagram). The final shingle should be set in cement, and the exposed nail heads of the final shingle should be covered with cement. Prior to application in cold weather, storing the shingles in a heated area will allow for easier bending. NOTE: SHINGLES MUST BE APPLIED PROPERLY. THEY ARE DESIGNED FOR USE AS HIP AND RIDGE SHINGLES ONLY, AND SHOULD NOT BE USED FOR ANY OTHER APPLICATIONS. WE ASSUME NO RESPONSIBILITY FOR LEAKS OR DEFECTS RESULTING FROM POOR APPLICATION OR FAILURE TO PROPERLY PREPARE THE SURFACE TO BE ROOFED OVER, OR FAILURE TO PROVIDE PROPER VENTILATION IN ACCORDANCE WITH MINIMUM PROPERTY STANDARDS REQUIREMENTS. REVIEW ALL APPLICABLE BUILDING CODES, MINIMUM PROPERTY STANDARDS, AND REQUIREMENTS PRIOR TO APPLYING THESE SHINGLES USING THESE APPLICATION INSTRUCTIONS. TAPER CUr PN Cons ruction Matenals Techrabgies. LLC 6412 8adger Drive Tampa, FL 33610 Tel. 813.621-SM fax: 813.621-5840 a -mail: mat9dalstesbng@pncmtcom WebSde http:/Miww pncmLcom IKO Installation Instructions for Asphalt Shingles Page 5 of 5 IKO Leading Edge Plus Application Instructions ASTM D3161, Class F — IKO Leading Edge Plus) NOTE: THESE INSTRUCTIONS SHALL BE USED IN CONJUCTION WITH IKO'S PUBLISHED APPLICATION INSTRUCTIONS AND THE APPLICABLE CODE. IN THE EVENT THE INSTRUCTION CONFLICT, THESE INSTRUCTIONS WILL GOVERN. 1. Apply any underlayment, eave protection, valley flashings, or drip edges to roof deck as required. 2. Each 39 3/8" x 131 /4" (1000 mm x 336 mm) IKO Leading Edge Plus strip is perforated lengthwise for separation into two (2) shingles. Take one IKO Leading Edge Plus strip and fold flat at perforation to separate. 3. Take one of the separated shingles 39 3/8" x 6 5/8" (1000 mm x 168 mm) and remove approximately 20"(500 mm). Install this shingle on the lower left comer of the roof deck, granule side up, with the factory installed sealant adjacent to the eaves. The shingle should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge and 1" (25 mm) in from each end. 4. Take the leftover 20" (500 mm) piece shingle. Rotate the piece and align it vertically up the rake edge with the factory installed sealant adjacent to the outer edge of the roof. The shingle should overhang the rake edge by a nominal 1/4" (6 mm) minimum. Fasten the shingle to the roof deck with fasteners located 3" to 4" (75 mm to 100 mm) from the rake edge and 1" (25 mm) in from each end. 5. Repeat Steps 3 — 4 for the right lower corner of the roof deck. NAILING: Use galvanized (zinc coated) roofing nails, 11 or 12 gauge, with at least 3/8" (9 mm) diameter heads, long enough to penetrate through plywood or 3/4" (20 mm) into boards. Use 4 nails per shingle placed 3" to 4" (75 mm to 100 mm) from the eave edge and approximately 1" and 13" (25 mm and 330 mm) in from each end. 6. Apply full-length IKO Leading Edge Plus shingles to the remaining eave edges of the roof deck. Install the shingles granule side up with the factory applied sealant adjacent to the eaves. The shingles should overhang the rake edge and eaves by a nominal 1/4" (6 mm) minimum. Fasten the shingles to the roof deck with nails located 3" to 4" (75 mm to 100 mm) from the eave edge, 4 nails per shingle. 