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2322 Tudor Rose Dr 17-3374; NEW SFH
it 14i W ,071 F --Z I D 7 l Job Address:. CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 7-- 3 3" 4 Documented Construction Value: 2322 Tudor Rose Drive Sanford, FL 32773 Historic District: Yes No X Parcel ID: 17-20-31-5VC-0000-0210 Residential X Commercial Type of Work: NewEA Addition Alteration Repair Demo Change of Use Move Description of Work: New Single Family Residence Plan Review Contact Person: Vicky Otero Title: Production Admin Phone: 407-692-9820 Fax: Email: votero@nvrinc.com Property Owner Information Name NVR INC, dba Ryan Homes Phone: 407-692-9820 Street: 4307 Vineland Rd #H20 Resident of property? : City, State Zip: Orlando FL 32811 Name NVR, Inc, dba Ryan Homes Street: 4307 Vineland Rd # H-20 City, State Zip: Orlando FL 32811 Contractor Information Phone: 407-692-9820 Fax: 407-692-9821 State License No.: CBC1257565 Arch itectlEngineer Information Name: AB Design Street: 1441 N Ronald Reagan Blvd Phone: 407-774-6078 Fax: City, St, Zip: Longwood FL E-mail: brian@abdesigngroup.com Bonding Company: N/A Mortgage Lender: N/A Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51" Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 4 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may 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. j4o 4w— 11 /7/2017 11 /7/2017 Signature of Owner/Agent Date Signature ofContrac /Agent Date Vicky Otero Print Owner/Agent's Name of 11 /7/2017 TRACY LEIGH MCDONALD MY COMMISSION # FF925012 EXPIRES October 06. 2019 OlnridaNdInNS061Ce COW Vicky Otero Print Contractor/Agent's Name rS 11 /7/2017 Signature of Notary- TRACY LEI WMCDONALD MY COMMISSION N FF925012 EXPIRES October 06. 2019 1407}398.0,53 FiodaaNOtarySer'-eCOW Owner/Agent is x Personally Known to Me or Contractor/Agent is x Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building RI Electrical [Sr Mechanical W Plumbing[ Gas[] Roof Construction Type:Occupancy Use: (Z-3 Flood Zone: )(- 15 A, rAc-NED Total Sq Ft of Bldg: 33oS Min. Occupancy Load: (,7 # of Stories: 2— New Construction: Electric - # of Amps Z00 Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No Rr # of Heads APPROVALS: ZONING: IA le) UTILITIES: COMMENTS: ENGINEERING: wl-tC- FIRE: Ok to construct single family home with setbacks and impervious area shown on plan. 3J• lo'f' ylfa RoSo. - 81 (TR. ZI Fire Alarm Permit: Yes No Q WASTE WATER: BUILDING: st- t-3--i Revised: June 30, 2015 Permit Application COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 17100009 DATE: December 29, 2017 BUILDING APPLICATION #: 17-10000951 BUILDING PERMIT NUMBER: 17-10000951 UNIT ADDRESS: TUDOR ROSE DR 2322 17-20-31-SVC-0000-0210 TRAFFIC ZONE:022 JURISDICTION: SEC: TWP: RNG: SUF: PARCEL: TRACT: SUBDIVISION: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: NVR INC. DBA RYAN HOMES ADDRESS: 4307 VINELAND RD H-20 ORLANDO FL 32811 LAND USE: KENSINGTON RESERVE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 232221UDOR DETACHED/KENSINGTON RESERVE LOT-------------------------------------------------------------------------------- FEE BENEFIT RATE UNIT CALC UNIT TOTAL DUE TYPE DIST SCHED RATE UNITS TYPE ROADS-ARTERIALS CO -WIDE ORD Single Family Hou ing COLLECTORS NIA 705.00 1.000 dwl unit ROADS Hou ing 00 1.000 dwl unit FISSiingls mily LIBRARY CO -WIDE ORD Single Family Housing ORD 54.00 1.000 dwl unit SCHOOLS CO -WIDE Single Family 'Housing 5,000.00 1.000 dwl unit PARKS LAW ENFORCE N/A DRAINAGE N/A AMOUNT DUE STATEMENT AAA SIGNATURE: RECEIVED BY: MeViLl 19PLEASE1PRINTNAME) DATE: _J ENSUREOTIMELYVPAYMSENT MAAYRR$SULTIIN YOURALIPBILITYNFORFT DISTRIBUTION: 2-FINANCEPT 3-APPLICANT DIMANNAGEMENT AND NOTE** i{ SEMINOLEACOUNTYIROADT THAT THIS IS LIBRARY ANDMENT O/ OREEDUCATIONDUE NAALL THE ISSUANCE OF A BUILDING PERMIT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES noovonnreonnVVTT.Twr n WRTTTFN REQUEST WITHIN 45 CALENDAR THE R ATE O IT THE AY BE 0 705. 00 00 00 54. 00 5, 000.00 00 00 00 5, 759.00 FROM THE PLAN IMPLtmzv-1"wKivv vrrL_n: 1101 ., r.. _•---. 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 c AND SHOULD REFERENCE THECOUNTYBUILDINGPERMITNUMBERATTHETOPLEFTOFTHISSTATEMENT. 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. PWIb City of Sanford Planning and Development Services Engineering — Floodplain Management Flood Zone Determination Request Form Name: Vicky Otero Firm: NVR, Inc. Address: 4307 Vineland Road #H20 City: Orlando State: FL Zip Code: 32811 Phone: 407.692.9820 Fax: 407.692.9821 Email: votero@nvrinc.com Property Address: 2322 Tudor Rose Drive Property Owner: NVR, Inc. dba Ryan Homes Parcel identification Number: 17-20-31-5VC-0000-0210 Phone Number: 407.692.9820 Email: votero@nvrinc.com The reason for the flood plain determination is: New structure Existing Structure (pre-2007 FIRM adoption) Expansion/Addition Existing Structure (post 2007 FIRM adoption) Pre 2007 FIRM adoption = finished floor elevation 12" above BFE Post 2007 FIRM adoption = finished floor elevation 24" above BFE (Ordinance 4360) OFFIC AL USE ON MY 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# 17-3374 Reviewed by: Michael Cash, CFM Date: November 21, 2017 L • k1i U. l CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 7 3 5 ' y Documented Construction Value: S 90,653 Job Address: 2322 Tudor Rose Drive Sanford, FL 32773 Historic District: Yes No Parcel ID: 17-20-31-5VC-0000-0210 Residential X Commercial Type of Work: New X Addition Alteration Repair Demo Change of Use Move Description of Work: New Single Family Residence Plan Review Contact Person: Vicky Otero Title: Production Admin Phone: 407-692-9820 Fax: Email: votero@nvrinc.com Property Owner Information Name NVR INC, dba Ryan Homes Phone: 407-692-9820 Street: 4307 Vineland Rd #H20 Resident of property? : City, State Zip: Orlando FL 32811 Contractor Information Name NVR, Inc, dba Ryan Homes Phone: 407-692-9820 Street: 4307 Vineland Rd # H-20 Fax: 407-692-9821 City, State Zip: Orlando FL 32811 State License No.: CBC1257565 Architect/Engineer Information Name: AB Design Street: 1441 N Ronald Reagan Blvd City, St, Zip: Longwood FL Bonding. Company: Address: N/A Phone: 407-774-6078 Fax: E-mail: brian@abdesigngroup.com Mortgage Lender: N/A Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current ICC Valuation Table in effect at the time the permit is issued, in accordance with local ordinance. Should calculated charges figured off the executed contract exceed the actual construction value, credit will be applied to your permit fees when the permit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. 40-- 4m-- 11/7/2017 11 /7/2017 Signature of Owner/Agent Date Signature of Contrac /Agent Date Vicky Otero Print Owner/Agent's Name Signature of Notary-ftte of 11n/2017 TRACY LEIGH MCDONALD MY COMMISSION # FF925012 EXPIRES October 06. 2019 Vicky Otero Print Contractor/Agent's Name n(ll 11/7/2017 Signature of Notary- v a o•^•.!!'.= TRACY LEI *MCDONALD s MY COMMISSION # FF925012 EXPIRES October 06. 2019 i407!348.015 fbtiOaNOro'YS"IVI^On' Owner/Agent is x Personally Known to Me or Contractor/Agent is x Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing Gas Roof Construction Type: Occupancy Use: Total Sq Ft of Bldg: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: Yes No # of Heads Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: COMMENTS: FIRE: BUILDING: Revised: June 30. 2015 Permit Application i l, I Application for Paved Driveway, Sidewalk or Walkway Including Right -of -Way Use & 1877- Landscaping in Right -of -Way wwwAsafordn.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone:407.688.5140 Fax:407.688.5141 This permit authorizes work to be done on the subject property or in the City of Sanford's right-of-way in accordance with the City's regulations and the attached construction plans approved as part of this permit. The permit Is required for driveway or sidewalk construction over 100 square feet of concrete or other material on the subject parcel and / or any construction of a driveway, walkway or landscape improvements within the city right-of-way. It does not approve any work within any other jurisdiction's right-of-way. All requested information below as well as a current survey, site plan or plat clearly identifying the size and location of the existing right—of-way and use shall be provided or application could be delayed. Call, r Y"44 1. Project Location/Address: 2322 Tudor Rose Drive, Sanford, FL 32773 2. Proposed Activity: X Driveway Walkway 3. Schedule of Work: Start Date Completion Date 4. Brief Description of Work: Construction of New Single Family Home This application is submilAejd by. other: Property Owner Signature: Print Name: Vicky Otero Address: 4307 Vineland Rd #H-20 Orlando, FL 32811 Phone: (407) 692-9850 Fax: Emergency Repairs Email: votero@nvrinc.com Date: 11/07/2017 Maintenance Responsibilities/Indemnification The Requestor, and his successors and assigns, shall be responsible for perpetual maintenance of the improvement installed under this Agreement. This shall include maintenance of the improvement and unpaved portion of right-of-way adjacent thereto. Requestor may, with written City authorization, remove said installationlmprovement 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 Requestors expense and, if necessary, file a lien on the Requestors 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 ri htot way. I have read and and a above statement and by signing this application I agree to its terms. Signature: Date: 11 /07/2017 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: R - 2I ' ZOI 7 Date: November 2015 ROW Use Driveway pdf LIMITED POWER OF ATTORNEY Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: —7 I hereby name and appoint: Vicky Otero an agent of. NVR Inc., dba Ryan 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): LEI The specific permit and Expiration Date for This Limited Power of Attorney: May 20,2018 License Holder Name: Robert Lattanzi State License Number: Signature of License H STATE OF FLORIDA COUNTY OF Orange 3Z-1-Is The foregoing instrument was acknowledged before me this =day of t`,s V , 200 17 , by Robert Lattanzi who is Persona 4yL; to me or who has produced identification and who did (did not) take an oath. Notary Seal) P; j":-i, TRACY LEIGH MCOONALO MY COMMISSION p FF925012 EXPIRES October 06. 2019 g407; 399•G 53 Fioriaallom•rSorvico ton• Rev. 08.12) Signature Print or typA name Notary Public - State of L Commission No. ' q Zia c 1 Z My Commission Expires: to as o 11 f7/2017 SCPA Parcel View: 17-20-31-5VC-0000-0210 Prone Record Card Parcel: 17-20-31-5VC-0000-0210 Owner: BRISSON WEST PROJECT I LLC Property Address: 2322 TUDOR ROSE DR SANFORD, FL 32773 Parcel Information Value Summary Parcel 17-20-31-5VC-0000-0210 Owner BRISSON WEST PROJECT I LLC Property Address 2322 TUDOR ROSE DR SANFORD, FL 32773 Mailing 10100 INNOVATION DR STE 410 DAYTON. OH 45342 Subdivision Name KENSINGTON RESERVE Tax District S1-SANFORD DOR Use Code 00-VACANT RESIDENTIAL Exemptions Legal Description LOT 21 KENSINGTON RESERVE PB 81 PGS 86-92 Taxes 2018 Working Values 2017 Certified Values Valuation Method Cost/Market Cost/Market Number of Buildings 0 0 Depreciated Bldg Value Depreciated EXFT Value Land Value (Market) 14,000 14.000 Land Value Ag Just/Market Value " 14,000 14,000 Portability Adj Save Our Homes Adi 0 0 Amendment 1 Adj 0 0 P&G Adj 0 0 Assessed Value 1$14,000 1$14,000 Tax Amount without SOH: $266.58 2017 Tax Bill Amount $266.58 Tax Estimator Save Our Homes Savings: $0.00 Does NOT INCLUDE Non Ad Valorem Assessments Taxing Authority Assessment Value Exempt Values Taxable Value County General Fund 14,000 0 14,000 Schools 14,000 0 14.000 City Sanford 14,000 0 14,000 SJWM(Saint Johns Water Management) 14,000 0 14.000 County Bonds 14.000 0 14.000 Sales Description Date Book Page Amount Qualified Vac/Imp No Sales Find Comparable Sales Land Method Frontage Depth Units Units Price Land Value LOT I I 1 1 $14.000.00 14.000 Building Information Permits Permit # Description Agency Amount CO Date Permit Date hUp:Hparceldetail.scpafl.org/ParcelDetailinfo.aspx?PID=l720315VC00000210 1 /2 EXI9aCR MAOCNRY SQ.FT. CAM'S S• 6'-0'Bp-i 4'-B' N'-m' Im' 6' Im'•5' HB ) PG6T W fD. w T-4' BRG LOAD CM 1114LL 0 0 s N7R+ I. MM TO M1Wl N TMIATM M &L PiA14161'BUM T-04 M M nE MM BOOR DLL BE MRA1ID NO IWM W MMAW A T9 ME TMARD MRAT 3 111' C m woc 21-01 4'-8• J'-m I'-4. Ib'-m' J'•0 CABINET SECTION n•-m• b'-e• JI'-4• A FIRST FLOOR PLAN WALE. /4 . P-0' ELEV IBT FLR LIVING 1)64 6Q Ff. JMD R12 LIVQrG 1196 9Q FT. TOTAL LIVPIG Jpbm aGi FT. EMRY 9m 8G FT. GARAGE 453 BQ FT. LANAI J4J 8Q Ff. TOTAL 3'mB 9Q FT. eeeoeir n o a maa 00 uaia s no Wo 000 afe fO11 00 tlIMM FMAM D> D7! tplfllIp. r 24 3LE0 DR 36' ffi' 1 301tl/-3178 Al 264N l6• 4' a 79B/-31l1 4 33 A) J5SN m' 63' AAY-31V a so Jir6N o• 63• s J63W-ws sa sm lose erg u• es' s Jesv-Ise b Sl f1)A-ON Tb' 63' 4 JSW-!JL 1 n Ja•aN 3a• bs• noa4-asa a n J5-6N JO• 63' 4 3mbu-18b0 m BAK EEd11 TO IY1CN I II m 1[oR11ING Rl1. J7C0 O n'Y 6' 1 qq gi I 4. Id.-m. 0 33 I A I anDacR latDel I 3••4' r-b• i•.• Rarft-N II O II I Y I G20UN T I01 ` I I cRRAr Rooei emAQTD I IB'-e•a4.-m. r Groin 1••1 N RONMD 11[NLMI RV0. IONGW00D, Ra7ia0 M 407•7i44070 iAC40I.774409 YMN(•Oe.pmn w.. Doman E C evenly at ur. KENSINGTON RESERVE IOT/21) 1tOD>cLs SANTA ROSA veRsloNsol) zee7000 PARiL` FIRST FLOOR PLAN aw'1E: 10/31/17 CO/OBfr NO CL/CCMO MO LOAD* 0000 WO 9 =W KnomommaLWIT GIL• omomOWAC CB lal am NOIHIT D 11M IMR I D 3' 61' 6 liOi/-41L0 J B 36' 6F 4 XMI-3iT6 3 B Emm W 6F 4 3W6/-33.16 4 4 1 b' R' 4 XW-MW S B 36' 6F 3 31D6/-4W 6 D EC 36' 6F 4 NMI -nib T B BPS 6' 6F 4 NMI-3i16 WIND DESIGN CRITERIA A. BASK WIlV SPEED MIF-W (3 SECOND GUST/ VULT-ISO / VASD•1161444 B. MEROL FRli661 6 CCORCENT-- JD G RJW CATEGORY -TYPE II D. E)WOeLM CATEGORY C NOTE. VALUES FOR C Mf-0NE TM • CLADDING FIB== AJW BAOM ON T1 E Wlt DESIGN UDC SPEED. RICIi 6TN ED. fW14) ALLOW* THEN FlWWARES TO BE MULTIPLED BY OD TO MWT rE ALLOUWaLE OR NOMINAL TC6TPD VALUES USW BY PRODUCT Il~AC7UAQR6. ItlIFTneat TO ORMLL WAlLATla1 ON ALL AtNIG MWO r0 FAM WE RYMI RAOR AIILLISEWMITO D TEEMEI O' LORATE' A T9 "TIFAT® "AT SECOND FLOOR PLAN OC.41E, 1/4 - I'-0' ElEVATILN W AICNIT6CTS 6 Groin U" M. MOK" REAGN ILVD LOMOWOOO. FL TM00 11".407-T744m FAX 407-7744073 w J mn AA S. 00@00=1a E 8 i E 0 r c 33 UMrV. lk LOr. KENSINGTON RESERVE IATe21) UODZI, SANTA ROSA VERSIONg01) rPA402h JM T#: 2997.000 SECOND FLOOR PLAN DATM 10/31/17 eoATM 1/4*-1'-0" 4 or 9 REQUIRED INSPECTION SEQUENCE RYAN HOMES SFR-DETACHED Permit # i" 1-'VYI LA Address: 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 30 50 Final Window 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 Electric Underground 10 Footer / Slab Steel Bond 20 30 Temporary Underground Power (TUG) 30 Electric Rough 1000 Electric Final UMBbNG PERMIT Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final MECHANICAL PERMIT Min Max Inspection Description 10 Mechanical Rough 1000 Mechanical Final REVISED: June 2014 RECORD COPY FORM R405-2014 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot21 KensingtonReserveSantaRosaBGRN Builder Name: Ryan Homes gUllOi yCStreet: 2322 TUDOR ROSE DRIVE Permit Office: S lylll City, State, Zip: SANFORD , FL, 32773 Permit Number: ff - SANFORDOwner: Jurisdiction: 691 p0 Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2) 0 A r 1. New construction or existing New (From Plans) 9. Wall Types (2658.3 sgft.) Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1222.70 ft2 b. Frame - Wood, Exterior R=13.0 1088.00 ft2 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 347.67 ft2 4. Number of Bedrooms 5 d. N/A R= ft2 5. Is this a worst case? No 10. Ceiling Types (1392.0 sgft.) Insulation Area a. Under Attic (Vented) R=38.0 1296.00 ft2 6. Conditioned floor area above grade (ft2) 2327 b. Knee Wall (Vented) R=19.0 96.00 ft2 Conditioned floor area below grade (ft2) 0 c. N/A R= ft2 11. Ducts R ft2 7. Windows(328.7 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: Main 6 512 a. U-Factor: Dbl, U=0.54 280.73 ft2 SHGC: SHGC=0.31 b. U-Factor. Dbl, U=0.62 48.00 ft2 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC=0.25 a. Central Unit 38.5 SEER:15.00 c. U-Factor: N/A ft2 SHGC: 13. Heating systems kBtu/hr Efficiency d. U-Factor: N/A 112 a. Electric Heat Pump 38.0 HSPF:8.50 SHGC: Area Weighted Average Overhang Depth: 5.004 ft. Area Weighted Average SHGC: 0.301 14. Hot water systems 8. Floor Types (1601.0 sgft.) Insulation Area a. Electric Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1296.00 ft2 b. Conservation features EF: 0.950 b. Floor over Garage R=13.0 305.00 ft2 None c. N/A R= ft2 15. Credits Pstat Total Proposed Modified Loads: 71.93 Glass/Floor Area: 0.141 PASSTotalBaselineLoads: 73.05 I hereby certify that the plans and sp Ifications covered by Review of the plans and 04gYIE Spq ., this calculation are in compliance w' the Florida Energy Code. specifications covered by this p calculation indicates compliance wL with the Florida Energy Code. ar,: %., ti_=" PREPARED BY: `"' T- Before construction is completed c 2° DATE: 11-1-17 Srntt Pratt this building will be inspected for O - a compliance with Section 553.908 u I hereby certify that this building, aside si ned, is in compliance Florida Statutes. with the Florida Energy Code. COD WME OWNER/AGENT: BUILDING OFFICIAL: DATE: 11 /6/2017 DATE: - Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory -sealed in accordance with R403.2.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and starting July 1, 2017 this project requires an envelope leakage test report with envelope leakage no greater than 7.0 ACH50 (R402.4.1.2). 11/4/2017 8:52 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2014 PROJECT Title: Building Type: Owner: of Units: Builder Name: Permit Office: Jurisdiction: Family Type: New/Existing: Comment: Lot2l Kensington ReserveSant Bedrooms: 5 User Conditioned Area: 2327 Total Stories: 2 1 Worst Case: No Ryan Homes Rotate Angle: 0 SEMINOLE Cross Ventilation: No 691000 Whole House Fan: No Single-family New (From Plans) Address Type: Street Address Lot # 21 Block/SubDivision: KENSINGTON RESE PlalBook: Street: 2322 TUDOR ROSE D County: Seminole City, State, Zip: SANFORD , FL, 32773 CLIMATE V Design Location IECC Design Temp TMY Site Zone 97.5 % 2.5 % Int Design Temp Heating Design Daily Temp Winter Summer Degree Days Moisture Range FL, Orlando FL_ORLANDO_INTL_AR 2 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume 1 Blockl 2327 21641.1 SPACES Number Name Area Volume Kitchen Occupants Bedrooms InfilID Finished Cooled Heated 1 Main 2327 21641.1 Yes 6 5 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Floor over Garage Main _ _ 2 Slab -On -Grade Edge Insulatio Main 131 ft 0 305 ft° 13 1296 ft' — 0 0 1 0.38 0 0.62 ROOF v # Type Roof Gable Roof Materials Area Area Color Solar SA Emitt Absor. Tested Emitt Deck Pitch Tested Insul. (deg) 1 Gable or Shed Composition shingles 1791 ft' 400 ft' Medium 0.85 N 0.85 No 0 26.6 ATTIC V # Type Ventilation Vent Ratio (1 in) Area RBS IRCC 1 Full attic Vented 300 1601 ft' N N CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 2 3 Knee Wall (Vented) Knee Wall (Vented) Under Attic (Vented) Main 19 Batt Main 19 Batt Main 38 Blown 36 ft' 0.11 60 ft° 0.11 1296 ft' 0.11 Wood Wood Wood 11/4/2017 8:52 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2014 WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Space 1 N Exterior Frame - Wood Main 13 40 0 8 0 320.0 ft2 0 0.23 0.6 0 2 N Exterior Concrete Block - Int Insul Main 4.1 5 0 9 4 46.7 ft2 0 0 0.6 0 3 N Exterior Concrete Block - Int Insul Main 4.1 14 0 9 4 130.7 ft2 0 0 0.6 0 4 E Exterior Frame - Wood Main 13 34 0 8 0 272.0 ft2 0 0.23 0.6 0 5 E Exterior Concrete Block - Int Insul Main 4.1 22 0 9 4 205.3 ft2 0 0 0.6 0 6 E Exterior Concrete Block - Int Insul Main 4.1 11 0 9 4 102.7 ft2 0 0 0.6 0 7 E Exterior Concrete Block - Int Insul Main 4.1 12 0 9 4 112.0 ft2 0 0 0.6 0 8 S Exterior Frame - Wood Main 13 35 6 8 0 284.0 ft2 0 0.23 0.6 0 9 S Exterior Concrete Block - Int Insul Main 4.1 1 6 9 4 14.0 ft2 0 0 0.6 0 10 S Exterior Concrete Block - Int Insul Main 4.1 19 0 9 4 177.3 ft2 0 0 0.6 0 11 S Exterior Concrete Block - Int Insul Main 4.1 19 6 9 4 182.0 ft2 0 0 0.6 0 12 W Exterior Frame - Wood Main 13 26 6 8 0 212.0 ft2 0 0.23 0.6 0 13 W Exterior Concrete Block - Int Insul Main 4.1 11 0 9 4 102.7 ft2 0 0 0.6 0 14 W Exterior Concrete Block - Int Insul Main 4.1 16 0 9 4 149.3 ft2 0 0 0.6 0 15 Garage Frame - Wood Main 13 37 3 9 4 347.7 ft2 0 0.23 0.01 0 DOORS Omt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 N Insulated Main None 25 3 8 24 ft2 2 Wood Main None 25 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. V Wall Overhang Ornt ID Frame Panes NFRC U-Factor SHGC Area Depth Separation Int Shade Screening 1 N 1 Metal Low-E Double Yes 0.54 0.31 45.8 ft2 1 ft 0 in 1 ft 2 in None Exterior 5 2 N 3 Metal Low-E Double Yes 0.54 0.31 38.5 ft2 1 ft 0 in 10 ft 10 in None Exterior 5 3 S 8 Metal Low-E Double Yes 0.54 0.31 15.3 ft2 1 ft 0 in 1 ft2 in None Exterior 5 4 S 8 Metal Low-E Double Yes 0.54 0.31 5.0 ft2 1 ft 0 in 1 ft 2 in None Exterior 5 5 S 10 Metal Low-E Double Yes 0.54 0.31 48.6 ft2 1 ft 0 in 1 ft4 in None Exterior 5 6 S 11 Metal Low-E Double Yes 0.54 0.31 32.4 ft2 12 ft 0 in 0 it 6 in None Exterior 5 7 W 12 Metal Low-E Double Yes 0.54 0.31 30.5 ft2 1 ft 0 in 1 ft 2 in None Exterior 5 8 W 12 Metal Low-E Double Yes 0.62 0.25 48.0 ft2 21 ft 0 in 0 ft 6 in None Exterior 5 9 E 5 Metal Low-E Double Yes 0.54 0.31 32.4 ft2 1 ft 0 in 1 ft 4 in None Exterior 5 10 W 13 Metal Low-E Double Yes 0.54 0.31 32.4 ft2 1 ft0 in 10 ft 10 in None Exterior 5 11/4/2017 8:52 AM EnergyGauge® USA - v5.1 - 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 1 453 ft' 453 ft' 66 ft 9.3 ft 1 INFILTRATION Scope Method SLA CFM 50 ELA EgLA ACH ACH 50 1 Wholehouse Proposed ACH(50) 000414 2524.8 138.61 260.67 .3718 7 HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump Split HSPF:8.5 38 kBtu/hr 1 sys#1 COOLING SYSTEM System Type Subtype Efficiency Capacity Air Flow SHR Block Ducts 1 Central Unit Split SEER: 15 38.5 kBtu/hr 0 cfm 0.75 1 sys#1 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation 1 Electric None Garage 0.95 50 gal 62.3 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Cert # Company Name Collector Storage System Model # Collector Model # Area Volume FEF None None ft' DUCTS v # Supply — Location R-Value Area Return— Air CFM 25 CFM25 Location Area Leakage Type Handler TOT OUT ON RLF HVAC # Heat Cool 1 Attic 6 512 ft' Attic 128 ft' Default Leakage Main (Default) (Default) 1 1 11/4/2017 8:52 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 4 of 5 FORM R405-2014 TEMPERATURES Programable Thermostat: Y Ceiling Fans: Cooling[[ ]] Jan HeatinH Jan j Feb X] Feb Mar HX Mar j A r Apr Ma May Xj Jun j Jun Xj Jul j Jul Xj AugX i Au[ Se Sep j Oct Oct Nov x Nov j Dec X DecVentin JanFebMarX] Apr May Jun Jul j Aug j 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/ 4/2017 8:52 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2014 ENERGY PERFORMANCE LEVEL EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 98 The lower the EnergyPerformance Index, the more efficient the home. 2322 TUDOR ROSE DRIVE, SANFORD, FL, 32773 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Concrete Block - Int Insul, Exterior R=4.1 1222.70 ft' b. Frame - Wood, Exterior R=13.0 1088.00 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=13.0 347.67 ft' 4. Number of Bedrooms 5 d. N/A R= ft' 5. Is this a worst case? 10. Ceiling Types No Insulation Area a. Under Attic (Vented) R=38.0 1296.00 ft' 6. Conditioned floor area (ft') 2327 b. Knee Wall (Vented) R=19.0 96.00 ft' 7. Windows" Description Area c. N/A R= ft' a. U-Factor. Dbl, U=0.54 280.73 ft' 11. Ducts a. Sup: Attic, Ret: Attic, AH: Main R ft' 6 512 SHGC: SHGC=0.31 b. U-Factor: Dbl, U=0.62 48.00 ft' SHGC: SHGC=0.25 12. Cooling systems kBtu/hr Efficiency c. U-Factor. N/A ft' a. Central Unit 38.5 SEER:15.00 SHGC: d. U-Factor: N/A ft' 13. Heating systems kBtu/hr EfficiencySHGC: a. Electric Heat Pump 38.0 HSPF:8.50 Area Weighted Average Overhang Depth: 5.004 ft. Area Weighted Average SHGC: 0.301 8. Floor Types Insulation Area 14. Hot water systems Cap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1296.00 ft' a. Electric EF: 0.95 b. Floor over Garage R=13.0 305.00 ft' c. N/A R= ft' b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. rw sOt e a new EPL Display Card will be completed based on installed Code compliant feats f I _ - Builder Signature: A It 114- Date: 11/6/2017 Address of New Home: 2322 Tudor Rose Drive City/FL Zip: 32773 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. 11/4/2017 8:52 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 FORM R405-2014 Florida Department of Business and Professional Regulations Residential Whole BuildingPerformance and Prescriptive Methods ADDRESS: 2322 TUDOR ROSE DRIVE Permit Number: SANFORD , FL, 32773 MANDATORY REQUIREMENTS See individual code sections for full details. 401.3 Energy Performance Level (EPL) display card (Mandatory). The building official shall require that an energy performance level (EPL) display card be completed and certified by the builder to be accurate and correct before final approval of the building for occupancy. Florida law Section 553.9085, Florida Statues) requires the EPL display card to be included as an addendum to each sales contract for both presold and nonpresold residential buildings. The EPL display card contains information indicating the energy performance level and efficiencies of components installed in a dwelling unit. The building official shall verify that the EPL display card completed and signed by the builder accurately reflects the plans and specifications submitted to demonstrate compliance for the building. A copy of the EPL display card can be found in Appendix C. O 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 7 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). Testing shall be conducted by either individuals as defined in Section 553.993(5) or (7). Florida Statutes or individulas licensed as set forth in Section 489.105(3)(0, (g), or (i) or 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-buming fireplaces shall have tight -fitting flue dampers and outdoor combustion air. O R402.4.3 Fenestration air IeakageWindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 Us/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 Us/m2), when tested according to NFRC 400 or 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. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. O R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. 17 R403.2.2 Sealing (Mandatory)4\II ducts, air handlers, and filter boxes and building cavities that forth the primary air containment passageways for air distribution systems shall be considered ducts and plenum chambers, shall be constructed and sealed in accordance with Section C403.2.7.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria by post -construction or rough -in testing below. Duct tightness shall be verified by testing to Section 803 of the RESNET Standards by either individuals as defined in Section 553.993(5) or (7), Florida Statutes, or individuals licensed as set forth in Section 489.105(3)(0, (g), or (i). 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 manufacturers 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 manufacturers 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: 1. 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. 11/4/2017 8:53 AM EnergyGauge® USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) R403.2.3 Building Cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.3 Mechanical system piping insulation (Mandatory). Mechanical system piping capable of carrying fluids above 105•F (41•C) or below 55•F (13•C) shall be insulated to a minimum of R-3.. R403.3.1 Protection of piping insulation. R403.4.1 Circulating hot water systems (Mandatory). Circulating hot water systems shall be provided with an automatic or readily accessible manual switch that can turn off the hot-water circulating pump when the system is not in use. R403.4.3 Heat traps (Mandatory). Storage water heaters not equipped with integral heat traps and having vertical pipe risers shall have heat traps installed on both the inlets and outlets. External heat traps shall consist of either a commercially available heat trap or a downward and upward bend of at least 3'% inches (89 mm) in the hot water distribution line and cold water line located as close as possible to the storage tank. R403.4.4 Water heater efficiencies (Mandatory). O R403.4.4.1 Storage water heater temperature controls R403.4.4.1.1 Automatic controls. Service water heating systems shall be equipped with automatic temperature controls capable of adjustment from the lowest to the highest acceptable temperature settings for the intended use. The minimum temperature setting range shall be from 100•F to 140•F (38•C to 60•C). R403.4.4.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main bumer(s) of combustion types of service water heating systems to be turned off. O R403.4.4.2 Water heating equipment. Water heating equipment installed in residential units shall meet the minimum efficiencies of Table C404.2 in Chapter 4 of the Florida Building Code, Energy Conservation, Commercial Provisions, for the type of equipment installed. Equipment used to provide heating functions as part of a combination system shall satisfy all stated requirements for the appropriate water heating category. Solar water heaters shall met the criteria Section R403.4.4.2.1. R403.4.4.2.1 Solar water heating systems. Solar systems for domestic hot water production are rated by the annual solar energy factor of the system. The solar energy factor of a system shall be determined from the Florida Solar Energy Center Directory of Certified Solar Systems. Solar collectors shall be tested in accordance with ISO Standard 9806, Test Methods for Solar Collectors, and SRCC Standard TM-1, Solar Domestic Hot Water System and Component Test Protocol, Collectors in installed solar water heating systems should meet the following criteria: 1. Be installed with a tilt angle between 10 degrees and 40 degrees of the horizontal; and 2. Be installed at an orientation within 45 degrees of true south. R403.5 Mechanical ventilation (Mandatory). The building shall be provided with ventilation that meets the requirements of the Florida Building Code, Residential or Florida Building Code, Mechanical, as applicable, or with other approved means of ventilation. Outdoor air intakes and exhausts shall have automatic or gravity dampers that dose when the ventilation system is not operating. R403.6 Heating and cooling equipment (Mandatory). The following sections are mandatory for cooling and heating equipment. O R403.6.1 Equipment sizing. Heating and cooling equipment shall be sized in accordance with ACCA Manual S based on the equipment loads calculated in accordance with ACCA Manual J or other approved heating and cooling calculation methodologies, based on building loads for the directional orientation of the building. The manufacturer and model number of the outdoor and indoor units (if split system) shall be submitted along with the sensible and total cooling capacities at the design conditions described in Section R302.1. This code does not allow designer safety factors, provisions for future expansion or other factors which affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. R403.6.1.1 Cooling equipment capacity. Cooling only equipment shall be selected so that its total capacity is not less than the calculated total load, but not more than 1.15 times greater than the total load calculated according to the procedure selected in ' Section 403.6. or the closest available size provided by the manufacturer's product lines. The corresponding latent capacity of the equipment shall not be less than the calculated latent load. 11/4/2017 8:53 AM EnergyGauge® USA - v5.1 - - Section R405.4.1 Compliant Software Page 2 of 3 FORM R405-2014 MANDATORY REQUIREMENTS - (Continued) O R403.6.1.1 Cooling equipment capacity. (continued) The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacture's expanded performance data shall be used to select cooling -only equipment. This selection shall be used to select cooling -only equipment. This selection shall be based on the outdoor design dry bulb temperature for the load calculation (or entering water temperature for water -source equipment), the blower cfm provided by the expanded performance data, the design value for entering wet bulb temperature and the design value for entering dry bulb temperature. Design values for entering wet bulb and dry bulb temperature shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: Attached single- and multi -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. When signed and sealed by a Florida -registered engineer, in attached single- and multi -family units, the capacity of equipment may be sized in accordance with good design practice. O R403.6.1.2 Heating equipment capacity R403.6.1.2.1 Heat pumps. Heat pumps sizing shall be based on the cooling requirements as calculated according to Section R403.6.1.1 and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load. R403.6.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.6.1. R403.6.1.2.3 Fossil fuel heating equipment. The capacity of fossil fuel heating equipment with natural draft atmospheric burners shall not be less than the design load calculated in accordance with Section R403.6.1. O R403.6.