7. Apply roof shingles as per the instructions printed on each product's package. Make certain the first course of field shingle lies flush with the edges of the fastened IKO Leading Edge Plus. In this way, the sealant on the IKO Leading Edge Plus shingles will adhere to the first -course field shingles and help keep them from lifting in high winds. PR Constn,ction Materials Technologies, I.I.C. 6412 Badger Drive Tampa, FL 33610 Tel: 813-621.5777 Fax: 813-621-5840 e-mail, materialstesting&ricmLcom WebSite: htlp:1Mvw owt.00m Florida Building Code Online Page 1 of 2 ProfessionalBusiness & • • SCls Moore I Log In I User Registration ! Hot Topics I submit surcharge I stag s facts I Publications I FSC stall f SCIS site Map I Unks I search I Or i: Product Approval USER: Public User Product Approval Menu > Product or Aooheatlon Search > Application ust > Application Detail FL # FL2346-RS Application Type Affirmation Code Version 2014 Application Status Approved Comments Archived Product Manufacturer Warrior Roofing Manufacturing Address/Phone/Email 3050 Warrior Road. Tuscaloosa, AL 35404 205) 5S3-1734 Ext115 Steven@WarriorRoofing.net Authorized Signature Steven Crew Steven@WarriorRoofing.net Technical Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext1024 Steven@WarriorRoofing.net Quality Assurance Representative Steven Crew Address/Phone/Email 3050 Warrior Road Tuscaloosa, AL 35404 205) 553-1734 Ext 1024 Steven@WarriorRoofing.net Category Roofing Subcategory Underlayments Compliance Method Test Report Testing Lab PRI Construction Materials Technologies, LLC Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 10/05/2019 Validated By Jesus Gonzalez, P.E. Validation Checklist - Hardcopy Received Certificate of Independence FL2346 RS COI PRI CMT Cert of Indeoendence.odf Referenced Standard and Year (of Standard) Standard ASTM D226 ASTM D4869 Equivalence of Product Standards Certified By Year 2006 2005 JI affirm that there are no changes in the new Florida Building Code which affect my product(s) and my product(s) are in compliance with the new Florida Building Code. http://www. 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 0Yes C'No CN/A Product Approval Method Date Submitted Date Validated Date Pending FBC Approval Date Approved Summary of Products Method 1 Option B 02/13/2015 02/13/2015 02/19/201S FL # Model, Number or Name Description 2346.1 15 and #30 roofing -felt ASTM D 226 Tested Limits of Use Installation Instructions Approved for use in HVH2: Yes FL2346 RS II Installationlnstructions.odf Approved for use outside HVH2: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15A Test Reoort.odf Other: Primary roof covering should be installed FL2346 R5 TR 30A Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. 2346.2 1Sw and 30w roofing felt ASTM D 4869 Tested Limits of Use Installation Instructions Approved for use in HVH2: No FL2346 RS If InstallationInstructions. odf Approved for use outside HVH2: Yes Verified By: PRI Construction Materials Technologies, LLC Impact Resistant: N/A Test Reports Design Pressure: N/A FL2346 R5 TR 15w Test Reoort.odf Other: Primary roof covering should be installed FL2346 R5 TR 30w Test Reoort.odf immediately after felt. Roofing felt is not intended to be an unprotected weathering surface. BMot Neat Contact Us :: 2601 Blair Stone Road. Tallahassee Fl. 32399 Phonc 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 It you do not want your e-mall address released in response to a public -records request do not send