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.7 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the Commercial Provisions in lieu of Section R403. R403.8 Snow melt system controls (Mandatory). Snow and ice -melting systems, supplied through energy service to the building, shall include automatic controls capable of shutting off the system when the pavement temperature is above 55•F, and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40•F. R403.9 Swimming pools, inground spas and portable spas (Mandatory). The energy requirements for residential pools and inground spas shall be as specified in Sections R403.9.1 through R403.9.3 and in accordance with ANSI/APSP-15. The energy requirements for portable spas shall be in accordance with ANSI/APSP-14. O R403.9.1 Pool and spa heaters. All pool heaters shall be equipped with a readily accessible on -off switch that is mounted outside the heater to allow shutting off the heater without adjusting the thermostat setting. R403.9.1.1 Gas and oil -fired pool and spa heaters. All gas- and oil -fired pool and space heaters shall have a minimum thermal efficiency of 82 percent for heaters manufactured on or after April 16, 2013 when tested in accordance with ANSI Z 21.56. Pool heaters fired by natural gas or LP gas shall not have continuously burning pilot lights. R403.9.1.2 Heat pump pool heaters. Heat pump pool heaters shall have a minimum COP of 4.0 when tested in accordance with AHRI 1160, Table 2, Standard Rating Conditions -Low Air Temperature. A test report from an independent laboratory is required to verify procedure compliance. Geothermal swimming pool heat pumps are not required to meet this standard. O R403.9.2 Time switches. Time switches or other control method that can automatically turn off and on heaters and pumps according to a preset schedule shall be installed on all heaters and pumps. Heaters, pumps and motors that have built in timers shall be deemed in compliance with this equipment. Exceptions: 1. Where public health standards require 24-hour pump operations. 2. Where pumps are required to operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. O R403.9.3 Covers. Heated swimming pools and inground permanently installed spas shall be equipped with a vapor -retardant cover on or at the water surface or a liquid cover or other means proven to reduce heat loss. Exception: Outdoor pools deriving over 70 percent of the energy for heating from site -recovered energy, such as a heat pump or solar energy source computed over an operating season. RR404.1 Lighting equipment (Mandatory). A minimum of 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or a minimum of 75 percent of permanently installed lighting fixtures shall contain only high efficacy lamps. Exception: Low -voltage lighting shall not be required to utilize high -efficacy lamps. O R404.1.1 Lighting equipment (Mandatory). Fuel gas lighting systems shall not have continuously burning pilot lights R405.2 Performance ONLY. All ducts not entirely inside the building thermal envelope shall be insulated to a minimum of R-6. O R405.2.1 Performance ONLY. Ceilings shall have minimum insulation of R-19. Where single assemby of the exposed deck and beam type or concrete deck roofs do not have sufficent space, R-10 is allowed. 11/4/2017 8:53 AM EnergyGauge® USA - v5.1 - - Section R405.4.1 Compliant Software Page 3 of 3 FORM R405-2014 TABLE 402.4.1. AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot2lKensingtonReserveSantaRosaBGRN Builder Name: Ryan Homes Street: 2322 TUDOR ROSE DRIVE Permit Office: SEMINOLE City, State, Zip: SANFORD , FL, 32773 Permit Number: Owner: Jurisdiction: 691000 Design Location: FL, Orlando COMPONENT CRITERIA CHECK Air barrier and thermal barrier A continuous air barrier shall be installed in the building envelope. Exterior thermal envelope contains a continuous barrier. Breaks or joints in the air barrier shall be sealed. Air -permeable insulation shall not be used as a sealing material. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with the insulation and any gaps in the air barrier shall be sealed. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Comers and headers shall be insulated and the junction of the foundation Walls and sill plate shall be sealed. The junction of the top plate and the top or exterior walls shall be sealed. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Knee walls shall be sealed. Windows, skylights and doors The space between window/door jambs and framing and skylights and framing shall be sealed. Rim joists Rim joists are insulated and include an air barrier. Floors (including above -garage Insulation shall be installed to maintain permanent contact with underside 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 crawispace 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 11/4/2017 8:53 AM EnergyGaugeO USA - v5.1 - Section R405.4.1 Compliant Software Page 1 of 1 Manual S Compliance Report Job: Lot2l Kensington Reserv.. wrightsofte Date: 3/31/2015 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY. SANFORD, FL32771 Phone: 407-333.2665 Fax:407-333-3853 Web: WWW.DEL-AIR.COM Project• • For: Ryan Homes 2322TUDOR ROSE DRIVE, SANFORD, FL32773 Cooling Equipment Design Conditions Outdoor design DB: 92.5°F Sensible gain: 29195 Btuh Entering coil DB: 76.2°F Outdoor design WB: 76.2°F Latent gain: 4341 Btuh Entering coil WB: 63.0°F Indoor design DB: 75.0°F Total gain: 33536 Btuh Indoor RH: 50% Estimated airflow: 1283 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Actual airflow: 1283 cfm Sensible capacity: 31907 Btuh Latent capacity: 4852 Btuh Total capacity: 36760 Btuh Model: GSZ140421 K+ASPT47D 14A 109% of load 112% of load 110% of load SHR: 87% Heating Equipment Design Conditions Outdoor design DB: 42.3°F Heat loss: 28294 Btuh Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Model: GSZ140421K+ASPT47D14A Actual airflow: 1283 cfm Output capacity: 34729 Btuh 123% of load Supplemental heat required: 0 Btuh Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 1283 cfm Output capacity: 8.3 kW 101 % of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. Entering coil DB: 69.5°F Capacity balance: 35 OF Economic balance: -99 OF 2017-Nov-04 08:42:11 wrightsoft Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 osaBGRN\Lot2lKensingtonReserveSantaRosaBGRN.rup Calc = MJ8 House laces: N Component Constructions Job: Lot2l Kensington Reserv.. wrightsoft' P Date: 3/31/2015 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: Ryan Homes 2322TUDOR ROSE DRIVE, SANFORD, FL32773 Design Conditions Location: Indoor: Heating Cooling Orlando/Jetport, FL, US Indoor temperature (OF) 70 75 Elevation: 105 ft Design TD (OF) 28 18 Latitude: 28ON Relative humidity (%) 30 50 Outdoor: Heating Cooling Moisture difference (gr/lb) 0.8 45.8 Dry bulb (OF) 42 93 Infiltration: Daily range (OF) - 16 ( M) Method Simplified Wet bulb (OF) - 76 Construction quality Average Wind speed (mph) 15.0 7.5 Fireplaces 0 Construction descriptions Or Area U-value Insult R Htg HTM Loss Clg HTM Gain 1F BWhAp."F fF-'F/BWh 81uh/M Btuh BWhM2 BWh Walls 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2' gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum board int fnsh 16B-19ad: Knee wall, asphalt shingles roof mat, r-19 kw Ins, 1/2" gypsum board int fnsh Partitions 12C-Osw: Frm wall, stucco ext, r-13 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows n 274 0.091 13.0 2.52 691 2.85 781 e 272 0.091 13.0 2.52 686 2.85 774 s 264 0.091 13.0 2.52 665 2.85 751 w 212 0.091 13.0 2.52 533 2.85 602 all 1022 0.091 13.0 2.52 2575 2.85 2908 n 114 0.201 0 5.57 637 5.29 606 e 387 0.201 0 5.57 2156 5.29 2051 s 292 0.201 0 5.57 1624 5.29 1544 w 171 0.201 0 5.57 954 5.29 907 all 965 0.201 0 5.57 5371 5.29 5108 s 36 0.049 19.0 1.36 49 2.66 96 w 30 0.049 19.0 1.36 41 2.66 80 all 66 0.049 19.0 1.36 90 2.66 176 330 0.091 13.0 2.52 831 1.45 479 2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr, n 46 0.540 0 15.0 684 14.1 644 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31):50% drapes, medium; 1 s 15 0.540 0 15.0 228 14.3 219 ft overhang (5.08 ft window ht, 1.17 ft sep.); 6.67 ft head ht w 31 0.540 0 15.0 456 33.9 1033 all 92 0.540 0 15.0 1369 20.7 1896 2A-2om: 2 glazing, cir low-e outr, air gas, mill no brk frm mat, clr innr, n 39 0.540 0 15.0 581 14.1 547 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (6.3 ft window ht, 10.83 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, cir low-e outr, air gas, mill no brk frm mat, clr Innr, a 33 0.540 0 15.0 489 33.9 1107 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5.3 ft window ht, 1.33 ft sep.); 6.67 ft head ht s 49 0.540 0 15.0 733 14.4 708 all 82 0.540 0 15.0 1222 22.2 1815 2017-Nov-04 08:42:11 t + wrighf Oft" Right-SulleO Universal 2017 17.0.23 RSU23828 Pape 1AM ...osaBGRN\Lot2lKensingtonReserveSantaRosaBGRN.rup Calc - M.18 House faces: N 2B-2fm: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 5 0.540 114" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (1.25 ft window ht, 1.17 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, s 33 0.540 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 12 ft overhang (5.3 It window ht, 0.5 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 33 0.540 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 50% drapes, medium; 1 ft overhang (5.3 ft window ht, 10.83 ft sep.); 6.67 ft head ht 2A-2omd: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 48 0.620 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.25); 21 ft overhang (8 ft window ht, 0.5 ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type n 24 0.390 n 18 0.390 all 42 0.390 Ceilings 16B-38ad:Attic ceiling, asphalt shingles roof mat, r-38 cell ins, 1/2" 1569 0.026 gypsum board int fnsh Floors 20P-13t: Flr floor, frm flr, 12" thkns, r-13 cav ins, gar ovr 306 0.068 22A-tpl: Bg floor, light dry soil, on grade depth 131 0.989 0 15.0 75 14.1 70 0 15.0 489 14.1 460 0 15.0 489 33.9 1107 0 17.2 824 16.1 772 0 10.8 259 12.0 289 0 10.8 193 12.0 215 0 10.8 452 12.0 504 38.0 0.72 1130 1.41 2217 13.0 1.88 575 0.98 298 0 27.4 3589 0 0 2017-Nov-04 08:42:11 c wrightSOW Right-Sulte® Universal 2017 17.0.23 RSU23828 Page 2X&...osaBGRN%Lot2lKensingionReserveSantaRosaBGRN.rup Calc = MJ8 House faces: N Project Summary Job: Lot2l Kensington Resent.. wrightsoft- Date: 3/31/2015 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM PrOmect Information For: Ryyan Homes 2322 TUDOR ROSE DRIVE, SANFORD, FL32773 Notes: LS by CA on 11.02.2015 LS 02.19.16 SIR L.S. 11-13-17 SRP Design Information Weather: Orlando/Jetport, FL, US Winter Design Conditions Summer Design Conditions Outside db 42 OF Outside db 93 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 46 gr/lb Heating Summary Structure 24365 Btuh Ducts 3929 Btuh Central vent (0 cfm) 0 Btuh none) Humidification 0 Btuh Piping 0 Btuh Equipment load 28294 Btuh Infiltration Method Construction quality Fireplaces Area (ft2 Volume (ft3) Air changes/hour Equiv. AVF (cfm) Simplified Average 0 He 2327 Co 2327 22673 22673 0.41 0.21 155 79 Sensible Cooling Equipment Load Sizing Structure 23833 Btuh Ducts 5362 Btuh Central vent (0 cfm) 0 Btuh none) Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipmenf sensible load 29195 Btuh Latent Cooling Equipment Load Sizing Structure 3461 Btuh Ducts 880 Btuh Central vent (0 cfm) 0 Btuh none) Equipment latent load 4341 Btuh Equipment Total Load (Sen+Lat) 33536 Btuh Req. total capacity at 0.75 SHR 3.2 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN; JANITROL; AMANA DISTI... Trade GOODMAN; JANITROL; AMANA DISTI... Model GSZ140421 K Cond GSZ140421 K AHRI ref :8242633 Coil ASPT47D14A A H R I ref :8242633 Efficiency 8.5 HSPF Efficiency 12.5 EER, 15 SEER Heating input Sensible cooling 28875 Btuh Heating output 38000 Btuh @ 47OF Latent cooling 9625 Btuh Temperature rise 27 OF Total cooling 38500 Btuh Actual air flow 1283 cfm Actual air flow 1283 cfm Air flow factor 0.045 cfm/Btuh Air flow factor 0.044 cfm/Btuh Static pressure 0.40 in H2O Static pressure 0.40 in H2O Space thermostat Load sensible heat ratio 0.87 Capacity balance point = 35 OF Backup: Input = 8 kW, Output = 28445 Btuh, 100 AFUE Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. WI'1 htsOft' 2017-Nov-04 08:42:11 9 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 osa8GRN%Lot2lKensingtonReserveSantaRosaBGRN.rup Cale - MJ8 House faces: N wrightsof , Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL32771 hone: 407.333.2665 ax:407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot2lKensingtonReserveSa... Date: 3/31/2015 By: FJF 1 Room name Entire House Great 2 Exposed wall 279.0 It 35.5 it 3 Room height 8.6 it 9.3 it heal/cool 4 5 Room dmensions Room area 2623.5 ft2 1.0 x 375.1 it 375.1 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number 81uh/f12-IF) Btuh/ft2) or perimeter (it) Btuh) or perimeter (It) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W I 12C-0sw 2A-2o6' 13A-2ocs 0.091 0.540 0.201 n,. n n 2.52 14.96 5.57 2.85 14.08 5.29 320 46 177 274 0 114 691 684 637 781 644 606 0 0 0 0 0 0 0 0 0 0 0 0 G 11 2A-2om 111130 0.540 0.390 n n 14.96 10.80 14.08 12.03 39 24 0 24 581 259 547 289 0 0 0 0 0 0 0 0 W VLG i2C-0sw 13A-2ocs 2A-tom 0.091 0.201 0.540 a a a 2.52 5.57 14.96 2.85 5.29 33.86 272 420 33 272 387 0 686 2156 489 774 2D51 1107 0 0 0 0 0 0 0 0 0 0 0 0 12C-0sw 2A-2om 0.091 0.540 s s 2.52 14.96 2.85" 14.34 284 15 i• 264:-: 13 665 228 751 219 0 0 0 0 0 0 0 0 Vjl L_( f 2B-21m 13A-2ocs 2A-2om 0.540 0.201 0.540 s s s 14.96 5.57 14.96 14.08 5.29 14.45 5 373 49 5 292 38 75 1624 733 70 1544 708 0 182 0 0 149 0 0 831 0 0 791 0 2A-2om 1613-19ad ' 0.540 0.049 s s' 14.96 1.36 14.08 2.66 33 36 33 36 489 49 460 961 33 A 33 0"'. 489 10 460 0W W C 12C-Osw 2A-2om 13A-2ocs 0.091 0.540 0.201 w w w 2.52 14.96 5.57 2.85 33.86 5.29 242 31 252 212 0 171 533 456 954 602 1033 907 0 0 149 0 0 117 0 0 649 0 0 618 2A-2om 2A-2omd 16B-19ad 0.540 0.620 0.049 w w w 14.96 17.17 1.36 33.86 16.08 2.66 33 48 30 0 48 30 489 824 41 1107 772 80 33 0 0 0 0 0 489 0 0 1107 0 0W q L--0 12C-Osbv 0.091 2.52 1.45 348 330 831 479 225 225 567 327 11D0 0.390 n 10.80 12.03 18 18 193 215 0 0 0 0 C F F 168-38ad 20P :131' 22A-lpl 0.026 0.068 0.989 0.72 1.88 27.40 1.41 0.98 0.00 1569 306 1264 1569 306 131 1130 575. 3589 2217 298 0 0 0 375 0 10 36 0 0 973 0 0 0 6 c) AED excursion 350 359 Envelopeloss/gain 19662 18706 3999 3661 12 a) Infiltration 4703 1522 647 210 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 3 690 Appliances/other 2455 0 Subtotal pines 6 to 13) 24365 23833 4646 4560 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 24365 0 0 23833 0 0 4646 0 0 4560 15 Duct loads 16% 22% 3929 5362 10% 10°/a 465 456 Total room load Air required (cfm) 28294 1283 29195 1283 1 1 5111 2321 5016 220 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. c wrilghtsufC Right -Suite® Universal 2017 17.0.23 RSU23828 2017-Nov-04 08:42:11 K ...osaSGRN\Lot21 KensingionReserveSantaRosaBGRN.rup Cale - MJ8 House faces: N Page 1 wrightsoft- Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot2lKensington ReserveSa... Date: 3/31/2015 By: FJF 1 Room name Bdrm 4 1st Fir Bttlrm 2 Exposed wall 26.0 it 6.0 fl 3 Room height 9.3 it heal/cool 9.3 it heal/cool 4 5 Room dimensions Room area 14. 0 x 12.0 ft 168. 0 ft2 9. 5 x 6.0 ft 57. 0 ftz Ty Construction U-value Or HTM Area (ftq Load Area (ftj Load number Btuh/flzaF) Btuh/ft2) or perimeter (it) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 yl 12C-0sw 0.091 n 2.52 285 0 0 0, 0 0'. 0 0 0 t- Gr 2A-2om' 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 n 5.57 5.29 131 92 511 486 0 0 0 0 2A- 2om 0.540 n 14.96 14.08 39 0 581 547 0 0 0 0 W:.''. ' 11 11DO 12C- 0sw: 0. 390 0. 091 n e 10. 80 2. 52 1203 285 0 0 0 0 0 0 0 0 0 0 0 0 0 01 0 0 1NL13A- 2ocs 0.201 a 5.57 5.29 112 112 624 593 56 56 312 297 G 2A-2om 0.540 a 14.96 33.86 0 0 0 0 0 0 0 0 12C- 0sw 0.091 s 2.52 285. 0 0 01. 0 0 0• 0. 0 2A- 2om 0.540 s 14.96 14.34 0 0 0 0 0 0 0 0 2B- 21m 13A- 2ors 0. 540 0. 201 s s 14. 96 5. 57 14. 08 5. 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ylG 2A-2om 0.540 s 14.96 14.45 0 0 0 0 0 0 0 0 C W. 2A- 2om W19ad•, 0. 540 0. 049 s s , 14. 96 1. 36 14. 08 266 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 i 0 V1l G 12C- 0sw 0.091 w 2.52 285 0 0 0 0 0 0 0 0 2A- 2om 13A- 2bcs 0. 540 0. 201 w w 14. 96 5. 57 33. 86 5. 29 0 0 0 0 0 0 0 0 0 0 0 0' 0 0 0 0 2A- 2om 0.540 w 14.96 33.86 0 0 i 0 0 0 0 0 0 2A- 2omd 16B- 19ad 0. 620 0. 049 w w 17. 17 1. 36 16. 08 266 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 WR 12C-0sw 0.091 2.52 1.45 0.1. 0 0 0 0 0 0 0 L- D 11D0 0.390 n 10.80 1203 0 0 0 0 0 0 0 0 C 16B-38ad 0.026 0.72 1.41 0 0 0 0 0 0 0 0 iF•' 2OP-131 0.068 1:88 0.98 0 0 0 0 0 0 0: 0 F 22A-tpi 0.989 27.40 0.00 168 26 712 0 57 t 6 164 0 6 c) AED excursion 41 8 Envelope loss/gain 2428 1585 476 289 12 a) Infiltration 474 153 109 35 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/ other 0 50 Subtotal ( lines 6 to 13) 2902 1969 586 374 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2902 1969 586 374 15 Duct loads 10% 10% 290 197 10% too 59 37 Total room load 3193 2166 1 644 412 Air required (cfm) 145 95 29 18 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A& A t -' wrilghSQft' Right-Sulte® Universal 2017 17.0.23 RSU23828 2017-Nov-04 08Pa e12 osaBGRN\ Lot2lKensingtonReserveSantaRosaBGRN.rup Calc - MJ8 House faces: N 9 wrightsofC Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL32771 Phone:407.333.2665 ax:407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot2lKensingtonReserveSa... Date: 3/31/2015 By: FJF 1 Room name Dinette/Kitchen Bdrm 2 2 Exposed wall 22.5 ft 28.0 If 3 Room height 9.3 It heal/cool 8.0 ft heal/cool 4 5 Room dimensions Room area 1.0 x 454.4 ft 454.4 ft' 1.0 x 184.5 ft 184.5 f12 Ty Construction U-value Or KTM Area (112) Load Area (ftj Load number BtuWftZ°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 W 12C-0sw 0.091 n • 2.52 285 0 0 d 0 112 97 244 275 L-G 2A-2om 0.540 n 14.96 14.08 0 0 0 0 15 0'. 228 215 0'201 n 5.57 5.29 47 23 126 120 0 0 0 0T= 13A-2ocs 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 021111D00.390 n 10.80 1203 24 24 259 289 0 0 0 0 W. 12C-0sw 0.091 e 2-52 2.85: 0 0 0', 0 112 112, 282 319 VL.G 13A-2ocs 0.201 a 5.57 5.29 149 149 831 791 0 0 0 0 2A-2om 0.540 a 14.96 33.86 0 0 0 0 0 0 0 0 Vjl 12C-0sw 0.091 s 2.52 285 0 0 0• 0 0' 0• 0' 0 I 2A-2om 0.540 s 14.96 14.34 0 0 0 0 0, 0 0 0 28-2fm 13A-2ocs 0.540 0.201 s s 14.96 5.57 14.08 5.29 0 14 0 14 0 78 0 74 0: 0 0 0 0 0 0 0Vjl I-fCa 2A-2om 0.540 s 14.96 14.45 0 0 0 0 0 0 0 0 W, '' 2A-2onl 16B-19ad' ' 0.540 0.049 s s •:. 14.96 1.36 14.08 i 266 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 vy 12C-0sw 0.091 w 2.52 285 0 0 0 0 0 0 0 0 2A-2om 13A-2ocs 0.540 0.201 w w 14.96 5.57 33.86 5:29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 2A-2om 2A-2omd 168-19ad 0.540 0.620 0.049 0.091 w w w 14.96 17.17 1.36 2.52 33.86 16.08 266 1.45 0 0 0 122 0 0 0 105, 0 0 0 264 0 0 0 152 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 W t12C-0sw 0 11D0 0.390 n 10.80 12.03 18 18 193 215 0 0 0 0 C F% 168-38ad 20P,131 0.026 0.068 0.72 1.88 1.41 0.98 0 0' 0 0'.. 0 0 0 0 185 01 185 0 133 0 261 0 F 22A-tpl 0.989 27.40 0.00 454 23 616 0 0 0 0 0 6 c) AED excursion 61 25 Envelope loss/gain 2368 1580 887 1045 12 a) Irdittralion 410 133 438 142 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 1200 0 Subtotal (lines 6 to 13) 2778 2913 1325 1187 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2778 2913 1325 1187 15 Duct loads 1105% 1 109% 1 278 291 21% 31% 279 371 Total room load M 3204 1604 1557 Air required (cfm) 139 141 731 68 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsaft- Right-Sulte® Universal 2017 17.0.23 RSU23828 2017-Nov-04 08:42:11 osaBGRN\Lot2lKensingtonReserveSantaRosaBGRN.rup Calc - MJS House faces: N Page 3 wrightsoft• Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2665Fax: 407-333-3853 Web: WWW.DEL-AIR COM Job: Lot2lKensington ReserveSa... Date: 3/31/2015 By: FJF 1 Room name Bdnn 3 Bthrm 1 2 Exposed wall 12-0 ft 6.0 ft 3 Room height 8.0 ft heal/cool 8.0 ft heal/cool 4 5 Room dimensions Room area 1. 0 x 149.5 ft 149. 5 ft2 11. 0 x 6.0 ft 66. 0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number StuMft2-oF) 8tuh/ft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat cool 6 V1/. L- C 12C- 0sh ` ' 2A- 2om 13A- 2ocs 0: 091 0. 540 0. 201 n n n 252 14. 96 5. 57 2. 85 14. 08 5. 29 96 15 0 81 0 0 264 228 0 230 215 0 0 0 0 0 01 0 0 0 0 0 0 0 11 2A- 2om 11D0 13A- 2ocs 2A- 2om 0. 540 0. 390 0. 201 0. 540 n n e a a 14. 96 10. 80 252 5. 57 14. 96 14. 08 1203 285 5. 29 33. 86 0 0 0 0 0 0 0 01. 0 0 0 0 0 0 0 0 0 0 0 0 0 0 48,"' 0 0 0 0 48 0 0 0 0 121' 0 0 0 0 137 0 0 1y t G V) I 12C-0sw 2A- 2om 0. 091 0. 540 s s 2. 52 14. 96 2. 85 14. 34 0 0 0 0 0 0 0 0. 0 0.' 0 0 0 0: 0 0 2fm 13A- 2ocs 0. 540 0. 201 s s 14. 96 5. 57 14. 08 5. 29 0 0 0 0 0.' 0 0. 0 0•: 0 0 0 0, 0 0 0 VjfL- f^ 2A-2om 0.540 s 14.96 14.45 0 0 0 0 0 0 0 0 W .;. `: 168:19atl AA- 2om 0.540 0. 049,-s s 14.96 J. 36 14. 08 2: 66 0 0..- 0 07. 0 0' 0 0 0 0._.'`... 0 0: 0 0:: 0 0 t- G 12C- Osw 2A- 2om 13A- 2ocs 0. 091 0. 540 0. 201 w w w 252 14. 96 5. 57 2. 85 33. 86 5. 29 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 ylLI-_( C W 2A- 2om 2A- 2omd 16B- 19ad 0. 540 0. 620 0. 049 w w w 14. 96 17. 17 1. 36 33, 86 16. 08 2. 66 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 12C- 0sw 0.091 2.52 1.45 0. 0' 0 0 0 0 0 0 11D0 0.390 n 10.80 1203 0 0 0 0 0 0 0 0 C F•' F 168. 38ad 20P- 13t 22A- tpl 0. 026 0. 068 0. 989 0. 72 1. 88 27. 40 1. 41 0. 98 0. 00 150 80 0 150 J 80 0 108 151 0 211 78 0 66 0 0 66 0 0 48 0 0 93 1 10 0 r 1' 6 c) AED excursion 16 5 Envelope loss/gain 691 718 169 225 12 a) Infiltration 188 61 94 30 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 878 779 262 255 Less external load 0 0 0 0 14 Less transfer Redistribution Subtotal 0 0 878 0 0 779 0 0 262 0 0 255 15 Duct loads 21% 31% 185 243 21% 31%1 55 80 Total room load Air required (cfm) 1064 48 1022 45 318 14 335 15 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. rk wrightsoft" Right -Suite® Universal 2017 17.0.23 RSU23828 2017- Nov-04 08:42:11 Page 4 osaBGRN\ Lot2lKensingtonReserveSantaRosaBGRN.nip Cad - MJB House laces: N wrightsofC Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407.333-2665Fax: 407.333-3853 Web: WWW.DEL-AIR.COM Job: Lot2lKensingtonReserveSa... Date: 3/31/2015 By: FJF 1 Room name Mstr WIC Mstr Bthnn 2 Exposed wall 25.5 ft 10.0 ft 3 Room height 8.0 ft heal/coal 8.0 ft heal/cool 4 5 Room dimensions Room area 1.0 x 159.3 It 159.3 f12 1.0 x 98.0 It 98.0 ft' Ty Construction U-value Or Krm Area (ftxj Load Area (flxj Load number Btuh/(Vz F) Btuh/ftj or perimeter (ft) Btuh) or perimeter (it) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 Vy G 12C.0sw 2A-2om, 0.091 0.540 n n 252 14.96 2-85 14.08 0': 0 0;. 0 0': 0, U 0' 0 0 0; 0 0 0 0 0 13A-2ocs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 11 11DO 0.390 n 10.80 1203 0 0 0 0 0 0 0 0 W' 12C-Osw 0.091 a 252 2-85 112 112, 282 319 0 0 0 Vy 13A-2ocs 0.20, a 5.57 5.29 0 0 0 0 0 0 0 0 0 G 2A-2om 0.540 a 14.96 33.86 0 0 0 0 0 0 0 0 V/ 12C-0Os 2A-2om 0.091 0.540 s s 252 14.96 285 14.34 68 0 1 68 0 171 0• 194 0, 68 0 63 0. 159 0: 179 0ll----ffa 28.2fm 13A-2ocs 0.540 0.201 s s 14.96 5.57 14.08 5.29 0 0 0 0 0 0 0 0 5 0 5 0 75 0 70 0Vjl 2A-2om 0.540 s 14.96 14.45 0 0 0 0 0 0 0 0 W' 2A-2om 16B:19ad 0.540 O.M s s . 14.96 1:36 14.08 2'68 0 24 0 24 0 33 0 64 0 12 0 12 0 i16 0 32 yl 12C-Osw 0.091 w 252 2.85 0 0 0 0 0 0 0 0 2A-2om 0.540 0.201 w w 14.96 5.57 33.86 5.29 0 0 0 0 0 0` 0 0 0 0 0 0 0 0 0 0 G LS13A- 2ocs 2A-2om 2A-2omd 1613-19ad 0.540 0.620 0.049 w w w 14.96 17.17 1.36 33.86 16.08 266 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0W R 12C-Osw 0.091 252 1.45 0 0 0 0 0 0 0 0 tL--0 11DO 0.390 n 10.80 12.03 0 0• 0 0 0 0 0 0 C F; "'20P 16B-38ad 13t _ 0.026 0.068 0.72 1.88 1.41 0.98 159 0 159 0.`' 115 0 225 0 98 0'. 98 0 71 138 F 22A-ipl 0.9m 27.40 0.00 0 0 0 0 0 0 0 0 i 6 c) AED excursion 19 10 Envelope loss/gain 601 782 320 411 12 a) Infiltration 399 129 156 51 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1000 911 477 461 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1000 911 477 461 15 Duct loads 1 21% 31% 211 285 21%1 31%1 101 1" Total room load 1210 1196 I 1 577 605 Air required (cfm) 55 53 26 27 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A&- Prd- wrllghtsoft- Right -Suite® Universal 2017 17.0.23 RSU23828 2017-Nov-04 08:42:11 k...osaBGRN\Lot2lKensingtonReserveSantaRosaBGRN.rup Calc = MJ8 House faces: N Page 5 wrightsoft, Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING531CODISCOWAY, SANFORD, FL 32771 Phone: 407-333.2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot2lKen sing ton ReserveSa... Date: 3/31 /2015 By: FJF 1 Room name Mstr Bdrrn Mstr WC 2 Exposed well 34.5 it 0 ft 3 Room height 8.0 it heal/cool 8.0 it heal/cool 4 Room dmensions 18.5 x 16.0 ft 3.5 x 5.5 it 5 Room area 296.0 ft2 19.3 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number BMV112-"F) BtutVtt2) or perimeter (it) Bluh) or perimeter (fl) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 j ' • 120-0sw 6.091 n 2.52 4 ' ' •2.& 0 0 0 I) 0 0 0, 0 2A- 2om 0.540 n 14.96 14:08 0. 0 0 0' 0 o• 0 0 yl L_ Gp 13A- 2ocs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 2A• 2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 11 11D0 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 W: 12C-0sw 0.091 a 2.52 2.85 0 01, 0". 0 0 01. 0 0 Vy 13A•2ocs 0.201 a 5.57 5.29 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 14.96 33.86 0 0 0 0 0 0 0 0 G0. 091 s 2-52 285, 148 133 335 378 i; 0:•i' 0 0 0 L12C-Cimi 2A- 2om 0.540 s 14.96 14.34 15 13 228 219 0 0 0 0 2B- 2fm 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0 yl 13A-2ocs 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 14.96 14.45 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 14.96 14.08 0 0 0 0 0 0 0 0 1iV • :.'. 168 19ad' _, . 0.049 1536 266 0 0 0 0 0 0 0 0 Vy 12C-0sw 0.091 w 252 265 128 113 284 321 0 0 0 0 2A- 2om 0.540 w 14.96 33.86 15 0 228 516 0 0 0 0 G13A= 26cs' 0.201 w 5.57 5.29 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 14.96 33.86:: 0 0 0 0 0', 0 0 0 2A- 2omd 0.620 w 17.17 16.08 0 0 0 0 0, 0 0 0 W 16B-19ad 0.049 w 1.36 266 0 0 0 0 0 0 0 0 q 12C;bs1v" 0.091 2.52 1.45 01 0 0 0 0? 0; 0 0 t' 0 11D0 0.390 n 10.80 12.03 0: 0 0 0 0 0'- 0 0 C 16B-38ad 0.026 0.72 1.41 296 296 213 418 19 19 14 27 F•. 20P-13t 0.066 1:88 0.98 0 0; 0 1 :'. 0'" 0 0: 0 0 F 22A•tpl 0.989 27.40 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 119 1 Envelope loss/gain 1288 1971 14 27 12 a) Infiltration 539 175 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/ other 600 0 Subtotal ( lines 6 to 13) 1828 2976 14 27 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1828 2976 14 27 151 Duct loads 1 21% 31% 385 930 21% 31%1 3 8 Total room load 2213 3905 17 1 35 Air required (cfm) 100 172 1 2 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrllghtsoft' Rlght-SWAS Universal 2017 17.0.23 RSU23828 2017-Nov-04 08:42:11 osaBGRN% Lot21 KensingionReserveSantaRosaSGRN.rup Calc - MJ8 House laces: N Page 6 wrightsoft, Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CgNDITIONING 531 CODISCO WAY, SANFORD. FL 32771 hone: 407-333-2665Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot21KensingtonReserveSa... Date: 3/31/2015 By: FJF 1 Room name loft Laundry 2 Exposed wall 32.0 it 0 it 3 Room height 8.0 it heal/cool 8.0 it heat/cool 4 Room dimensions 1.0 x 345.5 it 7.0 x 6.0 if 5 Room area 345.5 ft2 42.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (1112) Load number Btuh/ft2-°F) Btuh/ft2) or perimeter (it) Btuh) or perimeter (it) Btuh) Heat Cool Gross WP/S Heat Cool Gross N/P/S Heat Cod 6 yl 12C-0sw. 0.091 n 252 285 112 97 244 275 0, 0 b d L=( 2A'-2brh 0.540 n 14.96 14.08 15 0 228 215 0 0. 0 0 tj13A- 2ocs 0.201 n 5.57 5.29 0 0 0 0 0 0 0 0 2A-2om 0.540 n 14.96 14.08 0 0 0 0 0 0 0 0 11 11DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 W, •,' 12C-0sw. 0.091 e; 2.52 285 0 0 0 0 0 0' 0 0 yl 13A-2ocs 0.201 a 5.57 5.29 0 0 0 0 0 0 0 0 L---G 2A-2om 0.540 a 14.96 33.86 0 0 0 0 0 0 0 0 12C-0sw 2A=2orit 0.091 0.540 s s 2.52 14.96 2.85 14.34 0. 0 0 0 0, 0 0 0 0 0 0 0 0 0 0 0 2B-2fm 0.540 s 14.96 14.08 0 0 0 0 0 0' 0 0 13A-2ocs 0.201 s 5.57 5.29 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 14.45 0 0 0 0 0 0 0 0 2A-2om U6B;J9ad.. 0.540 0.049 s s•_ 14.96 1.36 14.08 266 0 0, 0 0 0 0 0 0 0 0 0 0' 0 0 0 0W yI t---G 12C-0sw 0.091 w 2.52 2.85 114 99 249 281 0 0 0 0 2A-2om 0.540 w 14.96 33.86 15 0 228 516 0 0 0 0 Vy 13A-2ocs 0.201 w 5.57 5.29 0 0 0 0. 0 0 0 0 2A-2om 0.540 w 14.96 33.86 0 0 0 0 0 0 0 0 2A-2omd 16B-19ad 0.620 0.049 w w 17.17 1.36 16.08 266 0 30 0 30 0 41 0 80 0 0 0 0 0 0 0 0W R 12C-0sw 0.091 2.52 1.45 0 0 0 0 0 0 0' 0 O 11130 0.390 n 10.80 1203 0 0 0 0 0 0 0 0 C 166-38ad 0.026 0.72 1.41 346 346 249 488 42 42 30 59 F• . 20P.131; 0.068 1.88 0.98 225 225 424 220 0 0 0. 0 F 22A-tpl 0.989 27.40 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 162 13 Envelope loss/gain 1663 2237 30 46 12 a) Infiltration 500 162 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 600 Subtotal (lines 6 to 13) 2163 2399 30 646 Less external bad 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 2163 2399 30 646 15 Duct bads 21% 31% 456 750 21% 31%1 6 202 Total room load 2619 3149 37 1148 Air required (cfm) 119 1V 1 2 37 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. A # wrighft oft- Right -Suite® Universal 2017 17.0.23 RSU23828 2017 Nov 04 OPageage17 osaBGRN\Lot2lKensingionReserveSantaRosaBGRN.rup Calc - M.18 House feces: N wrightsofC Right-JO Worksheet Entire House DEL -AIR HEATING & AIR CPNDITIONINC 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333-2685 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot2lKensingtonReserveSa... Date: 3/31 /2015 By: FJF 1 Room name Morning 2 Exposed wall 41.0 It 3 Room height 9.3 ft heat/cool 4 5 Room dimensions Room area 19.0 x 11.0 ft 209.0 ft2 Ty Construction U-value Or HTM Area (ftj Load Area load number BtuMft2-°F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter Heat I Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cod 6 yI 12C-0sw 0.091 n 2.52 2:85 01, 0 0 0 2A-'2om;. 0.540. 0.201 n n 14.96. 5.57 14:08 5.29 0 0 0: 0 0. 0 0 0 11IL213A- 2ocs 2A-2om 11D0 12C-bsw• 13A-2ocs 2A-2om 0.540 0.390 0.091 0.201 0.540 0091 n n a a a s 14.96 10.80 2.52 5.57 14.96 2.52 14.08 12.03 285 5.29 33.86 2.85 0 0 7 ' , '.0.' 103 33 6 0 0 0 70 0 0 0 0 0 390 489 0 0 0 0 371 1107 0 W yl I --fa T 12C-0sw 2A-2om 0.540 s 14.96 14.34 0 0 0 0". 2B-2fm 0.540 s 14.96 14.08 0 0 0 0 V I 13A-2ocs 2A-2om 0.201 0.540 s s 5.57 14.96 5.29 14.45 177 49 128 38 714 733 679 708 I t^ V 2A-2om 10:19ad 0.540 0.049 s s 14.96 1.36 14.08 266 0 0'! 0 0 0 0 0 0 V1l C 12C-0sw 2A-2om 13A-2oos' 2A-2om 2A-2omd MAW 12C-0Sw 0.091 0.540 0.201 0.540 0.620 0.049 0.091" w w w w w w 252 14.96 5.57 14.96 17.17 1.36 2.52 2.85 33.86 5:29 33.86 16.08 2.66 11.45 0 0 103 0 48 0 o 0 0 0 55 0 48 0 4 0', 0 0 304 0 824 0 0 0 0 289 0 772 0 0 vV I-Gf=2 W Fj 0 11DO 0.390 n 10.80 12.03: 0 0 0 0 C F : F 16B-38ad 20Pj13I;-: 22A4p1 0.026 0.068 0.989 0.72 1:88 27.40 1.41 0.98.. 0.00 209 0.. 21i9 209 0 41 151 0 1123 295 0 0 6 c) AED excursion 91 Envelope loss/gain 4729 4130 12 a) Infiltration 748 242 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 5 Subtotal (lines 6 to 13) 5476 4377 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 5476 4377 15 Duct loads 21% 31% 1155 1368 Total room load 6631 5745 Air required (cfm) 1 301 252 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. L* wr1ghtsotft' Right-SuileG Universal 2017 17.0.23 RSU23828 2017-Nov-04 OPa e18 osaBGRN\Lot2lKensingtonReserveSantaRosaBGRN.rup Calc - MJ8 House faces: N g Duct System Summary Job: Lot2lKensingtonReserv... wrightsoft' Date: 3/31/2015 Entire House By: FJF DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD. FL 32771 Phone: 407-333.2665 Fax: 407-333-3853 Web: WWW.DEL-AIR COM For: Ryan Homes 2322TUDOR ROSE DRIVE, SANFORD, FL32773 External static pressure Pressure losses Available static pressure Supply / return available pressure Lowest friction rate Actual air flow Total effective length (TEL) Heating 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.241 in/100ft 1283 cfm Cooling 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.241 in/100ft 1283 cfm 141 ft Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Matl Actual Ln (ft) Ftg.Egv Ln (ft) Trunk 1st Fir Bthrm h 644 29 18 0.294 4.0 Ox 0 VIFx 15.6 100.0 stl Bdrm 2 h 1604 73 68 0.399 6.0 Ox 0 VIFx 15.3 70.0 Bdrm 3 h 1064 48 45 0.383 6.0 Ox 0 VIFx 18.8 70.0 Bdrm 4 h 3193 145 95 0.284 7.0 Ox 0 VIFx 19.7 100.0 SO Bthrm 1 c 335 14 15 0.443 4.0 Ox 0 VIFx 6.7 70.0 Dinelte/lOtchen c 1602 69 70 0.297 6.0 Ox 0 VIFx 14.5 100.0 stl Dlnette/Kitchen-A c 1602 69 70 0.289 6.0 Ox 0 VIFx 17.7 100.0 stl Great h 5111 232 220 0.257 9.0 Ox 0 VIFx 32.1 100.0 stl Laundry c 848 2 37 0.451 4.0 Ox 0 VIFx 5.4 70.0 Morning h 6631 301 252 0.241 9.0 Ox0 VIFx 25.9 115.0 stl Mstr Bdrm c 3905 100 172 0.372 8.0 Ox 0 VIFx 21.4 70.0 Mstr Bthrm c 605 26 27 0.429 5.0 Ox 0 VIFx 9.2 70.0 Msir WC c 35 1 2 0.433 4.0 Ox 0 VIFx 8.5 70.0 Msir wlc h 1210 55 53 0.445 5.0 Ox 0 VIFx 6.4 70.0 loft c 3149 119 138 0.369 6.0 Ox 0 VIFx 22.2 70.0 Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk SO Peak AVF 845 727 0.241 605 16.0 0 x 0 VinlFlx wrightSoft Right -Suite® Universal 2017 17.0.23 RSU23828 HCiCrA...osaBGRN\Lot2lKensingionReserveSantaRosaBGRN.rup Cale - MJ8 House faces: N 2017-Nov-04 08:42.12 Page 1 Return Branch Detail Table Name Grille Size (in) Htg cfm) clg cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Matl Trunk rb1 Ox 0 1283 1283 0 0 0 0 Ox 0 VIFx 2017-Nov-04 08:42:12 wright5OW Right -Suite® Universal 2017 17.0.23 RSU23828 Page 2 osaSGRN\Lot2lKensingtonReserveSantaRosaBGRN.rup Calc . MJ8 House laces: N 4 e e/s.w ter 11 w• mdl 1 I 11CAi I 1 l2:IE l.cd II I Wtehen rent to 1 107f3 1/1' .all cap 1 @am I km 11 Ij TTi{S i 3' bath duct 11i0x6• 7ll ' j,_ 1 06 Ieed 1 j lix8 I.cd to roof cap w/fan I 42X42 A/C SLABNutone696RNB O BY BLDR MIN 2' FROM WALLIcdII w• 11 1 I 11I1 A/ 111 A 3 TOM V/eKV e240V IPH q M6 .all ro 10.13 plen 2eal4 rod lac6 I.cd a..ttf— by r-•au lumw" ImaALAM rL »-eM Tr.nefte d& a 40a0lez eked ti Ca plhrlCe elth ilorjiEa teaNentlsl W0dY10 Code - MIlsv llalanCed am RetV Air. e.Ceptlons Ih3. IhAder FICA nest provlde v .trlck cl t Inch und-41,Ork IWA6Zd hebfteWe Met here a ri*n cl a of 4 bwhe grand tlr Wr helrler per the State C—gly coG. MI Art Ira en r 6 bm"U.n valve. I Ra VI d ZO U'f L3 d N cd c Z q LL d .