electronic mall to this entity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 8S0.487.1395 'Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012. Ikensees licensed under Chapter 455, F.S. must provide the Department with an email address If they have one The entails provided may be used for official communication with the licensee. However email addresses are public record. It you do not wish to supply a personal address, please provide the Department with an email address which can be nude available to the public. To determine if you are a licensee under Chapter 455, F.S., please dick nere . Product Approval Accepts: FM Credit Card Safe http:// www. floridabuilding.orglprlpr_app_dtl. aspx?param=wGEVXQwtDgtOc8 bnSknRps9... 9/7/2017 UZ WARRIOR* ROOFING MANUFACTURING P.O. BOX 40185 • TUSCALOOSA, AL 3540A • PHONE (205) 553.1734 • FAX (205) 553.1755 193 LEROY ANDERSON ROAD • MONROE. GA 30655 • PHONE (770) 207-0695 • FAX (770) 207-0775 323 DEVELOPMENT AVENUE • CHAMBERS8URG, PA 17201 • PHONE (717) 709-0323 • FAX (717) 709-0027 Roofing Felt Installation Recommendations Be aware that roofing felt should not be walked upon prior -to fastening into position. Proper safety equipment is recommended for all installations. Also, the roof decking should be clear of debris and moisture prior to installation of the roofing felt. Roofing felt should be installed from the bottom of the roof in horizontal layers to increase the water shedding ability of the felt. The initial layer of felt should be installed to cover the bottom edge of the decking, from edge to edge. Overhang is not required. Anchor the top corner of the felt after it has been properly positioned and roll the felt out across the roof. Pay careful attention to roll the felt out smoothly, avoiding wrinkles as you move across the roof. The top edge of the felt should be fastened no less than every eight inches. The middle and bottom edge should also be fastened no less than every eight inches. Fasteners should be applied no less than every eight inches along the eaves. The next course of felt should also be aligned with the roof edge and should overlap the previous course two inches (sometimes referred to as head lap). In the event you get to the end of a roll prior to getting to the opposite edge of the roof, begin a new roll with a four inch overlap over the end of the prior roll (sometimes referred to as end lap). The same fastening pattern used on the middle and bottom of the initial course should be used for each subsequent course. For the top of each subsequent course, fasten intermittently to hold the top edge in place until the next course is applied. The fasteners in the bottom of the next course will hold the top of the previous course securely. Continue up the roof in this manner. Be sure to firmly fasten the top of the final course if it terminates at the top edge of the roof. Otherwise, overlap the felt over the ridge and secure then begin at the bottom of the other side of the ridge and repeat the process. In valleys, lay a vertical section of roofing felt the length of the valley prior to the installation of the horizontal runs of roofing felt. If you use more than one section of roofing felt in a valley, be certain to start at the bottom and overlap each. subsequent length a minimum of two inches as you move up the valley tojdsu rp prq ` vuater shedding.' r.. v. '4.w,v.