-. LJ m m 0NYo L, battoh r duct G3cap 7 Pact haw • C1 r' a of 6ah •r'mnA the or by War 0•r the State rim wy Cob. NI ICI has an r+i Ym4tbn vNu. Rating Q! UI d Z OC H d IZ-I O C z 1 d — Li K Vl (U Y FORM R405-2014 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2014 Florida Building Code, Energy Conservation via the residential Simulated Performance method shall include This checklist A Form R405 report that documents that the Proposed Design complies with Section R405.3 of the Florida Energy Code. This form shall include a summary page indicating home address, a -ratio and the pass or fail status along with summary areas and types of components, whether the home was simulated as a worst -case orientation, name and version of the compliance software tool, name of individual completing the compliance report (1 page) and an input summary checklist that can be used for field verification (usually 4 pages/may be greater). Energy Performance Level (EPL) Display Card (one page) Mandatory Requirements(three pages) Required prior to CO for the Performance Method: Air Barrier and Insulation Inspection Component Criteria checklist (Table R402.4.1.1 - one page) A completed Envelope Leakage Test Report(usually one page) If Form R405 duct leakage type indicates anything other than "default leakage", then a completed Form R405 Duct Leakage Test Report (usually one page) EnergyGauge® - USRCSB v5.1 11/4/2017 8:51:28 AM Page 1 of 1 RECORD Copy JOL. 14 /N AM' & f4l/ se- lemo-:11 C, V Lt) Vo/ 4r— 00, 21 k - YJ mM-.MM ti e- 1000, IXVV17L-/ fdo, 0000 SANFOnj) 3 3 7 4 A4-V DESCRIPTION AS FURNISHED: Lot 121, KENSINGTON RESERVE, os recorded in Plat Book 81, Pages 86 through 92, Public Records of Seminole County, Florida. 13 1-7 - 33 -7y PLOT PLAN FOR / CERTIFIED T0: Ryan Homes/NVR Inc. RECORD COPY ZONE f..DATE 2 Ok to construct single family home with setbacks and impervious areaTRACTC DRAINAGE AREA shown on plan.. 60.00'I tip' o o. L I I L I L 137.13' 37.13' , C LOT 20 21 10.00' 1 18.7' I 10.00' IN. wlvw 21.3 O 5 v O PROPOSED MODEL O O SANTA ROSA I — B O 2 CAR GARAGE RIGHT A/C W\MORNING W/LANAIi RM. g 10.00' n 21.3' 10.00, 16' DRIVE WAL 32.54' 2 + — — — 2j5.87' 10' UTIL ESMT 4' CONC 9-W 90°00' 00" E 60. 00 11 LOT 22 0 i NORTHWEST CORNER LOTrykh22KENSINGTONRESERVE L 60.00, TUDOR ROSE DRIVE 50' PRIVATE R/W) PROPOSED - nNSHED SPOT GRADE ELEVATIONS PLOT PLAN ONLY NOT ' A SURVEY BUILDIIJG SETBACKS- AS FURNISHED PER DRAINAGE PLANS fir- PROPOSED DRAINAGE FLOW G FRONT - 215IPLOTPLANAREACALCULATIONSREAR - 20 IMPERVIOUS COVERAGE - 2,460E SQUARE FEET OR 35.6R SIDE - 5' FOR 40' LOTSLOTGRADINGTYPE8Qy tJQQm I LOT CONTAINS. 6,900* SQUARE FEET SIDE - 7.5' FOR 60' LOTS PROPOSED FINISH FLOOR PER PLANS - 26.3' LMNG AREA CONTAINS 1,714t SQUARE FEET SIDE - 10' FOR 75' LOTS CONE LANAI PORCH CONTAINS 7461 SQUARE FEET SIDE STREET - 25' CRUSEMWE'YER-SCOTT ASSOC, INC. - LAND SURVEYORS LEGEND - I.MCND - P • PLAT PAL • POINT ON LINE I 5400 E. COLONIAL DR. ORLANDO. FL. 32897 (407)-277-3232 FAX (407)-658-1436 F • FIELD TIP. . TYPICAL 116 .IRON ROD AZ • POINT Or RCVMC URVAT REA •IRON PIKROD PRE. • POINT W COMPO [ CCURVAURVATURE NOTES: t. ME UNDERACFffO DOES HEREBY CERTIFY THAT FIGS SURVEY MEETS THE STANDARDS OF FRACTIM $ET FORM BY WE fLMDA DGNRO OFCACONCRETEM30MENTRAIL • RADIAL PROFESSIONAL SURVEIORS AND MAPPERS BF CNAPTER SJ-17 FLORIDA J%NISTRAThE CODE PVRSUAHI IO SELTI01/ A72027, FLORIDA STAKESiCT4LI/2• NFL •nU 4596 HR. NOR-RAOtAL IRC4RECOVQNEDvP. 2 UNLESS EMBOSSED WITH SURVEM'S SIONATIR C AND OR=" RAISED SEAL 1MI5 SURVEY MAP OR COPIES ARE NOT V.WD VtrwEu POIR PAL • POINT Or REOINNINO CALL CALCULATCD d TADS SURVEY WAS PREPARED FROM TITLE' INFORMATION FURNISHED TO THE SURVEYOR, THOLE MAY Of OTHER RESRRCRONSOREASEMENTSTINTAfFECTOBSPROPERTY. PAC. POINT DF CDNDIENC[N[NT I1tM PCRNANONT RENTRdC[ NONWICNT ff. CENTERLINE ff. • FINISHED FLOORFINISNK1FLORE ION 4. NO UNOOtGR0UIF0 NPROYEMEMS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN. N • NLD • NAIL L DISH SMACK LILACLINE A THIS SURVEY a PREPARED FOR WE SOLI BENEFIT Of THOSE CERTIFIED TO AND SNO= NOT BE RELIED UPON BY AM• OTHER ENTITY. CSHT.PJV • RIGHT-Or-WAYEµK B. OMENSIONS SHOWN FOR THE LOCAPON OF WPROVEMEMS HEREON SHOUTA NOT BE USER TO REOONSIRUCT BOUNDARY {,RIES DRAIK . DRAINAGE I BEAlRI" ARE SUM ASSUMED DATUM AND ON THE UNE SHOWN AS BASE MARINO (SS) UTIL • JTMITY A LIEVAIION$ ff SHOWN. ARE SUM ON NATIONAL GEODETIC VERT" DATUM OF 1920. UNLESS OTHERWISE NOTED CLFC. . CHAIN LILAC FENCE IVDft. • VWD FENCE C/D COMM TE (LOCK PA: • POINT Q CURVATURE B. CO MICAIr Of AUMOMMRaF No. 439L SCALE I- 1• - 20'-+ DRAWN Or MLT P.T. • POINT OF TANGENCY tPTIDN CE mw at, GIArE ORDER No. REsc . RADIUS n ARC PLOT PLAN 10-25-17 4563-17 C.L • CHORD BEARING NORTH THIS BUlLO1NC/PROPERTY GOES NOT Uf WITHIN INC ESTABLISHED 100 YEAR FLOOD PLANE AS PER •FIRM' I&G;UlEYER, 4:114 ZONE ')C LIAP / 12117000DOF (09-28-07) R.LS / Aos Awl ROOF M TRUSSES A FLORIDA CORPORATION 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 Lys M www.AlTruss.com z O M U. a TRUSS ENGINEERING a BUILDER: RYAN HOMES 0 U 0 PROJECT: KENSINGTON RESERVE V W a COUNTY: SEMINOLE LOT/BLK/MODEL: LOT:21 / MODEL:SANTA ROSA / ELEV:B / GAR R JOB#: 70158 MASTER#: XRSSRBLM OPTIONS: LANAI MORNING ROOM A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job XR5SRBLM Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Site Information: Customer Info: RYAN HOMES Project Name: Scattered Lots Lot/Block: Model: SANTA ROSA Address: Subdivision: City: County: Orange State: FL Name Address and License # of Structural Engineer of Record, If there is one, for the building. Name: License #: Address: City: General Truss Engineering Criteria Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2014/TPI2007 Design Program: MiTek 20/20 8.0 Wind Code: ASCE 7-10 Wind Speed: 150 MPH Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes 48 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet. I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61G15-31.003,section 5 of the Florida Board of Professional Engineers Rules. No. Seal # Truss Name Date No. Seal # Truss Name Date No. Seal # Truss Name Date 1 A0529337 A01G 10/11/16 13 A0529349 CJ5 10/11/16 25 A0529361 FL11GE 10/11/16 2 A0529338 A02 10/11/16 14 A0529350 FG1 10/11/16 26 A0529362 FL12 10/11116 3 A0529339 A03 10/11/16 15 A0529351 FG2 10/11/16 27 A0529363 FL13 10/11/16 4 A0529340 A04 10/11/16 16 A0529352 FG3 10/11/16 28 1 A0529364 FL15G 10/11/16 5 A0529341 A05 10/11/16 17 A0529353 FL01GE 10/11/16 29 A0529365 FL16 10111/16 6 A0529342 A06 10/11/16 18 A0529354 FL02 10/11/16 30 A0529366 FL17 10/11/16 7 A0529343 CA 10/11/16 19 A0529355 FL03 10/11/16 31 A0529367 FL19 10/11/16 8 IA0529344 CJ1A 10/11/161 20 IA0529356 FL05 10/11/161 32 A0529368 FL20 10/11/16 9 A0529345 CAL 10/11/16 21 IA0529357 FL06G 10/11/16 33 AO529369 FL21GE 10/11/16 10 A0529346 CJ3 10/11/16 22 A0529358 FL07G 10/11/16 34 A0529370 FL24 10/11116 11 A0529347 CJ3A 10/11/16 23 A0529359 FL08 10/11/16 35 A0529371 G02G 10/11/16 12 A0529348 I CAL 10/11/16 24 A0529360 I FL09G 10/11/16 36 A0529372 H02GE 10/11116 The truss drawing(s) referenced have been prepared by MrTek Industries, Inc. under my direct supervision based on the parameters provided by A-1i moot I russes, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2017. NOTENhe seal on these drawings indicate acceptance of professional responsibility solely for the truss components shown. T eOengineeringGFNS •••• io FThesuitabilityanduseofcomponentsforanyparticularbuildingistheresponsibilityofthe building designer, perANSVTPI-1 Sec. 2. The Truss Design Drawing(s)(TOO[s]) referenced have been prepared based on the NO 80083 construction documents (also referred to at times as *Structural Engineering Documents) provided by the Building Designer indicating the nature and character of the work. Anthony Tombo III PE by Roof 40 • The design criteria therein have been transferred to (Al Trusses or specific location]. These TODs (also referred to at times as *Structural ViW Engineering Documental are specialty structural component designs and may be part of the Anthony projecCs deferred or phased submittals. As a Truss Design Engineer (i.e., Specialty TOO a • ""'i •.• 4 .• , T. Tombo, ;, "' "'"` I,hss ••••` Engineer), the seal here and on the represents an acceptance of professional for the design of the single Truss depicted on the TOO only: The y . N AengineeringresponsibilityIIIBuildingDesignerIsresponsibleforandshallcoordinateandreviewtheTODsfor compatibility with their written engineering requirements. Please review all TODs and all Anthony Tombo III, P.E. SERIAL # related notes. 38 BC A2 2100 00 00 00 4C 12 87 DF Page 1 of 2 Lumber design values are in accordance with ANS11TPI 1-2007 section 6.3 A-1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIDA CORPORATION RE: Job XR5SRBLM No. Seal # Truss Name Date 37 A0529373 H03 10/11/16 38 A0529374 HJ5A 10/11/16 39 A0529375 HJ5L 10/11/16 40 AO529376 HJ7 10/11/16 41 A0529377 J5A 10/11/16 42 A0529378 J5L 10/11/16 43 A0529379 AA 10/11/16 44 A0529380 J7 10/11/16 45 IA0529381 M05G 10/11/16 46 A0529382 M06 10/11/16 47 A0529383 M07 10/11/16 48 A0529384 I M08 10/11/16 Page 2 of 2 Job Truss Truss Type N PN HOMES XR5SR8LM A01G HIP GIRDER 2IQ 2 IRYAN A0529337 Job Reference o tional Al ROOF TRUSSES, FORT PIERCE, FL 34946. design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:41:19 2016 Page 1 IO:IXMofrMaVb?Z7FFUeY3 NdzegNj-WPgY6lmvoW hOOOEksFKuAludH6ORSK1dPmuLkyUaUk t 0-0 13! t4 20-0-0 26 5 2 33-0-0 40-0-0 41-0-0 7-0-0 6 i 14 6-5-2 - - — 6 5.2 66 14 7-" 1-0-0 3x8 = Dead Load Oefl. = 5/8 in 17 35 36 16 37 1538 39 40 14 41 42 13 43 12 44 45 46 11 SKIS _ 20 11 Sx10 MT20HS= 20 If 4x8 = 2x4 II 5x6 _ 08 = 5x10 MT20HS= 7-0 0 136-14 20-0-0 28 5.2 33-0-0 40-" I 6-S•2 6 6-14 7-0-0 Plate Offsets (X Y)— f3:0-6 0 0-2-81 18:0-6-00-2-81 112:0-2-00-2-0) 116:0-2-8.0.2-01 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in loc) Udefl L/d PLATES GRIP TCLL 20. 0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.40 14 999 240 MT20 244/190 TCOL 10. 0 Lumber DOL 1.25 BC 0.49 Vert(rL) 1.01 14 474 180 MT20HS 187/143 BCLL 0. 0 • Rep Stress Incr NO WB 0.80 Horz(TL) 0.14 9 n/a n/a BCDL 10. 0 Code FBC2014/TPI2007 Matrix-M) Wind(LL) 0.51 14 950 360 Weight: 443 lb FT = 0% LUMBER - TOP CHORD 20 SP M 30 BOT CHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3, Right: 2x4 SP N0.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. REACTIONS. (lb/ size) 2 = 3354/ 0-3-8 (min. 0-1-8) 9 = 3354/ 0-3-8 (min.0-1-8) Max Hort 2 = 59( LC 8) Max Uplift 2 = 1222( LC 4) 9 = 1234( LC 5) Max Grav 2 = 3354( LC 1) 9 = 3354( LC 1) FORCES. (lb) Max. Comp./ Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=- 7160/2640,3-24=10222/3870, 24-25=- 10222/3870,25-26=-10222/3870, 4-26= 10222I3870, 4-27=-10222/3870, 27-28=- 10797 870, 5.28=-10222/3870, 5-6= 10222/3870, 6-29=-10220/3880, 29-30=- 10220/3880, 30-31=-10220/3880, 7-31=- 1022013880, 7-32=-10220/3880, 32-33=- 10220/3880, 33-34=1022013880, 8-34=- 10220/3880, 8-9=-715912665 BOT CHORD 2-17= 2343/6513, 17-35=-2338/6526, 35-36=- 233816526, 36-37=-2338/6526, 16-37=- 233816526, 16-38=-4182/11372, 15-38=- 4182/11372,15-39=-4182/11372, 39-40=- 4182/11372, 14-40=-4182/11372, 14-41=- 4182/11372, 41-42=-4182/11372, 13-42=- 4182/11372, 13-43=-4182/11372, 12-43=- 4182/11372, 12-44=2370/6525, BOT CHORD 2-17=- 234316513,17-35=-2338/6526, 35-36=- 2338/6526, 36-37=2338/6526, 16-37= 2338/6526, 16-38=-4182/11372, 15-38=- 4182/11372, 15-39=4182/11372, 39-40=- 4182/11372, 14-40=-4182/11372, 14-41=- 4182/11372, 41-42=-4182/11372, 1342=-4182/ 11372. 13-43=-4182111372, 12-43=- 4182/11372, 12-44=2370/6525, 4445=-2370/ 6525, 45-46=2370/6525, 11-46=- 2370/6525,9-11=-2375/6512 WEBS 3- 17= 0/467, 3-16=1572/4202, 4-16=- 877/615,6-16=-1329/482, 6-14= 0/544,6-12=-1308/470, 7-12=- 875/613,8-12=-1558/4182, 8-11= 0/467 NOTES- (13) 1) 2- ply truss to be connected together with 10d 0.131' x3') nails as follows: Top chords connected as follows: 20 - 1 row, at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (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; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25tt; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) Plates checked for a plus or minus 0 degree rotation about its center. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1222 lb uplift at joint 2 and 1234 lb uplift at joint 9. 11)'Semi- rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 202 lb down and 276 lb up at 74)-0. 128 Ib down and 146 lb up at 9-0-12, 128 lb down and 146 lb up at 11.0-12 128 lb down and 146 lb up at 13-0-12. 128 Ib down and 146 Ib up at 15-0-12, 128 lb down and 146 lb up at 17- 0-12. 128 lb down and 146 lb up at 19-0-12, 128 lb down and 146 lb up at 20-11-4. 128 lb down and 146 lb up at 22-11-4, 128 lb down and 146 lb up at 24- 11-4. 128 lb down and 146 lb up at 26-11-4, 128 lb down and 146 lb up at 28-11-4. and 128 Ib down and 146 lb up at 30-11-4, and 258 Ib down and 276 lb up at 33-" on top chord, and 333 lb down and 108 lb up at 7-M. 84 lb down at 9-0-12, 84 lb down at 11.0-12. 84 lb down at 13-0-12. 84 lb down at 15. 0-12. 84 lb down at 17-0-12, 84 lb down at 19-0- 12, 84 lb down at 20-11-4, 84 lb down at 22-11- 4. 84 Ib down at 24-11-4, 84 lb down at 26-11- 4. 84 Ib down at 28-11.4, and 84 lb down at 30-11- 4, and 333 lb down and 108 lb up at 32-11-4 on bottom chord. The design/selection of such connection device( s) is the responsibility of others. 13) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (- SELLER), GENERAL TERMS CONDITIONS CUSTOMER (- BUYER-) ACKNOWLEDGEMENT- form. LOAD CASE( S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase= 1.25 Uniform Loads ( plf) Vert: 1- 3=-60, 3-8=-00, 8-10=-60, 18-21=20 Cancentmted Loads nn1 r.onunuea on page z et.,,r,.plte..r•ttmaln! saryulrlaaununrlweu!m!alvrryxaanl iurr. Mn.trrr•"r rrt.rt!.ua,Ma.tillglrrurll I.a rtram!r.t rn«..aw.r!e..{ nioat to nook 61 At. 6nt{x*IpFi.IrtMlaltr. rtr..rboo 1*/Io.0M.ON.hdrr.raMI. hawisop%wol 0WO" raMrl Anthony T. Tombo 111, P.E. t ra/MLuY Yrhrntr.0Yr1a0wn.rhwl.Cde/.rYYrle r..aa n/rKrOlrrlrlda{rIr11H atpn//rIMr MInt/rlwt Yl4 I.la{tr*.YWrrYyJdYr.ywulQ/ ' e0083 ra]YraYiam .ttt .tlYwas mrpow on/raWuptw. irtttrNtlrrrrha rixr nt0w.INpiodri , 4451 St. UKle Shed. Ox.txYrAtlrtttgr,r..irr rx.tttrM la{wtao ftpnr0lrltgae^,. M.ut.a[* w/gMar tlgYtrYa•nnoW.IRI Fort Pierce, Ft. 34946 q M0111{klledGrttet Aearry1. lads In, r.f.lepMmiadaitMwn,'sulMttitrr lilel.uWatMau! nlrt.itsiuhNAllWlnan Ardrryl.lad lO,fA. Job Truss Truss Type Oty Ply RYAN HOMES XRSSRBLM A01G HIP GIRDER 2 2 I A0529337 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946. design®attruss com Run: 7.620 s Apr 30 2015 Print: 7 640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 11 06:41:19 2016 Page 2 10:0(MofrMaVb127FFUeY3 NdzegNj-WPgY6lmvoW hOOOEksFKuAludH6OR9K1dPmuLkyUaUk LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=-202(F)5=-128(F)8=-202(F) 17=-333(F) 11=333(1`) 24=-128(F) 25=128(F) 26=128(F) 27=-128(F) 28=-128(F) 29=128(F) 30=128(F) 31=128(1`) 32=-128(F) 33=-128(F) 34=-128(F) 35=-65(F) 36=-65(F) 37=-65(F) 38=-65(F) 39=-65(F) 40=-65(F) 41=-65(F) 42=-65(F) 43=-65(F) 44=-65(F) 45=-65(F) 46=-65(F) r.t•n.r.I —Wjoin Musmt4611311cmuaaoutmlw(elr gaonnaa rr.mgryl.,,rr.M.rru.r*r.hPtelrr ll.rrrtr tr.ur r.mr.rn. rma•. IIs,Ye r rttt,r„enteryl p,.y arllgs]rw gloe,Pns,,cgm r l,urn.,er.urlrrr,r,yun,y mermq.reul Irry.wl«!r urr. wh Anthony T. Tombo 111, P E. ray,I.,r rertl,rmp,tir,rro.M.rO.w,.r.ml w.rurtln.,.rararrKrarrrr y.rrnN rqy.d rlMr.rwa rtm,rr rr u.q..urrr mrrm..rt t f10083 h+e rr up.wm amaw.rwrr^emrpr,rrtrgt rxarur!wlrro.hlnruonw.r r Door,my.rranrmer n,r p.,!uorup!grrlm, ra atiarm I4451 St. lode fllvd. r. rrhrt..a.rq...hep..er Ire,nrert.rwlrtrrkur,.ws mtyw r.r, u,grar nnnur.nu r Fort Pleme, FL 34946 ry i1Y01011A•14dfmul•I.M.yf.l.ab,N,f1. tep.Mliratdhha.a,ialIsm ispab&ewbmfkebrryeailtiue»e•Ilag Gnut•YMryL[ad@M,Ff. Job Truss Truss Type aty Ply HOMES A0529338 XRSSRBLM A02 Hip 2 1 AN Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 11 06:41:20 2016 Page 1 ID:(XMofrMaVbTZ7FFUeY3_NdzegNj_cOwKen)CZg6YOabC)IZ(nZON17egNhAhnAs3WRlByUaUj 4-7-12 9-0-0 16 3 12 23414 31-" W-4 40-0.0 1 4-7-12 44•d 7-3-12 7-4$ 7-3-12 4-4-4 4.7-12 -0 5x6 = 500 12 3x4 = 4x6 = 3x4 = Sx6 = a 7 a 9 Dead Load Oell. = 11116 in 5x8 II 3x8 = 5x6 WB= 3x4 = 5x6 WB= 3x8 = 5x8 II 9-0-0 i 20-" 31-" 40-0-0 o.n.n 11jun 114M { VI Plate Offsets (X.Y)- 2:3.Edael, 15:0-3-0.0-2-41. 17:0-3-0,Edgel, 19:0-3-0.0-2-41. 112:0-4-3.Edael LOAOING(psQ SPACING- 2.0-0 CSI. DEFL. in loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) 0.32 16 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(rL) 1.01 14-16 476 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.47 Horz(TL) 0.22 12 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S) Wind(LL) 0.41 16 999 360 Weight: 197 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 'Except' T2,T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No 3 OTHERS 20 SP No.3 SLIDER Left 2x4 SP No.3 1.6-0, Right 20 SP No.3 1-0 0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-18, 8-14 MiTek recommends that Stabilizers and required cross bracing be Installed during truss erection, in accordance with Stabilizer Installation cuide. REACTIONS. (lb/size) 2 = 1660/0-3-8 (min. 0-1-15) 12 = 1660/0-3-8 (min. 0-1-15) Max Horz 2 = 74(LC 12) Max Uplift 2 = 498(LC 8) 12 = 498(LC 9) Max Grav 2 = 1660(LC 1) 12 = 1660(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-908/377, 3-4=-3109/2133, 4-5=-3015/2021, 5-0=-2793/1960, 6-7=-38882621, 7-8=38882621, 8-9=-2793/1960, 9-10=-30152021, 10-11=-31092133,11-12=-908/377 BOT CHORD 2-18=-17972777, 17-18=-2351/3783, 16-17=-2351/3783,15-16=-2353/3783, 14-15=-2353/3783,12-14=-18072777 WEBS 5-18=-374f748,6-18=-1229/820, WEBS 5-18=-374/748,6-18=-1229/820, 6-16=0/306, 8-16=0/306, 8-14=1229/820, 9-14=-374/748 NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cal. II; Exp C; End., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 5, 7, 9, 2, 2, 18, 4, 6, 16, 8, 14, 10. 12 and 12 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s)17 and 15 checked for a plus or minus 3 degree rotation about its center. 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-" 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 498 lb uplift at joint 2 and 498 lb uplift at joint 12. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 1A' gypsum sheetrock be applied directly to the bottom chord. 10) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard r'1 Inc 11900 11rlunul Mo,rt 6rm1MMn.. r4u n«w mr.raaµeiuta rp s eYwlrrl4.rA Ali Mt1WboWQ.ipft LVWrd." Mi. trkup.w r etwkuran.rrq Anthony T. Tombo[[I, P E. rn/ w1..r.1YYrhrmp0 Ilr rwn.rr.dl.o Yd.Y6MIry...rrW/rRrQrrYdMll rlr 1111 rgrwl/YIYrpW.u/r Mn rM k i*..PJi1 rM..1 Ji Mr..dq/ SM3 t/.Yq• Ir.r.Mym.. rrdgkw.( a. now"". r lMrr pemr p i ,iftba cap owtlr rr.rQk OH01 lllrtnad./r padre- aN+IrRvnAiblrrt/ rM{wp., Imo bw bpArrMtdrl.. rm 4451 St. Lurie Blvd. e. riYk1(. dii rq...a,hepm..rllYMtrrpapw.Wlrleyr.p.,.Yrf1.4p/gdaq tlap!urnW.oil Fart Pierce, FL 31416 goh0l/ Ito•14dL sut•AAMLtook11,rl.ItpM ro ddis/we,:ryMritpriud.6 iliawboWWW aMllledImut•AclkgLlob111,01. Job Truss Truss Type at' Ply RYAN HOMES XRSSRBLM A03 Hip 2 1 A0529339 Job Reference (optional) A MUUr IRUQaea,rUK1 r¢rta.e,rL wvgo,oesign(gaiuuss.eom Sx6 = Run: 7 520 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:41:20 2016 Page 1 IO.fXMofrMaVb?Z7FFUeY3 NdzegNt-_oOwKenXZg6Y0abOIZmZON138gMeAc6As3WR(aWaUj 3x4 = 44 = 3x4 = 5x6 = Dead Load Dell. = 112 in 9 A 13 Sx8 II 3x8 = 4x6 = 3x4 = 46 = 3x8 = Sx8 II 11 0 0 20-" 29-0 0 40-0-0 11-0 0 "-a I 9-0 0 1141-171 Plate Offsets (X,Yh 12:0.4-3,Edgel,15:0-3-0,0-2-41.17:0-3-O.Edgel, 19:0-3-0,0-2-41,112:0-4-3.Edgel LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0 29 16-18 >999 240 MT20 244/190 TCOL 10.0 Lumber OOL 1.25 BC 0.88 Vert(TL) -0.76 16-18 >631 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.83 Horz(TL) 0.21 12 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-S) Wind(LL) 0.37 16-18 >999 360 Weight: 200 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 -Except' 82: 20 SP N0.2 WEBS 2x4 SP No.3 SLIDER Left 20 SP No.3 14-0. Right 2x4 SP No.3 1 6-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installstwon vide. REACTIONS. (lb/size) 2 = 1660/0-3-8 (min. 0-1-15) 12 = 1660/0-3-8 (min. 0-1-15) Max Horz 2 = 69(LC 13) Max Uplift 2 = 473(LC 8) 12 = 473(LC 9) Max Grav 2 = 1660(LC 1) 12 = 1660(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1240/249, 3-4=-3138/2198, 4-5=2869/1961, 5-6=2630/1905, 6-7=-3212/2268, 7-8=-3212/2268, 8-9=-2630/1905,9-10=-2869/1961, 10-11=-3138/2198,11-12=-12401249 BOT CHORD 2-18=1855/2819, 17-18=-1911/3148, 16-17=-1911/3148, 15-16=-1912/3148, 14-15=-1912/3148, 12-14=-1862/2819 WEBS 4-18=-243/385, 5-18=-396/749, 6-18=-805/528, 8-14=-805/528, 9-14=-396f749. 10-14=-243/38S NOTES- (10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=150mph (3-second gust) Vasd=116mph: TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 5, 7, 9, 2, 2, 18, 4, 6, 16, 8, 14, 10, 12 and 12 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 17 and 15 checked for a plus or minus 4 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-M 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 473 lb uplift at joint 2 and 473 lb uplift at joint 12. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and %; gypsum sheetrock be applied directly to the bottom chord. 10) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form. LOAD CASE(S) Standard t.e.ur.Mym..r•ruaamue(Harr'laoweun.tdaoutmlo.liatnammttnrrr. YMm*ps w,.ltir,.Y,lm,a,*a.ptgrrY.l.t.s,ari Yrw,trwn m,..wm/..,lp..t Wda oa p,,./Y„alwrYlA.YaaY 4ltmtkyl..I iptiptge1MWw IM pww.cgtr/rpY,ri s orrJYIrYY/YupIm, YIWw61M.p.daillt hku'mwlw Y4t ula.L Mq Anthony T. Tombo Ill, P.E. 1n/Ytlm,YgYlYt..vymliq/rlwe.YOwf,.iaA..1.lA le...vuM/4RY4NSYdYdl aYdlnl&grad/Y It1.4whilmOlk1— Wh%"..edr.w" YlYrny..01114 880083 MNagMirr.11a.a 11.n,uM.YUlrrwaad.aaw r.al.t/a Yly(gmLanl.u.lpltrlidlMi11.11flwaa ru Pdr 1 OIIdY,Mny.Yd,r1.n/Y4mlap.,wmMptq...11mf loaY7.aaaYo 4451 St. Lade Blvda4ae.Yiflklwaxa aalg...agh/Ytanda,a IYY.,Y,ar4'.tla/Ir Wag Yu^,.6mfaaa rap./q Yly aryWM.nunlrw.Inl opr*01411141aofiesin-Ail"Itadell,1.1.lep.iania41d4dKeem,inatNix ispoh iwd.dl flis pnntiuhwA4Whaut4"1.(oW9, 01. Fort Pierce, FL 34946 Job Truss Truss Type Oty Ply HOMES A0529340 XRSSRBLM A04 Hip 2 IRYANJobReference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946. design@a1Wss.com Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 Mirek Industries. Inc. Tue Oct 11 06:41:21 2016 Page 1 ID:fXMofrMaVb?Z7FFUeY3 NdzegNj SoyJX_n9K8EPdkAesHHozbrK34glv9U5jF?PdyUaUi 1 66.1 1343-0 20-" 27.0-0 33-5-15 40-" 1 66 1 66-0 7-" 7-" 6 515 66 1 -0 7x6 = Sx6 = 1.Sx4 II 3x4 = 44 = 3x8 = Sx6 = 4x6 = 3x4 = 106-9 20-0-0 29-5.6 40-0-0 1n.R.a 1 4-5-7 9-56 106-9 Dead Load Dell. = 7/16 in 7x6 = Plate Offsets (X Y)- 12:0-0-11 0-3-111 15:0-3-00-2-41 17:0-3-0 0-2-41 110:0-0-11 0-3-111 LOADING( pso SPACING- 2-041 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.33 14-16 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.98 Vert(TL) 0.78 14-16 617 180 BCLL 0.0 ' Rep Stress Inc YES WB 0.45 Horz(TL) 0.19 10 n/a n/a BCDL 10.0 Code FBC2014/TPI2007 Matrix-S) Wind(LL) 0.31 14-16 999 360 Weight: 197 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except' T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 *Except* B2: 20 SP No.2 WEBS 20 SP No.3 SLIDER Left 2x4 SP No.3 1 6 0, Right 2x4 SP No.3 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uid- REACTIONS. ( lb/size) 2 = 1660/0-3-8 (min. 0-1-15) 10 = 1660/0-3-8 (min. 0-1-15) Max Horz 2 = 104(LC 13) Max Uplift 2 = 447(LC 8) 10 = 47(LC 9) Max Grav 2 = 1660(LC 1) 10 = 1660(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2- 3=1172/352, 3-4=-3150/2217, 4- 5=-2873/1999, 5-6=2829/2094, 6- 7=-2829/2094, 7-8=-2873/1999, 8- 9=-3150/2217, 9-1 0=1 172/352 BOT CHORD 2- 16=-1870/2830, 16-25=-1433/2441, 25- 26=1433/2441, 15-26=1433/2441, 14- 15=-1433/2441, 13-14=-1435/2441, 13- 27=-1435/2441,27-28=-1435/2441, 12- 28=1435/2441, 10-12=-1876/2830 WEBS 4- 16=311/466, 5-16=-162/470, 5- 14=-28'1/645, 6-14=-448/435, WEBS 4- 16=-311/466, 5-16=-162/470, 5- 14=-281/645, 6-14=-448/435, 7- 14=-281/645, 7-12=-162/470, 8- 12=311/466 NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; VuIt=150mph (3-second gust) Vasd= 116mph: TCDL=S.Opsf. BCDL=S.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone: cantilever left and right exposed: C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) 5, 7, 2, 2, 16, 4, 14, 6, 12, 8, 10 and 10 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 15 and 13 checked for a plus or minus 4 degree rotation about its center. 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 6t between the bottom chord and any other members, with BCDL = 10. Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 447 lb uplift at joint 2 and 447 lb uplift at joint 10. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and ''A' gypsum sheetroc k be applied directly to the bottom chord. 10) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard w. l•rrar•m..r'r 111p lltStt(xulrlaria llUlltO/4tnfllllel9l[rIWWNfwlrrr. lrtau lesrtrnrrnrWlnntnl'4^PMlrrragt aae,H or•axrlse•. kaur.wrr.rta.rt rlwadlrs rrwrrm•rrr u tmryyr{. fkaryur••lyd.rynt aeun.cv r'tu.+.r.. ar.wkrrrrry xrvfuw ym.ru..rewl. oe *nu.kr.tar mrrt Anthony T. Tombo III, P.E. I r.uxutw r.trrtermt.vrt rrw.rowr.e.mrer. IRtrq"4rtnrnrw.•t1r1m% 180083 roarlttopm e•r dam uw•rlarrl.eu rpnrmerwq(nrrvnWWWr1MpWW4mrfuntr brprr0n "St St. ludeBlvd. rem YlrM trrr7r••a ll r•de l IYbmfntl y..•glr4wyryn,•ha fp.tT•wgarq tl•P10101--diew•IAI. Fort Pierce, Fl. 34946 gpjk0} II{Adlydlmus•AArryl.haA•Ul,fl.tryttMaxadAildusea.u(rybra. hpc@63 w4wekwhMWleistirbNl•I11e01111sm-As"1.18W10,f1. Job Truss Truss Type ON HOMES XRSSRBLM A05 Hip 2 JPIY 1 IRVAN A0529341 Job Reference o Canal 5.00 12 Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:41:22 2016 Page 1 ID:fXMofrtAaVb?Z7FFUeY3_NdzegNj-w_VhlKon5RMGFuipP_p1VoNRyU55eajTKN?Yy3yUaUh 5x6 = 1.50 II Sx6 = Dead Load Dell. = 7116 .n 7x6 = 3x4 = 4x6 = 3x8 = US = 30= 71c6 = 10-0-15 20-" 29-11-0 40-0-0 10-0-15 9.11.0 Q ii-n •n_n_ac Plate Offsets KY)— 12.0-0-11,0-3-11L i5:0-3-0.Edgel, f6:0-3-0.0-2-41 8:0-3-00-2-41 f9:0-3-0 Edael f12.0-0-11 0-3-111 LOADING( psf) SPACING- 2-" CSI. OEFL. in (loc) I/deb L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.38 16-18 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.69 Vert(TL) 0.85 16-18 568 180 BCLL 0.0 ' Rep Stress In r YES WB 0.57 Horz(TL) 0.17 12 n/a n/a 13COL 10.0 Code FBC2014/TPI2007 Matrix-S) Wind(L-) 0.28 16-18 999 360 Weight: 200 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 'Except' T1: 20 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 1-", Right 20 SP No.3 1-" BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 2 = 1660/0-3-8 (min. 0-1-15) 12 = 1660/0-3-8 (min. 0-1-15) Max Horz 2 = 119(LC 17) Max Uplift 2 = 446(LC 12) 12 = 446(LC 13) Max Grav 2 = 1660(LC 1) 12 = 1660(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-1114/360. 3-4=3131 /2193, 4- 5=2927/2130, 5-0=2845/2149, 6- 7=-2454/1887, 7-8=-2454/1887, 8- 9=-2845/2149, 9-10=-2927/2130, 10- 11=-3131/2193, 11-12=-1114/360 BOT CHORD 2- 18=-1833/2808,18-27=-1313/2268, 17- 27=-1313/2268, 17-28=-1313/2268, 16- 28=1313/2268, 16-29=-1313/2268, 15- 29=1313/2268, 15-30=-1313/2268, 14- 30=131312268, 12-14=-1838/2808 WEBS 4- 18=-375/533,6-18=429/615, 6- 16=-111/484, 7-16=-293/264, WEBS 4- 18=-375/533, 6-18=429/615, 6- 16=-111/484, 7-16=-293/264, 8- 16=-111/484,8-14=-429/615, 10- 14=-375/533 NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuIt=150mph (3-second gust) Vasd= 116mph: TCDL=5.Opsf,. BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ponding. 4) Plate(s) at joint(s) S. 6, 8, 9, 2, 2, 18, 4, 16, 7, 14, 10, 12 and 12 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 17 and 15 checked for a plus or minus 4 degree rotation about its center. 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-" tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10. Opsf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 446 lb uplift at joint 2 and 446 lb uplift at joint 12. 9) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and '/. gypsum sheetrock be applied directly to the bottom chord. 10) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT— form. LOAD CASE(S) Standard wq• w..r.4m..ft-1wm0wwruunenucutA rtrt11tm4w111[rltlmrrlliewrr.w•h.Tw.w....1...n.Wwn.rryw.pq.wftwmytw.d.Rlwrrmtr.w4e..Yn.o—s..am..4 rta p.orr.cram.re u.Ymteyut..p,.Wwtn..l•.r.tr.ymm.co,..4rrwur.et.Wq faY ktydw.gWarI01.4.•Nllll.hi w rtd•I•t••nnllq Anthony T. Tombo III PE. Ztft9Wft&" W.1.M. m...mob ftmrrrsanswrrrtdsr R("pofaamms"0 4rumhtnrwn,s-ar 4 ° 4 9 80063 u. ftn d.m.we.•ss4hew.r..s.utrwnu amlr s.n.f.mt a • awlunftnvsrm+ swwr.eft.n.rp•dm.e,ptrr...un.wrr.fts.ao w4•• rwgrq., .p.equy at.ftY unnwwLl.Ibt 451 St. l.ude &vd. MAb 0"it Atled b.s•w• A6wry11..m,/1. to •4madhdune,u.qh.it4w/al.OpnGr•p.ttip6wklwdLnt•ImmLlb0,t. Fort Pleice, FL 34946 Job Truss Truss Type HOMES A0529342 XRSSRBLM AO6 Hip 10ty1 1PIY AN Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss com Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MiTek Industries. Inc. Tue Oct 11 06:41:22 2016 Page 1 ID:fXMofrMaVb?27FFUeY3_NdzegNj w_VhlKonSRMGFuipP_p1VoNT7U5tedxTKN?Yy3yUaUl a-0-0 E-9-5 10 I f 16-10 8 23.1.8 _ 2s 10 4 3a-2-10 ao-0-0 41-0 0 5 9 5 4 4 6 6812 6-3-0 6.8-12 4-7 5 9 5 7x6 = 5. 00 12 Sx6 = 5x6 = Dead Load Den. = 7/16 in 17 .. .. . o .. 13 3x8 = 4x6 = 3x4 = 4x6 = 3x8 = 7x6 = 4 2 LOADING ( psf) SPACING- 2 0 0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.72 Vert(LL) 0.36 15 17 999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.70 Vert(TL) 0.81 15-17 590 180 BCLL 0.0 ' Rep Stress Inrr YES WB 0.36 Horz(TL) 0.17 11 n/a n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix-S) Wind(LL) 0.29 15-17 999 360 Weight: 211 lb FT = 0% LUMBER - TOP CHORD 20 SP No.2 'Except' T1: 2x4 SP M 30 SOT CHORD 2x4 SP M 30 WEBS 20 SP No 3 SLIDER Left 2x4 SP No.3 14-0, Right 20 SP No.3 1-" BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 6-17. 7-13 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 2 = 1660/0-3-8 (min. 0-1-15) 11 = 1660/0-3-8 (min. 0-1-15) Max Horz 2 = 133(LC 13) Max Uplift 2 = 464(LC 12) 11 = 464(LC 13) Max Grav 2 = 1660(LC 1) 11 = 1660(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-1102/358, 3-4=-3119R226, 4- 5=-2944/2109, 5-6=-3000/2327, 6- 7=-2223/1744, 7-8=-3000/2327, 8- 9=-2944/2109, 9-10=3119/2226, 10- 11=-1102/358 BOT CHORD 2- 17=-1875/2794, 17-26=-1194/2137. 16- 26=-1194/2137, 16-27=-1194/2137. 15- 27=-1194/2137,15-28=-1194/2137. 14- 28=-1194/2137,14-29=-119412137, 13- 29=-1194/2137,11-13=-1882/2794 WEBS 5- 17=-410/532, 6-17=711/865, WEBS 5- 17=410/532, 6-17=-711/865, 6- 15=-51/346, 7-15=-51/346, 7- 13=-711/865, 8-13=-410/532 NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=S.Opsf, BCDL=S.Opsf; h=25ft: Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed : C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 3) Provide adequate drainage to prevent water ding. 4) Plate(s) at joint(s) 6, 7, 2, 2, 17, 4, 5, 15. 8, 13, 9, 11 and 11 checked for a plus or minus 0 degree rotation about its center. 5) Plate(s) at joint(s) 16 and 14 checked for a plus or minus 4 degree rotation about its center. 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-" wide will fit between the bottom chord and any other members, with BCDL = 10. 0psf. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 464 lb uplift at joint 2 and 464 lb uplift at joint 11. 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and '1W gypsum sheetrock be applied directly to the bottom chord. 10) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS 8 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard y. w ur.pn...r'ummmOaMirtyanuemrlaur„nmlm'ortnnaontlart rr. rrrMr•r.r.r..bumeyr.gllgrrisyl Ir ULaa us.. uur..rr.rn 1 rtnaa. paa4rnrrrm.rwr aaaLnaMyh.Ptilpa;lgslr.4w Mn}m.cqe.Derr+urr..mler rrr erufrutim re1.4.wtn1. t torR++l n lum..rM Anthony T. Tombo fit, P.E. I si.don1-11r q 10e ynLq/rra.,rrad-4.Od*..ft"k*...r.rdlrK611KsiftLnla UhadIM rR.rdrnlsi iMn./rL.U.Vgbmft .qn.. "MftR Yla.rn*wgd S BOO63 bVgh rlr.r1-k*bp.rIM6.6w+n 4451St. LudeNW. r4rra ataaa.a.. ngydr.an..Lw rLmrort*..nrolrryrn..e.uyr.tM..4gr4 ra,.ur unnrw.nri Fart Pierce, fl 11446 pyryh01PIL1•I4dLaara•f MryLlaae.N, IA. bpededa d6ia4.an.i.ai hm is psi&W.Murr ame.r amibalto 4.1 Lad lman•Y mI. hWN,r 1. Job Truss Truss Type RYAN HOMES XR5SRBLM CComer Jack 10tyg FyAA0529343 Job Reference (optional) m t reuur t murtaca, rurc t rteres.r, rL rrwo, aestgn aka luuss.com nun: i.ozu s npr au zU7 a rnne r.o4u s ura r 2U1 * Mt t eK In0USUIeS, Inc. t ue uct 11 U6:41:23 201b rage 1 ID:fXMofrMaVb?Z7FFUeY3 NdzegNj-0833ygpOs1U7t2K?zhKG20wnOubjN9gcYOk6UWyUaUg t-o-o 0-11-11 1-0-0 0.11-11 3xo LOADING (psQ SPACING- 2 0 0 CSI. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.17 Vert(LL) 0.00 5 999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.02 Vert(TL) 0.00 5 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a SCOL 10.0 Code FBC2014/TPI2007 Matrix-M) Wind(LL) 0.00 5 999 360 Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP N0.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc pur ins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 5 = 150/0-3-8 (min. 0-1-8) 3 = 10/Mechanical 4 = 5/Mechanical Max Horz 5 = 40(LC 8) Max Uplift 5 = 85(LC 8) 3 = 10(LC 1) 4 = 5(LC 1) Max Grav 5 = 150(LC 1) 3 = 11(LC 8) 4 = 11(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCOL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-0 Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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-" tall by 2-" 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 85 lb uplift at joint 5, 10 lb uplift at joint 3 and 5 lb uplift at joint 4. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS 8 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard tr.• titi•..,n..r•sika0nwtryuu'yakv!emr!wocemto•!tiatnmro•uKmrr. rr..er..r.rw.w!..r,rr.lnetrriwy!!tirlrmtrirrrM wn r.nw.rRn wam.ptu rwrrrnt•rtst tt.dml•y..l.,.y.!y..trod. !r .c4on•r ur w a.ur!rr••r k.yaneral.p..rml Ire,*ewk.ryw.n.ry AnthonyT. Tombo 11t, P.E. r.•tnuntr rtAy.rmr.sy ra,rrwt.rad..rrryre*...rerurRrsrrrrrw.rrw! o",11.!rrr"w.dikW.."rsrfr*..arrr•yddItb."M42 080083 rrurrAn.t ts umar.ratrrrttetrprt•rr•yk^.uvmrr.s.ltip nnhn!rtun r ar.•r wkrnrny.rrnrr er mrp.,!.nr rr.runrrru...ro µ51 St. Luce 6W. r.Arrhttt.