• J-ri .tr.: .a• _ .1'i..•a':F_•Srirj`;.... 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. 1 CITY OF SANFORD BUILDING PERMIT APPLICATION z. a t bM application No: l q.33y m d Documented Construction Value: $ Historic District: Yes No Job Address: oLO gesidenti42'Commercial Parcel ID: ddition Alteration Repair Demo Change of Use Move Type .of Work: New QyA Description of Work: Title: Plan Review Contact Person: Fax: Email:_ Phone: Property Owner Information Phone: Name Resident of property? Street: Contractor Information Phone: Name Fax: Street: t] G I/ • nn r D State License No.: ,,,. F!` i—005yV C' State in: 1ty, Architect/Engineer Information Phone: Name: Fax: Street: E-mail: _ City,•St, Zip. Mortgage Lender: Bonding Company: Address: Address: UR WARNING TO OWNER: YOUR FAILURE TO RECORD OPERTY. CE OF COMMENCEMENT MAY RESULT IN A NOT CE OF COMMENC MENT MUST N PAYING TWICE FOR IMPROVEMENTS TO YOUR PR'INSpECTION. IF YOU INTEND TO RECORDED AND POSTED ON THE JOB SITE BEFORE TH FIRS1 BEFORE RECORDING YOUR NOTICE OF FINANCING, CONSULT WITH YOUR LENDER COMMENCEMENT. Application is hereby made to obtain a permit to do the work andlibetale' f omed to as indicated. eet standa ds of all laws regulating t constructionudo PP lun in signs, wells, pools, commenced prior to the issuance d a permit and that all work will p in this jurisdiction. I understand that a separate permit must be secured for electrical work, p g, g — furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51° Edition (2014) Florida Building CodepermitApplication there may be additional restrictions applicable to this property that may be IOTICE: In addition to the requirements hhereemay, be additional -permits required from other governmental entities such as water oundgn the public records of agencies, of federalagencies. _ nana ement districts, state ification that i will notify the owner of the property of the requirements of Florida Lien Law, FS 713. AcceptanceofpermitisveroftheexecutedcontractisrequiredThe City of Sanford requires payment of a plan review fee at the time of permit submittal. A value Of the job at copy permit is issued, in charaandwillbeconsideredtheestimatedconstructioneffectatthetimetheprimeis o m value, inordertocalculateaplanreviewgTheactualconstructionvaluewillbefiguredbasedonthecurrentCCValuationordinance. Should calculated charges figured off the executed contract exceed the actual construct accordancewithlocal• creditwillbeappliedto your permit fees when the permit'is issued foregoinginformation is accurate and that all work will OWNER' S AFFIDAVIT I certify applicable l ws regulating that all of the construction an ning. g g be done in compliance with all app ' Date Signature of owner/Agent Print Owner/Agent's Name Date Signature of Notary -State of Florida Owner/ Agent is Personally Known to Me or Produced ID . _ Type of 1D Print C ra,toc/4enes Name l. 41 Datd Signature , notary -state puEIQp: 0,Gjalr XY. Commission 1051707 October 15, 2021 a doautu d1lu ,olullOF Pe sonally Known to.ivlt Contractor/Agent is Type ProducedIDBELOW IS FOR OFFICE USE ONLY " El ical Mechanical Plumbing0 Gas[] Roof Q Permits Required: Building \tr Flood Zone: Occupancy Use, Construction Type #-of Stories: Min. Qccupancy Load: T. otal Sq Ft of Bldg: _ - Plumbing - # of Fixtures _ New Construction: Electric = # of Amps:--- - No eads Fire Alarm Permit:' Yes ' Fire Sprinkler Permit: Yes[] No # of H UTILITIES: WASTE W ATER: APPROVALS: ZONING: ENGINEERING: BUILDING: FIRE: COMMENTS: _ permit Application 15 }- 0 y CONTRACT AGREEMENT - J I JOB NAME: ..A. w DATE: 6/21/2017 ' SEyES y.. PROPERTY OWNER OR HIS AGENT: DGcumEtiT: ELECTRICAL CONTRACT REVISED PARK SQUARE HOMES SPEC: LEVEL I — WITH CFL BULBS FUEL: GAS/ELECTRIC ADDRESS: 5200 VINELAND RD Iv1ARKET: ORLANDO M: ORLANDO SATE: FL C1Ti': SANFORD &Tag: FL WYNDkIAIVI PRESERVE PLAN SERVICE SIZE SQ FT A/C SYSTEM PRICE BARCELONA 200A 2392 10-kW HEAT 240V, 60A 6,663.00 5-TON AC 240V, 50A CARNIVAL 200A 2402 10-kW HEAT 240V, 60A 6;667.00 5-TON AC 240V, SOA CYPRESS 200A 3449 10-kW HEAT 240V, 60A 8,477.00 5-TON AC 240V, 50A GLASTONBURY 200A 2798 10-kW HEAT 240V, 60A 6,992.00 5-TON AC 240% 50A MADRONA 200A 2091 8-kW HEAT 240V, SOA 5,740.00 4-TON AC 240% 40A MARGATE II 200A 1966 8-kW HEAT 240V, SOA 5,455.00. 4 TON•AC 240V, 40A MELBOURNE 200A 2107 8-kW HEAT 240% 50A 5,701.00 4-TON AC 240V, 40A MILAN 200A 1349 5-kW HEAT 240V, 35A 4,279.00 3-TON AC 240% 30A PEMBROOKE 200A 2570 10-kW HEAT 240V, 60A 6,281.00 5-TON AC 240% 50A PENNSACOLA 200A 2570 10-kW HEAT 240V, 60A 6,616.00 5-TON AC 240% 50A CONTRACTOR/OWNER: EDMONSON ELECTRIC: r- •.u...u.w-aI•n..nvn r..•^e: av ,c ..v ati•-: 1034 Skipper Road • Tampa, FL 3 13-Phone:(813)910-3403 Fax:(813)910-85 nVUDA LICENSE 0 FC 13005406 DATE: DATE: l I.aTr.TT. ?. r.rP`.5 II.t...GT: .C•a. www.Edmonso 8ectric.com CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: Documented Construction Value: $ J , 00 Job Addr Historic District: Yes No,Ep Parcel 1D: y Residentia Commercial Type of Work: New L Q lAddition Alteration Repair Demo Change of Use Move Description of Work: _Plumbing New Residential Construction Plan Review Contact Person: Khrissy or Jamie Phone: 407-323-7515 Fax: 407-323-8954 Email: Property Owner Information Name Phon Street: City, State Zip: Resid Contractor Information Title: Clerical Name Advantaumbing, Inc.IncPlumbing, Inc. Phone: 407-323-7515 Street: PO Box 1117 Fax. 407-323-8954 City, State Zip: Sanford, FL 32772 Name: Street: City, St, Zip: Bonding Company: Address: State License No.: CF-CO57881 Architect/Engineer Information Phone: Fax: E-mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, beaters, tanks, and air conditioners, etc. FBC 1053 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 agencie% or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table m effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit foes 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. Signatm of OwtxNAaatt Dais PrintOw=dA®ma's Name Sip wm of No4ry-Stele of Plmi'do Date Owner/Agent is Personally Known to Me or Produced ID Type of ID 1/11/18 SipstumofCante MaPAsent Oats A. Thovw Smith Print Cantne odAEetR's Nam S rc otaeY-pr}afndta-Smtai DrOe ttAt NOTARY PUBLIC STATE OF FLORIDA Camas 00138889 t ° Ergltes 11121=1 Contractor/Agent is X Personally Known to Me or Produced ID Type of lD BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps, Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: UTILITIES: ENGINEERING: FIRE: COMMENTS: Plumbing - # of Fixtures Fire Alarm Permit: Yes No WASTE WATER BUILDING: RevlsoM fume 30.2015 Pamit Application 03 UNIVERSAL ES Pro r