+7•ra••ngk4pa..•ritA•srtyt4'.ar9!rvfyr,y.,.l.ufry.4rwe•!rrrrtl•pirrl uanW.tR! Fort Pierce, FL 34916 6FF00flit kllsdlmas•ArtlarI.fr t.m,01.lerMruadtliftrr tn.outbMitrrlilae' dVONdraine./rr huwhrAlladU.x.<•A&tgt.fe.m,11. Job Truss Truss Type HOMES A0529344 XR5SRBLM CAA Comer Jack 10ty2 1PIy 1 IRYANJobReference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946. design aeatlruss.com Run: 7.620 S Apr 30 2015 Print. 7.640 s UO 7 2015 M! 1 ex inausines, Inc. 1 Ue UU 11 U6:41:23 LU16 rage 1 ID:fXMofrMaVb?Z7FFUeY3_NdzegNj0833ygpOslU7t2K?zhKG20woVubuN9gcYOk6UWyUaUg l- o-o all-1 l l- 0-0 0-11-11 20 = LOADING( psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.01 Vert(TL) 0.00 5 999 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(TL) 0.00 2 n/a n/a 8CDL 10.0 Code FBC2014frPI2007 Matrix-M) Wind(LL) 0.00 5 999 360 Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 3 = 10/Mechanical 2 = 124/0-8-0 (min. 0-1-8) 4 = 3/Mechanical Max Horz 2 = 38(LC 8) Max Uplift 3 = 7(LC 12) 2 = 72(LC 8) Max Grav 3 = 10(LC 1) 2 = 124(LC 1) 4 = 11(LC 3) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- ( 8) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL= 1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 7 lb uplift at joint 3 and 72 lb uplift at joint 2. 7) " Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS 8 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard E•• Il. rr.p...r•usf rauoryu!ryaoo elnAOAuncllntm tvrlryuowNrtelrrr. Mhr'rr•r,rr,.r mn orrr.tnri.rrrryr ra e,rt.ermuwm. rm...mr.r!r.a rrn i.ssrr rrrro•rwa n.4ns4n yrp..lrsrrupslrw.IY q.un.c erur.pn.I errrRrracrnrny6e Mderal./..rar nrnrn r r ar...M Anthony T. Tombo III, P.E. r. rearurq ugnrmp ro...re..r.rmd*.ruyr*...rern rRra.rsrrrrrvrrmr rn r!.r w u r0.n.aq!.a4...rrrr.rr.y.u en 180083 rmrrrgr. rrM u.row•rl.lrronarpner ryk rfna•r.suxgr anhm40tunircnrp.e ouanrn ei ruierrmrp.,rimry!..Ilnu ora.. 4451 St. Lode 8Nd. ar. rrrh:..a.nrthrip.•wrirre.,racy..emrrryrr,.w,f mtT egreehugrrr.aon4rw•!n! Fort Pierce, FL 34946 GWO0NifA4hdlmut• 4MryLlreblb,r},hid.dpitln.w.cublwaispA&iu dwi nmaiwwuu6emA-1Ia14.tns-A Mryl.lm Il,01. Job Truss Truss Type oty Ply RYAN HOMES XR5SRBLM CAL Comer Jack 4 1 A0529345 Job Reference (optional) A7 NWF t kUSStS, FORT N1tKGt, t•L 34846, cesignrgaltruss.com Run: 7.630 s Jul 28 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:41:24 2016 Page 1 10:fXMofrMaVb?27FFUeY3 NdzegNj sNdR90g2d3c_VBvBXPrVbDTzklxA6b3mngU"UaUf 1." 0-11- 1_ 0 all-1111 A nn 2x4 = LOAOING(pso SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 5 999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.01 Vert(TL) 0.00 5 999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-M) Wind(LL) 0.00 5 999 360 Weight: 5 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 0-11-11 oc pudins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 124/0-8-0 (min. 0-1-8) 4 = 8/Mechanical Max Hon 2 = 29(LC 8) Max Uplift 2 = 65(LC 8) 4 = 2(LC 12) Max Grav 2 = 124(LC 1) 4 = 21(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10: Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.OpsU BCOL=5.Opsf. h=25ft; Cat. 11: Exp B; End., GCpi=0.18; MWFRS (envelope) and CC Exterior(2) zone; cantilever left and right exposed : end vertical left exposed;CC for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 65 lb uplift at joint 2 and 2 lb uplift at joint 4. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard ryrr.r.ill—r-rlaamuofvmryarJ9Ron dm+..-rr.6.1111L.4 rkdr rnr adrakrrttownr4 u.kmrle kwp bm+rra...r r qd .cq r urr er.urtrrrq raFtn rpkorka.p..mak n ewpnrce rrnrry Anthony T. Tombo tit, P E. r..dr umr.Rrryee.wy.neyOre..r0..'.rmdew.rrr O"W,41he editlLlm Ml rq.der01ryrk.ueru-rgrrri 180083 rwryrq.atrar u.msr.rptrrpamrpridrrr t e.rtddlr sptptrsahtertrrn,r nrp drr-. aianrny.rr rurdremenp..umrur.ey..rkmreraa..rc 51 St. e Blvd. tuddr.rkrrh arrer r....yh4pr.rr krrnrdr[.apkrueyrup,.but mt..drwr dq.erra anWk.Ilu r Fan Pierce, Fl. 74446 opridr01416A4Ir4knm•AAdwgLlads0,f1.(grrmrdOirlrrnr,adryhrairMtliuel.mr4Areur.drvv6ak11wllmur•ArMgl.Irrr0l,Il. Job Truss Truss Type ON Ply RYAN HOMES A0529346 XRSSRBLM CJ3 Comer Jack 8 1 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design®altruss cam Run 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:41:25 2016 Page 1 ID:fXMofrMaVb?Z7FFUeY3 NdzegNj-KZBpNMggOMkg6LUN56Mk7R?6FhFyr2JvOKDCYOyUaUe 2-11-11 1-0-0 2-11-11 LOADING(pso SPACING- 2.041 CSI. DEFL. in loc) I/dell Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) 000 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.10 Vert(TL) 0.01 4-5 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-M) Wind(LL) 0.00 4-5 999 360 Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 5 = 194/0-3-8 (min. 0-1-8) 3 = 69/Mechanical 4 = 28/Mechanlcal Max Horz 5 = 74(LC 12) Max Uplift 5 = 71(LC 8) 3 = 57(LC 12) Max Grav 5 = 194(LC 1) 3 = 69(LC 1) 4 = 51(LC 3) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 5=-166/257 NOTES- ( 8) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II, Exp C; Encl.. GCpi=0.18; MWFRS (envelope) and C-C Extenor(2) zone; cantilever left and right exposed ; C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate gnp OOL= 1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 2-041 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 71 lb uplift at joint 5 and 57 lb uplift at joint 3. 7) ' Semi -rigid pdchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) WARNING -Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard etma" Wfvulryal3uIMMUMausnua.twryroomrwrre.. fob arf.M S WW wo.•..ml.rm.o etlnm psudYM/ YYR•k p Ike e•elegfp•Qti1r r4P.iYid.gl00u .cgtr Ir dnr/np•,q,e YgYrhuP/t>a u/4ni lgWwrtMuQ..1s I111 hYu'au¢I ole•t MYI Anthony T. Tombo Ill, P.E. wI.•/binskorrWfhrup, 0lphew•.ro.rierradq••1•YrY11eT•.•4,rn/4tLYSdsYdlrly,r•IIM hgrn//Ylr•/•I I Y1uIMtm•CM 41 frq.NlydYurJ/1Yknywiit/ 9 3 t...I-n... e..q•..e. WieAgeee•las 11•pf/MerlAdh'L eld/td nAhYY f trfMWtieI1W/Y Y1h 111 •IWn,rdY/plee Ul dnYny 9nreiti/Y 6n 4p•.Inu Mplqudlmten6• Mm 4451 St. Lude Blvd. w..p rrr etaraq.e.p.tigq pn•ww IrAw,rMptq..prelrr Muta.,•A,uyu.up.eq.ayuq.rr uaaw•ml Fort Pierce, FL 34946 gpyk0M11AIIedlmus-Ae4eryl ladell,F1. tepereniaeldis&MM,ireghr.,itFAMee•eriraMwGurru.nri.hwAIlwilmen-hl"1.IwOpltl,H. Job Truss Truss Type Oty Ply HOMES XRSSRBLM CJ3A Comer Jack 2 RYAN A0529347 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:41:26 2016 Page 1 ID:fXMofrMaVb7Z7FFUeY3_NdzegNlomlCahrl9gshkV3aegtzgeYJkSbaa VZ2E_zmSgyUaUd 1-0-0 2-11-11 1.0.0 2-11-11 n aN 2x4 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 7 999 240 MT20 244I190 TCDL 10.0 Lumber DOL 1.25 BC 0.08 Vert(TL) 0.01 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matnx-M) Wind(LL) 0.00 4-7 999 360 Weight: 11 lb FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 64/Mechanical 2 = 199/0-8-0 (min. 0-1-8) 4 = 30/Mechanical Max Horz 2 = 75(LC 12) Max Uplift 3 = 46(LC 12) 2 = 70(LC 8) Max Grav 3 = 64(LC 1) 2 = 199(LC 1) 4 = 45(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=5.Opsf, h=25ft; Cat. II; Exp C; End., GCp!=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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-" 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 3 and 70 lb uplift at joint 2. 7) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) WARNING - Please thoroughly review the -A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard 1q•Ilw.lfo.. .... r •$ I I{Q I Ir.2,11 arm sr.1d ..0 aau W..+rr.r lo.y lhht sOstodkndrrm.rrl a.lmfl.a'.p,.l lar..yrw Ir..m...ora,,.r.F.m1.r11rraua,/ruq.11.lyw rmp..an111rw,*.-ionw•'•dy AnthonyT. Tombo III, PE. 11.1-161-R rlh:1.pM 4111.4 .k*.W1ihW".M10M, ,.Mra/4KYQrrbid k4ftrr191 bpwA/h101r IW.u/Yh.u.Ok 1d}r..nNa ra.M1darnywMg/ 180083 r MO."rlrhr u bf.r.rlllrrpemrpif/r Yya.lp ItMrsitl1tp16Yt I,0rw a Id-0 IVpry In1 rnrny rrlrrf/r flf,lmflhp Fq.rllhf raW au 4451 St. Lucie 8hrd. n.. h.arry.t.ra.r.p b•1.f..h.lIhh.f ap.nNIrwaup,h.uStr4p1NtgwY.pr.lru ftMM 1111 Fort Pierce, FL 74446 rfyMO} II{Allulbwut•AArryl.IaftLlp,li. bpMlNaAr9kdKral,u.qbilk itp8II&M/.60MafnaNl kawarbladonus•AeYarL1 6In, 11. Job Truss Truss Type ON HOMES A0529348 XRSSRBLM CJ3L Comer Jack 4 PIY IRYANJobReference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@allruss.com Run: 7.630 s Jul 28 2015 Print. 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 11 06:41:26 2016 Page 1 10.1XMofrMaVb?Z7FFUeY3 NdzegNlomlCahrl9gshkV3aegtzgeYJCScvaVZ2E zmSgyUaUd 1-0-0 2-11-11 ' 2x4 = LOADING(psf) SPACING- 2' CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.07 Vert(LL) 0.00 7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(TL) 0.01 4-7 999 180 SCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix-M) Wind(LL) 0.00 7 999 360 Weight: 11 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 20 SP No 2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-11-11 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. (lb/size) 3 = 64/Mechanical 2 = 198/0-8-0 (min. 0-1-8) 4 = 32/Mechanical Max Horz 2 = 52(LC 8) Max Uplift 3 = 28(LC 12) 2 = 07(LC 8) Max Grav 3 = 64(LC 1) 2 = 198(LC 1) 4 = 45(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; VuIt=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf. h=25ft; Cat. It: Exp B, Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) zone: cantilever left and right exposed; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 28 lb uplift at joint 3 and 67 lb uplift at joint 2. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. LOAD CASE(S) Standard tw. 1.ii..r pin..r eimamua(vuayariueunerasoceioiianivrtrlxmomwuerr. nm rre,w rr..,.nim,r Mw.Pgrrin I i.ratt hrm+rehd— w r.,»ar.ratq 1h1nmM0 s&rarrkaler1ae,.hn+teyt.l,.y.rll+r 1r,r gnrPnm.ceenerua,warm,nl arlrrraaeruMrn,yolarm.l..minl lr.y w.rnir.I.ranwrei Anthony Tombo[it,P.E. rer1180063 rwyr,q. rm.n,uwerlmrrPamrr.r,xrru ta.IWIN IrspWVANreh1RadW-e.rarA+t+• Ilrir nrnl.rr,rmerhmrp.,Im,ry.Iy,.rinulm.,an 4451 St. wde BWd. w.n. weletree.eq..yga e. n,ha Ir a,rnrt.nwirir rux.,.h.us.minr.4glay n.I.ra aAnwx.ml Fort Pleece, FL 34946 401ry11:0 Hit & I dd hesset-4Mry I.14MI IO, lf. leMaa is 41 Nil me. u.ry hm isptliMel.i ko 1k wiMyetahiuhm A 1149lmtes • AeOery L lamb M, l.i. Job Truss Truss Type city Ply HOMES XR5SRBLM CJS Comer Jack g RYAN A0529349 Job Reference (optional) A7 ROOF TRUSSES, FORT PIERCE, FL 34946. design@altruss.com Run: 7.620 s Apr 30 2015 Print, 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 1106 41.27 2016 Page 1 ID:fXMofrMaVb727FFUeY3_NdzegNj-HyJaol sww_YMfemCXOCCs4MVVttJypCTeiJdHyUaUc 1-0-0 4-11-11 1-0 0 4-11-11 3x6 II 4-11-11 4-11-11 Plate Offsets (X.Y)— 15:0-3-4.0-1-81 LOADING(pso SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 052 Vert(LL) 0.02 4-5 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.33 Vert(rL) 0.07 4-5 877 180 BCLL 0.0 ' Rep Stress Incr YES WS 0.00 Horz(fL) 0.02 3 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix-S) Wind(LL) 0.04 4-5 999 360 Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 5 = 268/0-3-8 (min. 0-1-8) 3 = 129/Mechanical 4 = 54/Mechanical Max Horz 5 = 114(LC 12) Max Uplift 5 = 77(LC 8) 3 = 99(LC 12) Max Grav 5 = 268(LC 1) 3 = 129(LC 1) 4 = 88(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-226/339 NOTES- (8) 1) Wind: ASCE 7-10, Vutl=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf. BCDL=S.Opsf, h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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 77 lb uplift at joint 5 and 99 lb uplift at joint 3. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and ''/." gypsum sheetrock be applied directly to the bottom chord. 8) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard a.(.n.rrygm..s'iinamtta(vu!arwemltwwtmn.uuantere rr. n pryr.aw rnrr,.r,tin,r,Me.i!wirris.rr!.re,riarrounre..n. {su..wmw.ero..h Woo.a MiWrnrruilo.Y a u.Imtle l.Pi.11n46 r rw Ip peu .n.r v l4eq e YpYhle k ¢rmt4marlYMl.rellli hkg.p.p.tr=q..txYr1 Anthony T. Tombo III, P.E. r..4.e 1m 6.R Yr bin mpWg4r4"r.m4.W-6.Ow4W. R.H. IrHtlgarr ml J 00083 rwyrq.rlrsr u.1nu1d.rtmr1.P0M rn rMytq.asv!rrs lrMugmrwn,aorrper. al.e.rny.rr rn er m p.,lm h plgrr!m r.r a.roI 4451 St. Wde Blvd. wt.nu{rwM.(re.l.r. w.eh lna.wu l tY kmuc 4lr.nr0lrldagt u... i uLa..lp. u.!m" dool wrumer.womi. Fort Pierce, FL 34946 MPOh m tll{ A l l.d hwut • Artini l.l.eh. m,r f. bp.drfiw dAislrwn, u.ry bm is p.{Gild w6 wd. a.w painiw his A -I bd hwus • AAa11. WWII, F1 Job Truss Truss Type atY PIY RYAN HOMES XR5SRBLM FG1 FLAT GIRDER 1 3 tA0529350 Job Reference o ional Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run. 7.620 s Apr 30 2015 Print: 7 640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 11 06:41:27 2016 Page 1 ID: 3cbD6OA9jcxoTnUUN8i_XizeZZI-HyJao 1 sww_YMfemCXOCCs4J_Vp}JooCTeUdHyUaUc 2- 10 3 5 10 7-11-1 10-5 8 12-7-15 15-2-017.8 13 20-7-0 2- 10 3 2fi 7 2.6-7 2f-7 2-2-7 2 6 7 2 6 7 2-10-3 ' Dead Load Deft. = 11116 in 3x4 II 3x10 = 6x6 = 2x4 11 3x6 = 2x4 II sxtl = 2x4 tl Jxru = 40 II 2- 111-1 s.4.10 7-11-1 10-5.8 12-7-15 15.2.6 17-8-13 20-7-0 2- 1073 2-6-7 12-6-7 2-6-7 2-2-7 2-6-7 2-6-7 2-10.3 Plate Offsets (X.Y)— 1:0-2-12.0-1-81,[10:0-2-12.0-1-81,[20:0-1-12.0-1-81 LOADING( psf) SPACING- 2-" CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.71 Vert(LL) 0.22 15 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.59 Vert(TL) 0.89 15 272 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.64 Horz(TL) 0.07 11 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-M) Wind(LL) 0.21 15 999 360 Weight: 343 lb FT = 0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 'Except' W1: 2x6 SP No.2, W2: 2x4 SP No 2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-11-6 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc braang. REACTIONS. ( lb/size) 20 = 3531/0-74 (min. 0-1-8) 11 = 3680/0-3-12 (min. 0-1-8) Max Grav 20 = 3531(LC 1) 11 = 3680(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 20=-2970/0, 1-21=-0897/0, 2- 21=-6897/0, 2-22=-6897/0, 3- 22=-6897/0, 3-23=-15150/0, 4- 23=-15150/0,4-24=-151SO/O, 5- 24=-1S1SO/O, 5-25=-15291/0, 6- 25=-15291/0, 6-7=-15291/0, 7- 26=-15291/0, 8-26=-15291/0, 8- 27=4292/0, 9-27=7292/0, 9- 28=-7292/0, 10-28=-7292/0, 10- 11=-3071 /0 BOTCHORD 19- 20=0/808, 18-19=0/13127, 17- 18=0/13127,16-17=0/13127, 15- 16=0/17551. 14-1 5=0/1 7551. 13- 14=0/13535,12-13=0/13535, 11- 12=0/872 WEBS 1- 19=0/6468, 2-19=550/0. 3-19=-6642/0, 3- 17=0/690, 7-14=-557/0, 5-14=-2457/0, 5- 15=0/919,5-16=-2560/0,4-16=-673/0, 3- 16=0/2163, 10-12=0/6819,9-12=-727/0, 8- 13=Of702,8-14=0/1872,8-12=-6656/0 NOTES- ( 11) 1) 3-ply truss to be connected together with 10d 0. 131'x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-94) oc, 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or 8), unless otherwise indicated. 3) Wind: ASCE 7-10; VuIt=150mph (3-second gust) Vasd= 116mph; TCDL=S.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; End, GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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-" tall by 2.0-0 wide will fit between the bottom chord and any other members. 8) Load case(s) 2, 14, 15, 16, 17. 18 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 9)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 404 lb down and 125 lb up at 0-2-12, 127 lb down and 82 Ib up at 1-". 134 lb down and 63 lb up at 3-0-0, 208 Ib down and 68 lb up at 5-0-0, 282 lb down and 84 lb up at 7-0-0, 282 lb down and 84 lb up at 9-", 282 lb down and 84 lb up at I I-", 282 lb down and 84 lb up at 13-", 282 lb down and 84 lb up at 15-0-0. 282 lb down and 84 lb up at 17-0-0, and 282 lb down and 84 lb up at 19-0-0, and 342 lb down and 92 lb up at 20- 8-4 on top chord. The design/selection of such 11) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00 Plate Increase=1.00 Uniform Loads (pIQ Vert: 1-10=-180, 11-20=-20 Concentrated Loads (lb) Vert: 1=404 10=-342 2=-134 8=282 21=-127 22=- 208 23=-282 24=-282 25=-282 26=-282 27=- 282 28=-282 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor. Lumber Increase=l 00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-10=-200, 11-20=-20 Concentrated Loads (lb) Vert: 1=-338 10=-296 2=-116 8=-246 21=-107 22=- 181 23=-246 24=246 25=-246 26=246 27=- 246 28=-246 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Pit. metal=0.90 Uniform Loads (plf) Vert: 1-10=-180, 11-20=20 Concentrated Loads (lb) Vert: 1=-141 10=-160 2=-63 8=-140 21=48 22= 101 23=-140 24=-140 25=-140 26=-140 27=- 140 28=-140 15) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0. 75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase= 1.60, Plate Increase=1.60 Uniform Loads (ptf) Vert: 1-10=-131, 11-20=-20 Concentrated Loads (lb) Vert: 1=76 10=49 2=42 8=48 21=57 22=41 23=48 24= 48 25=48 26=48 27=48 28=48 16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0. 75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase= 1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-10=-131, 11-20=-20 Concentrated Loads (lb) Vert: 1=76 10=49 2=42 8=48 21=57 22=41 23=48 24= 48 25=48 26=48 27=48 28=48 onunuea on page z thwr• rr. e.wrfimv.r•ridelft MISS(51[tir)anuiMeraorcesietaivitryrlmniwetri.. UArYur raw.srmr s.rs,msrerrenwP0lrrurni t.rs,rt rrm UMN m6k%s& mmr.rts..b rrn Anthony T.TomtoIII, P.E. rae4 eeqp. serfrraVwm die lms,.ayraau*.nrrr.yrerr.Au .ygd 780083 1.ku" ll p m(wo. d.rw.e.tin ow rrer:datrgr.syyrs tflpureh,nrtan:r arpdr tni mrnr.y.rt.nrun rwnrrep.,t.n M.*tyw.rinu msi,..r. 4451 St Lude Blvd. we..elrrr. l.Dore..."~gapes..rkirtm,rort.rtairtryuor.,.heufa.tyr.wMl4YapA.anneAe.IM11 Fort Pierce, FL 34946 gpg401{I{ Allodhwset•AeeeglleNell,ft kloid wedAisMara,uurManphilaWwdwtMainee{armstieehaklredLesset-"syLIm0.l1,IL Job Truss Truss Type Ply HOMES XR5SRBLM FG1 FLAT GIRDER 10ty 3 IRYAN A0529350 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@a 1 truss.com Run: 7 620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 11 06:41:27 2016 Page 2 ID:3ebD6OA9jexoTnUUN8i_XizeZZI-HyJaolsww_YMfemCXOCCs4J VpjJooCTeiJdHyUaUc LOAD CASE(S) Standard 17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (ptf) Vert: 1-10=-131, 11-20=-20 Concentrated Loads (lb) Vert: 1=76 10=49 2=42 8=48 21=57 22=41 23=48 24=48 25=48 26=48 27=48 28=48 18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1 60 Uniform Loads (plf) Vert: 1-10=-131, 11-20=-20 Concentrated Loads (lb) Vert: 1=76 10=49 2=42 8=48 21=57 22=41 23=48 24=48 25=48 26=48 27=48 28=48 aq•n..a..Mm.. s•u rp Msa(wulrlaasu nun. (MKIKMIN1IVrr)xrrhalnnliarr. NNW I IiANI,rf hhm VON. ..n, Al. —raid.• Xid, rtnn.aA urh«rrrm.h a Ali hauky4..pa.splWrlr,r.oq rrMgeruoit.,4aMornM.w.al Anthony T. Tombo flf, P.E. r.r.huh.u yhrpnr. rl rom.ro.an'r q..a.wire*...arn.ca¢rarsldru¢a+rliil dq allhr.lwl..rhm.agr.eka.q..wr.lh.hehamrwpe S 80083 r hdyhup.alreat. u.mor.rtmrrlummrwrn.asreytar.efaprspulruaupinrwn r br url mnr nv.rden rrner bmh qw, 4.lnp hp- rfait m..an "Si St. Lucie Blvd. onnurhrh c.gr...nti prl./.nha Ir hmMap y..nrolr rrgMq...w,s m Iga..q oay rar 4 a a n rdr. nu. FanPierce, FL 34946 Opy* b0MIf4•1 wlhnus•YNeyLtiWIA,ri.ftpalahadiisitrain.isa"fKahMANih A.aWhnw MeuuyeaistiahemA•Ir•Iudafl.loahe11,Ff. Job Truss Truss Type Ply RYAN HOMES A0529351 XR5SRBLM FG2 FLOOR GIRDER 10ty1 2 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 3484b, oe5rgn(Saltruss.Gom 1-4-13 4x8 = 2 3x4 = Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 11 06:41:28 2016 Page 1 10:(XMofrMaVb?27FFUeY3_NdzegNj4Sty?NtYgH6PzpCymfvRl3daEv4w2BTLi ISs9jyUaUb 1-4-13 1.Sx4 II 1 Sx4 II 3x4 = US = 40 II 40 II 2-1-13 3-10-2 5 6 6 7.2-11 1.8-5 1.9.13 09- 0 9 4.8 41 __ttI1JLS1.145 + Plate Offsets (X Y)— 1:0-3-12 0-2-01 f6:0.3-12 0-2-01 18.0-1-12 0-2-0) f11:0-1-12.0-2-01 LOADING( psQ SPACING- 2-M CSI. DEFL. in (loc) I/deb L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.36 Vert(LL) 0.08 9-10 999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.00 BC 0.92 Vert(TL) 0.12 9-10 887 240 BCLL 00 Rep Stress Ina NO WS 0.93 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code F13C2014frP12007 Matrix-M) Weight: 103 Ib FT = 11% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 *Except* W1: 2x8 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-9-15 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 12 = 2569/0-0-14 (min.0-1-8) 7 = 2506/0-3-0 (min.0-1-8) Max Grav 12 = 2569(LC 1) 7 = 2506(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown TOP CHORD 1- 12=-1925/0, 6-7=-1972/0, 1-2=-3945/0, 2- 3=-5911/0, 3-4=-5911/0. 4-5=-5911/0, 5- 6=-4008/0 BOT CHORD 12- 13=01534, 11-13=0/534,10-11=0/3945, 9- 10=0/5911, 8-9=0/4008, B-14=0/509, 7- 14=0/509 WEBS 1- 1 1=0/3825,2-11=1166/0, 2-10=0/2248, 6- 8=013923. 5.8=-1132/0. 5-9=0/2176 NOTES- ( 11) 1) Special connection required to distribute top chord loads equally between all plies. 2) Special connection required to distribute bottom chord loads equally between all plies. 3) Special connection required to distribute web loads equally between all plies. 4) 2-ply truss to be connected together with 8d 0. 131'x2.5') nails as follows: Top chords connected as follows: 2x8 - 2 rows staggered at 0-9-0 oc, 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 0-941 oc. 5) 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. 6) Unbalanced floor live loads have been considered for this design. 7) Concentrated loads from layout are not present in Load Case(s): #3 1st chase Dead + Floor Live unbalanced); # 4 2nd chase Dead + Floor Live unbalanced): # 5 3rd chase Dead; #6 41h chase Dead. 8)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 9) 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. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1035 lb down at 1-7-0, 1035 lb down at 3-7-0. and 1020 lb down at 5-7-0, and 1020 lb down at 7-7-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase= 1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 7-12=-10, 1-6=-100 Concentrated Loads (lb) Vert: 10=1035(F) 9=-1020(F) 13=-1035(F) 14=- 1020(F) e. ur.m+.r•,rraraue(YWnatlur!mrmuetanGalla uaONwHrr. r yr•er r r.•,.r,lm,fr.perrrm r rr,rf eirma.ir•.. uu..wrr.rali rtn— roat u it wrrin.wrt Anthony T. Tombo M, P.E. r.4. air,ryrrysr,.y.uA...ro.et«rmrgr.Arils.e.,.rrnrrararraM%.rrrnr 480083 rrrr rty. rrt.a..umaa.rerrrp tr.t rw t.t+Wd!k%i ,ingrrauharmor,rearpmdprt I 4451St. Lucie Blvd. a..rAr4ktt. m.r y.•.h4prtt n,A IrtrmrMu'.aalrrgkor,.t,u4aahrr•s+w ua•raotrerrr.nu Fort Piece, FL 34946 twilk014164.14dlimits • AE&M1.lob 11,rl, 9gahmadditbtam,hayhmitpnbW4W d0(arum.pttttirhrA-l4dlmut•AAwy1.Ink111,fl. Job Truss Truss Type aty Ply HOMES XRSSRBLM FG3 FLAT GIRDER 1 4 IRYAN A0529352 Job Reference (optional) Al KUUI- 1 KUbbr-b, 1-UK I YItKGt, I-L 34v4b, oesign(ga ltruss.com Kun: 1.15Jo s Jul 20 2075 rnne 1.b4o s UCI 7 2015 M(Tek Inc. Tue Oct 11 06:41:29 2016 Page 1 Dead Load Dell. = 1/2 in 4x4 II " — j:o I J.. = cxa 11 axo a axu = 44 II LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft Ud TCLL 20.0 Plate Grip DOL 1.00 TC 0.88 Vert(LL) 0.31 12-13 693 240 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(rL) 0.78 12-13 272 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(rL) 0.07 9 n/a n/a SCOL 10.0 Code FBC2014/TPI2007 Matrix-M) Wind(LL) 0.09 12-13 999 360 LUMBER - TOP CHORD 2x4 SP No.2 'Except* T2: 2x4 SP M 30 BOT CHORD 2x6 SP No.2 'Except' Bt: 2x6 SP 240OF 2.0E WEBS 2x4 SP No.3 'Except' W1: 2x6 SP No.2, W2,W4: 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 16 = 4153/0-3-4 (min. 0-1-8) 9 = 3969/0-7-4 (min. 0-1-12) Max Horz 16 = -29(LC 6) Max Grav 16 = 5988(LC 2) 9 = 5993(LC 14) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-16=-4780/0, 1-17=-12316/0. 2-17=-1231610, 2-18=12317/0, 3-18=-12317/0,3-19=-23629/0, 4-19=23629/0, 4-20=23629/0, 5-20=-2362910, 5-6=-24313/0, 6-21=13126/0, 7-21=-13126/0, 7-22=-1312710, 8-22=-13127/0, 8-9=-4800/0 BOT CHORD 16-23=0/1322, 15.23=0/1322, 15-24=0/23629, 14-24=0/23629, 14-25=0/23629, 13-25=0/23629, 13-26=0/24313, 12-26=0/24313, 12-27=0/24313, 11-27=0/24313, 11-28=0/24313, 10-28=0/24313, 10-29=0/1300,9-29=0/1300 WEBS 1 -1 5=0/1 1690, 2-1 5=-422/0, 3-15=-1216810, 3-14=0/3197, 4-13=-014/0, 5-12=-464/0, 6-11=0/3151, WEBS 1-15=0/11690.2-15=-422/0, 3-15=-12168/0,3-14=0/3197, 4-13=-614/0,5-12=-464/0,6-11=0/3151 6-10=-11958/0, 7-10=-593/0, 8-10=0/12571. 5-13=-733/14 NOTES- 1) 4-ply truss to be connected together with 10d 0.131'x3') nails as follows: Top chords connected as follows: 2x6 - 2 rows staggered at 0-9-0 oc, 20 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x6 - 2 rows staggered at O-S-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. Attach TC w/ 112' diam. bolts (ASTM A-307) in the center of the member wNrashers at 4.0-0 oc. Attach BC w/ 1/2' diam. bolts (ASTM A-307) in the center of the member w/washers at 4-" oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or bad( (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; VUIt=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf,, BCDL=S Opsf; h=25ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Plate(s) at joint(s) 16, 1, 8, 9, 15, 2, 3, 14. 4, 13, 5, 12. 6, 11 and 7 checked for a plus or minus 0 degree rotation about its center. 6) Plate(s) at joint(s) 10 checked for a plus or minus 2 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. PLATES GRIP MT20 244/190 Weight: 377 lb FT = 0% 9) Load case(s) 2, 14. 15, 16, 17. 18, 29. 30, 31. 32 has/have been modified. Building designer must review loads to verify that they are correct for the intended use of this truss. 10)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 404 lb down and 139 lb up at 0-2-12, 127 lb down and 85 lb up at 0.8-0. 134 lb down and 70 lb up at 2-8-0, 208 lb down and 76 lb up at 4-", 282 lb down and 91 lb up at 641-0, 282 lb down and 91 lb up at 8-8-0, 282 lb down and 91 lb up at 1041-0, 282 lb down and 91 lb up at 1241-0. and 282 lb down and 91 lb up at 1441-0, and 282 lb down and 91 lb up at 16-8-0 on top chord, and 795 lb down at 1-10-4. 795 lb down at 3-0-4. 795 lb down at 5.0-4, 795 lb down at 7-0-4. 795 lb down at 9.0-4, 795 lb down at 11-0-4, 761 lb down at 13-0-4, and 1003 lb down at 14-7-4, and 1003 lb down at 16-7-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00 Plate Increase=1.00 Uniform Loads (plf) Vert: 1-8=-185, 9-16=20 Concentrated Loads (lb) Vert: 1=-404 15=-202(F) 2=-134 5=-282 6=-282 11=-190(F) 17=127 18=-208 19=-282 20=-282 21=-282 22=-282 23=202(F) 24=-202(F) 25=-202(F) 26=-202(F) 27=-202(F) 28=259(F) 29=-259(F) 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pIQ Vert: 1-8=182, 9-16=-20 Concentrated Loads (lb) Vert: 1=-338 15=-647(F) 2=-116 5=-246 6=-246 1 1=-618(F) 17=-107 18=-181 19=-246 20=-246 21=-246 22=-246 23=-647(F) 24=-647(F) 25=-647(F) 26=-647(F) 27=-647(F) 28=-817(F) 29=-817(F) 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 L onunueo on page z rw. mewl, .au a"•ir•r4 hm.. r'. i rou itrots(tlwir aLni emAoularlmlc•tvoryxauailra.rr. t.a.* pwwl.rnrrn.r umr,*e.gpwlrr rrt l i4rr41t rr-limm . w rr„r•..,aa(.r (w.q 61u 00'arr4rrr(Il.rm 1'.emny hip-,, tinA bpwlr,d.g lllt* m Cq••1err+u.r9P"1r^urtr r ro,er MO IMI**M.r 11114t.re Mi. No al+trkrgZ*4" " Anttkxlr T. Tombo III, P E. rah.okw,rglYlsrmp,Yl.rrwn.rA.I,.ra1141.•r11 b.,.raffia/YRr rrr/riyarrttH.slew//r4ryW.u rGm r.l4rrRlrlt...awrrylrrrny.rge 7tt 3 rmyrxpr..i.w.,dam ur.TWrn.nnr(nrw alr.m r t rp Ml 4451 St. Lude Blvd. r•uYrr.(w4/r.p.•1r, lt pr,r.b,l lr 6lnrOt,1*,.b Mir Wlgr•p,46g1t441.pwfqMlq tl.i.1r11wwnnW.i111 Fort Pierce, FL 34946 Voglir01/1441bdlmut•A.a.ry1.IwMm,U. uplawiad0ii4(we,uulIlia isptA iul.mw&wroespmn,iuba1.1Whesut•IA.ryI.took I1,fA. Job Truss Truss Type oh Pb RYAN HOMES A0529352 XR5SRBLM FG3 FLAT GIRDER 1 4 Job Reference (optional) Al R001• t R1JSsts, 1-UK l rn:KQt_, t•t- s4a411, oesign(maiuuss com LOAD CASE(S) Standard Uniform Loads (ply Vert: 1-8=-155, 9-16=-20 Concentrated Loads (lb) Vert: 1=-141 15=-795(F) 2=-63 5=140 6=-140 11=-761(F) 17=-48 18=-101 19=-140 20=140 21=140 22=140 23=-795(F) 24=795(F) 25=795(F) 26=795(F) 27=-795(F) 28=-1003(F) 29=1003(F) 15) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-8=-117. 9-16=-20 Horz: 1-16=23 Concentrated Loads (lb) Vert: 1=88 2=47 5=53 6=53 17=59 18=47 19=53 20=53 21=53 22=53 16) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-8=-117, 9-16=-20 Horz: 1-16=-6 Concentrated Loads (lb) Vert: 1=88 2=47 5=53 6=53 17=59 18=47 19=53 20=53 21=53 22=53 17) Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-8=-1 17, 9-16=-20 Horz: 1-16=18 Concentrated Loads (lb) Vert: 1=88 2=47 5=53 6=53 17=59 18=47 19=53 20=53 21=53 22=53 18) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (pit) Vert: 1-8=-117, 9-16=-20 Horz: 1-16=-3 Concentrated Loads (lb) Vert: 1=88 2=47 5=53 6=53 17=59 18=47 19=53 20=53 21=53 22=53 29) Reversal: Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Left): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plt) Vert: 1-8=117, 9-16=-20 Horz: 1-16=23 Concentrated Loads (lb) Vert: 1=-331 2=91 5=-205 6=205 17=-73 18=-147 19=-205 20=-205 21=-205 22=-205 30) Reversal: Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plo Vert: 1-8=-117, 9-16=-20 Horz: 1-16=-6 Concentrated Loads (lb) Vert: 1=331 2=-91 5=-205 6=-205 17=-73 18=-147 19=-205 20=-205 21=-205 22=-205 31) Reversal: Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg Int) 1st Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-8=117, 9-16=-20 Horz: 1-16=18 Concentrated Loads (lb) Vert: 1=-331 2=-91 5=-205 6=-205 17=-73 18=-147 19=-205 20=-205 21=-205 22=-205 32) Reversal: Dead + 0.75 Roof Live (bat.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 2nd Parallel): Lumber Increase=1.60, Plate Increase=1.60 Uniform Loads (plf) Run: 7 630 s Jul 28 2015 Print 7 640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 11 06:41:29 2016 Page 2 1 D:(XMofrMaVb?Z7FFUeY3_NdzegNj-DLOKDjuARbEGbzn9KyRgIHAdjJOHnhmVzy80h9yUaUa Standard Vert: 1-8=-117, 9-16=20 Horz: 1-16=-3 Concentrated Loads (lb) Vert: 1=-331 2=-91 5=-205 6=-205 17=-73 18=147 19=205 20=-205 21=205 22=-205 r•tr....r•/trootmusryuvlarwttuulma+lmla•rtaaamtuurr. Mn•err r ww.ef.r u.f,as.Ittgrruylta s,rI.MIM1 IIIdnN W11r.war.wn..b 610 pfad tir 4110aMA11ffYnf la*ff'•Qi.1 11yr{•W.glMlpum.r+pm/Y..I iatsYq rkt4/ru ImfIW1oY101q.r I111 RYa'emlrt/.1••twMR Anthony T Tombo lit, P.E. In/r tafYgYlY nw,rynM/YOm.Yo..iliC l*1.YN IM+!•.•Ya nIYKYO(.ISYd YryarrilFl dqpd/#A 04W q M wIf ik Iml W Ill d4.•dt SW ball"%6m-01/ 880083 rod kww=lwrM now aMYr 1110ibp marrain/ry m alflaaLWA Pwd1•rf otlarf aywfYan al Ma/YYM4p•,laakuylyaaal tan fpLfa a n 4451 St. t.ude 8W. a..af4lrry rtnn•rgaa.fgrydra 11mYfr lr anntfer4••ermru4w.•>rd•/w 4 ugr rnfon rw•m1. fort Plere, FL 74946 o<M k01114A•Itaihnus•Anlrryl.lal/O,fLtep4ieiadAis6fuw.oaiMaifpialibbl.fahwifto WWahNklWknfa•A&Ug1.laM®,U. Job Truss Truss Type QN Ply HOMES XR5SRBLM FL01GE GABLE IRYAN A0529353 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946. design®altruss.com Run: 7 620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:41:29 2016 Page 1 10:fXMofrMaVbT27FFUeY3_NdzegNy-DLOKDjuARbEGbzn9KyRgIHApHJeKnsgVxyBpQ.,h,9 yUaUa 8 1 30 = 3x6 FP= r - i i i i i i i -- i "i i i i i _ ij»:< ;;.^.^7„' ,:+j<j..,y,;y,..+.. ,.s: Y"•,.,,,.++.g.; .,`)^";'^:,va •r..; /1y »`>Z'/; t.:,vr"..... ::.>Tw,'^.+'yi• GL., ., ,:,: ::... ,+.:c.., .;. ;,f, ;:kv, is .. `.,:++.:: ,......:. .... ,4,..--___—____,____,_. _ _%!'>..__.r — 32 31 30 29 28 27 26 25 24 23 22 21 20 19 18 17 3x6 FP= 3x3 = LOADING(psf) TCLL 40.0 TCDL 10.0 BCLL 0.0 SCOL 5.0 SPACING- 2-" Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code FBC2014/TPI2007 CSI. TC 0.08 BC 0.01 WO 0.03 Matrix) LUMBER - TOP CHORD 2x4 SP No.2(Oat) BOT CHORD 2x4 SP No.2(Oat) LOAD CASE(S) WEBS 2x4 SP No.3(fial) Standard OTHERS 2x4 SP No.3(8at) BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 17-10-4. lb) - Max Uplift All uplift 100 lb or less at joint(s) 17 Max Grav All reactions 250 lb or less at joint(s) 32. 31, 30. 29. 28. 26, 25. 24, 23, 22, 21. 20, 19. 18 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (9) 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 17. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) 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. 9) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form. DEFL. in (loc) Well Ud Vert(LL) n/a n/a 999 Vert(TL) n/a - n/a 999 Horz(TL) -0.00 25 n/a n/a PLATES GRIP MT20 2441190 Weight: 81 lb FT = O%F, 0%E wt•rrx m..r`4rnatna6t'mttrrlueurteermmnetnw(molramutmt'r. r.rgr..r.r,rr,.term,e o*vlterrte.11 arr.ea,ofra...wue.wm+.rm,4 aUu.vfenodr.,drrls w,d,,n.nlnit ra.fMcAtq.grw.work.u errrnsr.rim'wgrrr*dr.y,mw.d.rnlq,.rtnrlr.wnwr Wrmwrp I AndwyT.TomboIII, P.E. r... arur.ray rmr.urg4ro...rh.nrrn or.trot,ry...rraera,r<rrdY6 Wr011M1gW/rl rgWa rinn.lrrr..eaae.owrr orrr,.r.rge 18=3 rlrortr rrrtr.xr ue,uwr rtsrrrrm,rrran.rrrrrtwr.rter,rre rloelryrpmrouo,w.dr.. qua,r y.unmrar,.rtnorw.,rorery..rNm..re...rw 4451 St. Lude BWd. a.. rrrrgrtower..ydpr,.r.ttrruwp4r.uolrrrarey...l..fpnl..arremr eq rd.noaK+d nu. fat Platte, FL 34416 gpyM011111• IGdtnvn-ArOrgI.IrMm,rt te'Yairdnelrra.isay Ism nrrd-W.Awrdie .ianfnrriwhal•1lwllm,n-AMay1.took III. r1 Job Truss Truss Type Oty RYAN HOMES A0529354 XRSSRBLM FL02 Floor g PIY Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946. design®aItruss.com 0-1-8 H i 2-0-0 3x6 = Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 11 06:47:18 2016 Page 1 ID:(XMofrMaVb927FFUeY3_NdzegNj VUOGS365FgDlzbzDGIBWx17Hq_2C3Yes81EOSRyUaP7 2-3-8 3x4 = 3x4 = OHO Dead Load Dell. = 1/8 in 3x6 FP= 3x6 = 3x6 = A 7 a 9 3x4 = 3x8 MT20HS FP-- 3x6 = 3x8 = 3x8 = 18-5-0 1A-5-0 Plate Offsets (X Yl— 1 •Edge 0-0.121 f4.0-1-8 Edael 5:G-1-8 Edael 10:0-3-8 Edael f11.0-1-12 Edael f17:0-1-8 0-0-121 I18:0-1-8 0-0-121 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) 0.32 11-12 685 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.83 Vert(TL) 0.46 11-12 473 240 MT20HS 187/143 BCLL 0.0 Rep Stress Iner YES WB 0.64 Horz(TL) 0.07 10 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 92 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) SOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10 = 980/0-3-8 (min. 0-1-8) 16 = 992/0-7-4 (min. 0-1-8) Max Grav 10 = 980(LC 1) 16 = 992(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3061/0, 3-4=3061/0, 4-5=3668/0, 5-0=-3108/0, 6.7=-3108/0, 7-8=-3108/0 BOT CHORD 15-16=0/1837, 14-15=0/3668, 13-14=0/3668,12-13=0/3668, 11-12=0/3668,10-11=0/1908 WEBS 8-10=2081/0, 2-16=2031/0, 8-11=0/1326, 2-15=0/1352, 7-11=-300/9,3-15=-296112, 5-11=-911/0, 4-15=-94710 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each thus with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard w.1.n.r.hm..r•trraaiouafwoYanuiwnrteaocemrupatryuaaawt rr. am.r..r rr,..tr roarn.Pelrrteyr rr e,tter.,1r. ut...ar.rio.i rOt/tdrarrrno kd+ut`ntr t ry..lpwa slrW gr igmm aq.i/r r.^q a rprr ruFumrpr rdM.d tl.l rynp ryarrnrrq Anthony T.Tambo111,P.E. t r.er r urryr.rykr.ynrgerr...ra..rt.rmrer.rWryle.,.ratn rKra rrrrr rtAl rgr.dlrnlr wm/rlm-"Whj .srrr AerrwYn:y1 080083 rweerq..resta uma-rrprr r n r tq.rftgr slrttlr rth r>sln.ur r* M1r rnrny aai r rt rhn rp,rnroeq.lmtrra.,+n 4451 St. We Blvd. wr.,er+y.c+,a+rr.rlhAr.re.er irrury.ra..sarrwryrur,.buhmtM ew smirtrr u-e.IRl Fort Plerce, FL 34946 MpitM0M16-Ihaittetut•AA-ILIabMCI. feprwtiedonW ra,o.ryMaitptYl'ae1 A nt1r-akrNrdxirhN{II-Ilutut•IArryf.luatra,Fi. Job Truss Truss Type aN HOMES XR5SRBLM FL03 GABLE jPtY IRYAN A0529355 Job Reference (optional) r nuur r nuaaca, run r r¢RCE. FL .Avaao, aesigntgaiwss.com Run: 7.620 s Apr 3U 201 S Ynnt. 7.640 S Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:47:18 2016 Page 1 g ID:IXMofrMaVb?Z7FFUeY3_NdzegNj-VUOGS365FgDlzbzDGIBWxl7OU kG3h1sBIEOSRyUaP7 1 I 1--1 12x411 2 3 4 5 6 11 10 9 8 7 FL{rH 3x6 = LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.38 Vert(LL) n/a - n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.12 Vert(rL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr NO WB 0.13 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 29 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) SOT CHORD 2x4 SP No.2(flat) Standard WEBS 2x4 SP No.3(flat) 1) Dead + Floor Live (balanced): Lumber OTHERS 2x4 SP No.3(flat) Increase=1.00, Plate Increase=1.00 BRACING- Uniform Loads (plo TOP CHORD Vert: 7-11=-10. 1.6=-391 Stnrctural wood sheathing directly applied or 54-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10.0-0 oc bracing. REACTIONS. All bearings 5-8-8. Ib) - Max Grav All reactions 250 lb or less at joint(s) 11 except 7=306(LC 1). 10=492(LC 1). 9=533(LC 1), 8=579(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-10=-497/0, 3-9=-519/0, 4-8=-556/0, 5-7=380/0 NOTES- (8) 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 1-4-0 oc. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 8) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER') ACKNOWLEDGEMENT- form. LOAD CASE(S) Standard FWftmon.r'sIrimN ritual amuaearlompeuua(troluafnlrrmrr. rryre r..+rrn.rr.reomrerrm Inolrrr Lrwau.rrmfr.ra Muio.rrN.rm,q rrrterwmAurer.l.rrbrrmur/rauqo,rr.rro.rrsrbrr.r.nrrr. r. u rk.. mmaoor.urs.wrrlr.rrnA rparrro,m.rrb,nl4aro. upr,,or1re.7 Arr, rhopr. w4dlr4r. rw. pa/.w1l.ewgu*arrs1. x. rr wmhV.mr.qr pr.r ry./4aMarpwuYua4nlnw a.. gdrrnrty neelnl gar4erdI. M.t aruI. rnr ng6c.unqrurorl.Mrnnelr t, nrnMqqu..n6.arylrgnutg i.w rrdrg.orwmu.,.a.rrym AndwyT. Tombo111. PP.E. tSM3 4451ktude6W. Pat Plerte, fL 34946aIglp02816A• ItdLnw- Adso11.lodeAUtgwwfmdAklrma.irallaanp k.Aa0.wmnre.nwbal•IlwlIfem-A.Or1.Ied&IIIt Job Truss Truss Type Oty Ply HOMES A0529356 XRSSRBLM FL05 Floor 5 1 IRYANJobReference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7 620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 11 06.47:18 2016 Page 1 ID:fXMof WVb?Z7FFUeY3 NdzegNj-VUOGS365FgDlzbzDGIBWxt7Hy_Z83WIsBIEOSRytJaP7 0-1.8 H 2-" 2-4-8 2-4-02i---4-0 -I 2-2-12 2-4-8 11 -6-12 1.1.8A-8 Dead Load Dell. = 5116 in 3x3 II 3x6 = 3x6 = 1.5x4 11 3x4 = 1.Sx4 II l. Sx4 II 3x3 II 3x4 = 3x6 FP= 3x8 = 3x6 = 3x4 = 3x3 = 3x6 = 23 22 21 20 19 18 17 16 15 14 3x8 = 3x8 = 3x3 = 1.50 II 3x6 FP= 3x10 = 1.50 II 1.5x4 II 3x6 = 3x8 = 12- 10-12 20-5-4 26-1-0 26 4$ n_ 3.A Plate Offsets KY)— - 12:0-2-12 Edae1 16:0-1-8.Edael 111:0-1-8,Edael.f14 0-1-8.Edael.119:0-2-8.Edael.123:0-3-8,Edael.124:0-1-8,0-1-81.125:0-1-8,0-1-81 LOADING( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) 0.54 21-22 445 360 MT20 244/190 TCOL 10.0 Lumber OOL 1.00 BC 0.83 Vert(TL) 0.85 21-22 284 240 BCLL 0.0 Rep Stress Incr YES WB 0.83 Horz(rL) 0.08 17 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 136 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 31(flat) *Except' T2: 2x4 SP No.2(flat) BOTCHORD 2x4 SP M 31(flat) *Except* 82: 20 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS. ( lb/size) 14 = 73/0-3-0 (min.0-1-8) 23 = 1035/0-6-14 (min. 0-1-8) 17 = 1740/0-3-8 (min. 0-1-8) Max Uplift 14 =- 114(LC 3) Max Grav 14 = 209(LC 4) 23 = 1047(LC 10) 17 = 1740(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=3383/0, 3-4=3383/0, 4-5=-3984/0, 5- 0=-3984/0, 6.7=2803/0, 7-8=-2803/0, 8- 9=-2803/0,9-10=0/1129, 10-11=0/1129, 11- 12=-166/290 BOTCHORD 22- 23=0/2059, 21-22=0/4051, 20- 21=0/3984,19-20=0/3984, 18- 19=0/1260, 17-18=0/1260, 16- 17=-290/166, 15-16=-290/166, 14- 15=-290/166 WEBS 10- 17=-254/0, 2-23=-2252/0, 9- 17=-2411/0, 2-22=0/1464, 9-19=0/1745, 4- 22=-738/0, 4-21=389/396, 11- 17=-1080/0,6-19=-1495/0, 12- 14=-217/392 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 114 lb uplift at joint 14. 4)' Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d 0. 131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS 8 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form. LOAD CASE(S) Standard q. lr r.M... r. i rl0lrueryWryanu ltm umocmm•lvrtrl4rl•urrsra. rnrru 1..r rr,.w rna,*a.rr r•r i.rs,rt rrma ss,. r u•uu ar.r n1.4 rld.. urarrrm w e+ r.Y s1•ThyQ,.1p u.rlrr.4nl mm w.r i r u.r.,errrhrrr ru*t. upon rr•q..mai.lr ax.•.irgrsn.erq Anthony T Tombo 111, P.E. r•. dw1. b.4"h%"W"dmm.rr..r,.rrdgWNftN"ry.•rrAlsRr[rrbid W&106rlM 880083 rodterq..tsaa- mar.rnlrrraer.r idrwytgsldgtrslWrrmharf[ra rorrAd r. agar.rnr,r r r,dr mr.,.erptrr,.rumwr.+o 4451 St. tude 8W. dr.rrerh. tr.e r4.•wrtMrpa.Hir6mrdrywdairrprdr.,.Af,s.urwegwyraMaw nrerer.mi Fort Pierce, FL 34946 GP0001114A-I Rut hnrs•A•Orgl.leA.IG,r},twetwiadiis6nra,ioybmaptA&W.dorkwionl.WWuhmkIlad lms•4MgI.tWm,r.l. Job Truss Truss Type Oty HOMES XR5SRBLM FL06G Floor Girder JPIY IRYAN A0529357 Job Reference (optional) a1.8 H2-1 3x3 11 4x12 = 1 y2 2 24 Sx10 = tun: 1.620 s Apr 30 2u15 Front: 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 1106 47:19 2016 Page 1 ID:1XMofrMaVb7Z7FFUeY3 NdzegNj-zgaegO7j07LcalYOgSiIT4gSdOuro7SOOP x_tyUaP6 1 1.Sx4 11 1. 51 II 3x4 = 1.5x4 II 3x4 = 3x6 FP_— 4x10 = 3 4r, 5 6 7 8 9 23 22 21 20 19 18 Sx8 = 4x6 11 3x6 FP= Sx10 = 2.0 0 1 2 1-0 0.4-8 Dead Load Defl. = 5/16 in 3x3 11 3x3 = 3x3 = 10 11 12 13 a 2r 216i 4 do 17 16 15 14 4x10 = 1.50 11 1.Sx4 11 26.1.2 20.5-4 24-7.9 26-0.22 20-54 4-2-4 1-4-10 31 LOAOING(pso SPACING- 2-0-0 CSI. OEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.81 Vert(LL) -0.48 22-23 >510 360 MT20 244/190 TCOL 10.0 Lumber OOL 1.00 BC 0.86 Vert(rL) -0.76 22-23 >321 240 BCLL 0.0 Rep Stress Ina NO WB 070 Horz(TL) 0.07 17 n/a n/a BCOL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 169 Ito FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 31 (flat) 'Except' NOTES- T2x4 SP 1(30 BOT CHORD 2xx 4 SP M 31(flat) *Except' 1) Unbalanced floor live loads have been considered 83: 2x4 SP Nflat'Ex for this design. WEBS 2x4 N ) 'Except' 2) All plates are 3x6 MT20 unless otherwise indicated. W2, W3: 2xx44 SSP PNo.2(flat) 3) Plate(s) at joint(s) 20 checked for a plus or minus 5 BRACING- degree rotation about its center. TOP CHORD 4) Plate(s) at joint(s) 25, 1, 24, 26, 27, 13. 8, 17, 10, Structural wood sheathing directly applied or 5-9-0 oc 14, 2, 9, 23, 19, 3, 7, 4, 6, 22, 5, 21, 12, 11. 16 and 15 purlins, except end verticals. checked for a plus or minus 0 degree rotation about its BOT CHORD center. Rigid ceiling directly applied or 6-0-0 oc braang. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 157 lb uplift at REACTIONS. (lb/ size) joint 14. 24 = 1663/ 0-3-4 (min. 0-1-8) 6)'Semi-rigid pitchbreaks with fixed heels' Member 17 = 1990/ 0-3-8 (min. 0-1-8) end fixity model was used in the analysis and design 14 = 5210- 3-0 (min. 0-1-8) Max Uplift of this truss. 7) Recommend 2x6 strongbacks, on edge, spaced at 14 =-157( LC 3) 10-0-0 oc and fastened to each truss with 3-10d Max Grav 0.131' X Y) nails. Strongbacks to be attached to 24 = 1672( LC 10) walls at their outer ends or restrained by other means. 17 = 1991( LC 9) 8) CAUTION, Do not erect truss backwards. 14 = 186( LC 4) 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 932 FORCES. (Ib) Ito down at 5-7-4 on top chord. The design/selection Max. Comp./ Max. Ten. - All forces 250 (lb) or less except of such connection device(s) is the responsibility of when shown. others. TOP CHORD 10) In the LOAD CASE(S) section, loads applied to the 2-3=- 6315/0, 3-4=-6396/0, 4-5=-5871/0, face of the truss are noted as front (F) or back (B). 5.6=- 5871/0, 6-7=-3823/0, 7-8=-3823/0, 8-9=- 3823/0, 9-10=0/1295. 10-11=011295, LOAD CASE( S) 11-12=-75/435 Standard BOT CHORD23-24=0/ 3637, 22-23=0/6519, 1) Dead + Floor Live (balanced): Lumber 21-22=0/ 5871, 20-21=0/5870 Increase=1.00, Plate Increase=1.00 19-20=0/ 5871, 16-19=0/15 Uniform Loads (plf) 17-16=0/ 1596, 16-17=-435/7 7 5, Vert: 14-24=10, 1-13=100 435!/5, 14 15= 435//5 Concentrated Loads (lb) WEEBSBS Vert: 3=- 852(F) 2-24=-3947/ 0, 9-17=-2984/0, 2-23=0/2951, 9-19=0/ 2463,3-23=-1064/0, 4-23=-134/ 541,6-19=2377/0, 4-22=1048/ 0,6-21=0/646, 12-14=-93/542, 11-17=1149/ 0 r•Irwrnplm..r- ruaalmtigfvluriarluruluuuocemla{lntrluoonlRarrr.umr.r..rnrr,.wln Ore.glnalr 4egl.IrRu4r.,u.4a.rrrurt..n.me.wmq Wu om/in nl4.rYlYIpn4M 1 rlmtla a/;1 rrPar tiv wqu ptlm w.egrrlYlw{.Iw'wq ywW¢YY4'rPlttlwj dw 4rdlwral$.ra Al. hko euw*ry4agrYrtrWl Anthony T Tomtp III, P.E. r rlrrn 1r1biYlpr,ey.vrl/rOne,O..,Y.rmd*..r4ayrmp,a%wn/r4varsrolrv w4rtnl b na1`nlrgw.r/ru.u.eyr.•..aerrag0a4wny.rq/ 0 60067lode fA lwlg4yw.lrsuuMmr.curt.r.emrpn/s4r rgsuurslwlr+raeMmrtaaor.er Plpr. al.rnywrr rw/r w, 'P''IanMpegw.rinnd tn..ro 4451 St. Blvd. rr.e ar.ry.rra•rquw yepwi.r Ir{w.4c}t*..erotruoe4up,.entS.owl w/g4alq Yayrcr uan r.ml. Fort Pierce, Ft. 34946 q}iIYIOMI{IIIWUnur• 1ArgLIuLm,rt. tgrradsdOiiMMwl,iaryMauptl'NW.raMahraMraduhwldledhKus•Ia4ryl.Iadam,fl. Job Truss Truss Type Oty HOMES A0529358 XR5SRBLM FL07G Floor Girder jPIY IRYANJobReference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.cwm Run: 7 620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:47:20 2016 Page 1 ID.fXMofrMaVb?Z7FFUeY3 NdzegNJ Rs60tk7LnRTTCv7cOAE_OICgVoKpXYM9e3'VWJyUaP5 1-3-0 3x3 0-" 3x3 = 3x3 = LOAOING(psf) SPACING- 2-0.0 CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.61 Vert(LL) 0.01 5-0 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 050 Vert(TL) 0.02 6 999 240 BCLL 0.0 Rep Stress Incr NO WB 031 Horz(TL) 0.01 5 n/a n/a BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 20 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 20 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 341-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 952/Mechanical 5 = 959/0-3-8 (min. 0-1-8) Max Grav 8 = 952(LC 1) 5 = 959(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD 2-9=-1086/0, 3-9=-1086/0 BOT CHORD 7-8=0/1086, 6-7=0/1086, 5-6=0/1086 WEBS 2-8=-1323/0, 3-5=-1323/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4)'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 slrongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-1Od (0.131' X 3') nails. Slrongbacks to be attached to walls at their outer ends or restrained by other means. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 7) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES ('SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (ptf) Vert: 5-8=10, 1-4=-350(F=-250) Concentrated Loads (lb) Vert: 9=-636 w q •Ihnraw u Y. r'u uorll tvuariamu Ix10A'OrIrrlUt(trll jxo9r.9irrA1'b 4Ar IrsY r.=.nr,r.u. dt.urtir}+omgrr raw r t..au mn.uwrn.. ra.a..m a.l.a ro,.4 erru..rFnodw.wrrnr.wwr hrAmrsa N.b htrrMruAswla.r stry.e rhrrnmrw.wlnps+rrrw.w rr.u.u nr.rtlt,..ul. d.vrer.Mwwrrenwrr Antlwy T. Tombo Ill. P.E. r..rr rmrw rae nrgrwe...wt nr.t...rrtir...smarm,r rrrsruyrrraido rrrsrqwMrrtm.>yr+a4..r.rwyadrr^.eyr BOOB] rwrr rrrar.neru.r.rrsrrrymrra,rrl lyt talYY.rg pWgQlrYuoA.drprpNmMnp.sYnrgrrr4w q.amkgyrrtaar..lu 4451SLLude81vd. r..m.rdti.rsawr r..•ghdrnnnraao urnr4 nolwow cwp..kohmta.rwl l ua.rraae.ed.nu. Fort Place, FL 34946 r tgpipr0ISM A-14dbnvi-Aa 1.IMMIII, K Ie 6WmdOelara.'sorb,ePd3hd460Aswanprcvwhm44IWlutus-AAalI lyd0,rt Job Truss Truss Type Ply RYAN HOMES XRSSRBLM FLOG Floor 10ty A0529359 Job Reference (optional) Al ROOF TRu55E5,1=oRT PIERCE, FL 34946. designoaltruss.com Run: 7 620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 M7ek Industries, Inc. Tue Oct 11 06:47:20 2016 Page 1 ID:fXMofrMaVb7Z7FFUeY3 NdzegN)-Rs80tk7LnRTTCv7cOAE OlCgcoG6XVj9e31YWJyUaP5 0-4-0 1-3-0 -" P&A22-1-0 1-10-0 2-" 0 jr Dead Load Den. = 1/16 in 30 = 3x3 II 5x6 = 1.5x4 II 3x4 = 1.5x4 11 1.50 II 30 = 3x6 FP= 1 2 3 4 5 8 7 a 9 to 3x4 = 3x3 = 11 17 1. 5x4 11 3x6 FP-— 3x8 = 1.5x4 11 1.5x4 II 3x4 = 20. 11-0 t1. 4{t 13-" l 20.5.12 11. 4b 13-4-8 6-9-4 1 Plate Offsets (X,YI— 11:0-0-2,Edgel,111:0-1-8,Edgel,114:0-1-8.Edgel,119:0-1-8,Edgel,124:0-1-8,0-1-81.125:0-1-8.0-1-81 LOADING( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0.60 Vert(LL) 0.16 20-21 976 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.73 Vert(TL) 0.25 20-21 649 240 BCLL 0.0 Rep Stress Ina YES WB 0.48 Horz(rL) 0.02 17 n/a n/a BCOL 5.0 Code FBC20141TPI2007 Matrix) Weight: 108 lb FT = 0%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 'Except' T2: 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) 'Except' 82: 20 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 1 = 716/0-3-8 (min. 0-1-8) 14 = 350/0-3-0 (min. 0-1-8) 17 = 1177/0-4-15 (min.0-1-8) Max Gray 1 = 736(LC 10) 14 = 368(LC 7) 17 = 1187(LC 9) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1- 2=761/0, 2-3=-758/0, 3-4=-758/0, 4- 5=-2089/0, 5-0=2089/0, 6-7=1858/0, 7- 8=1858/0, 8-9=-30/308, 9-10=-30/308, 10- 11=30/308. 11-12=-505/0 BOTCHORD 21- 22=0/1708, 20-21=0/1858, 19- 20=0/1858,18-19=0/1326, 17- 18=0/1326,16-17=0/505,15-16=0/505, 14- 15=0/505 WEBS 10- 17=-306/0, 1-22=0/1007,4-22=-1050/0, 4- 21=0/421, 5-21=-391/0, 8-17=-1462/0, 8- 19=0/848,7-19=-418/0, 12-14=567/0, 11- 17=-699/0, 6-20=-293/0, 6-21=-10/603 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4)' Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-" oc and fastened to each truss with 3-10d 0. 131" X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 7) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard uq.! t..rw n..r•lirlaroue(vutrlauu!!er{1101IraJ{mnbllRlrlllrWNli.arrb M4.yrbewwrnr.b wwrm r,yw.plrirr r rr.Srl rrMaw N aYuabuwwltlwhlll,wj atae rmwar rrrmbrwd a tmrty6a.l,.yuwb..trrw mwremwwy.rtnbu.r.e. b r!rwr ruFen timwrtta.R.rbint. trrybn.ne rgar.rwt Anthony T. Tombo III, P.E. rawGmryrYybtimpOiglr{.n,Y/.bi wlwbn ..rYh ky...ra.a r Rraraldr.b rlrlM a1 grnwlYMr.YY1u vim Al.i u.*..Wrrb.Jir ny.dq 60 087 rtayr. rtro u.urr.r0lrrpanrnrn.swrtl.e.rfrn!rsa!grrmhmrwn ar tn!awrnr rr rbr erbmrp.,tnnauptq..rtm m.,ao r. Lucie OW. a..brrrrrrra rTb."g4/brwbwbr Ir trm Mylt wnbrGlrfrblfup,. brbifwblybwtwrrYbl tlo)Wr unwMrbiM Pierce, FL 34946 gpytr0ltl{ A-14dlmut•AA I.IwLa,1.1. kr.IRaadeil6nwn,aalMailr.Yd'ael.bnMeme.rr.ndutrNA-14dLnrn•A I.Ird.0,/2. b Truss Truss Type Oty HOMES A0529360 R5SRBLMrX FL09G Floor Girder 1 PIY IRYANJobReference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, designCaltruss.com Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:47:20 2016 Page 1 ID:IXMofrMaVb?Z7FFUeY3 NdzegN}Rs80tk7LnRTTCv7cOAE OICi7oOXXZk9e31UWJyUaP5 1.5x4 II 1-3-0 3x3 = 0-5-4—I 9 I 2 3 3x3 = 10 1 4 1.50 11 l 1.50 11 1.5x4 11 7 6 5 3x3 = 3x3 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.50 Vert(LL) 0 01 6 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.19 Vert(FL) 0.01 5-0 999 240 BCLL 0.0 Rep Stress Iner NO WB 0.22 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 19 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 31(flat) WEBS 2x4 SP No.3(Oat) BRACING TOP CHORD Structural wood sheathing directly applied or 3-5-4 oe puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 cc bracing. REACTIONS. (lb/size) 8 = 1065/0-5-0 (min.0-1-8) 5 = 793/Mechanical Max Grav 8 = 1065(LC 3) 5 = 793(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-8=-547/0, 2-3=-783/0 BOT CHORD 7-8=01783, 6-7=0l783, 5-0=01783 WEBS 2-8=-948/0, 3-5-948/0 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Refer to girder(s) for truss to truss connections. 4)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 cc and fastened to each truss with 3-10d (0.131' X 3') nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 5-8=10, 1-4=-100 Concentrated Loads (lb) Vert: 9-747 10=-747 anp •Ir,.a..+e,... rYI r111 ulesrvuvlamu suer OaIIIRtertr(1pe'Irt07Raiaal'r. r.y r.t.r.m..r,r.tt,.ae4m teepaw,IPs;rr ur u..art.rao xrs.,,. w,.r..m rd.a m,r1 Nr,.rmoo.rrl„rrrrMob, 41it. Imboil bismit..fpol apaQY loillm ao rwanar.p..MaysAk"rbm**b WO bm war s 11111,4,r aW. hrl'A-P— rrsa r+M Mdany T. Tombo Ill. P.E. rwr n6mrgl, r erT.pr rr0.r.rCshWlr r.rr M,..raea/rl.M rtt,lfYEa,.sra1! h,lpwr/relrgWr rrT,..m,1rya,q,,.rrrrolarrrmr..rgr f80083 r rxgt epodfmar IIa,dMrr T drpOu,rl,YnrrMEf.Ife^riM YrO.I>Ri'IdNr4QIr1xl..dosrrp.dpd- 11141 lb, rnp.lYu dM.rr ew.ln¢r, r koI04 wrL,or,in..la 4451 St. Lude 81vd. Oa.loddrM.( rtlr)raw..,dIFdIAM,n/d@M,MYJ,lgr.601rfMIG1lA.. Mu1pu11purRlfYl tl.Alleeaaldd1, 011. Fort Pierce, FL 34946 r tgpipr01111A• 14dlmut-ArOrrl.lrk m,lt IeP.l.liad Air forms al on, i.poluliM.4 0do cn prd[tiuer L•I Roil Win- Mlar 1. teak m, IL Job Truss Truss Type ON Ply 1 IRYAN M HOMES 3x3 = 0 1 2 3 4 5 6 7 8 9 10 11 12 13 A 0126 CS tin' 1 1 1 1 1 • 1 1 rrn 1 1 1 1 c,J::;i a° , i, r.::ti°[:"o i': fi f. a ::f2 i'i'i.. irr. C:;ry,::fi'.':: '%'.>: r"'• is ;.,, 0 1 1 Iyy d 26 25 24 23 22 21 20 19 18 17 16 15 14 3x3 = 1.4-0 2.8-0 4-0-0 54-0 8.8.0 8-0-0 9.4-0 10-8-0 12-0-0 13-0 14-8-0 15-11-0 t-0 1 I1 1.d.A 1-dll 71Jt 1-dJ1 1 L. aJl Plate Offsets (X,Y)— 11:Edge.0.0-121,127:0-1-8.0-0-121,I28:0-1-8.0.0-121,129:0.1-8.0-0-121 130.0-1-8 0-0-121 LOADING(psf) SPACING- 2-" CSI. OEFL. in (loc) I/dell L/d PLATES GRIP TCLL 40.0 Plate Grip OOL 1.00 TC 0 08 Vert(LL) n/a n/a 999 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 001 Vert(TL) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) -0.00 15 n/a n/a BCDL 5.0 Code FBC2014lrP12007 Matrix) Weight: 72 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 20 SP No.3(Oal) OTHERS 2x4 SP No.3(ftat) BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticats. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-11-0. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24, 23. 22. 21. 20, 19. 18, 17. 16, 15 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable requires continuous bottom chord bearing. 4) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 5) Gable studs spaced at 14-0 oc. 6)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 7) 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. 8) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS d CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard q•M rmjh,•.r•4lrxttaeaf9uuiaaueterlOrllUrilnlG(1PR K1Ur.![[Rr• trrMgr..r.r•r.r.r umt•4a,..IPslrrearrl n.ar!lrr.1•rtrn•idaud.mor.rm,q rrru.•rryn rrrndrrnl•ww•r y umina4.W..rr Arw.trnln.,uyr rrrrnrr.Pw nrrny rruy ru 4 r rrs4,y.lht. hr ru.r...r4aavrrM Mtfan T. Tanbo III, P.E. I rm.•nruryOY•bic^irq/rOw.resin YLti r.rWyrqu.Yrme/r[.r[rrkrYlq Yrd11 h"de. ISM qWa/rMtl.lrl mr,.ort rYgdYWgn•nr. y se008] rwhlefl.rt..a. rr.mw r•rrsrr.mrprnrrwharrlegrr..pmlr•mIhgruuw.rr r IMrr rnge w rlmerrurq.,rar ywrtnou.ra...ru 4451 k Lude Blvd. a.r•rdh.o r • ^rlh •r•r,.ra h r Mpty..nai r w7 ay.. rn tpr Ipr r4 rcq uq Ldro• rr •ou e Ofllll•IlMlluttn-A W I IwM fl to •Aminddirl wn,e 1 an dd••d.Awdo ion li"ho44polurur AAa I Irwlb,rl FortPluce,Fl ]4946 Job Truss Truss Type Pb RYAN HOMES A0529362 XR5SRBLM FL12 FLOOR Oty q 1 Job Reference o tional At ROOF TRUSSES, FORT PIERCE, FL 34946, design@aItruss.com 0-1.8 H 1 2.6-0 11.50 II 1.5x4 = 1.5x4 = C914 E 313 0 Run. 7.620 s Apr 30 2015 Print- 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 11 06:47:21 2016 Page 1 ID:f XMofrMa Vb7Z7FFUeY3_NdzegNj-v3iP548zYlbKg3ioxtlDZVlg3CazGwOJtjT23myUaP4 I 2-5-0 0x8 Dead Load Den. = 1/8 in 1.50 II 3x6 = 1.5x4 II 3x4 = 3x3 II 3x6 = 1.50 = 2 3 4 5 6 7 ur ndoodle So doodle 3x4 = 3x6 = 1.5x4 II 3x6 = 15.11-0 15 11-0 3x6 = Plate Offsets (X Y)— ll:Edge 0-0-121 f4:0-1-8 Edgel 113:0-1-8.0-0-121,114:0-1-8,0-0-121,f15:0.1-8.0-0-121 LOADING(psf) SPACING- 2-" CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.68 Vert(LL) -0.35 10-11 >533 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.89 Vert(TL) -0.48 10-11 >387 240 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.05 8 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 79 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 852/0-3-8 (min.0-1-8) 12 = 858/0-7-4 (min. 0-1-8) Max Grav 8 = 852(LC 1) 12 = 858(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2529/0, 3-=-2529/0, 4-5=-2655/0, 5-0=-2655/0 BOT CHORD 11-12=0/1555,10-11=0/2655,9-10=0/2655, 8-9=0/1588 WEBS 6-8=-1742/0, 2-12=-1719/0, 6-9=0/1215, 2-11=0/1076, 5-9=371/0, 3-11=340/0, 4-11=-532/146 NOTES- (6) 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 s(rongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3-) nails. Strongbact(s to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. 6) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard m..r+iroatouafvl+tRaoacmrmaautmtwtvr uoaarRn+rr.nm..r.++rrW+aums#a.glnolrrm.riia0arirrm+rIre.,mrne..naw r rtus r psnerarram r+la a+a less kip h"0d.yzry.trr gN*db.*I., home rmq.—old hkynn.pnWare.Larrr Anthony T Tombo III, PE. raewt.+ srq hn„y.er ero..re.rrs.reds..sru4rnr..rrn retrirsre a+rrnudW.axrnlrwM.uxrtms.ags stu...01olood Adhb.ree 780083 tx.•n. r. rWyYprwleas u.mur.rtoerrAamr sese.w oamfagwrOvgr rshmrwa,aterpr rs arse stay.rasrmertnse,p.,tmsesptq.rinum..an 4451 St. Lude Blvd af.. x+aihxyaf..aapr..ger.+n0a1 tYt+Iros.4p..na91r MY a.r,. hq fi lap.gar etp me.uo YN.lal FOR Pierre, FL 34946 qp* 0 UW I IW finut • Ar6aq 1.laala 10, 0l. bpMmia ddishadow, out fwa is pallael maatM ainaar i++iaha A l lad haws • Aa4wy I. hold 11, F.I. Job Thus Truss Type Oty Ply RYAN HOMES A0529363 XR5SR8LM FL13 FLOOR 2 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com 0.1.8 H 1 2.6-0 1.5x4 II 1.50 = 1.50 = 3x6 = 1.5x4 11 1 2 3 Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 11 06:47:21 2016 Page 1 10:(XMofrMaVb7Z7FFUeY3 NdzegNi-v3iP548zAbKg3ox8DZVIglCbFGxgJyT23myUaP4 24-0 , 1-3-00 30 = 1.5x4 II 3x4 = 4 5 6 Dead load Oefl. = 118 in 1.5x4 II 5x6 = 141 Q Y 30 = 3x6 = 1.5x4 11 3x4 = 4x6 = 15-7-0 15-11,-0 15-7-0 4 Plate Offsets (X Y}- 1:Edge 0.0-121 f4:0.1-8 Edgel 19:0-1-2.Edge1.112:0-1-8.Edge1.116:0-1-8.0-0-121.117:0-1-8.0.0-121 LOADING(pso SPACING- 2-0.O CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.67 Ven(LL) 0.29 13-14 643 360 MT20 244/190 TCOL 10.0 Lumber OOL 1.00 BC 0.80 Ven(rL) 0.41 13-14 446 240 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.04 9 n/a n/a BCDL 5.0 Code FBC2014frPI2007 Matrix) Weight: 78 lb FT = 0%F, O%E LUMBER - TOP CHORD 2x4 SP M 30(flat) 'Except' T2: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15 = 847/0-6-14 (min. 0-1-8) 9 = 84710-3-8 (min. 0-1-8) Max Grav 15 = 847(LC 1) 9 = 847(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=2479/0, 34=2479/0, 4-5=-2587/0, 5-0=2587/0, 6.7=-890/0, 7-8=-090/0, 8-9=-892/0 BOT CHORD 14-15=0/1530, 13-14=0/2587, 12-13=0/2587,11-12=0/2069 WEBS 2-15=-1692/0,2-14=0/1049, 3-14=335/0, 4-14=484/140, 9-11=0/1182. 6-11=-1303/0,6-12=0/859,5-12=-433/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) 'Semi-ngid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard r rimam+!af+NlRaouemuaueuimrorivrtDraarult arr wer"lrwosr..n r,r,.a#st.gM4dbSO" i ImWtirt.rrmuwra... 6MIO..aw.rie.• r6searM• udrnrrrm,ea n.tmsMylsp./..irmaitq..lrsd.gnlspas..ecer aser ur..m rgrreyeray tw.yorararua..au hry.w sV.rq rr rq AnttMy T. Tomto Ill, P.E. I. r4..Tw rgY Yr rry aYl rr.w.rOwl.dWY.lp r1,Y leN,Yr n/rRrf rrldr7rt.i.11M rRwr/rlA IyW.r rrm. C,grldp.sr d nl Ja rmpag4 80083 t.iro. rWg6sp Im 11.e...r1e.IrAad.l.a.n rYly4A.mlMlr rYdMhll1.11f/n,`ctlrpalrr•. 011.IInrny Yin Itlt/rhntrp,!m.plq.IMi ar/u,aYo 4451 St. Lucie81vd. ae. rarlyalrmpNpa..,grtaa s Md 1rku6a{.fq r4trWnehup,4.tfp 1.p+.!w.r Yap6Y uraYM.ilat. Fort Plerce, FL 34946 Wool111AAtadknset• Aa6ug1.lookIn,r1.teltel uaad6is6n an.iaagMaitpal44W"Msinnl rtssa600A11s=Iasws•A.6alLlookB,rA Job Truss Truss Type OtY HOMESXRSSRBLMFL15GFloor1JPIV1A05293fi4 AN Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com 0-1.8 H 1 2-" 3x4 = Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 11 06:47:22 2016 Page 1 1 D:fXMofrMaVb727FFUeY3_NdzegNj-N FGnIO9c12jBRDG7VbGS5iFtwEcuA71rS6NCbbCyUaP3 2-2-8 1-3-0 G1 Dead Load Dee. = 114 in 23 d 3x6 = 5x8 = 3x6 II 4x6 II 3x6 FP= 7x6 II 4x8 = LOAOING(psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1.00 TCOL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC2014frP12007 LUMBER - TOP CHORD 2x4 SP M 30(flat) *Except* Tt: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 = 1605/0-3-8 (min. 0-1-8) 20 = 120110-7-4 (min.0-1-8) Max Grav 11 = 1605(LC 1) 20 = 1201(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4037/0, 3-4=-4037/0, 4-5=-4037/0, 5-6=-5460/0, 6-7=-5460/0, 7-8=-4661/0, 8-9=-4661 /0 BOT CHORD 19-20=0/2288, 18-19=0/2272, 17-18=0/5460,16-17=0/5460, 15-16=0/5679,14-15=0/5679, 13-14=0/5679, 12-13=0/3085, 11-12=0/3107 WEBS 9-11=-3440/0, 2-20=-2529/0, 9-13=0/1998, 2-18=0/1916, 8-13=-853/0, 7-13=-1110/0, 5-18=-1737/0. 7-16=-729/170, 5-17=0/462, 7-14=0/295 NOTES- (11) 1) Unbalanced floor live bads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) Plate(s) atjoint(s) 15 checked for a plus or minus 5 degree rotation about its center. 4) Plate(s) at joint(s) 21, 22, 1, 11. 23, 10. 4, 9, 20, 2, 13, 18, 8, 3, 7, 5, 16, 17, 6 and 14 checked for a plus or minus 0 degree rotation about its center. 34 II CSI. OEFL. in (loc) I/defl L/d TC 0.97 Vert(LL) 0 38 14-16 6083 360 BC 0.95 Vert(TL) 0.6114-16 381 240 WB 0.95 Horz(TL) 0.09 11 n/a n/a Matrix) 5) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d 0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) Use USP MSH422 (With 10d nails into Girder & 10d nails into Truss) or equivalent at 15-9-4 from the left end to connect truss(es) FL09G (1 ply 2x4 SP) to back face of top chord. 9) Fill all nail holes where hanger is in contact with lumber. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 11) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form. LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 11-20=-10, 1-10=-100 Concentrated Loads (lb) Vert: 8=-693(B) PLATES GRIP MT20 244/190 0 aq 4 Weight: 117 Ib FT = 0%F, 0%E Iwo..Mm+.r•rtmo!warywrtarwernrrar etammrtir!tOxemmRwrr. Try.y r rr..r u.s*w..t{mlrrrs.trta Rrt ar.,unrs..0 rs„.mar.ru..y rUs ensrrarramrra u Ynsryr al,.!tuerry.s rrw IM pam•cgxn r ur. air rr ruFearpersrtal...aal na*w r iryore..erq Anthony T. Tomtio ill, P.E. ralbi.n gMagrr.ry.1r M,Yr.trAaYd*..rrarlry.,.r arx4reLMarrro/rry,BrlM rgrwllrlMrarW.ulMLm rx r tl.4..A/.rr.ar Jirrn Wt4 80087 ppo elldlnrny.rlrranlrYntrrpa,taorup ty*.r4nsr.rr. in rb"MM.rlyd. Yr.YMart*rr pr4 &tpiananaryraprtanrlAWft"parr byterm n,a.a rpad 4451 St. Wde Blvd. A..pfalr(ar r.a.hal rarnawH tr Ym ro f*wa191r1a ropy. bofAal r.ly Kl, tl.pl..uanWaDrl' Fat Pierce, Ft. 34946 r(MP7bmhl4Alladlmus•Aa6all. IWal1, l.1. tepamied6nMma,ualkmareli itd.6nMaionpteiuiahNAIlidImus•AN&MI.ladeM,rl. Job Truss Truss Type Oy RYAN HOMES XRSSRBLM FL16 Floor 2 jPIY A0529365 Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design®allruss.com Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc Tue Oct 11 06:47:22 2016 Page 1 I D:f XMo(rMaVb?Z7FFUeY3_NdzegNi-NFGnlQ9c121BRDG?V bGS5iH_Ecuo?LYS6NCbbCyUaP3 0.1-8 H 2-" o 2-11 1-3-001N8 Dead toad Dee. = 3116 in 3x4 = 3x6 = 30 = 3x6 FP-- 3x6 = f 9 3 A 5 A 7 A a to 3x6 = 3x8 = 3x3 = 3x8 = 3x6 FP= 3x6 = 19- 7-0 1 o_7s Plate Offsets (X,Y1— fl:Edoe.0-0-121. f2:0-2-12,Edgel. f4:0-1-8.Edue1, f9:0-2-12.Edgel. f18.0-1-8.0-0-121. f19:0-1$,0.0-121, f20:0-1-8,0-0-12) LOADING( psQ SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.72 Vert(LL) 0.41 13-14 563 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.91 Vert(rL) 0.62 13-14 374 240 BCLL 0.0 Rep Stress Ina YES WS 0.71 Horz(TL) 0.09 11 n/a n/a BCDL 5.0 Code FBC2014frP12007 Matrix) Weight: 97 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 30(flat) *Except' T2: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) 'Except' B2: 2x4 SP No.2(flat) WEBS 20 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. ( lb/size) 11 = 1054/0-3-8 (min.0-1-8) 17 = 1060/0-7-4 (min. 0-1-8) Max Grav 11 = 1054(LC 1) 17 = 1060(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=3335/0, 3-4=-3335/0, 4-5=-4159/0, 5. 6=-4159/0, 6-7=3380/0, 7-8=-3380/0, 8- 9=3380/0 BOT CHORD 16- 17=0/1980,15-16=0/4159, 14- 15=0/4159, 13-14=0/4072, 12- 13=0/2023,11-12=0/2023 WEBS 9- 11 =-2221/0, 2-17=-2189/0, 9-13=0/1500. 2- 16=0/1498,3-16=-291/43, 6-13=-765/0, 4- 16=1 154/0,6-14=228/548, 5- 14=-282f71 NOTES- ( 7) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 1.5x4 MT20 unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4)' Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10- 0-0 oc and fastened to each truss with 3-10d 0. 131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) CAUTION, Do not erect truss backwards. 7) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS 3 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form. LOAD CASE(S) Standard r4. r r rrw.r!nnr4a.1!elrr i!r Rrle rmtrrr,.. rn,rn.n,mr.r!ar rtaa. rp rtrwrrlll.ui u.rmryyrp,.troe!!y.str r.In em..c xrlwur.m rgrrr xr µun,aprerol.a..ral nha n..P.r[rr.rrr AnthonyT. Tomta III, P.E. rnlr iwurlYYlhrvynOAq rly.rMh.rmA.rYl,le.}.,.rht.AlrlCYtirr dbda""bo MI. nrlralr.Wa/row. rr,drr Y.*..0/rrhnf JAhrn niy4 780083 tr.1. M.rim..r•urootouttivmrlar!!!muwrcKmm.tsgtrixmlruwu rr. rrweq. rtrar umar.rurrl,mtr erw cMmvq!r.rAgrrmhmrwn,r.ur, al.enrnywranrunxr mr..lwrapte.erun,arw.wm 4451 St. Lode OW. w.. n hrrhare re...hA wsrt.ew,l u u'whWlrtgro.,.Yiuf.a.hpw gM4tlorOA ttonW.!R! Fort Plerce,FL 34946 gri& 0 Nit A•I lulhrsfe• Amway 1.labor,Fl. le>t.l.!ia d W44mmeu ui hn, a MoLiW don!resinaiwWs+ir6» A I helli"m-Ar6W L fide A 11. Job Truss Truss Type ab Ply HOMESXRSSRBLMFL17Floor21A0529366 AN Reference o tional Ai rtuur i rruaaca, run i mcrtt c, rL. .rgvgo. Gesign aka nruss.cum 0-1-8 H 1 2$-0 1.5x4 II 1.50 = 1.5x4 = 3x6 = 1.5x4 11 t 9 1 0 dt 1 d Run: 7.630 s Jul 28 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:47:23 2016 Page 1 ID:(XMofrMaVb?Z7FFUeY3 NdzegNj-rRp9WmAE4Mrl3Mr83lnhewgAp?FzkplcK1y97eyUaP2 21— —0'' 2 1-11--3-0 30 = 3x4 = 1 5x4 II 3x6 FP -- A 5 a 7 Dead Load Dell. = 3116 in 1.50 II 3x6 = 3x3 II a 9 10 4Y 3x6 = 3x8 = 3x8 MT20HS FP-— 3x3 = 3x8 = 3x6 = 1.5x4 II Plate Offsets (X Y)— 11:Edge 0.0-121 12:0-2-12.Edcel. (4:0-1-8.Edael.19:0-2-12.Edg-el, 18:0-1-8.0-0-121.119:0-1-8.0-0-121 LOADING(psf) SPACING- 2-0.0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.66 Vert(LL) 0.36 12-13 636 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.85 Verl(TL) 0.55 12-13 413 240 MT20HS 187/143 SCLL 0.0 Rep Stress Ina YES WB 0.70 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code FBC2014/rP12007 Matrix) Weight: 96 lb FT = 0%F, 0%E LUMBER - TOP CHORD 2x4 SP M 30(flat) *Except* T2: 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 = 1045/Mechanical 17 = 1045/0-7-4 (min. 0-1-8) Max Grav 11 = 1045(LC 1) 17 = 1045(LC 1) FORCES. (Ib) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3275/0, 3-4=-3275/0, 4-5=-4049/0, 5-6=-4049/0, 6-7=-3314/0, 7-8=-3314/0, 8-9=-3314/0 BOT CHORD 16-17=0/1949,15.16=0/4049, 14-15=0/4049,13-14=0/4049, 12-13=0/3979,11-12=0/1992 WEBS 9- 11 =-2193/0, 2-17=-2154/0, 9-12=0/1 46 1. 2-16=0/1467, 3-16=-291/30, 6-12=-736/0, 4-16=1086/0, 6-13=241/510, 5-13=256/83 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Refer to girder(s) for truss to truss connections. 5)'Semi-rigid pitchbreaks with fixed heels" Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d 0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS 8 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard Off ll MMU91PAW Ri tm -gamau . wu..a mr rIt0.4 IMOMWfmmr.rrral i.r AndwyT.TomtaIII, P.E. rr rrt,rgrr rr mrr4ro,rQrh'Yltlp rrtl i*.rtra rQr rrlrYn,lyrllnh wl rllrgWa r6rtl rt rg1.1.rYgOirr fYll/ stW083 taaq•Irymr Ma*.r' N rrxgrgrrrr s.u rr rorrnm r4rrrptr*txelAr r rralrymrlwwavrrper ra qurnrny mrr rerrerow uarr.,oerytywrum .u.+u 445t 5L ude Blvd. r rrgrtra rq. rIry R+n.r+A M omr poq..0 rn r auu ate.. Lwrtrm tP q l ugCAeoralhd IIN. Fart Pierce, R. 34946 t n+001116 A4 tr lntai-Amrl 1. lyd Ill t 1. It drird aithrn. irr l a n'tlirl.Cbn6r amaprttiw 6a l•I hd 4nut• AAMr I.ImM 0,11 Job Truss Truss Type N PNRYAN HOMESXR5SRBLMFL19FloorF1A0529367 Job Reference o tional Al ROOF TRUSSES. FORT PIERCE, FL 34946. design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:47:23 2016 Page 1 IO:fXMofrMaVb1Z7FFUeY3_NdzegNj-rRp9WmAE4 Mrl3Mr83lnhewgAf?FvkpReK 1 y97eyUa P2 2.6-0 2-" F 2.1.2 I f 1-3.00 Dead Load Dell. = 3116 in 3x3 = 3x3 II 3x6 = 1.Sx4 II 3x6 FP= 1.50 II 3x4 = 1.5x4 II 3x6 = 3x3 11 1 2 3 4 5 R 7 R a .n 17 16 15 14 13 12 11 3x6 = 3x8 = 1.Sx4 II 3x3 = 3xl2 MT20HS FP= 3x8 = 3x6 = 18-10-2 Plate Offsets (X,Y)— 12:0-2-B.Edgel,(9:0-2-8,Edgel,112:0-3-0.Ed0el,116:0-3-8,Edoel LOADING(psf) SPACING- 2-" CS1. OEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0 67 Vert(ILL) 0.35 12-14 639 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 SC 0.86 Vert(TL) 0.54 12-14 413 240 MT20HS 187/143 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code FBC2014/TPI2007 Matrix) Weight: 95 lb FT = 20%F, 11%E LUMBER - TOP CHORD 2x4 SP M 30(flat) 'Except' Tt: 2x4 SP No.2(flat) SOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 104W oc bracing. REACTIONS. (lb/size) 17 = 1023/Mechanical 11 = 1023/Mechanical Max Grav 17 = 1023(LC 1) 11 = 1023(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3188/0, 3-4=-3188/0, 4-5=3188/0, 5-0=-3859/0, 6-7=-3859/0, 7-8=-3221/0, 8-9=3221/0 BOTCHORD 16-17=0/1944,15-16=0/3859, 14-15=0/3859,13-14=0/3830, 12-13=0/3830,11-12=0/1945 WEBS 9-11=-2141/0, 2-17=2140/0, 9-12=0/1411. 2-16=011376, 3-16=-252/58, 7-12=-073/0, 5- 1 6=- 100510. 