ct No 0110.1 9 3817.0000 ENGINEERING SCIENCES Report Date: 1/25/2018 Consultants In: Geotechnital Engineering • Environmental Sciences Geophysical Services • Construction Materials Testing • Threshold Inspection Building Inspection • frlan Review • Building Code Administration L 3532 Maggie Blvd, Orlando, - 32811 - P: 407.423,0504 - F: 407.423.3106 1 — 07 In -Place Density Test Report Ski & Client: UES Technician: Tristin Kegler 5200 Vineland Road, Suite 200 Orlando, FL 32811 1l0ate Tested: 01 /25/2018 Project: Wyndham Preserve, House Lot Testing Ar Tested: (Lot 95) 3308 Loon Lane Tyne of Test: Materia . Native Field: ASTM D-2937 Drive Cylinder Method Reference Datum: 0 = Bottom of Footing Laboratory: ASTM D1557 Modified Proctor The tests below meet the minimum 95% relative soil compaction requirement of Laboratory Proctor maximum dry density. Test No. Location of Test Range aximum Density pcf) ptimum Moisture Field Dry Density pcf) Field Moisture I%I Soil Compaction Native Depthp inch) Pass or Fail 11 West Footer 0-1 ft 106.8 10.6 105.0 7.2 98 N/A Pas: 12 South Footer 1.2 ft 106.8 10.6 104.2 6.7 98 N/A Pas: 13 East Footer 1 _2 ft 106.8 10.6 106.7 7.7 100 N/A Pas: 14 Northeast Comer of Pad (TOF) 1-2 ft 106.8 10.6 108.1 8.3 101 N/A Pas: 15 Southwest Comer of Pad (TOF) 2-3 ft 106.8 10.6 104.2 7.4 98 N/A Pas: Remarks: TOF=Top of Fill T^ ^M M"M. n •n••/..n1 ^•nM^I:^n M $ /w:..n $-n • J;—{^ /hn O..h1i^ —4 ^• —h— nll .n..nA^ — —h. W-4 w•. ^nnA.Innliel n.n..n.h• ^i ^... ^lion#n n 4 n..Ihnri.n/inn DESCRIPTION AS FURNISHED: Lot 95, WYNDHAM PRESERVE, bs recorded in Plat Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. u BOUNDARY FOFfCERTMED TO: Park Square Enterprises, LLC (a Delaware Corporation); Winderweedle, Haines, Ward & Woodman, PA; Attorneys' Title Insurance Fund; Bank of America UNNAMED PUTTED R/W , PALMER'S SUBDIVISION 9 N 00'16 57" W 62.00' W IS' BUFFER ESMT. 48.74• 16.74' [ rj LOT 95 17 Lo 27.7 u 1 10i 12.J j L LOT 96 O • 1 O O LOT 94 q F'OOARTOF-TOIMn)FFOORMqjg -FORM AVERAGEft25.90' G1 y ti M1h00Gi` c 6.7' 4aC 'OO. 5 20. 0 15 , 1 1 25.20' 25.20' P.C. OF LOT 99 2pJ,0' IO' UTIL ESMT. Lh: N 00r1657" W 62.00' SETBACKS AS FURNISHED. REAR ' ( SIDE _ 540'0' LOT) 1 17 75: (60' LOT) SIOE S iTREET7e 25' (60' At 75' LOT) L OON LA IVE 15• (40• LOT) 25' FRONT SETBACK CAN SE REDUCED (SW PRIVATE ROAD) TO 20' ON CERTAIN LOTS, NO MORE THAN _PLOT PLAN AREA CALCULATIONS 2) INSUCCESSIONAT20' AND A MINIMUM OF (2) IN SUCCESSION AT 25• TOTAL LOT AREA 7.974 t SQUARE FEET PROPOSED - FISHED SPOT GRADE ELEVATIONS FLATWORK ON/OFF LOT = TOTAL t SQUARE FEET FLATWORK PER DRAINAGE PLANS DRIVE 403/ 110 : 513! SOWRE FEET FOUNOATION/PAO 1,731 t SQUARE FEET V"- - PROPOSED DRANAGE FLOW j WALKS 50/ J I0 v 380 t SQUARE FEET REAR PATIO 119 t SQUARE FEET LOT GRADING TYPE A M00 FRONT PDRC)1 DECK 99 t SQUARE FEET Soo 3, 541/ 262 a 5,80J t SQUARE FEET poa DECK N/A t SOUARE FEET PROPOSED F. F. PER PLANS - 25.9 -MM FROM S OVALK ,AND SIRFFT WC4wm TARN nMw PLANS fYi"ED 6Y OUENr • NOT Fina veww CRUSENMEYER-SCOTT & ASSOC., INC. - LAND SURVEYORS • Lam -' U""• 5400 E. COLONW. DR. ORLANDO. FL 32807 (407)-277-3232 FAX (407)-658-I4J6 I : mi 111 : TrNK1 POW ChUK NOrQe 1/. • OO1 Iv[ VAL • "M W KV0= 11AVATUL 1. IM YMR'OXO OMhZM CMrr MU 00 UWKY YQR DIE SVINVA f OF PA COM SCr IOM M rw MkM 0010 Or iP. . O>0, N7 ILL . MW1 ? CDraAa CWAIWL PF9nZ90N1 NIOCN4 AND 00FOU N CMMIO! 51 17 RAMA AOIa01MDK OM /W4Wi A SEC7aN 47L00, ILam A IDa 10 • wr LA, I u .1I K& • MOIK I MAW OaWRD WM 9LWAMR7 =WnM AND a1R1114L AMM WA. 00 AA1KY K-P 011 OOrO'J AK W VALn Kc IL . 1/ r• lll. •/rU T7K 11a FY1-MOIN` VA • CIUALc r001f 5 rlo fU0L1' Mf 111DMm F1101r 1111! NR00Nfla1 IILO,RIO W M AAh(Tpt MOC 1wT L Of10 A8D C1101Q AIL : ra,1 OIt L M10 rxG • CXticATO M fASLYOOS MV AH[9T 110 POOrOIIf rOL . rmlrt V tarOfOCM IM • rc10rYM 40alam NJIYIOR 4 .O LW00TCAAIM 107f01f11Dr1S MH ®1 LOG70 f/AQl OR0110[ AbI1N fr . ruaao nOmr alvAtte. A M2 Aordy a POPA D M ME =1 /MOW OF ADS[ DORM W AND go" Aar W AGO 1,4 OP or ANY 000t 04".. Tip : 14, ... • 1VLODOTm.a COC rAv . ROrtT-V.. rM . mGM10t a OolOfAba aOMN OW N[ IOG717. a OMWDIUIDO7t "AWN AIOYIO MOr Or UM ID ARVa11l11CI 101MMr WCt ctw. - 1.1bo0 Y . MK KN G r. O40" AAS MTm AMU® OtRA AND ON M LRX 00" AS " KA04 (aa) M.1,• R. D1K2 a OEV0M.M E ".K ARC 020 ON W".L MUM MOrAL 64W Or (4M C"M "O = NXM V1M Ilr6rtV P. COWICAIC Or AVDOAWAlIOM 1A. 4c4L CLM • CMN ImramC1. : mvO Anc tOOt si1L[ — I• . 20' D4A*N or Aar IG . rFO D,RR v awv.fuc IT• . OCTGVI CaF:IF1fL BY. WE OI FA lY. .. aa'•AeT. PLOT PLAN lo-] D-2017 1931-17 0 . FORM6WR0 FOUF/ 04TION/ ELEVA 01-11-N 231-18 NXI. Ca OHO I1MAR NORTH nOS ,U, 0* C\^WpER1r DOES Nor UE WWrON ME COADUSNED 100 1LN FLOOD PLANE AS PER TM* x. WL / /4 ZONE il• NAP if12r 1700M F (01-20-07) s / 4eo1 1p;- • ' N Job Address: 3896 Loon Lane CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: / 1-- 3 =1 b u Documented Construction Value: S 6345 Historic District: Yes No Parcel ID: Lot 95 Residential ® Commercial Type of Work: New ® Addition Alteration Repair Demo Change of Use Move Description of Work: Install new 3.5 ton HVAC with duct work and ventilation Plan Review Contact Person: Adlyn Rodriguez Title: permit clerk Phone: 407-975-2762 Fax: 407-629-9307 Email: permitting@onestopcooling.com Property Owner Information Name Park Square Homes Phone: 407-529-3000 Street: 5200 Vineland Rd #200 City, State Zip: Orlando, FL 32811 Resident of property? : Contractor Information Name One Stop Cooling & Heating, LLC Phone: 407-975-2762 Street: 7225 Sandscove Court Fax: 407-629-9307 City, State Zip: Winter Park. FL 32792 __ State License No.: CAC 032444 Architect/Engineer Information Name: Phone: Street: 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 trade to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code In effect as or that date: 51" Edition (2014) Florida Building Code Revised: June 30. 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that 1 will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at (lie 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 be done in compliance with all applicable laws re Signature of O%mcr/Agcm Date Print Oavter/Agent's Name Signature of Notary -State of Florida Date Owner/Agent is Personally Known to Me or Produced ID Type of ID ing information is accurate and that all work will g ghstructipn and zoning. I 2/19/2018 Kevin Stine Print Contractor/Attent's Name Signature Date KELLY WE9STER Notary Public - State of Florida Commission # FF 978034 MY Comm. Expires Apr 4, 2020 Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No APPROVALS: ZONING: ENGINEERING: COMMENTS: Gas[] Roof Flood Zone: of Stories: Plumbing - # of Fixtures, of Heads Fire Alarm Permit: Yes No UTILITIES: FIRE: WASTE WATER: BUILDING: Revised: June30,2015 Pennit Application DESCRIPTION AS FURNISHED: Lot 95, WYNDHAM PRESERVE, as recorded in Plot Book 81, Pages 93 through 102 of the Public Records of Seminole County, Florida. BOUNDARY FOR/CERTIFIED TO: LOT 96 SET 1 2' I.R. 145 6 1k m VN 4o r4 P.C. OF ?