7-14=-263/458 NOTES- (6) 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)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES ('SELLER), GENERAL TERMS 8 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard baylWur.mY.r•u07taSi4ryu amutxlettoarUatnrt.j7lOjuopeJimrr. arlkq p.le r r rite tanlyfiw QR,rrrwt le4,lf ErolMMrn... Wu6.r ml.riNq r111lirYri rr wdrrA.Yrl U.t+nlrrPf*ap..flog[4qr./•wRr.gran•uyrrlY/iw apwlnyrtYrrraYP ru/.iatlratl.rlr,aa aµrtn nabr rrr sr,rrlp a nY T. Ell, P.E. rmOft mt-Vb"arw4wA"drem,re..n.e.e..p.r ree...ra.a.rr,rrrridrey-rrnu Irq.r.rtsr.gwuxrt.a.drt.rq.rrr.gaerr mr' 80083 eooe3r rlrrkgrrfrati Reruaarrirrtrsnalrdr rw4trrs•idgr.rpOlNkrhmrwoiai.drp dpdm nullnf.n4.srnrtwnsru.ro,.. onorgt.rtnorrsa.ru ISt. rude a.rar .Erb r4.a.xalsdlr.r.a.t 1 rula t4rxxula tps 1171ri1la.,alan 4pm.wl OwrhtlraaarraON. Fort fartPlate, FL34943494 6plryrOt11111Udknsef•Amnfl. IrMO,Ii. rer.laiudeit4wn.call.rnp10re1.dbuMaaale.i riwhrl•irwl4nut•Adk.11.l.sl,O,It Job Truss Truss type ally Ply HOMESXR5SRBLMA0529368 FL20 FLOOR 6 AN Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.630 s Jul 28 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06.47:23 2016 Page 1 ID:fXMofrMaVb?Z7FFUeY3 NdzegNj-rRp9WmAE4Mrl3MrB3lnhewg6O?HZkrWcK1y97eyUaP2 2.6.0 2-" 2-2< 1-3.0 8:4 3x6 = 1.5x4 II 3x3 = 1.5x4 II 3x4 = 9 3 4 5 6 Dead Load Dell. = 118 in 1 5x4 II 5x6 = 7 8 9 15 14 13 12 11 10 3x6 = 3x6 = 1.5x4 II 30 = 4x6 = 4 LOADING (pso SPACING- 2 0 0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.95 Vert(LL) 0.24 13-14 744 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.00 BC 0.75 Vert(TL) 0.34 13-14 518 240 BCLL 0.0 Rep Stress Incr YES WB 0.54 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code FBC2014frP12007 Matrix) Weight: 76 lb FT = 20%F, 1196E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 20 SP No 3(flat) BRACING - TOP CHORD Structural wood sheathing direly applied or 2-2-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 15 = 815/Mechanical 9 = 815/0-3-0 (min.0-1-8) Max Grav 15 = 815(LC 1) 9 = 815(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2336/0, 3-4=2336/0, 4-5=2406/0. 5.6=2406/0, 6-7=-853/0, 7-8=-853/0, 8-9=-855/0 BOT CHORD 14-15=0/1495, 13-14=0/2406, 12-13=0/2406,11-12=0/1966 WEBS 2-15=-1646/0,2-14=0/930,3-14=295/0, 4-14=-423/163, 9-11 =0/1 133. 6-11=1230/0, 6-12=0/747, 5-12=362/0 NOTES- (7) 1) Unbalanced floor live loads have been considered for this design. 2) Refer to girder(s) for truss to truss connections. 3)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 6) CAUTION, Do not erect truss backwards. 7) WARNING - Please thoroughly review lhe'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard e,•rr.e..M...r•uaan sf'iamulaermum smnr tirolcutmrr. whrav r rr,.r,anrq aPalraem.lu..arecs oolruenM.rrra..rmarm.4 wru.s marM.x+rrel.kri a u.ntrcatq..p..yalrhpnlrurwglll.q.aq.nrrdnar..ingmfMrrrJ[rrru/rhui W.rtlt,srnu. hrynralmrs auN Anthony T. Tombo III, P.E. rmrahnrgrr ermr.+=rrroa.,rc r.rc+a•r l..r+...r.r,rra,rrrrrrreq rrinr n,anrrrtsrgrrurrl..4y.r ae1,•ai..rryrrrr ry.eYrr Jr 80003 um"bW rarti dal'r'rrrUlrrrunr nrrrrrt.legr r.ruwgmruuo rt.ryr r a+rr r.y.ar rrr rrn,.ry.,lnougtq..rt rro..,dr 44515L Lude Blvd d..Mrh radgrq.r.alhdrrr nr+ld6 uM*bF.rUIrrM1OxA.r6mhur6psrgMud IrgrEirar aAAfl.aH Fan Pierce, FL 34946 qtorro01116A•1brllntaf-Aam1.lambs III, U 4r.haiMdeklr.wr.uglrakpdAhd-0060Will" FMIiui»6aA•IIrdIMlvf AaMll.labs0,11. Job Truss Truss Type Oty Pb RYAN HOMES , XR5SRBLM FL21GE GABLE 1 1 A0529369 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design®altruss.com Run: 7.630 s Jul 28 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:47:24 2016 Page 1 ID:fXMofrMaVb7Z7FFUeY3 NdzegNj KeNXj6BsrgzuhWONd01wA8NUZPoMTOglZhhif4yUaP1 It 4 1 1 •' 1 1 ` 1 1 1 1 1 1 1 . 1 1 1 1 1 1 II s.. LOADING(psf) SPACING- 2-" TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCOL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-5-14. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24. 23, 22, 21. 20, 19. 18, 17, 16, 15 FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard 22 21 20 19 18 17 3:3 = 6.8.0 8.0-0 9-0 108-0 12-0-0l 1-0 + Vo 1-4-0 1-4-0 CSI. DEFL. in (loc) Well ;L/.dTC0.09 Vert(LL) n/a n/a BC 0.01 Vert(TL) n/a - n/aWB0.03 Horz(TL) 0.00 18 n/a Matrix) 0 Y 16 15 14 PLATES GRIP MT20 2441190 Weight: 69 lb FT = 20%F, 11%E ti'el•Irurm/gnh.r'411Yip188(411lT1 Ne41lEea 9lARfeRajti'UjK 1LLlrmrta lab typrau aJtiabaaliau teo tmyllli.Irldwl.lai41 NnaolYalAl.. nau6.r arl.rip,ab atru.yrynarwwdrral.wwil..umrvr5n.a..yayhPµrw.weln.w..rNn.pgo swlrr.yar.ylrualdd.rr>t.a11116nrtl a uutlY1 Anttan T.TamtaIII, P.E. dmawarwerrqurnr.mgaro,real.rc.P+.rAe r.r...rdm ra.r.rdrawrrnu.lr.aarla w r rl..>y..tid y..rrrwwerrr.gn.yi T r80083 rlmlayrrranueu.r.rlarrrmlrprraarrr t.1.rtigr.rrtt>tll lgtaruuonw,rrrr.aatwrrl num..oyreu.rrrlarmurv:.,rnnr wywWumermr.,w 44515t Lucie Blvd. da.tr Mdh./d gaA aa mesh dpa.aaaA d rulaphlrra0l r IMA Ayr.. rnnfpr4pw rw Mr4 a/a!d r w a Malallll. tgpilMONISAIbit houn-AdA f11uMm,I.LlipWriindeithrartLiioflea,it 11iel-Awfiead aaiuirhwAltrllam.Wu11.Ild.Qf,/t fvtPlerf>e, fL 34948 It 4 1 1 •' 1 1 ` 1 1 1 1 1 1 1 . 1 1 1 1 1 1 II s.. LOADING( psf) SPACING- 2-" TCLL 40. 0 Plate Grip DOL 1.00 TCDL 10. 0 Lumber DOL 1.00 BCLL 0. 0 Rep Stress Incr YES BCOL 5. 0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15-5-14. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24. 23, 22, 21. 20, 19. 18, 17, 16, 15 FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5)'Semi- rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0- 0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (- BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE( S) Standard 22 21 20 19 18 17 3:3 = 6.8. 0 8.0-0 9-0 108-0 12-0-0 l 1-0 + Vo 1-4-0 1-4-0 CSI. DEFL. in (loc) Well ;L/.dTC 0.09Vert(LL) n/a n/a BC 0. 01 Vert(TL) n/a - n/aWB 0.03Horz(TL) 0.00 18 n/a Matrix) 0 Y 16 15 14 PLATES GRIP MT20 2441190 Weight: 69 lb FT = 20%F, 11%E ti'el• Irurm/gnh.r'411Yip188(411lT1 Ne41lEea 9lARfeRajti'UjK 1LLlrmrta lab typrau aJtiabaaliau teo tmyllli.Irldwl.lai41 NnaolYalAl.. nau6.r arl.rip,ab atru.yrynarwwdrral. wwil..umrvr5n.a..yayhPµrw.weln.w..rNn.pgo swlrr.yar.ylrualdd.rr>t.a11116nrtl a uutlY1 Anttan T.TamtaIII, P.E. dmawarwerrqurnr.mgaro,real.rc.P+.rAe r.r...rdm ra.r.rdrawrrnu.lr.aarla w r rl..>y..tid y..rrrwwerrr.gn.yi T r80083 rlmlayrrran ue u.r.rlarrrmlrprraarrr t.1.rtigr.rrtt>tll lgtaruuonw,rrrr.aatwrrl num..oyreu.rrrlarmurv:.,rnnr wywWumermr.,w 44515t Lucie Blvd. da.tr Mdh./d gaA aa mesh dpa.aaaA d rulaphlrra0l r IMA Ayr.. rnnfpr4pw rw Mr4 a/a!d r w a Malallll. tgpilMONISAIbit houn-AdA f11uMm,I.LlipWriindeithrartLiioflea,it 11iel-Awfiead aaiuirhwAltrllam.Wu11.Ild.Qf,/t fvtPlerf>e,fL 34948 1 1 •' 1 1 ` 1 1 1 1 1 1 1 . 1 1 1 1 1 1 II s.. LOADING(psf) SPACING- 2-" TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCOL 5.0 Code FBC2014/TPI2007 LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No. 3(flat) OTHERS 2x4 SP No. 3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. All bearings 15- 5-14. lb) - Max Grav All reactions 250 lb or less at joint(s) 26, 14, 25, 24. 23, 22, 21. 20, 19. 18, 17, 16, 15 FORCES. ( lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. NOTES- (7) 1) All plates are 1.5x4 MT20 unless otherwise indicated. 2) Gable requires continuous bottom chord bearing. 3) Truss to be fully sheathed from one face or securely braced against lateral movement ( i.e. diagonal web). 4) Gable studs spaced at 1-4-0 oc. 5)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131' X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE( S) Standard 22 21 20 19 18 17 3:3 = 6.8. 0 8. 0-0 9-0 108-0 12-0-0 l 1-0 + Vo1- 4-0 1-4-0 CSI. DEFL. in (loc) Well ;L/.dTC 0.09 Vert(LL) n/a n/a BC 0.01 Vert( TL) n/a - n/aWB 0.03 Horz(TL) 0.00 18 n/a Matrix) 0 Y 16 15 14 PLATES GRIP MT20 2441190 Weight: 69 lb FT = 20%F, 11%E ti'el•Irurm/gnh. r'411Yip188(411lT1 Ne41lEea 9lARfeRajti'UjK 1LLlrmrta lab typrau aJtiabaaliau teo tmyllli.Irldwl.lai41 NnaolYalAl.. nau6.r arl.rip,ab atru.yrynarwwdrral.wwil..umrvr5n. a..yayhPµrw.weln.w..rNn.pgo swlrr.yar.ylrualdd.rr>t.a11116nrtl a uutlY1 Anttan T.TamtaIII, P.E. dmawarwerrqurnr.mgaro,real.rc.P+.rAe r.r...rdm ra.r.rdrawrrnu.lr.aarla w r rl..>y..tid y..rrrwwerrr.gn.yi T r80083 rlmlayrrran ue u.r.rlarrrmlrprraarrrt.1.rtigr.rrtt>tll lgtaruuonw,rrrr.aatwrrl num..oyreu.rrrlarmurv:.,rnnr wywWumermr.,w 44515t Lucie Blvd. da.tr Mdh./d gaAaameshdpa.aaaA d rulaphlrra0l r IMA Ayr.. rnnfpr4pw rw Mr4 a/a!d r w a Malallll. tgpilMONISAIbit houn-AdA f11uMm,I. LlipWriindeithrartLiioflea,it 11iel-Awfiead aaiuirhwAltrllam.Wu11.Ild.Qf,/t fvtPlerf>e,fL 34948 0 Y 16 15 14 PLATES GRIP MT20 2441190 Weight: 69 lb FT = 20%F, 11%E ti'el•Irurm/gnh.r'411Yip188( 411lT1 Ne41lEea 9lARfeRajti'UjK 1LLlrmrta lab typrau aJtiabaaliau teo tmyllli.Irldwl.lai41 NnaolYalAl.. nau6.r arl.rip,ab atru.yrynarwwdrral.wwil..umrvr5n.a..yayhPµrw. weln.w..rNn.pgo swlrr.yar.ylrualdd.rr>t.a11116nrtl a uutlY1 Anttan T.TamtaIII, P.E. dmawarwerrqurnr.mgaro,real.rc.P+.rAe r.r...rdm ra.r.rdrawrrnu.lr.aarla w r rl..>y..tid y..rrrwwerrr.gn.yi T r80083 rlmlayrrran ue u.r.rlarrrmlrprraarrr t.1.rtigr.rrtt>tll lgtaruuonw,rrrr.aatwrrl num..oyreu.rrrlarmurv:.,rnnr wywWumermr.,w 44515t Lucie Blvd. da.tr Mdh./d gaA aa meshdpa.aaaA d rulaphlrra0l r IMA Ayr.. rnnfpr4pw rw Mr4 a/a!d r w a Malallll. tgpilMONISAIbit houn-AdA f11uMm,I.LlipWriindeithrartLiioflea,it 11iel-Awfiead aaiuirhwAltrllam.Wu11.Ild.Qf,/t fvtPlerf>e,fL 34948 Job Truss Truss Type Oty RYAN HOMES A0529370 XRSSRBLM FL24 Floor 1 1PIy Job Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946. design®altruss.com Run. 7.630 s Jul 28 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 1106 47:24 2016 Page 1 ID:(XMofrMaVb?Z7FFUeY3_NdzegNj-KeNXj6BsrgzuhWONd01wA8NGYPcaTlllZhhif4yUaP t 2.6-0 2--0-00 24-6 1-3-0 141-6 Dead Load Dell. = 118 in 3x3 II 1.Sx4 II 34 FP-- 3x3 = 1.5x4 II 3x3 II 3x3 = 3x3 II 1 2 T 3 4 5 6 7 8 9 10 FFPPM_RENN RON I 17 16 15 14 13 1.5x4 11 3x6 FP= 3x8 = LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TC 0.99 Vert(LL) 0.28 15-16 645 360 MT20 244/190 TCDL 10.0 Lumber DOI. 1.00 BC 0.83 Vert(TL) 0.41 15.16 440 240 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.04 12 n/a n/a BCDL 5.0 Code FBC2014frP12007 Matrix) Weight: 94 lb FT = 20%F, I i%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) 'Except' 82: 20 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing: 11-12. REACTIONS. (Ib/size) 17 = 781/Mechanical 11 = 17/3-5-6 (min.0-1-8) 12 = 1237/3-5-6 (min. 0-1-8) Max Uplift 11 = 168(LC 4) Max Grav 17 = 781(LC 1) 11 = 217(LC 3) 12 = 1277(LC 4) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2201/0, 3-4=-2201/0, 4-5=-2201/0, 5-0=-2146/0, 6-7=-2146/0, 7-8=-122/866, 8-9=-124/860 BOT CHORD 16-17=0/1422, 15.16=0/2146, 14-15=0/2146, 13-14=0/1064, 12-13=0/1064, 11-12=-385/185 WEBS 2-17=1565/0, 7-12=1697/0, 2-16=0/861, 7-14=0/1197, 3-16=-295/0, 6-14=376/0, 9-11=-222/463, 9-12=-626/0 NOTES- (8) 1) Unbalanced floor live loads have been considered for this design. 2) All plates are 3x6 MT20 unless otherwise indicated. 3) Refer to girder(s) for truss to truss connections. 4) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 168 lb uplift at joint 11. 5)'Semi-rigid pitchbreaks including heels' Member end fixity model was used in the analysis and design of this truss. 6) Recommend 2x6 strongbacks, on edge, spaced at 10-0.0 oc and fastened to each truss with 3-10d 0.131' X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7) CAUTION, Do not erect truss backwards. 8) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS 6 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form. LOAD CASE(S) Standard r..o•r.rr.M...r•uoaar sfauelara(Lroaromoaluurratw at(mmmlRmrr. rhrar•r•e,danaa l lrrurtr ur.art(a.owrr.krra.rrd.rm,4 W4u.r,p,aaMmlrrQl.4 Al M,Im,Ma'h^.T,,,1F'dabP•Iru/91M Mrf t gr/rHx1r.rtWtlryrr Nr/ruMk u lyd(r(lldpr.0u.del w.Yrrra vwM Mdwy T. Tomlp Ill. P.E. rro4r,1,mr rmqxr.rurqJ 11.qp"421 t.14d4(krm do tm%4d Iwfta4.•0ft trb"Wlefte"fl1,/ t8M3 r"ItI nr(rx LIM,a.r.rUrrblO WMW4torYnm,4.41.rrw1 o IM0..6ongn . memo&Imb"o.r kwbo.rt.nwa...r., ISLLud a. pN4YI.Geggr r.mpt.ar..r.lIhxml,ryl."r.glr1id pq.,.bnlrwtgM4qMeqdMiftw a..hW411(( faortt L Pierce, f9946 3494grrip( ODIAAd4rlhatn-Aa4gl Ini.m,lt fq..4uindei,l«.ma.igl a.nNddfM.ikddw onpinihi .YwA•Iledlnun-14"Lt.d.O,/1 Job Truss Truss Type Oty Ply RYAN HOMES XR5SR8LM G02G HALF HIP GIRDER 1 A0529371 Job Reference (optional) Al KUUI- I KUJStS, i'UK I PitKC;t, I-L 34946. oeslgn(g31trUSS.Com Kun: 7 620 5 Apr 30 2015 Print: 7.640 s 00 7 2015 MiTek Industries, Inc. Tue Oct 11 06:47:25 2016 30 = Sx6 4 1.Sx4 II 3x4 = 3x4 = 4x10 = TitglLoad Dell. = 114 in 30 II LOADING( pso SPACING- 2-M CSI. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.86 Vert(LL) 0.15 9 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.85 Vert(rL) 0 38 9-11 663 180 BCLL 0.0 ' Rep Stress Incr NO WS 0.86 Horz(TL) 0.06 16 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix-M) Wind(LL) 0.19 9 999 360 Weight: 101 Ib FT = O% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-4-0 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 5-4-12 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. ( lb/size) 2 = 1222/0-8-0 (min. 0-1-8) 16 = 125610-4-4 (min. 0-1-8) Max Horz 2 = 117(LC 8) Max Uplift 2 = 42(LC 4) 16 = 491(LC 5) Max Grav 2 = 1222(LC 1) 16 = 1256(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-2385/874,3-17=3084/1199, 17- 1 8=-3084/1199, 4-18=-3084/1 199, 4- 19=-2411/933, 19-20=-2411/933, 5- 20=2411/933, 5-21=-2411/933, 6- 21=-2411/933 BOTCHORD 2- 11=-829/2146, 11-22=-823/2156, 10- 22=-823/2156.10-23=-82312156, 9- 23=-823/2156, 9-24 = 1199/3084. 24- 25=-119913084,8-25=-1199/3084, 8- 26=- 138/346, 26-27=- 138/346. 7- 27=-138/346 WEBS 3- 11=0/275, 3-9=-407/1033, 4-8=729/287, 5- 8=-431/306, 6-8=-867/2250 NOTES- ( 12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11: Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and tight exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurent 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-" tall by 2-" wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 16 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 442 lb uplift at joint 2 and 491 lb uplift at joint 16. 9) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1 S4 lb down and 201 lb up at 5-0-0, 67 lb down and 93 lb up at 7-4-12, 67 lb down and 93 lb up at 9-4-12, 67 lb down and 93 Ib up at 11-4-12, 67 lb down and 93 lb up at 13-4-12. and 67 lb down and 93 lb up at 1 S-4-12, and 67 lb down and 93 lb up at 17-4-12 on lop chord, and 70 lb down and 5 lb up at 5.0-0. 36 lb down and 0 lb up at 74-12, 36 lb down and 0 lb up at 9- 4-12, 36 lb down and 0 lb up at 11-4-12, 36 lb down and 0 lb up at 13-4-12. 36 lb down and 0 lb up at 154- 12, and 36 lb down and 0 lb up at 17-4-12. and 166 lb down and 86 lb up at 19-5-9 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 11) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 12) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form. LOAD CASE(S) Standard 1) Dead t Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (pit) Vert: 1-3=-60, 3-0=-60, 7-13=-20 Concentrated Loads (lb) Vert: 3=-97(8)11=-53(8)5=-53(B)8=-26(8) 17=- 53(8) 18=-53(8) 19=-53(8) 20=53(8) 21=- 53(B) 22=-26(B) 23=-26(8) 24=-26(8) 25=- 26(B) 26=-26(8) 27=166(8) a.^• Ilan rw yin..r'1Im01W6(YI(II'jir74L'YIr1aJ10CafN0e191:rIlnONIiR.Pr. hA!rurrs rtia•.,blm.rq e.q(IIL1 r4Y 11.tl a11 Y0 m fYnlir..0 Yn M.. ml,rllw aulesr ptarrnrrrm.4 wlr u.rttkM 4r1•.ydry..lrr,lr naeanalttwrintur ml.rgrrn.ryMu.0 yol.rtMnO.r ln1 Irtnr n+nwnwnern.rh Mtimr T. Tombo III, P.E. r..wbin.r l.rinr.y.rq.rthr,rowr.rmd w.rtryry.,.rwa.rararrrrwr,arrauo M.rnrr.rwl.r.ro.u.ae4reR .nrr,n.yrrrrn rq. 880063 r lrr)Ww..l ui u.ena.rl rrrenni n.awytq.rf/in rielayruauhnlrsund.rlrpaa , 011 arnr ny,lainUa,twrYntr,Q.,imrfs} bg-r Intl a.Wr.,ru 4451 St. Lucie Blvd. a.rNml!rlaotlarq...hyh prt.nH lYtnnrOplp.a Wlr Nyruta,. entf a.[..Iq Wq tlal•aw,.tanarw.lal. a Fort Pierce, FL 34946 ppgMOtll{ klledLntrt•{rMgLla,bm,ll. fe M,aadMt/ua.a,a.ryMaisptl"d.almMl•Iled dnut•Wirt Llake Ill, Ff. Job Truss Truss Type City Ply RYAN HOMES A0529372 XRSSRBLM H02GE Common Supported Gable 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@altruss.com Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 11 06:47:26 2016 Page 1 ID:fXMofrMaVb?Z7FFUeY3_NdzegNj-GOV18oC6NHDcwgamkRLOGZSgtDUIxJa21 TApkzyUaP? 1-0-0 44-0 8.8-0 1-0-0 4-4-0 44-0 4x4 = 2x4 = 1.5x4 11 1.5x4 II 1.5x4 II 2x4 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) Udell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 7 n/r 120 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(rL) 0.00 7 n/r 120 BCLL 0.0 ' Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 6 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix) Weight: 35 Ib FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. M1Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation auide. REACTIONS. All bearings 8-8-0. lb) - Max Horz 2= 40(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 6, 10.8 Max Grav All reactions 250 lb or less at joint(s) 2, 6, 9, 10, 8 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (12) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: VuIt=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf: h=25fl: Cat. II; Exp C; Encl., GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind 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/TPI 1. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 6, 10. 8. 10) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 6. 11) 'Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 12) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS 3 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form. LOAD CASE(S) Standard a,y •rim, r,.M,... r•u uaalxaflsralQwn nao r o aima tuftan>xaxyrua'a. N4 rq pmar,r.r.d 4n,r+*rn lnt;rr rsw 1. ir.uu raw trrra w rrua.m mr.r rt0.N ruru.r.Mnwrnrrrn.•i,anr*tr+N.Y A 1ru..ny me,.aga,rrrt,.r.q.paahrr. .w.au4.+.rre4,y.ouhm4 t rrr7 AntfanyT.Tomb* III, P.E. r.,rr,rmr.rrr erRrwgrre..,ro..r,.r.p.rrr,ry...r.mrre,r[rrr NgnrrbUh w.rrlMrgWarrlmtarr l aq.fr..rYgO/.rmrtiiq. 80083 rmgr,rtrn rw,uwrrtrrrrsnr mrrrreryr+ulrrar rgaruuw,w.rrtaerrr..a+.r.r,.y.aw,raMertwraq.,rmryt.rl....r...u B. St. WBlvd.Fact r.wNrtirrsar r.r.,rp.arno.ratrrarMte.reofrrrarrrrr.rR+nllwtprrgMrl aapwrrowatldreu. actI fortPlace, FL 34946 tglrilu01011t• Itdhmn-AAM1.leek 0,rt Iep*h wdMiKme.igl..,hOAM.Aw61 'Wnpi%646nF11dlnn .kool1.loth 0,f1 Job Truss Type Oty PlyRYAN HOMES XRSSRBLM rHO3 Common 3 AO529373 e.,. mac« 1-1 Job Reference (optional) r • G•e••eaa,.•w,•, r.ww s UCt r zuto IVIneK atausines, tne. rue (.1ct 11 or:19 06 2016 Pagel ID:fXMofrMaVb7Z7FFUeY3 NdzegNj-axOKK90ASgrk67 J9uSOL(EogwWgaW_7OvvTUkyUZxH 1 0-0 1-11A 4-4-0 6.10 8 8-0 9 8-0 1-0 0 1-9 12 26 4 2-0 4 1-9 12 { 1-0-0 6.00 F12 1.5x4 II 1.Sx4 II 2x4 = 3x4 = 1.Sx4 II 1.Sx4 II 5 I 1.9-12 6-10.4 7rOr0 g g 0 1-9-12 S4" 2x4 = Plate Offsets (X.Y)— 13:0.0-0.0-0.01.14:0-2-0.Edgel,16:0-".0-"1 LOADING(psf) SPACING- 2-" CSI. OEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.36 Vert(LL) 0.09 8-9 913 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.47 Vert(TL) 0.06 8-9 999 180 BCLL 0.0 ' Rep Stress Ina YES WS 0.10 Horz(TL) 0.00 2 n/a n/a BCOL 10.0 Code FBC2014/TPI2007 Matrix-S) Weight: 32 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid telling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection• in accordance with Stabilizer Installation Quide. REACTIONS. (Ib/size) 2 = 345/0-8-0 (min. 0-1-8) 8 = 468/0-3-8 (min. 0-1-8) Max Horz 2 = 40(LC 12) Max Uplift 2 = 229(LC 8) 8 = 197(LC 8) Max Grav 2 = 345(LC 1) 8 = 468(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-198/320.34=178/280, 4-5=-207/326 WEBS 5-8=-256/337 NOTES- (8) 1) Unbalanced roof live toads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph: TCDL=S.Opsf. BCDL=S.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone: cantilever left and right exposed ; porch left exposed:C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-0-0 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 229 lb uplift at joint 2 and 197 lb uplift at joint 8. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the lop chord and 'A gypsum sheetrock be applied directly to the bottom chord. 8) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER). GENERAL TERMS 3 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form. LOAD CASE(S) Standard R ur.m—r•rIWWWritualar8geulrlO rlM6ntnYjlq[rlxalnlltalrrlr raMayps.i rWr,.r M rvpr.ftrlrrl.gII.rlrlhrm9nUowt ean,d—odertoi rlr pIalr.rrIWMIIkrr he MIk*hp.fi.fprt lq..l r tW.y INIgMM 0Kq%nditp* W*p" puWgb kk*dr cry RniyW. r Ma*. Mi. h4ynwln W o4rt rllq r WARk-0- rgrrtihrmperlerr..,,ra..r.tar*..rw le.,•wra rRr[rrrrrrgrrkRk rgral rnrr w.uxrM,rr rs/u,*..orrr AnthonYT. 80083 IIf, P.E. 7 L1x187rtragrp.rllb Urirwi rl rrpemrpn rwhlkn^rf gru fuppuWholrwnlrerr pl wk tnrml.ronruan/rYntrnpi.,rnr,ptigwr Mlr.Lf.ro 44SI St. Lurie Blvd. Aa.YirrM rlrngW q. a..q ry l whr tY Ixi Ma*tq.v a11IrYI Rq.,• Yntf.m(gw 4w.r4 tlq.rr.n a.4rr• Olt. r( ryI111rOnlrl•Ildlnrin40rgi.Irlbm,fl.leftrraradeislrnra,uurMahMtlauel.mrrMeanfroliluhNAllul(mur•Ar4ryl.laL®,rt, Fort Pierce, fL 34946 Job Truss Truss Type HOMES A0529374 XRSSRBLM HJ5A Diagonal Hip Girder 10ty ty IRYANJobReference (optional) Al KUU1- IKUbbLb. 1-UK1 191ZZKGt, rL 34y4p, oesrgntga r Lruss.00m mutt. /.ocv a nw JV LV ID:fXMofrMaVb?Z7FFUeY3 NdzegNi-kC3gL8Dk8bLTY 9y18sdom?wydmfgnxBFfwMGPyuaP_ 1.5 0 7-0.2 1-5-0 7-0-2 2x4 = 7.0-2 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.04 4-7 999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 SC 0.29 Vert(TL) 0.11 4-7 726 180 BCLL 0.0 ' Rep Stress Ina NO WB 0.00 Horz(fL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix-M) Wind(LL) 0.03 4-7 999 360 Weight: 24 lb FT = 0% LUMBER - TOP CHORD 20 SP No.2 SOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing direly applied or 6-0-0 oc pudins. BOT CHORD Rigid ceiling directly applied or 10-" oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection• in accordance with Stabilizer Installation quide. REACTIONS. (lb/size) 3 = 130/Mechanical 2 = 21810-10-15 (min. 0-1-8) 4 = 56/Mechaniral Max Horz 2 = 129(LC 19) Max Uplift 3 = 95(LC 8) 2 = 125(LC 4) Max Grav 3 = 130(LC 1) 2 = 218(LC 1) 4 = 91(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (10) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed: Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 3 except (jt=1b) 2=125. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 65 lb down and 75 lb up at 1-4-9, 65 lb down and 75 lb up at 1-4-9, and 72 lb down and 60 lb up at 4-2-8, and 72 lb down and 60 lb up at 4-2-8 on top chord, and 1 lb down and 45 lb up at 1-4-9. 1 lb down and 45 lb up at 1.4-9, and 9 lb down and 16 lb up at 4-2-8. and 9 lb down and 16 lb up at 4-2-8 on bottom chord. The design/selecdon of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 10) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS 8 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 8=149(F=75, B=75) 9=42(F=21, 8=21) 10=50(F=25, 8=25) 11=3(F=-2, B=-2) ayrwr.prm.. r•a r110 muaMalanu nm a o olcasmralA xoonrrr rarr. anlaryrs•.r,r r,. •r rnfaarr4..gingrr asq r rr. Stt rrm r•m.a 16.•M.a a a.w riM rma.rpiarrn.rrM rw wlmaht tata.l,.t 1!n•M1rwwgd nm.c/p.Irpaur.etr Mrrrngeru/ua apror!s.h.ra!n! hrq.w Wum.t.rrq Anthony T. Tombo 111, P.E. ra.rI rgM41WMai g6Hw61%tm 28OW3 r1/aalh• p.as•r urasa••rMrr anraa.erarea rw rspw!.usrhmrw.. rar pa ol!anrnlrr,rm rhwrrp.,taoa4tq..r!mr o ar•,rn 4451 St. Wde Blvd. r..rrlrrtragre.. char.r.rrtrhnaq ar.rlctrl aora,.hAk.a.ry..fgrr rw rw.unnrw•nu Fort Pierce, FL 34946 q ( 01414AIIrdlmva• IfadeM, F.I.tr d4nia d6itNmra,u hmia ah A.dwrMour• auahmAllydtraaaaa• Lled•11,rA. MP7b 4N 1 M 1 4i 1 Job Tnrss Truss Type OtY HOMES XR5SRBLM HJ5L Diagonal Hip Girder 2 jPIY IRYAN A0529375 Job Reference (optional) n , r rranv, urargntwd nruss.com Run: 7.630 s uui 28 205 rune r.ti4u s OOt 7 2u15 MiTek Industries, Inc. Tue Oct 11 06,47:27 2016 Page 1 ID:fXMofrMaVb?Z7FFUeY3_NdzegNJ kC3gL8Dk8bLTY_9yl8sdom?wHdmLgnx8FfwMGPyUaP_ 1-5-0 7-0-2 1-5-0 7-0-2 Load Deft. 118 in N_ t` ^ 20 c 7-0-2 LOADING(psf) SPACING- 2-" CSI. OEFL. in loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.44 Vert(LL) 0.10 4-7 870 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.31 Vert(TO -0.15 4-7 574 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.00 Horz(TL) 0.01 2 n/a n/a BCDL 10.0 Code FBC2014frP12007 Matrix-M) Weight: 23 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 137/Mechanical 2 = 36210-10-15 (min.0-1-8) 4 = 66/Mechanical Max Horz 2 = 76(LC 4) Max Uplift 3 = 65(LC 4) 2 = 181(LC 4) 4 = 43(LC 4) Max Grav 3 = 137(LC 1) 2 = 362(LC 1) 4 = 94(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf. BCDL=5.Opsf; h=25ft; Cat. 11: Exp B; Encl.. GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left exposed; porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 6t 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 100 lb uplift at joint(s) 3.4 except (jt=lb) 2=181. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 56 lb down and 45 lb up at 4-2-8, and 56 lb down and 45 lb up at 4-2-8 on top chord, and 40 lb down and 36 lb up at 14-9, 401b down and 36 Ib up at 14-9, and 44 Ib down and 16 lb up at 4-2-8, and 44 lb down and 16 Ib up at 4-2-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead « Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (Ib) Vert: 7=39(F=20, B=20) 8=43(F=21. 8=21) 9=-7(F=-3, 8=3) q•Ir.rr.m.. r•e rrq mis(1111ryarrer rim emrmralmlalvltr)xamnllaaertn ameyrsrr r r.r.w amr}hr.mnrr rti 1 rr, e,rt arc., vale.. d. ..,.sr.r n.h rlpaorMalr•rrrlO.arr4ehneMyL.F yrawfgalrW IYpaa•cq.r rr/arlrordYrrraq rayrfmralolarel..rallFlhku'aur/r l uM.nnpq Anthony TTombolll,PE. r•r wlm•r rlrlarreynYllr/m,rMr'r.I.Yrlq..rMYrtly...Ya A/rN.Y Irsrdwl irlM,hRnd/rnlr Wu/r lmr r grirrrq.rnY4.r Y.JrYrnyNrq rlwraq..ta.r umrer.rnlrrrr.anrrurnesau tw•rvyr.rptgruougnlrww,r eWp ft6r atlmnrny.rr rarr rh.rr..lm,ar av,.rinur..rn a 80083 rA..erareyetreegrrr...athrpa..ar trnunorywerolrar rur,.LuLmapN/galhl tl an nnw.nu 4151 St. Wde Blvd. e( eryrtlk0t/14AI16dhnul•AAmcloWI1.01.lepdeiwd0hdalmd,imanWkitphUd.ArpMea.KrrrittiphaAd4dlrnut•114"Lluba,11. Fart Pierce, FL 34446 Job Truss Truss Type aty Ply RYAN HOMES A0529376 XR5SRBLM HJ7 Diagonal Hip Girder 4 1 Job Reference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MITek Industries, Inc. Tue Oct 11 06:47:28 2016 Page 1 IO:fXMofrMaVb?Z7FFUeY3 NdzegNj-CPd2ZTEMwTK98k8srNsL_X2u01yP9vLUJfwnsyUaOz 1-5-0 4-11-0 9.10.1 1-5-0 4-11-0 4-11-0 3x6 II 1.5x4 II LOADING(psf) SPACING- 2-" CSI, DEFL. in loc) I/dell L/d TCLL 20.0 Plate Grip OOL 1.25 TC 0.58 Vert(LL) 0.04 7-8 999 240 TCOL 10.0 Lumber DOL 1.25 BC 0.54 Vert(TL) 0 14 7-8 866 180 BCLL 0.0 ' Rep Stress Incr NO WB 0.34 Horz(TL) 0 01 5 n/a n/a BCDL 10.0 Code FBC2014frPI2007 Matrix-M) Wind(LL) 0.04 7-8 999 360 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x4 SP No.3 144 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 158/Mechanical 2 = 404/0-4-9 (min. 0-1-8) 6 = 297/Mechanical Max Horz 2 = 169(LC 4) Max Uplift 5 = 117(LC 4) 2 = 169(LC 4) 6 = 93(LC 8) Max Grav 5 = 158(LC 1) 2 = 404(LC 1) 6 = 297(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-266/146, 3-13=-678/256, 4-13=-632/226 BOT CHORD 2-15=-308/623,15-16=-308/623, 8-16=-308/623, 8-17=308/623, 7-17=-308/623 WEBS 4-7=-670/331 NOTES- (10) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCOL=5.Opsf; 8CDL=5.0psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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-" 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 100 lb uplift at joint(s) 6 except at=lb) 5=117, 2=169. 7)'Semi-rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 76 lb down and 95 lb up at 1-4-9, 76 lb down and 95 lb up at 1 4-9, 72 lb down and 70 lb up at 4-2-8, 72 lb down and 70 lb up at 4-2-8. and 88 lb down and 113 lb up at 7-0-7, and 88 lb down and 113 lb up at 7-0-7 on top chord, and 46 lb up at 1.4-9. 46 lb up at 1-4-9, 12 lb down and 15 lb up at 4-2-8. 12 lb down and 15 lb up at 4-2-8. and 32 lb down and 5 lb up at 7-0-7, and 32 lb down and 5 lb up at 7-0-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 10) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS 8 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (pd) Vert: 1-5=-60, 6-9=-20 Concentrated Loads (lb) Vert: 3=63(F=31, B=31) 13=32(F=16, 8=16) 14=-88(F=-44, 8=44) 15=50(F=25, B=25) 16=1(F=1 8=1) 17=-51(F=-25, 8=25) Dead Load Dail. = 1116 in 3x4 = PLATES GRIP MT20 244/190 Weight: 44 lb FT = 0% e...l•li=.6m" . 1*1 Ito 1I ua(MuLn91111rm/taaete..aAr.r rrW.rnr-bVin q(I elrrlsgl WIN ra,01Ift 90M ..0 lsur.,.vr.ale.i Warr puWM.eYYIp.Mrr e.eBn.In l.-ipaw4 Yd.glllrynm.w/r.rr4tWq.wqmtaNYlY4kiq ktyi4ntgYla..IA.a,deNl hi2pa.P.%".0Lw1y Anthony T. Tombo ill, P.E. r../r1.aYgereq.e.i.iYfarOm.rAw..YIM.YY141.}.,.M.aarKrarsYd.+garrlM a*.air lMrgwmeYlm. r gYa4 tl.*.nMe.rYa7JAYYnyniro I 8m] rwtieuprl..d.umur.Aare.p.mrrrrnaarreyrelmlrslmgrrarymrw..rare.all.snrny.rummer n.rp.,u.o t4..rina u..au 4451St. Wde6W. rn.. Yt•IM.(ra r...hrl.r...6r IY6r Mytly..n191t,MM MuP,.hr1}a.l.pw/gMY1 Yap4u nnalr.l.IM Fort Pierce, FL 34946 ereitilo11144dtedlmin• 1rer"Lfambem,rt.bpodeerrwrhome, ueryIwo. kpieh&'ae wdw&aantennumbaAIW[testis •Aff"yLfade 0,M. Job Truss Truss Type Oty Ply RYAN HOMES XR5SRBLM J5A Jack -Open 7 A0529377 Job Reference (optional) rtwr rtvoow, rvrt f rf- Jq*gD, aeslgn%gaiuuss.com Run: 7 620 s Apr 30 2015 Print: 7.640 S Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:47:29 2016 Page 1 ID:1XMofrMaVb7Z7FFUeY3_Ndzeg Nj-gbOOmpE?tCbBnHJLPZu5tB4lm0T18gOUjzPTKIyUaOy 1-0-0 1-0-0 2x4 = 1 5-0't1 LOAOING(psf) SPACING- 2-" CSI. DEFL. in loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.31 Vert(LL) 0.01 4-7 999 240 MT20 244/190 TCOL 10.0 Lumber OOL 1.25 SC 0.19 Vert(rL) 0.04 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(rL) 0.00 2 n/a n/a BCOL 10.0 Code FBC2014/rP12007 Matrix-S) Wind(LL) 0.02 4-7 999 360 Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 3 = 113/Mechanical 2 = 296/0-8-0 (min.0-1-8) 4 = 46/Mechanical Max Horz 2 = 115(LC 12) Max Uplift 3 = 83(LC 12) 2 = 95(LC 12) Max Grav 3 = 113(LC 1) 2 = 296(LC 1) 4 = 76(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- (8) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf. BCOL=5.0psf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber OOL=1.60 plate grip OOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 3, 2. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and''/: gypsum sheetrock be applied directly to the bottom chord. 8) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ("BUYER-) ACKNOWLEDGEMENT" form. LOAD CASE(S) Standard uq•Irrr.pm..r'iilaelWtt(lkwryttuuli utrttboCnnuaylpErtrtnpnkrmlrr. i.riryperr.lrl.rlr s}t+l.pejrrr.i k e1Ri! ur.trnlan tl tlrur..arf.rtR.y r1Aa pldrwrrr RtlYltl flf htllky hp.p..fpglyeirw•Mlpmr•sq.n rYtri grrRrrku 4rufMlyarard.11.•1a 141 hYu wrr tl[q r1.rWf ra lnk urgrrytlr,y.url r0.e.r0..,t.i.ae*..rtwyrop..rara r4rarrtld+rf,r.lrM h rurr W.v rl.u.ayr a..,w.r yerrnWAOd Anthony T. Tombo III. P.E. re+yr.y..Im rrnnn.rile.lrpatllrrah".1rwyu*.avarurinftrrmklnrwnlydr p.l aursnrny.r r.•n rtlµre.,k.oryly..rlmlr.rl...rm S 80083 SI St. Wde Shod. r.rill ffflmere•tl hdl.rl tl•hfl IY tllnrgl [I'.tl Wir Ml Inl.,. hN kf iT•/q•a4 tlaffltr11n1lnnWtllM1l Fort Pierce, Ft.34946 Mli ko>euwhlrallKrr•r chaoe.lart.hr.adWilddirarriw,ial6uairprea/.6aMmmnYfr•ilurtrMlllad llmur•,uaryl.lscwm,ra. Job Truss Truss Type Oty, Ply HOMES A0529378 XRSSRBLM J5L Jack -Open 16 IRYANJobReference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design@attruss.com Run: 7.630 s Jul 28 2015 Print. 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:47:30 2016 Page 1 ID:fXMofrMaVb727FFUeY3 NdzegNj 8nko_9FdOWj2PRuXzGPKOPdTKgoCl7gdxd80skyUaOx 1-0-0 5-0-0 2x4 = 5-0-0 LOADING(psf) SPACING- 2-" CSI. DEFL. in loc) Udeft LJd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.26 Vert(LL) 0.05 4-7 999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(rL) 0.04 4-7 999 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 2 n/a n/a BCDL 10.0 Code FBC2014/rP12007 Matrix-S) Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation nuide. REACTIONS. (lb/size) 3 = 112/Mechanical 2 = 295/0-8-0 (min. 0-1-8) 4 = 48/Mechanical Max Horz 2 = 77(LC 8) Max Uplift 3 = 57(LC 8) 2 = 153(LC 8) 4 = 32(LC 8) Max Grant 3 = 112(LC 1) 2 = 295(LC 1) 4 = 75(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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 100 lb uplift at joint(s) 3,4 except (jt=lb) 2=153. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 'h' gypsum sheetrock be applied directly to the bottom chord. LOAD CASE(S) Standard s..t.tr••..m..d•rlmamua(vwrlarwcmuutmukmtoi(nrnuacntwurr. ab.1••r,rr.btm sa b.ingrrurtl lautrrmu.rsn u rdu...mt.ra i Yt•"b/bl rlb.rbb R•brl rl.hntMy Ql.tpl4t r1Y w lt•pem.cpb/rtntau•I••,arsrhrY k/Y o*4w 1 O1.Yl.p.r•IIII. A•mnt.e Y4tuY.t •1 Anthony T. Tornbo ill, P.E. r.•1b1,•b bbrpb•yJYI/b1•n,bad.ibl*/•bbl4bt•,•loam/bRYakrbbrbr•r.rnu. b•//bnlr W,IYr:.n Wi Yi tY*.•YYrY•JiYYm^MrQ/ 8 80083 bbbrbWM(Wit•b u.bMoab t(Irr PaWnr r•r•./bryh OlrWl n,rabp•/pb. I 4451St. Lode Blvd. r.uktrh. kra re.•.h4pbnM IbYuborf*••tl1/1bbY lrup,..uf!a•I.pwegbrbl tlry•bYbaro•4r1.1R1 Fort Plexe, FL 34946 b(ryk0l114A• Ilydkaur•A rryl.IrdrlO,li. tepa•nirdeil/rma,irrylrailrrAd'ael.mwrMemnlrr.n+iu6aAh6d(mw•A rryLteelrDf,r.l. Job Truss Truss Type Oty Ply RYAN HOMES XRSSRBLM J6A ROOF SPECIAL 2 AO529379IJobReference (optional) At ROOF TRUSSES, FORT PIERCE, FL 34946, design®altruss.com Run: 7.620 s Apr 30 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:47:30 2016 Page 1 ID:53sci1VXK54ii0nMGABlxlzZRKZ-gnko 9FdOw2PRuXzGPKOPdUrngpn7gdxd80skyUaOx 4-11-4 4-11-4 1 3x4 = 1.5x4 II 4-11.4 4-11-4 LOADING(psf) SPACING- 2-M CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip OOL 1.25 TC 0.23 Ven(LL) -0 01 34 >999 240 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.13 Vert(TL) -0.03 34 >999 180 BCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(rL) -0.00 3 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S) Wind(LL) 0.00 4 "" 360 Weight: 54 lb Fr = 0% LUMBER - TOP CHORD 2x4 SP No.2 6) This truss has been designed for a 10.0 psf bottomBOTCHORD2x4SPNo.2 chord live load nonconcurrent with any other liveWEBS2x4SPNo.3 loads. BRACING- TOP CHORD 7) ' This truss has been designed for a live load of Structural wood sheathing directly applied, except end 20.Opsf on the bottom chord in all areas where a verticals. rectangle 3-6-0 tall by 24)-0 wide will fit between the BOT CHORD bottom chord and any other members. Rigid ceiling direly applied. 