%. LOT 99 203.0. `>. REC. 1/2' I.R. NO I.O. 2.9' WALK Jordan A. Winbush & Adrienne V. Winbush; Park Square Enterprises, LLC (a Delaware Corporation); PSH Title, LLC; Fidelity National Title of Florida, Inc.; FBC Mortgage LLC ISAOA/ATIMA UNNAMED PLATTED R/W , PALMER'S SUSDMSION titi 9 ON 15' BUFFER MT. PVC 0.6' REC. 1/2- I.R. FENCE ON NO I.D. of 48.74' 18.74' LOT 95 I 12.3' 27.7 a;BRICK 0 0 BRICK L 39.87' WALK r I TWO STORY RESIDENCE F.F.- 23.93' BRICK 9.0• 20.0' BRICK OR. I 10' UTIL ESMT 5' CONC. WALK LOT 94 bi -r CO 3g L.60 (J 3.ok3.0• AC PAD SET 1/2- I.R. 14596 sEMBAcxs AS FURNISHED ENDS OFF N 00.16'5i" W 82.00' OF` eFRONT 25'(•) REAR o 20' SIDE - 5' (40' LOT) S' (60• LOT) L OON LANET1°' (75' LOT) tiY SIDE STREET - 23' (60' & 75' LOT) 15' (40' LOT) 30• PRIVATE ROAD) 0) 25' FRONT SETBACK CAN BE REDUCED TO 20' ON CERTAIN LOTS. NO MORE THAN 2) IN SUCCESSION AT 20' AND A ""MUM PLOT PLAN AREA CALCULATIONS OF (2) IN SUCCESS90N AT 23' TOTAL LOT AREA 7,974 A SQUARE FEET SPOT .GRADE ELEVATIONS FLAMORK ON/OFF LOT - TOTAL ! SOWRE FEET FLATWORK PER DRAINAGE PLANS DRIVE 403/ 110 - 513 t SQUARE FEET FDUNDAMmINO 1.731 t SQUARE FEET V` PROPOSED DRAINAGE FLOW WALKS 50/ 310 - 360 *.SQUARE FEET REAR PATIO 119 t SQUARE FEET LOT GRADING TYPE A M00 j SOD 5.541/ 262 - 5.803 t SQUARE FEET DECK 09 SQUARE FEET POOL DECK N/A t SQUARE FEETPROPOSEDF.F. PER PLANS - 25.9' WYEFRONT SCEMALK AND STRINT LOC4MW rAlO*,il FROM FLAW MOW= Or CLAN • NOT IM vFRNW - GRUSEMWETYETR— SCOTT ASSOC., INC. — LAND SURVEYORS LOW- Lem- ftATi in : IP=ff CM L= 5400 E. COLONIAL DR. ORLANDO. FL. 32807 (407)-277-3232 FAX (407)-658-1436 V. • AOI IR /NL • POW v #IvaC000SL a1RV•r1At VLOI/Oal Oi1/A/UL R1. ne WMti> = 00 MMW COPPr n"T 00 SLff4' 1Qn flt SWOMRT v FTt O= SFr M M NY Off n*WA MO v COL • ODCRT[ MD401i ! • PFAVEMML f1AY 1't0 NO "W= M O/MRR 81-17 i OMM A0WWMflW 000): PURSUWr w =nw sr=?, n10M s ARID UT M . VP 1lf. •AU 4 M $a • 00**A*AL 2 CKM DO== MTM SLAM" AMMAW AM 00M4 A 0 SG1, M AWY W aR OGRES ARl AOr Ma am • QVJ. • vnNM POW out • loww vO bom CN.0 • CALCLLATO A IMS DAm W I110MAm fr4w me Staumm M16NEO ID 1Mf S{A yat imam wr at gag* 1KSIRI nam OR US9110M 0Ar AFFW nO PAOMM. IOC • @CW v C0 mewco I PAOL • IOTNIIMOR AVEn01Ct 100/01r 4 • C • IOWO n00R QiVAT01 4 MD Y ,1MINOIAp R/ROIOEMIS N4K 1 L0CA1m btR6'! O1na71114t SMdIIA M0".MALL ItliR . • MI4EOl6 RTMC[ LW Z LNOL & mSMUWr nW SAW6IAIMSAWlitSOLE !OWOWOFINM COMM IO AM4 NE — WW try AMr On01 EMW.. am = i ° rt-0i-VAT u : r x OiP r ` c UULM WASUM 0. anomm Spam fart nr LOWWN ar SOMPOEElorn 1a>aM sT,o1Ra Nor et MO M AEC015"Ma aou m r ua. 7. ltAl AK 9lStD ASSIRA O111R1 NO Of 1NE LW 9AM As Ytst WARM UM U" LM t GAWMMM /DAM AW &4= ON x0oft GCMG va"M L a" ormn WQS m4mm NORQ C OJ• CONIJK IOC[ WC • M01 IDLE K CALK' Of AUDIMUM lb. 4Mk CA • CONCKM Gr URtrT. • I00RvgAIVASCALE "— 11 20' y M M or s4T WcrE INOR1H _ 4 + • • .o ameunrl• o,eaomy.. IM 8L0M C%FRWWFY om NOT LOT *Mo ,n,puo• DC WrABLOMM 100 YEAR FLOOD PLANE AS FV 'F1 W MM X ORUS ILLS. / 4714 zow fir• U4P if12117C0090 F (09-28-07) W. SCM. R.LS / 4801