8) Refer to girder(s) for truss to truss connections. 9) Provide mechanical connection (by others) of truss REACTIONS. (Ib/size) to bearing plate capable of withstanding 100 lb uplift at 4 = 186/0-7-4 (min. 0-1-8) joint(s) 4, 3. 10) This truss design requires that a minimum of 7/16' 3 = 186IMechanical Max Uplift structural wood sheathing be applied directly to the top 4 = 66(LC 8) chord and V. gypsum sheetrock be applied directly to 3 = -66(LC 8) the bottom chord. A-1 Max Grdav 11) WARNING - Please thoroughly review the 4 186(LC 1) ROOF TRUSSES (-SELLER), GENERAL TERMS 3 = 186(LC 1) CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT- form. FORCES. (lb) LOAD CASE(S) Max. Comp./Max. Ten. - All forces 250 (lb) or less except Standard when shown. NOTES- (11) 1) 2-ply truss to be connected together with 10d 0.131'x3') nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row 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 (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) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCOL=5.Opst BCDL=S.Opsf; h=25ft; Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 4) Provide adequate drainage to prevent water ponding. 5) Plates checked for a plus or minus 0 degree rotation about its center. r.yR,uar.j6mnr•41MIUBti(1WlfjQlWliltl6rt04 rlllllu(IRIIt07rl bhhMpor rir ,.l,4mM t+A irr1r71 trio! hl,mlY.l.a. Mud.rod.rlU,d1 Md.omow.00iombrl.4 di a,tm tiger,.W.MMIq.Urar.nut ne,..4m.err+,ar.r.tinynartrr.,.r,. bw6WI r.r drt,rrou. Irn m+nwt+t.runu"" Andwy T. Tombo III, P.E. r,.ornM,roib"orml.Ydt roa..ro..r r.C+..rld.rut..r'ra ra.r Crrk.YeyWrON.h..rtir rYa r4nt.hY rtr m,.Y..r.gddrrn..q v8ON3 ft"b rrkr.. rl.a,dM.rorrAou,rlrr.,ert..rltnr.rlegr...ttogruwyterwn,a.dr r. attrnrny.urnranerkwraP.,lnot,e'ywrtaawn....+n 4451 St. Lucie 61vd. d...tld4.(. 9.d a"4diow-,LIMM,ry,hp.bQl.,Ydt,Gy...t..lyd.l,P.dgMrloars."==oohd.lril. Fort Pierce, FL 34946 oirMcrq.isulWti4Rtl,tat.A.adie vim pirnirhe4•Igod Irmun. "1.l.es,m,rl Job Truss Truss Type Oty Ply HOMESXRSSRBLMA0529380 J7 Jack -Open 2g AN Reference (optional) Al KUUr t ttusstcs, t-UK i rir_Kf t_, ru sayao, oestgnlga iuuss.wsn Mun. f v<u ...p. au <v .a v...n.... . - .. - . -a- . ID:fXMofrMaVb?Z7FFUeY3 NdzegNI-cjBBVGFBpr4bSjX w2yc9VtEOTcawnAHuaOAyUaOw 1-0-0 7-0-0 7.0-0 ' 4x6 11 LOADING(psf) SPACING- 200 CSI. DEFL. in loc) I/defl L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.09 5-8 947 240 TCDL 10.0 Lumber DOL 1.25 SC 0.75 Vert(TL) 0.27 5-8 304 180 SCLL 0.0 ' Rep Stress Ina YES WB 0.00 Horz(TL) 0.05 2 n/a n/a BCDL 10.0 Code FBC20141TPI2007 Matrix-S) Wind(LL) 0.20 5-8 411 360 LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x4 SP No.2 SLIDER Left 2x4 SP No.3 1-" BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD, Rigid ceiling directly applied REACTIONS. (lb/size) 4 = 188/Mechanical 2 = 342/0-3-8 (min. 0-1-8) 5 = 85/Mechanical Max Horz 2 = 156(LC 12) Max Uplift 4 = 137(LC 12) 2 = 92(LC 12) Max Grav 4 = 188(LC 1) 2 = 342(LC 1) 5 = 124(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=364/0 NOTES- (8) 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft: Cat. II; Exp C; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Plates checked for a plus or minus 0 degree rotation about its center. 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-" tall by 2-" 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 100 lb uplift at joint(s) 2 except fit --lb) 4=137. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and W gypsum sheetroc k be applied directly to the bottom chord. 8) WARNING - Please thoroughly review the'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER ('BUYER') ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard Dead Load Dell. = 3116 in PLATES GRIP MT20 244/190 Weight: 26 lb FT = 0% tt. q•Ir..r./gre..r'slrta,oua(vwlyalst, eun4,uaunmroyvrtrlxowruwksrr. Wilpow/Resaw mt my I Irttl,rt YYrnwttg.m Isugs—a r..,a.w was a P.. rr.rrrm r.a As. hmle.r,ssa p,.y.y,Iigsirudawl aur..ols.erl.tnr.pos."wlmsrryaft rvr dbNoMI%Udortll.p.. Mi. Anthony T Tombo III, P.E. rmOarm gw nr nprr4row.rr...rod..rayk..r rn rR.arandrlr rtRl k.+4rlMr.tW.o row..sgwyuq..ose.r aq hrrny.W4 1 q 3 rhah.v. rlra. umt•.r,arr rr.rneslrgh*rfgr.rlagr+hmrfao.rr.rprpr. alrarny.nr rlr,erhmap.,I.elnplq..rinueaa.., n 4451 5t. Luce Blvd. w..uWry. c..r..rlryrl.a.,.LIbWagsl*.nnlrul@Ia",.hmi'm(q guta" aIWM uanW.IR1 Fort Pierce, FL 34946 MF 0t114Adlowfmot• Arorgl.lods9,11. kpMatiad8is4ta.n,i alhua.np.liMyl.GYwMnim.11r ini hNAllawh.tat-wery1.haMN,r1. Job Thus Truss Type Oty Ply RYAN HOMES XR5SRBLM M05G Hip Girder 1 1I A0529381 Job Reference (optional) Al KOOK TRUSSES, FORT PIERCE, FL 34946, design(galtruss.com Run: 7.630 s Jul 28 2015 Print: 7.640 s Oct 7 2015 MiTek Industries, Inc. Tue Oct 1106 47,33 2016 Page 1 ID:fXMofrMaVb127FFUeY3 NdzegNjZMOxcBMRSdGvo6ePzl21FpT1i54HP4ebNhT3yUaOu 1-0-013-114 18-4-0 21-8-0 26.0-12 30-5-8 35 0-0 40-0-0 41-0 Q 1 5-0-0 4!r$ 4412 + 4T-12 3-4-0 4-4-12 4.4-12 4 r8 + 5-0-0 1— Dead Load Defl. = 1/4 In 4.00 12 3x8 = Sx 3x4 = 1.5x4 I 1 = 5x10 = 1.5x4 I 3x4 2 x6 431 5 6 8 9 1 41 h1 1213 n 64I,yll d23 43 22 44 45 46 21 47 20 48 1949 50 18 51 17 52 16 53 54 15 55 56 14 d 34 = 1. Sx1 II 3x4 = 400 = 3x6 = 06 II 1.Sx4 II 3x6 = 4x10 = 3x4 = 1.Sx4 II 3x6 _ 5- 0-0 9 6 B 13-114 184-0 21-0-0 26 0 12 30-5 8 35-0-040 0 0 5- 0-0 458—+ 4 4 12 4 4-12 3 4-0 441 4-12 4 46 8 5-0-0 Plate Offsets (X,Y)— 13:0-1-4,0-2-01.f6:0.2-12,0.1.81,f7:0-3-0.Edgel,fll:0-1-4.0-2-01,f16:0-4-4,0-2-41,f19:0-3-8,Edael.f21:0-2-4 0-2-01 LOAOING( psf) SPACING- 2-0-0 CSI. OEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.25 15-16 999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.74 Vert(TL) 0.38 15-16 679 240 BCLL 0.0 ' Rep Stress Incr NO WB 0.83 Horz(TL) 0.06 12 n/a n/a BCDL 10.0 Code FSC2014frPI2007 Matrix-M) Weight: 184 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 'Except* T2: 2x4 SP M 30 SOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 'Except* W2: 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-1 oc puriins. BOTCHORO Rigid ceiling directly applied or 3-1-11 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. REACTIONS. ( lb/size) 2 = 795/0-8-0 (min. 0-1-8) 19 = 2936/0-8-0 (min. 0-3-7) 12 = 1044/0-8-0 (min. 0-1-8) Max Horz 2 = 26(LC 23) Max Uplift 2 = 309(LC 4) 19 = 1459(LC 5) 12 = 577(LC 5) Max Grav 2 = 801(LC 19) 19 = 2936(LC 1) 12 = 1045(LC 20) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-1580/673, 3-30=1374/581, 30- 31=-1374/581,4-31=-1374/581, 6- 7=-1504/3016,7-36=-1504/3016, 8- 36=-1504/3016,8-37=-1770/1057, 37- 38=-1770/1057, 9-38=-1770/1057. 9- 39=1770/1057,3940=-1770/1057, 10- 40=1770/1057,10-41=-2677/1525, 41- 42=-2677/1525, 11-42=-2677/1525, 11- 12=-2274/1246 BOTCHORD 2- 23=-611/1456, 23,43=-618/1470, 43- 44=-618/1470, 22-44=-018/1470, BOTCHORO 2- 23=-011/1456, 23-43=-618/1470, 43- 44=-618/1470, 22-44=-618/1470, 22- 45=-538/1374,45-46=-538/1374, 21- 46=-538/1374,21-47=-3016/1574, 20- 47=-3016/1574,20-48=-3016/1574, 1948=- 3016/1574,1949=-513/253, 49- 50=513/253, 18-50=-513/253, 18- 51=513/253, 17-51=513/253. 17- 52=-513/253, 16-52=-513/253, 16- 53=-1447/2677,53-54=-1447/2677, 15- 54=-1447/2677,15-55=-1128/2123, 55- 56=-1128/2123,14-56=-1128/2123. 12- 10-1119/2111 WEBS 3- 23=-75/263, 4-22-98/302, 4- 21=-1689/823, 5-21=-349/168, 6- 21=-1376/2988, 6-19=1470/686, 8- 19=-2812/151S.8-16=-1290/2439, 9- 16=-379/182, 10-16=-976/502, 11- 15=-357/673, 11-14=-101/251 NOTES- ( 10) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCOL=S.Opsf; h=25ft; Cat. II; Exp B; End., GCpi=0.18; MWFRS (envelope); cantilever left and tight exposed: end vertical left exposed: porch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrenl 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-" 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=1b) 2=309, 19=1459. 12=577. 7) ' Semi -rigid pitchbreaks with fixed heels' Member end fixity model was used in the analysis and design of this truss. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 161 lb down and 153 lb up at 5-0-0, 58 lb down and 69 lb up at 7-0-12, 58 lb down and 69 lb up at 9-0-12. 58 lb down and 69 lb up at 11-0-12. 58 lb down and 69 lb up at 13-0-12, 58 lb down and 69 lb up at 15.0-12. 58 lb down and 69 lb up at 17-0-12, 58 lb down and 69 lb up at 19-0-12, 58 lb down and 69 lb up at 20-11-4, 58 lb down and 69 lb up at 22-11-4, 58 lb down and 69 lb up at 24-11-4, 58 lb down and 69 lb up at 26-114, 58 lb down and 69 lb up at 28-11-4. 58 lb down and 69 lb up at 30-114, and 58 lb down and 69 lb up at 32- 11-4, and 140 lb down and 153 lb up at 35-0-0 on top chord, and 73 lb down and 124 lb up at 5-0.0, 35 lb down and 52 lb up at 7-0-12, 35 lb down and 52 lb up at 9-0-12. 35 lb down and 52 lb up at 11-0-12, 35 lb down and 52 lb up at 13-0-12. 35 lb down and 52 lb up at 15-0-12, 35 lb down and 52 lb up at 17-0-12, 53 lb down and 52 lb up at 19-0-12, 53 lb down and 52 lb up at 20-114, 53 lb down and 52 lb up at 22-114, 53 lb down and 52 lb up at 24-11-4, 53 lb down and 52 lb up at 26-11-4, 53 lb down and 52 lb up at 28-114, 53 Ib down and 52 lb up at 30-11-4, and 53 lb down and 52 lb up at 32-11-4, and 125 lb down and 124 lb up at 34- 114 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). 10) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (ply Vert: 1-3=-60, 3-11=-60, 11-13=-60, 24-27=-20 Concentrated Loads (lb) L; ominueo on page g. 11g•IlwlrwglQ.r•11 Wk1 a Ae(1tUir il;Ir lgI1l10NAtl11NAYt11Rntl110nllkrarla rpku ps.sir,.l .I.MIMIr}r l.1r1 11 Y,ll rrM irtldnM Yu1...ro aM.M1/. rtn lwlrrwrrmrr y rltmsre tgsstl tlla4rg r r.anT.m..s'ler erg.lelrwrrryeruMawlyol.rl.q..rul AMhonyT. Tombo III, P.E. rn rlrdMlryarlar,.y.l{perr..ro..'I.cud*r.rw rl.,-r.rlir¢rsrrrrrr4 rtbi`gpaerrorRw.o&t-W"lr*..sy..lrgeerrol.6"d 1f1008 rirlkW.tirss u.Mu.rarrymlr.rnerrrgu et r.ru>,rreagarwnl crr l.rn euorlrnlrrrlrrnxr Mrlp.,k.er,4ty,.rlMlarw. ro 4451 St. Wde Blvd. nr.rWrtlsm.lg. s.n st dP n.Yd Ir 6wlrglu. a qir wtilmr,. {Milm lgtr ea r!4 dart+ua.srls akl For Pierce, Fl. pgM O lrl{ A•I lsdhrtn • AAay L lads a, r f. kpsMiad thisAasaw,is a two. is robiPA.maas amnWaktWhom A l lsdf trio • AsAory 1. loads m, r L A Job Truss Truss Type Ply HOMESXR5SRBLMM05GHipGirder Oty 1 1A0529381b YAN Reference foationall Al ROOF TRUSSES, FUKT PIEKGE, FL 34946, design(galtruss.com LOAD CASE(S) Standard Concentrated Loads (lb) Vert: 3=104(8) 7=-52(B) 11=-104(8) 23=-65(8) 14=-65(8) 30=-52(8) 31=-52(B) 32=-52(8) 33=-52(8) 34=52(121)35=-52(B)36=-52(B)37=-52(8)38=-52(B) 39=-52(B) 40=-52(8) 41=-52(B) 42=52(8) 43=28(8) 44=-28(B) 45=-28(8) 46=-28(B) 47=-28(8) 48=-28(8) 49=28(8) 50=-28(B) 51=-28(B) 52=28(8) 53=-28(8) 54=-28(8)55=-28(8)56=-28(8) Run: 7 630 s Jul 28 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:47:33 2016 Pape 2 I0:(XMofrMaVb727FFUeY3 NdzegN}2MOxcBIVRSdGvc6ePzl21FpT1i54HP4ebNhT3yUaOu w.y.r.r.m..r•4uaaiausf+NUlamlrmuuue<Rm vtu'luaaenta rr. rp.grM r,r..r,rnr,r.{nelrrrs l Ir rtittrrw„u... u.r.as riu.4 Iwneee. aspssndr rrrrtdtlrna w mhy6erp,tp4tq..1rd.mnrewn wp rraur.r.arrrRrrroaerortruym ralA.raat trrse nw ir.tm.wml Anthony T. Tombo III, P.E. ow de twsrgrrswtlr,nrnrpdrl..,rdwd d.ad*+.rtleyry.,.r.rdrRrrsrr rr+rlr rnitrqp ddrMai yW.udrl, odgrr/a.*..w.rban rarrmro+ye 880083 rplyksp. elaetl d bye.tltlrlerrr mr/.dlndrMg4*efMlr IlWrrrtgOlrWn,rrerptirr 011nrtrnywfYr rtlMrYn ript.nr,*eq..rtnu wr. No 4451 St. Ude Blvd. A..rWretree r}.ngb tlnY4 lrbmledprr.tllOirWyMut.. tlnlf doe4'wte+l ry d"odowr.trndr.tM. Fort Pierce, Ft. 34946 Mro0Nl/A- 1lad bosses •IdMgl.Idab MI. lep.4aindeisdrmr, may Mrirrdllbd•draMeirdprowa6nA•IRod hosur•AafkgLlads ll,F1. Job Thus Truss Type Oty Ply HOMES A0529382 XRSSRBLM M06 Hip I AN Reference (optional) Al ROOF TRUSSES, FORT PIERCE, FL 34946, design®aItruss.com Run: 7.630 s Jul 28 2015 Print: 7.640 s Oct 7 2015 MiTek Inc. Tue Oct 11 06:47:33 2016 Page 1 4.00 F12 Sx6 = 3x4 4x6 = 3x6 = 1.5x4 II 5x8 = 3 A 5 r; 7 8 3x6 = 30 = 15 44 II 13 3x12 = 3x6 = 34 = ISO II Dead Load Dell. = 7116 in 3x6 = u, 7 0 '_V N O 7-0-0 18.4-0 25.7-2 33-0.0 40.0-0 7-0-0 11-4-0 7-3-2 7 4-14 7-0-0 Plate Offsets (X.Y)— 15:0-1-12.0-2-0I.18:0-5-4.0-2-81, 112:0-5-8,0-1-81 LOADING(pso SPACING- 2-0.O CSI. DEFL. in (loc) I/deb Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 063 Vert(LL) -0.31 14-16 >705 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.86 Vert(rL) -0.78 14-16 >281 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.84 Horz(TL) 0.04 9 n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-S) Wind(LL) 0.21 11-12 >999 360 Weight: 175 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 4-14, 5-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 64110-8-0 (min. 0-1-8) 14 = 1879/041-0 (min. 0-2-3) 9 = 8001041-0 (min. 0-1-8) Max Horz 2 = 35(LC 12) Max Uplift 2 = 133(LC 8) 14 = 669(LC 8) 9 = 440(LC 9) Max Grav 2 = 648(LC 23) 14 = 1879(LC 1) 9 = 806(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1010/191, 3-4=898/218, 4-5=-792/1115, 5-0=-1013/1271, 6-7=1013/1271, 7-8=1013/1271, 8-9=1456/1496 BOT CHORD 2-16=-76/901, 15-16=-49/299, 14-15=4W99,13-14=-1115/947, 12-13=-1115/947,11-12=-1333/1335, 9-11=-1318/1325 WEBS 4-16=-2647703,4-14=-1490/827, 5-14=-1087/966, 5-12=2165/2200, 7-12=-468/317, 8-12=-357/228, WEBS 4-16=-264f703,4-14=1490/827, 5-14=-10871966, 5-12=-2165/2200, 7-12=-468/317, 8-12=-357/228, 8-11=-243/292 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=150mph (3-second gust) Vasd=116mph: TCDL=S.Opsf,, BCDL=S.Opsf; h=25ft: Cat. II; Exp B; End., GCpi-0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; end vertical left exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-" tall by 2-" 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=133. 14=669. 9=440. 7) This truss design requires that a minimum of 7/16• structural wood sheathing be applied directly to the top chord and % gypsum sheetrodt be applied directly to the bottom chord. 8) WARNING - Please thoroughly review the •A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS 8 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard u.t•.r.m..r•imamsta(Ituu'yanattmuwwtm anzr aoc.uttmrr. n r r•rtir,.r,un raMa.rrerrrt r;u Yrm1 OIi N YYUM uOtlM.R4 tAa.mloottt•n.i se Mob." Anthony T. Tombo tit, P.E. t..ttwtr•.ire.sr.rt.0..t.rowft.etimd..rtrrtr...ava.aar4 trsrrrrynMrmt tr ern.t wt.v eytr.a•i4a ton...rrwrrgrerro,nrq 80083 rtwtrav^.t.ar u..t.r.rMal ftpo% MOW .4"MbP POW auu ,11010 ohn 4451 St. Wde Blvd. 4rt.rt... r}.n.ty •r•.mit/ 1 tna4ophp. .W16b"bop,.&.%Wlq-Oaf Oft Fort Pierce, Ft. 34446 gN0211{AIbdhnut•IAatt. l4Wt0,1.(. teltabniadOitMrnn,uutlaanKrlBel.aY.aA wmnl.otti.troklledlmtn•4Mryl.laabN,1.(. Job Truss Truss Type Ply HOMES A0529383 XRSSRBLM M07 Hip 10ty1 1 IRYANJobReference (optional) ne.wzow e— o- Al KWr IKUJDCD, rum racm c. rL Wv 0, uwIU11% aiuu-111 ..a,,.. v.... -- _ •^ evem.. tic 4.00 12 5x6 — 3x4 - 4x4 = 34 = 1.5x4 II Sx8 = I w 5 a 7 8 Dead Load Dell. = 3116 in 3x4 = 15 4x6 11 3x10 = 1c 1.5x4 II 3x6 = 3x6 = 3x6 = 34 = LOADING(psQ SPACING- 2.0-0 CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.63 Vert(LL) 0.26 11-22 999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.66 Vert(TL) 0.32 11-22 802 240 BCLL 0.0 ' Rep Stress Incr YES WS 0.69 Horz(TL) 0.02 9 n/a n/a BCOL 10.0 Code FBC2014/TP12007 Matrix-S) Weight: 175 lb FT = 20% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING- TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 5-13 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 640/0-8-0 (min.0-1-8) 14 = 1881/0-8-0 (min.0-2-4) 9 = 798/0-8-0 (min. 0-1-8) Max Harz 2 = 44(LC 12) Max Uplift 2 =-132(LC 8) 14 =-662(LC 8) 9 = - 43(LC 9) Max Grav 2 = 654(LC 23) 14 = 1881(LC 1) 9 = 809(LC 24) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-745/107, 3-4=621/150, 4-5=-650/995, 5.6=560/802, 6-7=-560/802, 7-8=560/802, 8-9=11211/'1251 BOT CHORD 2-16=-62/631, 15.16=-85/334, 14-15=-85/334, 13-14=-995/842• 12-13=-1074/1081, 11-12=-1074/1081, 9-11=1061/1073 WEBS 3-16=214/283, 4-16=34if743, 4-14=-11461611.5-14=-1082/960, 5-13=1607/1668, 7-13=401/256. WEBS 3-16=-214/283, 4-16=341/743, 4-14=-11461611.5-14=-1082/960, 5-13=-1607/1668, 7-13=401/256, 8-13=-602/516, 8-11=-277/316 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10: Vult=150mph (3-second gust) Vasd=116mph: TCDL=5.Opsf, BCDL=5.Opsf; h=25ft: Cat. II; Exp 8: End.. GCpi=0.18: MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; end vertical left exposed; porch right exposed;C-C for members and forces S MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This thus 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=132. 14=662. 9=443. 7) This truss design requires that a minimum of 7/16' structural wood sheathing be applied directly to the top chord and 'A" gypsum sheetrock be applied directly to the bottom chord. 8) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER). GENERAL TERMS 8 CONDITIONS CUSTOMER (-BUYER-) ACKNOWLEDGEMENT' form. LOAD CASE(S) Standard a.lr r Min..r•rlllamua(vwryarrucanaonalxnnlla4!vrtrixmnlrrrra tiT••rr••r r.r.aalnur.ra.pnlrrr.yllrre,rtarmuwrr. MUN.mmr rlo..a Wdarr p YiYn4rrlr.r,41 l Mrlu*hwQi.yudllT.lrvf.i lllian.m cpt r Owr.pa nl WgrrY ruj MipWorill q.re 011 hYu'aw'lWro ernrWq Anthony T. Tombo III, P.E. r 4bra,r w er,.per ra.M.re..rr.rca*..rwr,l c...ro.nxrararrrrraee.rrnu ryp"drlarmvw..gift r..oftgb 0g...aw.rr.rerrnww"d t 8M3 rrrgr..lr.r rmrw.rrmarrpanrpsnxrrr tq.rtm!r.spWM hu rwnirrar ri mraanrmrerrnre.n r mr p.,raorYrper!nueara...rm 4451 St. Lucre Blvd. r...arl!rt.a.rw.yhrrn a rL Ira,nroc tq..ermrlgrur.r`••>r t 4wr4 rw r+•n r+•TMr Fort Plerce, FL 34946 q u0ttl{1•Iladlrnut•IArgl.Ir rm,fi.lepardadAir6 arn,'sulMgnpddae1 raMemnleniru.6r111od(mur•ArMr1.1.N.m,r1. Job Truss Truss Type ON RYAN HOMES XRSSRBLM M08 Hip I IPIY A0529384 Job Reference (optional) Al ROOF 1RUSSEs, FORT PtERce, FL 34946. designga I truss com Run: 7.630 s Jul 28 2015 Print: 7.640 s Oct 7 2015 MTek Industries, Inc. Tue Oct 11 06:47:34 2016 Page ' ID:1XMofrMaVb?27FFUeY3 NdzegNj-12_JpX17UkEUt3BIC6UGafn3XRzWpl6DsF6E?VyUaC 1-0 6-6-11 11-0-0 18-4-0 23-7-2 29-0-0 33-5-5 AM 41-0-0 1-0 6 6.11 ) 4V 71-0 5-3-2 5-4-14 4-5.5 ) 6-6-11 Dead Load Oell. = 318 in 3x4 = 4.00 12 Sx6 3x6 _ 3x4 = 5x6 = 4 . A . A 15 44 II 13 3x8 = 3x6 = 3x6 = 3x6 = 3x6 = 3x8 = 1 11-0-0 i 18 4-0 1 29- 0 i 40-" 11-0-0 7 L0 10-" 11-" Plate Offsets (X,YH 12:0-3-0,Edgel,16:0-1-12,0-1-81, 10:0-3-0,Edgel, 116:0-1-12,0-1-8) LOADING(psQ SPACING- 2.0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.63 Vert(LL) 0.23 16-19 950 240 MT20 244/190 TCOL 10.0 Lumber OOL 1.25 BC 0.98 Ven(rL) 0.61 16-19 359 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(TL) 0.02 10 n/a n/A BCOL 10.0 Code FBC2014frP12007 Matrix-S) Wind(LL) 0.40 12-14 652 360 Weight: 184 lb FT = 20% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied. WEBS 1 Row at midpt 7-14 MTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. REACTIONS. (lb/size) 2 = 598/0-8-0 (min. 0-1-8) 14 = 1961/0-8-0 (min 0-2-5) 10 = 761/0-8-0 (min. 0-1-8) Max Horz 2 = 53(LC 16) Max Uplift 2 = 119(LC 12) 14 = 691(LC 8) 10 = 426(LC 9) Max Grav 2 = 635(LC 23) 14 = 1961(LC 1) 10 = 787(LC 24) FORCES. (lb) Max. CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-854221, 34=414f79, 4-5=-342/92, 5-6=-342/92, 6-7=-029/964, 7.8=-812/996, 8-9=-904/1012,9-10=-1347/1315 BOT CHORD 2-16=201l765, 15-16=964/859. 14-15=-964/859,10-12=-1158/1231 WEBS 3-16=458/385, 4-16=-257278, 6-16=-656/1345, 6-14=-1041/601, 7-14=-1296/1175,7-12=-808f779, 9-12=-461 /434 NOTES- (8) 1) Unbalanced roof live loads have been considered for this design. 2) Wind' ASCE 7-10: Vult=150mph (3-second gust) Vasd=116mph: TCDL=S.Opsf; BCDL=5.Opsf; h=25ft: Cal. 11; Exp B; End., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed: end vertical left exposed; porch right exposed;C-C for members and forces & MWFRS for reactions shown, Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" 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=119, 14=691, 10=426. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and h" gypsum sheetrodt be applied directly to the bottom chord. 8) WARNING - Please thoroughly review the 'A-1 ROOF TRUSSES (-SELLER), GENERAL TERMS & CONDITIONS CUSTOMER (-BUYER") ACKNOWLEDGEMENT' forth. LOAD CASE(S) Standard tytt..r.gtgm..0t91MWSIS Y IngemtMtWK61An.(WEr)ttaaSUrAtri. tnp.ypertrnrat.wtmtrt*tr.tillRlrra.ryttata,rtart.,taaart.. ble.6—ow.rxa..4 ro.ltm rrnrrrle.atu a.antto ytrA. l aAty..nrr.rytunrnrt.tcq.drptturq.gtatc.ttrra drtyawtapttortntq..rtnt tra *ev.tt t rynd..t rrq AntltanyT. Tombo [If, P.E. r.r/rtLwtrga.rtarutptaMdrnwtt,rta.h.radtp.ra.yrt.,.r.Mtdattlrarrrda+ynartnt rt.ddrt0lryw.udra.tt.atyrtlyrp..YltrrbutAdarny.uagd 880083 r twyrq..laar aorta~.rtarrpemrpndatrrytt wfwnr.rlttfttrtrwhtnrw.ttr ttrperp.t VWWw&mpW/nrMnJ r ant*4w, look*lgrr lMtlobo...6riI 4451 St. Lude Blvd. arc.ntatrytt.nat ry...tr,h4prt.tar, tranrortp.nrotrtdyaty..awtftmltprd.taed, tlaprtl.atnnW.a41 or Fort Pierce, IL 34946 Mp kOMl4kl4dbntn•A.MryI.trWa.rl. rep.ItaiadeitMna.iutbr.,ItMtld'aN.baMwtne.praiAi.6n1•Ilulttntn•AAtryI.It.lO,rf. I I A-1 ROOF TRUSSES A FLORIDA CORPORATION Important Notes / Please Review Prior to Truss Installation: 1) Trusses are to be handled, installed and braced in accordance to the following standards: ANSI/TIP 1-2007; WTCA 1-1995 — "Standard Responsibilities in the Design Process Involving Metal Plate Connected Wood Trusses", and "BCSI 1-03 Guide to Good Practice For Handling, Installing, & Bracing of Metal Plate Connected Wood Trusses" published by WTCA and Truss Plate Institute. Any of this material can be obtained by contacting A-1 Roof Trusses. Spanish versions are also available. 2) All temporary and permanent bracing design, connection, material, and labor by others. 3) Truss designs are for an individual component, not for a truss system. Reactions and uplifts may vary from building designers calculated loads. The building designer is ultimately responsible for clarifying any discrepancies. 4) If provided by truss manufacturer, any engineered beams provided have been sized using information design guides or software provided by the beam manufacturer. The building designer should verify all loads uplifts, and bearing requirements. Truss manufacturer is not responsible for specifying beams, other than those provided by truss manufacturer. 5) Unless specified, roof trusses are not designed for any additional attic storage loads. 6) On flat surfaces, adequate drainage must be provided to avoid ponding. 7) It is the builder's responsibility to assure there is adequate room for A/C ducts, electrical wiring and plumbing runs to assure they do not interfere with the truss chords. (Roof and floor.) Truss chords and webs cannot be cut. Attic access opening should be located between trusses unless otherwise noted. 8) Unless specified, valley framing design, connection, material and labor to be supplied by the builder. 9) Attached drawings are standard details that cover most installation standards. Structural details provided by the building designer supersede any attached details. 10) Trusses are not designed to carry the chimney, cupolo, steeple, or other structures unless specified. Structure should be framed through the trusses to be supported by the foundation. In cases where trusses are designed to carry the structure above all loads and uplifts MUST be verified by building designer. Connection of structure to trusses must be provided by the building designer. 1 1) The specific engineered truss drawings are subject to other terms, conditions, and details on the truss placement plan and/or individual truss design drawings. 12) Trusses are designed to carry ONLY the specified loads on the engineered drawings. Point loads for materials, erection personnel, equipment, whether temporary or permanent, are not allowed unless specified on sealed engineered. drawings. Any questions or comments feel free to contact A-1 Roof Trusses at 772-409-1010. 4451 St. Lucie Blvd., Fort Pierce, FL 34946 772-409-1010 Office 772-409-1015 Fax :.. www.AItruss.com d ra LGO C 00 E e m i z i 0y x x x X V 1 1 V V y LL a CLio" o V o 0 L o L o` o e a g 8 S o 0 N X LLCL Jcnd Oti a vN JJ of Q m 30 a o Ln torl 7 LALn 1 N N V Oto u1C4 N Oto 8Imd4nN J LL Ln Ln LA1y n p q 44ON N 4 LncooN M Ln e O LnQNNN S OLne•1 a ON ry N dh p of CL01cl ac m o n v, o n G w N O N N O N o CO rl N en N c aao NpUCo. oo r'I IA 1' 0041 + N tt f+l O ti QD } QI fIl LC fIl W N1 J l0 Q1 KnCILL '+ O C ti LL O O CC d Z N V C4 N NQ h h N N Ln Y N N LA N h N g r w JA C Wo 06 In u 3 Z NWZRo2 Q O d a ar c Z g i i z A O E E N E E E E W O E C y 1 O o m L L V40O O a tg tD O 8 a` N oXoO N O J C a ot J O N0 ON0 J J GN 3 0LnQ coN Q co p ry T LLA a f N P't N N in a d rl T N Nn T OT1 6Nf r,-IT N H J to N a into s N 01 p~y N mT0% v vN G O n O O O C py N ry coT G1T J 1N N am to T T 1N to T tf1 T T G o 00 m o o o$ o M.-i en 11 .tiN ti M ti ri tNn 00 ri .ti N N N M 0o UN 'r N NU001, J N rlTbQf = 00n 'y cmJt6m OC y n J t0 Olt ccT py n J t0 r1 tT aC T g oo m000c.. C, r+ 2a. 0 t0 d 00 a 00tod ' j O Z F- N F I.- H F H coy d v c m c m LL 1p O O1 Q O 10 -O S to l0 l0 {Oto O I rl O eV O 4 p1p rl O O 3 er eY p p N N N N 00 N N W N m y hbN .4^... f11 Oy 4n N nd Q J O h N JJ cu O a m 3 0 Q T Ln lQi 1 N N N LA N In pLolyr4NNNN LA m 4 4m 01 wOj N N oo aN rl Q N Q Q Nco ao J W G in Q LAO n LnO N LAg Noo el d` p N ON N LA N Lnm O O% O1 Ni O1 1 4Afnn 0 cn vi m K 1f1 Q d' n L n K L1 n n K LA 01 W N IAA ti N lb et 4 r4 I^A rl n G N j f J 10 O1 2 m 00 G1 d' m coa0 lD 01 C 00cc J K m op qO O% GC O O LL rl 14 LL O O OC rl N LL O O C N LL C M N LL O O OC O. -w N N m b d N m N LAy O Q Q N N r x ts to N r r r r J US P STRUCTURAL CONNECTORS" A MOW Company Fastener.Comnarlson Table Connector Schedule Group Label LISP Stock No Required Fasteners Reference No Required Fasteners 4) - 10d (Header) 4) - 10d (Header) T1 JUS24 LUS24 2) - 10d (Joist) 2) - ]Od (Joist) 14) -10d (Header) 4) -10d (Header) T2 JUS26 LUS26 4) - 10d (Joist) 14) - 10d (Joist) 22) -10d (Face - Face Max Nailing) 6) -16d (Carried Member - Face Mount) 6) -10d (Face - Top Max Nailing) 6) -16d (Carried Member - Top Flange) T3 MSH422 6) - 10d (Joist - Face Max Nailing) THA422 22) -16d (Face - Face Mount) 6) - 10d (Joist - Top Max Nailing) 12) - 16d (Face - Top Flange) 4) • 10d (Top - Top Max Nailing) 4) -16d (Top - Top Flange) 11) -10dx 1-112 (Carried Member) 18) - 16d (Face) 12) - lod x 1-1/2 (Joist) 20). lady 1.112 (Carried Member - Max Nalfing) T4 THD26 HTU26 120) -16d (Carrying Member) 20) -16d (Carrying Member -Max Nailing) 18) - 16d (Face) 14) -16d (Face) TS THD26-2 HHUS26-2 12) - 10d (Joist) 6) -16d (Joist) 28) - 16d (Face) 26) -10d x 1.112 (Carried Member - Max Nailing) T6 THD28 HTU28 16) - 10d x 1.1/2 (Joist) 26).16d x 1-112 (Carrying Member • Max Nailing) 128 - Ad (Face) 22) - 16d (Face) T7 THD28-2 HHUS28-2 16) - 10d (Joist) 18) -16d (Joist) 18) - 16d (Face) 14) -16d (face) T8 THD46 HHUS46 12) - 10d (Joist) 16) -16d (Joist) 28) - 16d (Face) 22) -16d (Face) T9 THD48 HHUS48 16) -10d (Joist) 8) -16d (Joist) 20) -16d (Face) 120) -16d (Face) T10 THDH26-2 HGUS26-2 8) - 16d (Joist) 18) -16d (Joist) 20) - 16d (Face) 20) -16d (Face) T11 THDH26-3 HGUS26-3 8) - 16d (Joist) 8) -16d (Joist) 36) -16d (Face) 36) -16d (Face) T12 THDH28-2 HGUS28-2 10) - 16d (Joist) 12) -16d (Joist) 36) -16d (Face) 36) -16d (Face) T13 THDH28-3 HGUS28-3 10) - 16d (Joist) 12) - 16d (Joist) usP STRUCTURAL CONNECTORS"' A MITek' Company rill M IV U.. i JUS24 JUS26 MSH422 17 1 s. is ll 0 THD26 THD26-2 THD28 T THD28-2 THD46 THDH26-2 d Ll f A THDH26-3 THDH28-2 ----.LTHDH28-3 JANUARY 8, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 i TYPICAL HIP / KING JACK CONNECTION ST-CRNRST & LVL NAILIN LVL NAILING SCHEDULE CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. Attach King Jack w/ (2) 16d Toe Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC Attach Corner Jack's Attach End Jack's w/ (3) 16d Toe Nails @ TC & w/ (4) 16d Toe Nails @ TC (2) 16d Toe Nails @ BC (Typ) 3) 16d Toe Nails @ BC Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) 38 BC A2 2100 0000 00 4C12 87 DF. FEBRUARY 14, 2012 Standard Gable End Detail SHEET 2 U LJ O 0 00 0 00 a MiTek USA, Inc. MTek USA, Inc. Page 2 of 2 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD Trusse HORIZONTAL BRACE SEE SECTION A -A) Roof Sheathing \ 1'-3" 24" o.c. 2x6 DIAGONAL BRACE SPPCED 48' O.C. ATTACHED TO VERTICAL-Wrm (4) -16d COMMON WIRE NAILS AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. IS THE RESPONSIBILITY OF THE BLDG DESIGNER OR IE PROJECT ENGINEER/ARCHTECT TO DESIGN THE NAIL DIAGONAL BRACE TO TILING DIAPHRAGM AND ITS ATTACHMENT TO THE PURLIN WITH TWO 16d NAILS iUSSES TO RESIST ALL OUT OF PLANE LOADS THAT Y RESULT FROM THE BRACING OF THE GABLE ENDS N 2X 4 PURLIN FASTENED TO FOUR TRUSSES WITH TWO 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ TWO 16d NAILS (MIN) Diag. Brace at 1 /3 points X PROVIDE 2x4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE if needed AND THE TWO TRUSSES ON EITHER DE AS NOTED. TOENAIL BLOCKING TO TRUSSESIWIT ( 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH 5) - 10d COMMON WIRE NAILS. End Wall CEILING SHEATHING BRACING REQUIREMENTS FOR STRUCTURAL GABLE TRUSSES STRUCTURAL GABLE TRUSSES MAY BE BRACED AS NOTED: METHOD 1 : ATTACH A MATCHING GABLE TRUSS TO THE INSIDE FACE OF THE STRUCTURAL GABLE AND FASTEN PER THE FOLLOWING NAILING SCHEDULE. METHOD 2: ATTACH 2X SCABS TO THE FACE OF EACH VERTICAL SCAB ALONG MEMBERONTHESTRUCTURALGABLEPERTHEFOLLOWINGVERTICAL NAILINGSCHEDULE. SCABS ARE TO BE OF THE SAME SIZE, GRADE AND SPECIES AS THE TRUSS VERTICALS NAILING SCHEDULE: FOR WINO SPEEDS 120 MPH (ASCE 7-98. 02. 05). 150 MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (A31- X 3`) NAILS SPACED 6- O.C. FOR WIND SPEEDS GREATER 120 MPH (ASCE 7-98. 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF 10d (.131- X 3-) NAILS SPACED 6- O.C. (2X 4 STUDS MINIMUM) MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALL BRACING METHODS SHOWN ON PAGE 1 ARE VALID AND ARE TO BE FASTENED TO THE SCABS OR VERTICAL STUDS OF THE STANDARD GABLE TRUSS ON THE INTERIOR SIDE OF THE STRUCTURE. I STRUCTURAL GABLE TRUSS / STRUCTURAL GABLE TRUSS INLAYED STUD AN ADEQUATE DIAPHRAGM OR OTHER METHOD OF BRACING MUST BE PRESENT TO PROVIDE FULL LATERAL SUPPORT OF THE BOTTOM CHORD TO RESIST ALL OUT OF PLANE LOADS. THE BRACING SHOWN IN THIS DETAIL IS FOR THE VERTICAUSTUDS ONLY. NOTE: THIS DETAIL IS TO BE USED ONLY FOR / STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYED STUDS ARE NOT ADDRESSED HERE. / fll STANDARD / GABLE TRUSS N :, e0 No 80083 . SERIAL.`. # ' 38 BC A22100'0000004C1287DF FEBRUARY 14, 2012 j \ Uo/ IjUolluo( 0 00 a MiTek USA, Inc. I is STANDARD PIGGYBACK TRUSS CONNECTION DETAIL ST-PIGGY-PLATE This detail is applicable for the following wind conditions: ASCE 7-98, ASCE 7-02, ASCE 7-05, ASCE 7-10 Wind Standards under all enclosure and exposure conditions as long as no uplift exceeds 377 lbs. Refer to actual piggyback truss design drawing for uplifts. NOTE: This Detail is valid for one ply trusses spaced 24" o.c. or less. PIGGYBACK TRUSS Refer to actual truss -design drawing for additional piggyback'truss information. SPACE PURLINS ACCORDING TO THE MAXIMUM SPACING ON THE TOP CHORD OF THE BASE TRUSS (SPACING NOT TO EXCEED 24.O.C.). A PURLIN TO BE LOCATED AT EACH BASE TRUSS JOINT. MiTek USA, Inc. Page 1 of 1 Attach piggyback truss to the base truss with 3"x8" TEE -LOCK Multi -Use connection plates spaced 48" o.c. Plates shall be pressed into the piggyback truss at 48" o.c. staggered from each face and nailed to the base truss with four (4)- 6d (1.5"x0.099") nails in each plate to achieve a maximum uplift capacity of 377 lbs. at each 3"x8" TEE -LOCK Multi -Use connection plate. Minimum of 2 plates) Attach each purlin to the top chord of the base truss. Purlins and connection by others) BASE TRUSS Refer to actual truss design drawing for additional base truss information. M0 60063 SERIAL .. # 388CA22100 0000004C1287OF I FEBRUARY 14, 2012 flQ o 0 00 0 00 a MiTek USA, Inc. VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF 10d NAILS 6" O.C. TRUSSED VALLEY SET DETAIL L T -VALLEY HIGH WIND2 MiTek USA, Inc. Page 1 of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE - 3" X 0.131" a 10d 2. WOOD SCREW = 4.5" WS45 USP OR EOUILIVANT 3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. GABLE END, COMMON TRUSS 4. INSTALL VALLEY TRUSSES (24" O.C. MAXIMUM) AND OR IRDER TRUSS SECURE TO BASE TRUSSES AS PER DETAIL A S. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. 6. NAILING DONE PER NDS-01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES VALLEY TRUSS TYPICAL GABLE END, COMMON TRUSS no nIoncn ro. — WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-OS 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATEGORY II BUILDING ATTACH 2x4 CONTINUOUS N0.2 SYP EXPOSURE C WINO DURATION OF LOAD INCREASE: 1.60TOTHEROOFW/ TWO USP WS45 (1/4" X 4.5") MAX TOP CHORD TOTAL LOAD = 50 PSF WOOD SCREWS INTO EACH BASE TRUSS. MAX SPACING a 24.O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES ttttlllllftq, i.s• Max O .•••..N..• eO No 80083 • . w SERIAL''#'. 38 SCA221 000000004C12870F FEBRUARY 14, 2012 0 00 0 00 a MiTek USA, Inc. VALLEY TRUSS TYPICAL SECURE VALLEY TRUSS W/ ONE ROW OF IOd NAILS 6" O.C. . TRUSSED VALLEY SET DETAIL I ST-VALLEY HIGH WIND1 GABLE END, COMMON TRUSS OR GIRDER TRUSS i MITek USA, Inc. Page 1 of 1 GENERAL SPECIFICATIONS 1. NAIL SIZE = 3" X 0.131" = 10d 2. WOOD SCREW = 3' WS3 USP OR EQUIVALENT DO NOT USE DRYWALL OR DECKING TYPE SCREW 3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE PER DETAIL A 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIDUAL DESIGN DRAWINGS. S. BASE TRUSS SHALL BE DESIGNED WITH A PURLIN SPACING EOUILIVANT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NOS - 01 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. BASE TRUSSES VALLEY TRUSS TYPICAL ATTACH 2x4 CONTINUOUS NO.2 SYP TO THE ROOF W/ TWO USP WS3 (1/4" X 3-) WOOD SCREWS INTO EACH BASE TRUSS. DETAIL A NO SHEATHING) N.T.S. GABLE END, COMMON TRUSS no nlonco rot fee WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3/12 MAXIMUM 6/12 CATEGORY 11 BUILDING EXPOSURE C WIND DURATION OF LOAD INCREASE: 1.60 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES No. gIj083 • ` • 40 • SERIAL # 38 BC A22100 0000004G1287OF. NOVEMBER 26, 2014 TRUSSED VALLEY SET DETAIL ST-VALLEYHIGHWINDVELOCITY) 00 O 0 00 0 00 a MiTek USA, Inc. NOTE: VALLEY STUD SPACING NOT TO EXCEED 48" O.C. SPACING ATTACH VALLEY TRUSSES TO LOWER TRUSSES WITH USP RT7 OR EQUIVALENT WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05 146 MPH WIND DESIGN PER ASCE 7-10 160 MPH MAX MEAN ROOF HEIGHT = 30 FEET CATEGORY II BUILDING EXPOSURE B or C WIND DURATION OF LOAD INCREASE: 1.6 MAX TOP CHORD TOTAL LOAD = 50 PSF MAX SPACING = 24" O.C. (BASE -AND VALLEY) SUPPORTING TRUSSES DIRECTLY UNDER VALLEY TRUSSES MUST BE DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2%10" ON AFFECTED TOP CHORDS. NOTES: SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12. MAXIMUM 12/12 PITCH) MiTek USA, Inc. Page 1 of 1 FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE CLIP MAY BE APPLIED TO THIS FACE UP TO A MAXIMUM 6/12 PITCH ICI \ NON -BEVELED BOTTOM CHORD SERIAL #:` 38 8C A2 2100 OQ 00 00'4C 12 87 OF T MAY 24, 2012 Standard Gable End Detail aa 0 00 0 00 a MiTek USA, Inc. DIAGONAL BRACE 4'-0" O.C. MAX Typical 2x4 L-Brace Nailed To 2x4 Verticals W/10d Nails, 6" o.c. Vertical Stud SECTION B-8 TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. 12 Q Varies to Common Truss Vertical Stud 4) - 16d Nails 2) - 10d Nails into 2x6 SECTION A -A a ... ....-., ..— ..— 1 I ST-G E 190-S P MiTek USA, Inc. Page t i I 2x6 SP OR SPF No. 2 DIAGONAL BRACE 16d Nails Spaced W o.c. 2X8 SP OR SPF No. 2 Typical Horizontal Brace Nailed To 20 Vericals w/(4)-10d Nails OR SPF No 2 SEE INDIVIDUAL MITEK ENGINEERING PROVIDE 2x4 BLOCKING BETWEEN THE FIRST DRAWINGS FOR DESIGN CRITERIA TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH END. ATTACH DIAGONAL BRACE TO BLOCKING WITH B B 3x4 = ( 5) - 10d NAILS. 4) - 8d NAILS MINIMUM, PLYWOOD SHEATHING TO 2x4 STD SPF BLOCK Diagonal Bracing * * - L-Bracing Refer Refer to Section A -A to Section B-B 24" Max Roof SheathiNOTE: 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT SLOG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT Max. BRACING OF ROOF SYSTEM. 4. "L" BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF or SP No.3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6" O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAM AT 4'-0" O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2x6 AND A 2x4 AS SHOWN WITH 16d NAILS SPACED 6" O.C. HORIZONTAL BRACE TO BE LOCATED AT THE MIDSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE STUDS WITH (4) 10d NAILS THROUGH 2x4. Diag. BraceREFERTOSECTIONA -A) 7. GABLE STUD DEFLECTION MEETS OR EXCEEDS L/240. at 1 /3 points8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. If HeededS. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE TRUSSES. 10. 10d AND 16d NAILS ARE 0.131"X3.0" AND 0.131"X3.S" COMMON WIRE NAILS RESPECTIVELY. 11. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. End Wall Minimum Stud Size Species and Grade Stud Spacing Without Brace 2x4 L-Brace DIAGONAL BRACE 2 DIAGONAL BRACES AT 1/3 POINTS Maximum Stud Length 2x4 SP No. 3/Stud 12' O.C. 3-8-10 5.6-11 6-6--11 11-1-13 2x4 SP No 3/Stud 16" O.C. 3-3.10 4-9-12 6-6-11 9-10-15 2x4 SP-No.3/Stud 24" O.C. 2-8-6 3.11.3 5-4-12 8-1-2 2x4 SP No.2 12' O.C. 3-10-IS 5-6-11 6-6-11 11-8-14 2x4 SP No 2 16' O.C. 3.6-11 4.9-12 6.6.11 10-8.0 2x4 SP No.2 24" O.C. 1 3-1.4 1 3-11-3 1 6-2-9 9-3-13 Diagonal braces over 6'-3" require a 2x4 T-Brace attached to one edge. Diagonal braces over 12'-6' require 2x4 I -braces attached to both edges. Fasten T and I braces to narrow edge of diagonal brace with I Od nails 6in o.c., with 3in minimum end distance. Brace must cover 90% of diagonal length. T or I braces must be 2x4 SPF No. 2 or SP No. 2. MAX MEAN ROOF HEIGHT . 30 FEET EXPOSURE 8 or C ASCE 7.10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND C DURATION OF LOAD INCREASE: 1.60 CONNECTION OF BRACING IS BASED ON MWFRS. Pi02. r . NAILS ool. - . X\ 2x6 DIAGONAL BRACE SPACED 48" O.C. ATTACHED TO VERTICAL WITH 4) -16d NAILS, AND ATTACHED TO BLOCKING WITH (5) -10d NAILS. HORIZONTAL BRACE SEE SECTION A -A) 1111111/. rE N10 8409 w may• — SERIAL..## 38 8C A2 2100 00 00 00 4C 12 87 DF I f •: August 10, 2010 T-BRACE / I -BRACE DETAIL WITH 2X BRACE ONLY ST - T-BRACE 2 { QQ ® MiTek USA, Inc. 'Page 1 of 1 Note: T-Bracing / I -Bracing to be used when continuous lateral bracing 0 0o is impractical. T-Brace / I -Brace must cover 90% of web length. L Note: This detail NOT to be used to convert T-Brace / I -Brace MiTek USA, Inc. webs to continuous lateral braced webs. Nailing Pattern T-Brace size Nail Size Nail Spacing 2x4 or 2x6 or 2x8 10d 6" o.c. Note: Nail along entire length of T-Brace / I -Brace On Two-Ply's Nail to Both Plies) WEB Nails Nails Web Nails Nails SPACING k Section Detail T-Brace Web I -Brace Brace Size for One -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6I-Brace 2x8 IM T-Brace 2x8 I -Brace Brace Size for Two -Ply Truss Specified Continuous Rows of Lateral Bracing Web Size 1 2 2x3 or 2x4 2x4 T-Brace 2x4 I -Brace 2x6 2x6 T-Brace 2x6l-Brace 2x8 2x8 T-Brace 2x81-Brace T-Brace / I -Brace must be same species and grade (or better) as web member. 11t111111, t•: Nc 60083 SERIAL .#: 3B 8CA22106'b000004C12870E I FEBRUARY 8, 2008 LATERAL BRACING RECOMMENDATIONS ST-STRGBCK n ® MiTek USA, Inc. Page 1 of 1 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, lUl 2x6 "STRONGBACK" IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. MiTek USA, Inc. NOTE 1: 2X6 STRONGBACK ORIENTED VERTICALLY MAY BE POSITIONED DIRECTLY UNDER THE TOP CHORD OR DIRECTLY ABOVE THE BOTTOM CHORD. SECURELY FASTENED TO THE TRUSS USING ANY OF THE METHODS ILLUSTRATED BELOW. NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO END, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS. ATTACH TO VERTICAL INSERT WOOD SCREW THROUGH OUTSIDE USE METAL FRAMING ATTACH TO VERTICAL SCAB WITH (3) - 10d NAILS FACE OF CHORD INTO EDGE OF STRONGBACK ANCHOR TO ATTACH WEB WITH (3) tOd NAILS (0.131"x 3') (DO NOT USE DRYWALL TYPE SCREWS) TO TOP CHORD ( 0.131"x 3' ATTACH TO VERTICAL WEB WITH (3) - 10d NAILS 0.131 "x 3-) BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE USt Mt I AL 1-HAMINU ATTACH TO VERTICALANCHORTOATTACHWEBWITH (3) - 10d NAILSTOBOTTOMCHORD ( 0.131' x 3") ATTACH 2x4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH (2) - 10d Al I ACTH I U V tH I IC:AL SCAB WITH (3) - 10d NAILS 0.131" x 3 ) TRUSS 2x6 STRONGBACK 4-0-0 WALL BY O' TYPICAL SPLICE) ATTACH TO CHORD WITH TWO #12 x 3" WOOD SCREWS 1216" DIAM.1 MitH 1 J(;HtW 1 HHUUUH UU 1 SIUt FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) BLOCKING BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4'-0" LONG I `0 •G N g `•.00 iSCABCENTEREDONTHESPLICEANDJOINEDWITH (12) -10d NAILS •' F • • 0.131" x 3") EQUALLY SPACED. t :. N , 60083 ALTERNATE METHOD OF SPLICING: i+!' OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4'-0" AND FASTEN WITH (12) - 10d NAILS (0.131" x 3") STAGGERED AND EQUALLY SPACED. S • TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL)'• SERIAL #':.. JANUARY 28, 2015 LATERAL TOE -NAIL DETAIL ST-TOENAIL SPT- O MiTek USA, Inc. Page 1 of 1 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45 DEGREES WITH THE MEMBER 0 0o AND MUST HAVE FULL WOOD SUPPORT. (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER END AS SHOWN. n 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH u AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. MiTek USA, Inc. 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO SPECIES FOR MEMBERS OF DIFFERENT SPECIES. OE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (lb/nail) DIAM. SP DF HF SPF SPF-S c9 131 88.0 80.6 69.9 68.4 59.7 p 135 93.5 85.6 74.2 72.6 63.4 J 162 108.8 99.6 86.4 84.5 73.8 of z 128 74.2 67.9 58.9 57.6 1 50.3 131 75.9 69.5 60.3 59.0 51.1 N 148 81.4 74.5 64.6 63.2 52.5 C.) VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAYBE APPLIED. EXAMPLE: 3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES BOTTOM CHORD For load duration increase of 1.15: 3 (nails) X 84.5 (lb/nail) X 1.15 (DOL) = 291.5 lb Maximum Capacity ANGLE MAY VARY FROM 30° TO 60° 45.00° ANGLE MAY VARY FROM 30 ° TO 60 ° THIS DETAIL APPLICABLE TO THE THREE END DETAILS SHOWN BELOW VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY SIDE VIEW 2x4) 3 NAILS NEARSIDE NEAR SIDE NEAR SIDE SIDE VIEW 2x3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW 2x6) 4 NAILS NEAR SIDE NEAR SIDE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 300 TO 60 ° 45.00 ° 45.00 ° r ; ss March 4, 2013 UPLIFT TOE -NAIL DETAIL ST-TOENAIL UPLIFT j \ UO/ Ijoulluor 0 00 a MiTek USA, Inc. SIDE VIEW NEAR SIDE FAR SIDE MiTek USA, Inc. Page 1 of 1 THIS DETAIL SHALL BE USED FOR A CONNECTION RESISTING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. TOP PLATE OF WALL SIDE VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY TOE -NAIL WITHDRAWAL VALUES PER NDS 2005 (lb/nail) DIAM. I SP DF HF SPF SPF-S 131 59 46 32 30 20 J ZO J zn f" 1 135 60 48 33 30 20 162 72 58 39 37 25 wOJ J 2 z N vi 128 S4 42 27 19 131 S5 43 29 28 19 148 62 48 34 31 21 j O.128 c 120 51 39 27 26 17 49 38 26 25 17 131 51 39 27 26 17 148 57 44 31 28 20 END VIEW 1" FOR 3" NAIL r 1.1116" FOR 3.25" NAIL L 1.3/16" FOR 3.5" NAIL NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30 DEGREES WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER END AS SHOWN. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. ALLOWABLE VALUE SHALL BE BASED ON THE SPECIE WITH LOWER NAIL CAPACITY BETWEEN THE TWO MEMBERS IN THE CONNECTION. VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: 3) - 16d NAILS (.162" diam. x 3.5") WITH SPF SPECIES TOP PLATE For Wind DOL of 1.33: 3 (nails) X 37 (lb/nail) X 1.33 (DOL for wind) = 148 lb Maximum Allowable Uplift Reaction Due To Wind For Wind DOL of 1.60: 3 (nails) X 37 (lb/nail) X 1.60 (DOL for wind) = 177 lb Maximum Allowable Uplift Reaction Due To Wind If the uplift reaction specified on the Truss Design Drawing exceeds 147 Ibs (177 Ibs) Building Designer is responsible to specifiy a different connection. USE (3) TOE -NAILS ON 2x4 BEARING WALL USE (4) TOE -NAILS ON 2x6 BEARING WALL 11111/ j T -T0 4i 80063 ; Z C &fe/7' • :.l `"' r ;ate pNA` r. . ad Qr..A-)1i An An AA An'nr V) a- nc'' FEBRUARY 5,2016 TYP 2x2 NAILER ATTACHMENT ST-W NAILING A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409-1010 2x2 NAILER ATTACHMENT GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 170 mph, ASCE 7-10, 29'-0" Mean Height, Exp. B, C or D. No .90063 SERIAL "#':' 36'k A2 2'1' 00 00 0'0:0"0'4C 12'87 'CiF*' N April 11, 2016 TYPICAL ALTERNATE BRACING DETAIL ST-FLAT GIRI BRACEIFOEXTERIORFLATGIRDERTRUSSI A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES 4) 12d MAX 3011(21-6") 2x6 2 SP (Both Faces) 24 to O.C. SIMPSON H.5 owleffille;' T. IN0,8009 40 Z t: 38 BC A 22100606-0-00 4"&12'876F t Anftny T. Tafto III, P.E. 4451 St. Uee Blvd. FOR Plww, FL. 34046 o v OCTOBER 15, 2014 STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS ST-REP01 AlANDDAMAGEDORMISSINGCHORDSPLICEPLATES - OO 0 00 0 00 a MiTek USA, Inc. 0 MiTek USA, Inc. Page 1 0f 1 TOTAL NUMBER O NAILS EACH SIDE OF BREAK ' • X INCHES MAXIMUM FORCE (Ibs) IS% LOAD DURATION SP OF SPF HF 2x4 2x6 2x4 I 2x6 2x4 2x6 2x4 2x6 2x4 2x6 20 30 24" 1706 2559 1561 2342 1320 1980 1352 2028 26 39 30" 2194 3291 2007 3011 1697 2546 1738 2608 32 48 36" 2681 4022 2454 3681 2074 3111 2125 3187 38 57 42" 3169 4754 2900 4350 2451 3677 2511 3767 44 66 48" 3657 5485 3346 5019 2829 4243 2898 1 4347 L DIVIDE EQUALLY FRONT AND BACK ATTACH 2x_ SCAB OF THE SAME SIZE AND GRADE AS THE BROKEN MEMBER TO EACH FACE OF THE TRUSS (CENTER ON BREAK OR SPLICE) WITH 10d NAILS TWO ROWS FOR 2x4, THREE ROWS FOR 2x6) SPACED 4" O.C. AS SHOWN.(.131"dia. x 3") STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 0-2-0 O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 0-3-0 MEMBER END DISTANCE. THE LENGTH OF THE BREAK (C) SHALL NOT EXCEED 12". (C=PLATE LENGTH FOR SPLICE REPAIRS) THE MINIMUM OVERALL SCAB LENGTH REQUIRED (L) IS CALCULATED AS FOLLOWS: L=(2)X+C BREAK 10d NAILS NEAR SIDE 10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY X" M 6" MIN THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REOUIREAX DIMENSION FROM ANY PERIMETER BREAK OR HEEL JOINT AND A MINIMUM OF 6" FROM ANY INTERIOR JOINT (SEE SKETCH ABOVE) DO NOT USE REPAIR FOR JOINT SPLICES NOTES: 1. THIS REPAIR DETAIL IS TO BE USED ONLY FOR THE APPLICATION SHOWN. THIS REPAIR DOES NOT IMPLY THAT THE REMAINING PORTION OF THE TRUSS IS UNDAMAGED. THE ENTIRE TRUSS SHALL BE INSPECTED TO VERIFY THAT NO FURTHER REPAIRS ARE REOUIRED. WHEN THE REOUIRED REPAIRS ARE PROPERLY APPLIED, THE TRUSS WILL BE CAPABLE OF SUPPORTING THE LOADS INDICATED. 2. ALL MEMBERS MUST BE RETURNED TO THEIR ORIGINAL POSITIONS BEFORE APPLING REPAIR AND HELD IN PLACE DURING APPLICATION OF REPAIR. 3. THE END DISTANCE, EDGE DISTANCE AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 4. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. S. THIS REPAIR IS TO BE USED FOR SINGLE PLY TRUSSES IN THE 2x_ ORIENTATION ONLY. 6. THIS REPAIR IS LIMITED TO TRUSSES WITH NO MORE THAN THREE BROKEN MEMBERS. SERIAL #..: aRarn,)-)innnnnnnner'i A nc' March 4, 2013 1 SCAB APPLIED OVERHANGS O TRUSS CRITERIA: LOADING: 40-10-0-10 L 1 0 0o DURATION FACTOR: 1.15 0 0o SPACING: 24" O.C. TOP CHORD: 2x4 OR 2x6 PITCH: 4/12 - 12/12 MiTek USA, Inc. HEEL HEIGHT: STANDARD HEEL UP TO 12" ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2x_ SCAB (MINIMUM NO.2 GRADE SPF, HF, SP, DF) TO ONE FACE OF TRUSS WITH TWO ROWS OF 10d COMMON WIRE NAILS (A48"DIA. x 3") SPACED 6" O.C. 2. THE END DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. 3. WHEN NAILING THE SCABS, THE USE OF A BACKUP WEIGHT IS RECOMMENDED TO AVOID LOOSENING OF THE CONNECTOR PLATES AT THE JOINTS OR SPLICES. 2x NOTE: TRUSS BUILT WITHOUT AN OVERHANG. THIS DETAIL IS NOT TO BE USED WHEN OVERHANG HAS BEEN BROKEN OFF. IMPORTANT This detail to be used only with trusses (spans less than 40') spaced 24" o.c. maximum and having pitches between 4/12 and 12/12 and total top chord loads not exceeding 50 psf. Trusses not fitting these criteria should be examined individually. REFER TO INDIVIDUAL TRUSS DESIGN FOR PLATE SIZES AND LUMBER GRADES ST-REP13A MiTek USA, Inc. Page 1 of 1 SERIAL". # 20.01-Al'11 nnnnMnn;ii-+i•o-7nc REPAIR REQUESTS When sending in repair requests, please use engineering sheets to describe issue or damage, and email to designC@altruss.com. NOTE: It is appreciated if actual pictures of the damage or problem are included with the engineering sheet, but pictures by themselves are usually not very helpful. Engineering sheets with the damage or issue noted are required. 1. If there are any special circumstances (sheeted, trades in, etc.) please make sure you note it on the drawing or email request. 2. We cannot provide sealed drawings for "field built" trusses. 2. See details below. BREAKS: Use a line to•note hee7.aC1 location of [he break 4xfi I r - X3 II 1 2 1 22 21 1.5x4 11 3x6 L2 ALTr MOVED BEARING CONDITION: ra:r, in neq,: (ration of bearino. or d provide_ dimension as nseU _d x3 = FP-- '3x3 II 3 4 6 tAISSING r DAMAGED PLATES: Circle plate rnat needs 3x4 1.5x4 I I 1.5x4 I I 7 8 -9 20 19 18 17 1.Sx4 11 1.5x4 11 3x 3x6 = 3x6 FP= MISSING PIECE: If there are multiple breaks. resulting in a section nllsSing 3x6 Sx4:-\\ 4 3 MEMBER SPLIT: Denote exact location of split, and provide an appraxirnals length. 3x4 I 5 1 16 15 3x4 = 3x3 = TRUSS MODIFICATION: If tnt:s is ton [:-nc ; snort, Uy and b_ as delai:ed as possible, ana ptcMde Omens ons as needed. 5x6 = 10 11 12 c r i I 1 f I f 14 7 1/2" 4x6 TOO LONG 3 BREAKS: Use a line to flute the exact location of the break 3x4 -Z- MISSING 1 DAMAGED PLATES: 7 Circle plate hat needs addressed. 3x 8 ME 0 4 D CV-) lr oa 1a• a• nv NJ U F. U U 1L 1 y0l b `,, yam L n J I n Tqr W Cry I pg3f frlullpgi.'1 . Cry S TI9 I. 9C ti r w 2' 0• 2.0• Y 0' 2' 0' ' 6' 2' 0' 1 it 2101, 7 0' Y p Y 0' 1' ] 1' 2' 0' 2.1' 2. 0' 'I'll" 2' kr II li I t I b I ' I f FIATG b 1801/1. CID III t ttlt/4 FC2 I s'1o1/4 I FUIB O J FL06G tm tIn b I I FTIIS FLOSI 2'0• 2'0• 2,tr Ym III b I I tmFLI In b I I r III b I I Ft05 m I i in 1' I 1/4• I FLO rCt Ila 11b iv F 1 r1 O 1 Knee Wall 1Y 0' a' a' By Bldr 19. 4' 40U• 5 r- 35/8"r, 35/811II - o will 1 40'Ir HATCH LEGEND 8'-0"/8'-8"A.F.F. 8'-8"/9'-4"A.F.F. 14' - 4" / 15' - 0" A.F.F. 18'-17/8"/18'-97/8"A.F.F. 5r- Gwtn VVnnCVrrVr J D. DVr uCn - UNLESS NOTED OTHERWISE) 11 - M: ALL CEILING DROPS BELOW BEAM ARE BY BUILDER (UNLESS NOTED OTHERWISE) NOTE: THIS TRUSS PLACEMENT DIAGRAM IS TO SHOW TRUSS I D. AND TRUSS LOCATION ONLY. THE BUILDING DESIGNER IS REPSONS18LE FOR THE STRUCTURAL STABILITY OF THE ENTIRE STRUCTURE. 3 f0_e=. REFER TO THE INDMDUAL TRUSS ENGINEERING - es g DRAWINGS FOR GRAVITY AND UPLIFT LOADS. Ali FOR BRACING d ERECTION DETAILS REFER 70 BCSI-07 AND/OR ENGINEER OF RECORD 2 It i " a:ee Q ^ REPRESENTS THE LEFT SIDE OF 5 s 1 : aa' EACH TRUSS DRAWING 3 V e a S: I LAj JU524 I NTI nume __ Q a -y-o e = 4?=a B) AW6 !aD MUW2 e,Ts + t: Ti n3 ee'-?ae 7ND26 (, MU526 e r _ s OO TND23 © A1524.2 O 4In492 TND2: s E 6.2 =2 MO •••-_3=-z OF TND262 s AMIS HANGER BY BUILDER LOADING ROOF FLOOR WIND LOAD ` GErj4ta c LIVE LOAD 20 40 ASCE 7.10 00 ° r ^:a:iits. uDEADLOAD10SO150MPHDIPC `. = = ee; 9 _ W CE LOAD 10• 0 CATEGORY 11 7 - j f0o a m u DEAD LOAD SO 5 ENCLOSED esE TOTAL LOAD 10 55 FRC-2014 DURATION FACTOR 125 100 iPl • 2007 s = a IEV DATE BY REMARKS 0 ; : a ? srAa. 6a 3 If It is understood that arlabove n e e e cdltions have been reNeWld APPROVED ^ • ^ 3 e a are acceptable la the - t! APPROVED NOTED fabrication attrusses.OVD ANO elevatlons.paches, overhangs, D REVISE AND REsUBMR 1 e ° - = e 3 lasoas,ceiling s : _ ebvabonslpes ltM- bearingD REJECTED ' ° ' awndnions d all detailpertaininge3emtothistrussplacementplan. No a ,. n' - = s ° a e back d uin DATE wi0 be accePtad VA* Wtd previous written - e E approval from an A•1 Root ? ¢ 9 s s - Tnnses re tame. REVIEWED BY S PLAN DATE ARCH: -/-/— STRUCT: -/-/— s ia-=ee CUSTOMER RYAN HOMES - E E L e 1 Ep T•a JOB NAME SANIAROSAvO'B• iSilk" RIGN7 $n ee' LOCATION L4W1MM4WRWM =T A LOT IY '.e=a 9. BLDG BLDG'_ =' TYPE a = Tt Jt E 1 ' a JOB a MASTER D15SRBU7 = DRAWN SCALE # S ' e ° 3 ° • DATE is egotl2 .a se - beer z A-1 ROOF TRU55E5 -- " - 2 e FI:se?^ an AFLORIDA CORPORATION 1-1! t ; s I. 2Ph 772409.100J Fax 772- 0.1015 Elm n RECORD COPY City of Sanford Building and Fire Prevention Product Approval Specification Form J OING Permit # fE 1 7- 3 3 7 4 SMAV:090 z OFPA, 4' Project Location Address •2-3 ZZ t.c^1 r 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 Smooth Star 15000.2/15000.3 Sliding Ply Gem 4780 FL 14634-R1 Sectional Wayne Dalton 9100 9174-119 Roll Up Therma Tru Benchmark 15225.2 Automatic Other 2. Windows Single Hung Ply Gem 3753 Horizontal Slider Casement Double Hung Fixed Alenco 705 FL 12983.1 Awning Pass Through Projected Mullions Ply Gem 3700 15264 Wind Breaker Dual Action Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # including decimal 3. Panel Walls Siding Soffits Aluminum Coils 12194-R1 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles Certain Teed XT-25/Landmark 5444-R4 Underla ments Roofing Fasteners Nonstructural Metal Roofing Wood Shakes and Shingles Roofing tiles Roofing Insulation Waterproofing Built up roofing System Modified Bitumen Single Ply Roof Systems Roofing slate Cements/ Adhesives / Coating Liquid Applied Roofing Systems Roof Tile adhesive Spray Applied Polyurethane Roofing E.P.S. Roof Panels Roof Vents Other June 2014 Category / Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll 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 Vicky Otero Please Print) June 2014 6' voo2 THERMAITRU° THERMA TRU DOORS 1 18 INDU8"IA DO.. 110sam m. ON 43517 Smooth -Star" and "Benchmark by Therma-Tru" 6W SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS '. W/ & W/OUT SIDELITES INSWING / OUTSWING f INSULATED FIBERGLASS DOOR WITH WOOD FRAMES 105-V MAX. OVERALL FRAME WIDTH -- { 1 2 J 5 5 5 5 rr-T. v-- ; 1; ;r--p1n11 , 1; ;1 1; ;1 U L' I - F_ 6BMMA VMVIDTH 1 2 J 5 5 5 General Notes 2 33 4 5 8 8 6 8 8 6 1 2 3 4 5 6 6 6 6 6 6 6g A 1. This product anchoring drawing has been developed In compliance with the Sth Edillon DOUBLE W/ SIDELITES OVO SINGLE W/ SIDELITES OXO 20)4) Florida BugdIng Code (FBC) excluding the "High Velocity Hurricane Zone. See the MAX DESIGN PRESSURE MAX DESIGN PRESSURE Certification Agency Certificate for sizes, specifications and ratings. S5.0 -55.0 40.0 -40.0 2. Product anchors stag be as fisted and spaced as shown on details. Anchor embedment to base material shag be beyond wag dressing. stucco, foam, brick and other wag coverings. 37M MAX. OVERALL 3. Wood screw: shag be lssfaged following Installation Instructions of ANSUAFBPA NDS 2012 I WIDTH r All other fastener types to be Installed following fastener manufacturer's Instalatlon Instructions. 4. Fastener embedment depths, edge distances and center -center distances shag be as 4 r- -r , , specified by the fastener manufacturer but In no Instance shag they be less than shown In 1 1 1 1 this drawing. x 1 1 1 5 i i it =-Si 5. Where shims are used, they must be a'Yigld / slit" material that complies with the 5 requirements of the FBC. 6. Positive and negative design pressure requirements for use with this drawing shag be determined by others for specific jobs In accordance with the governing code. 7. Site conditions not covered by this drawing are subject to further engineering analysis. 5 s TAME OF CONFENIS SHEET 0 DESCRIPtON 1 7yplcd ebvatbns, design pressures 8 general notes . 2 Buck anchoring 3 From&onchoft 4 Frome anchoring 6 bill of materials 5 Horizontal & vertical trans sectim 6 1 Vertical crass sections SINGLE X MAX DESIGN PRESSURE 67.0 -67.0 74.S0-MAX. OVERALL WIDTH 1 2 J 5 5 5 DOUBLE XX MAX DESIGN PRESSURE 55.0 -S5.0 LOCK HARDWARE AIM A SERIES XMFT SIGNATURE SERIES LATCH XWIXSET SIGNATURE SEWS 780 DEADSOLT 53.00• MAX. OVERALL WIDTH i 2 J i 5 5 SINGLE W/SIDELIfE OX MAX DESIGN PRESSURE 40.0 -40.0 4. t 0 v 4 ~ I I MULLION a I I MULLION MASONRY MASONRY 4 11 SHOWN FOR MASONRY .. 4 11 SHOWN FOR II //ll*"T OPENING TfP. HEAD OPENING T'P I I REFERENCE OPENING Trp 11 REFERENCE ds JAMBS HEAD I I HEAD" I do JAMBS h JAMBS I I r ° 5 a 2X BUCK I I -. 2X BUCK I I I I v N z" 2X BUCK ; n Li n o I I I I MULLION I I II o SHOWN FO II REFFERE ER II o II II II II II II SINGLE DOOR SINGLE W/SIDELITE BUCK ANCHORING BUCK ANCHORING SINGLE ANCHORING S p 1f p a p a II II MASONRY J. TfP. HEAD 4 II SHOWNN MULLIONpMUON I1OPENINGTfP. I I REFERENCE p SHOWN FOR l do JAMBS p ASTRAGAL HEAD p REFERENCE II NOTES: 11 SHOWN FOR rY JAMBS p II 1. 2Xbuckmin S.G.xo55. 2X BUCK REFERENCE 2X I I CONCRETE ANCHOR NORM p _BUCK 1. Concrete anchor locations at the comers may be adusted to maintain the mtn. p I 1 I I edge distance to modar)afnb. p 11 ASTRAGAL 2. Concrete anchor locations noted as 7AAX. ON CIENW must be adtusted to p o~i s j 11 p SHOWN FOR 1 I o+Li molnrofn Me min. edge dBlonce to mortarjolnb, odditlonal concrete anchor p o I I Il REFERENCE 1 I «i o may be required to er we the ?A*X. ON CENTER' dtmenslon are not exceeded. 3. Concrete anchor table: AMEW .:=-:-_ -:.. A AIIN.:CLEAAANC mMIM'-GU:ARANCf To:MASONRY.;=•,._1CiADJAGHV)•e r:::_-: EDGE°.'..-_ AHCNOR':'.i ITw o TAPCON 1/4- 1.1/e r 4' ElCO ULTRACON 1/1' 1-1/1" 1. r p II p II DOUBLE DOOR DOUBLE WjSIDELITESBUCKANCHORINGMASONRY OPENIBUCK ANCHORING NGa U 2Cyvyvss O tom+ J U Y m 2 ON. T.S. = m JK er LFS 3 15225. 5-68 or 6 6 23. I I I MULLION II SHOWN FOR REFERENCE A W/2X BUCK INSTALLATION 9 W/1X BUCK INSTALLATIONL o 4 UO TYP. HEAD do JAMBS — C" .D' 'E. VIEW "C'—'Co SINGLE DOOR WISJQFIrrEc n '" N C. PAIRS 30 3 TYP. TYP. a 3" —I I N p N; U WyN 01 o O SEE DETAIL "4' 0 o SEE — w a n `+ DETAIL N " r - T VIEW "E"—'E" VIEW "D'—'D" shown W/ aprotm COMWATm FAMDWM Ren 130 (Irv. Au smanr To 000R "s commxnws) SIDELITE NOTES: 1. The sldelffe Is direct set Into the Jamb with (12) N8 x 2" pth. wood screws. There are (4) at each vertical jamb, from the top down of 13.5', 31' 48.5" 6 667. There ore (2) at the header at 4' from the outside comets of the Irome. There are (2) at the sill 4' from the outside comers. 2. For optional sidelife construction with staples, sideSte Is direct set Into the Jamb with (4) r ie X 1-3/4' 16 ga. staples along each lamb (6" from ends and equally spaced thereafter). CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers may be adjusted to maintain the min. edge distance to mortar joints. 2. Concrete anchor locations noted as MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortar joints, oddlionol concrete anchors may be required to ensure the MAX. ON CENTER* dimension are not exceeded. 3. Concrete anchor table: 4NCHOM' AIJCNOR..;;`'.;:`MINI;::;:.•:;'.: MIN.CtEARitHC iMIN:;C[.... 4 TOADIAICENT.;.. TYPEi;'`;:''•''S11F:..::,EM9 bM Nt,•;. RgGE:.::.:."::::'::;';••::'ANCHOR,"::. ITW i TA PCON 1/4' 1.1/4" 2' - 4' I1W TAPCON 3/16" 1.1/4' 3" 1.1/2" D' A" 23 6• L N MULLION't SHOWN FOR _ REFERENCE t` BUCK INSTALLATION OI BUCK INSTALLATION I HEAD & JAMBS f i 2 W/IX BUCK INSTALLATION TYP. HEAD & JAMBS D. A' .B. A' SINGLE DOOR W/SIDELITE VIEW "B"—"B" SINGLE DOOR 40) DETAIL "6' SEE - DETAIL '1 W/2X BUCK 2 INSTALLATION W/1X BUCK 11 INSTALLATION 0 DETAIL W/2X BUCK 2 INSTALLATION W/1X BUCK INSTALLATION 12 10 C 1 DETAIL '1' 0 r' 1 1 2 110- 1 o • r/ R o om nlllls r`` ZR sN.. I —T y „ O 6 Ea iSMR o 0RLLN 0 o z d 1 n 7 n C z c„I x m 1 of sew: N.T.S. owc. e+ JK c and eT LFS ; ouuwwc no: rt FL-15225.5-68 c sndn 3 , 6 0 T I 33' 7' q 3 ' ' [— 3 SEE NOTE 3p A SHEET3pSEEDETAILJ; p 9 ASTRAGAL-' I MULLION SHOWN FOR p SHOWN FOR _ REFERENCE p REFERENCE ONLY p 16 p p 16 5 p _ 16 p 5 12 p I E• DOUBLE DOOR W/SIDELITES INngN PAIRS 30 > `^ ai TYP. v W/ 2X BUCK T lINSTALLATIONW/ IX p BUCK INSTALLATIONw Z TYP. HEAD 29 x do JAMBS I N A' 4' 3— I HF I 3• 1 -- 1 1-- 6' II I I SEE DETAL p W/2X BUCK A INSTALLATION W/ 1X BUCK 9 INSTALLATION SHOWN OR pTYP. HEAD do REFERENCE p JAMBS _ 0 p ONLY p p I• rrrll* 1\\\\ z ti o 0 1 aaoZ I^ ai iO '1 N T g E m I ug z o U 9oon 0 y md`a SEE— I' I 1 — ^ d `Wtj DETAIL ' 4' ^ — SEE O - = 16 p 16 DETAIL_ c l N y ci — p — "1 ci + 5 5 p — a A' VIEW ' F'—'E' DOUBLE DOOR VIEW MOM M/ OPll " CO/MMAUD UXWE lD OOON AWe MMECIIONS) W/ 2X BUCK 2' INSTALLATION W/ 1X BUCK INSTALLATION f 2 1 C Item DESCRIPTION Moterlol A 10 x 2-1 2 PFH WOOD SCREW STEEL B 10 X !-3/4" PFH WOOD SCREW STEEL C 10 X 1 PFH WOOD SCREW STEEL 1 10 x 3 4 I.G. PFH WOOD SCREW Hine to Frome STEEL 10 x 2 I.G. PFH WOOD SCREW STEEL 3 IS x 2-1 2 I.G. PFH WOOD SCREW STEEL 4 1 4 x 2-3 4 PFH ELCO OR ITW CONCRETE SCREW STEEL 5 1 4" x 1-3 4 ITW PFH CONCRETE SCREW STEEL 9 4, 14x3-3 4 ITW PFH CONCRETE SCREW STEEL 11 3 16 x 3-1 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 13 MASONRY - 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 1 4 X 2-1 4 PFH TTW CONCRETE SCREW STEEL 20 HEADER JAMB SUGAR PINE SG >= 0.34 WOOD 21 3 4 THK. PRESSURE TREATED SIDELITE PAD WOOD 30 1 2" X 1 X 25 GA. CORRUGATED FASTENER STEEL W/ 2X BUCK tA INSTALLATION 3 1 I p W/ IX BUCK tt DETAIL INSTALLATION B DETAIL W. ATTACH ASTRAGAL THROW BOLT STRIKE PLATE TO FRAME 1 C 1 DETAIL ' 4" AS SHOWN. j og V a W 0 a M ft JK m MK Or. LFS ; auwwc Na. c N FL- 15225.5-68 c aE 4 W 6 C 1X BUCK u INTERIOR EXTERIOR 1 HEAD JAMB Inswing shown To Ix sub -buck 50Im A fgn US' h INTERIOR EXTERIOR 2 HEAD JAMB 5 TouMgIneshown BUCK INTERIOR i. EXTERIOR V MAX. SHIM SPACE I.1S'MIN. US, MIN. EMB. EMB. TYP. 1 41 VERTICAL SIDE JAMB To 21 sub -buck Inswing shown INTERIOR EXTERIOR BUCK INTERIOR EXTERIOR 3 HEAD JAMB 5 To 21 sub•buck Inswing shown tO.I.TMIN. C-SINK 0.25' MAX. SHIM SPACE IASIMIN. EMB. eVERXALSIDE JAMB To wood frame Inswing shown kn iN%' A`2San pi ns •;_ g % oZu gr! 9m[Wugcoa rN 5c i v Its i!Ln o sm JK u sm LFS 3 15225.5-68 c 5 or C INTERIOR VERTICAL CROSS SECTION d kwwing conng.." 4 VERTICAL CROSS SECTION d M wing configuration INTERIOR INTERIOREXTERIOR 2 VERTICAL CROSS SECTION d Outswing conngumnon EXTERIOR n r 5 VERTICAL CROSS SECTION d Outswft configurotton INTERIOR EXTERIOR c VERTICAL CROSS SECTION d EXTERIOR E m ae N Z v 14 CZ MIL0. T2 4 g g 9 8a z m y u L o VERTICAL CROSS SECTION d Outswing configumnon ILMI JKLFSWC - 5225.5-68 6 or 6 O 7 THE-RMAITRU 0 THERMA TRU DOORS 1 le INDIIBTIIIAL DII.. [00[IITDN. ON 43e17 Smooth -Star" and "Benchmark by Therma-Tru" 87 SINGLE AND DOUBLE OPAQUE OR GLAZED PANELS W/ & W/OUT SIDELITES INSWING / OUTSWING INSULATED FIBERGLASS DOOR WITH WOOD FRAMES General Notes 105.51T MAX. OVERALL FRAME WIDTH—+j 123 11 ,I II '1 I '1 II II I I~S 11 II 11 11 1' I' I II II 1' 11 II ais to DJ., J; 1A31Ir _SI Irk 1. This product anchoring drawing has been developed In compliance with the Sth Edrilon 12014) Florida Building Code (FBC) excluding the Ugh Velocity Hurricane tone'. See the Certification Agency Certificate for sizes, specifications and ratings. 2. Product anchors sholl be as fisted and spaced as shown on details. Anchor embedment to base material shag be beyond wag dressing, stucco, foam, brick and other won coverings. 3. Wood screws shag be installed following Installation Instructions of ANSUAF&PA NDS 2012. All other fastener types to be Installed follovAllg fastener monufactureA Installation Instructions. 4. Fastener embedment depths, edge distances and center -center distances shag be as specified by the fastener monufocturer but In no Instance shah they be less than shown In this drawing. 5. Where shims are used, they must be a "dgld / stifr material that complies with the requirements of the FBC. 6. Positive and negative design pressure requirements for use with this drawing shag be determined by others for specific Jobs In accordance with the governing code. 7. Site conditions not covered by This drawing are subject to further engineering analysis. TABLE Of CONIIMS SHEER DESCRIMON 1 Typical etevotlam design pressures 6 general notes 2 Buck anchoring 3 Frame anchoring 4 Frame anchoring & bO of moteflob 5 Horizontal IL vertical cross section; 6 Vertical cross secllor; v0v 68.50' MAX. OOVERALLWIDTH 1 2 3 .............. 5 5 S IF=71 f------- F=1 11 11 11 11 1, , I 1, , I 11 II 11 II 11 ,I 11 ,I 1 I 1' 'I 11 II 11 11 11 11 11 11 1; ;1 1 1 11 II 11 11 11 II II II '1 11 ; 11 11 II II elf '1 I; ;1 11 ,I 11 11 II 11 o I, ,1 II ,1 z oil I R. tP C. ho 6 6 6 6 B 6 6 B 6 6 6 6 DOUBLE W/SIDELITES OXXO SINGLE W/SIDELRES OXO MAX DESIGN PRESSURE Locx mAeDwARE M!G a sans IMAX DESIGN PRESSURE 47.0 -47.0 1 l(MUIrSXGNAIVOUb LA1C11 1+40.0 -40.0 37.50' MAX. IcMOUSIGNAMU MINJI M MAIMOLT FOVERALL 74-V MA)L OVERALL WIDTH 53'0(r MAX' WIDTH OVERALL WIDTH 5 5 5 5 5 5 S 5 4 % il L + S r" r-- r-- r-- 11 II 1 1 1 I 11•-YI IT-YI Il'-YI IT-YI 1 II I I11 11 II 11 U 11 U II I' II II 5 II 11 11 11 11 11 11 11 1 I 1 1 11 11 11 11 11 11 11 11 11 11 11 1' '1 111, ,1 1, ,1 II 11 II 11 II 11 II II 4 11 1 I I 1 I 1 1 1 Il_41 1_,11 I_41 I_1 1, ,1 1, elr :'S1 5 11 II elr Irk m g O 5 ii ii O r_,_ -A iNr=k5 1r_Y 57 rF-P, 57 -P, 5 11 II II 11 II 11 11 11 Fr - it Is I 1 I I P ; 1 1; ;1 I; 5 11 11 II 11 II 11 11 11 II II '1 11 II 11 1 1, ,I 1, II 11 II 11 11 11 11 11 „ „ 11 I' 11 1' I I I I 11 II 11 11 II 11 11 11 L_ II 11 I Ly11 I I L1 1I 1_1 1 1L__y_jlJ J _J SINGLE X DOUBLE XX SINGLE W/SIDEUTE DX MAX DESIGN PRESSURE MAX DESIGN PRESSURE MAX DESIGN PRESSURE 67. 0 -67.0 +47.0 -47.0 +40.0 -40.0 JK i rr. LFS 3 me No_ 15225. 5-80 0 or 6 " a y- --1 r-, 4 . 4 ~ MASONRY OPENING TYP. HEAD do JAMBS 2X BUCK t N (j d 4' I I `MULLION MASONRY 4 II SHOWN FOR OPENING TMp II REFERENCE HEAD" do -JAMBS Go LO II II n Ci II II II 2X BUCK II II II II SINGLE W/SIDELITE BUCK ANCHORING MASONRY OPENING NOS; 2X BUCK 1. 2X buck min. S.G. = 0.55. CONCRETE ANCHOR NOTES: 1. Concrete anchor locations of the comes may be adjusted to motntotn the min. edge distance to mortar Joinb. 2. Concrete anchor locations noted as'MAX ON C84W must be adjsted to malntoln the mh edge distance to mortar )olnls. cddlional concrete anchors may be required to ensure the MAX. ON CENTER' dmenslon are not exceeded. 3. Concrete anchor table: ANCHOR-_ ANCNbk; MIN. ININc -.= ' ELEHRANG....Mf.. OAIASDNRYY• EIEARANC;E iYP.E:.:_. SIB;`;: EMBEDAIE _. T©AOJACENT. FTW TAPCON0 1/4' 11/4' Y P ELCO ULTRACON 1/4' 1.114' 1' 4' 4 4 4 4 MASONRY OPENING 4 I I I I I"Ill"t* o D m HEAD" I I I I I Sss k% z 6 m z k JAMBS II g u* i H g 9aDW II II N M d L ° m°° n O c 2X BUCK II I I MULLION I I II v o z Sd SHOWNFORIIII REFERENCE II II IICo II II n m Zd I SINGLE W/SIDELITES BUCK ANCHORING GI m o 4g II II 4 II II TYP. HEAD II do JAMBS Q ASTRAGAL Q SHOWN FOR D REFERENCE D II II D D D D Q D Q 0 DOUBLE DOOR BUCK ANCHORING 4 2X BUCK n 6 00d II B II I D II II D II MULLION 4IISHOWNFOR Q MULLION J I TYP. I I REFERENCE D SHOWN FORD I HEAD Q REFERENCE II k JAMBS D I I D II II Q II II Q II II I ASTRAGAL II I I D `SHOWN FOR I I II D REFERENCE II II D II II D II II Q II MASONRY DOUBLE W/SIDELITES OPENING BUCK ANCHORING io 0 no 1. or. JK rrr: LFS waio Ho_ 15225. 5-80 cr 2 or 6 E" b' C, 3" F773- 3" I I _ 11 MULLION 111 lit SHOWN FOR 111 REFERENCE in - A W/2X BUCK INSTALLATION - n Ci Ci O 9 W/lX BUCK INSTALLATION TYP. HEAD h JAMBS — wW ,C, b• *A* 2 30 3• i 3• "'1 73" i -- I I- r MULLION n SHOWN FOR _ w e Z Z a r 7 TTT_ REFERENCE z W Li A /2X BUCK INSTALLATION 9 T! HEAD BUCKIN:O I 1 SEE - tl - - NO 1 N •6•1 a 16 16 16 DETaI _ _ N 16 16 Wo III 111 — •4• h 1a N — III 5 —,- 12iii5iii12N + 12 iii H nl n l 4' l u n,', C• • 0• "E' 1 C. • D" A• VIEW • C"-"C' SINGLE DOOR W/SIDELITES VIEW 'E"-"E• VIEW "D"-•D" SINGLE DOOR W/SIDELfTE SNOW W/ OPIIOM-1 CONWAT[D FAS7EMM MW /JO MP. ALL SIDELITEMARWDARELAOTES: Sao= TO DOOR awl, COMMION* 1. The slde0te is direct set Into the Jamb with (12) #8 x 2" pfh. wood screws. There ore (4) of each t3 vertical jamb, from the top down of 13.5' 31' 48.5" d 667. There are (2) at the header at 4" from the outside comers of the frame. There are (2) at the silt 4' from the outside comers. 2. For optional sideGte construction wtih staples, sidelfte Is direct set Into the Jamb with (5) 7/d" X C 1-s/ j 16 go. staples along each Jamb (6" from ends and equally spaced thereafter). 3. Latch deodbolt and hinge locations vary. See Certification Agency Certificate and corresponding test reports for specific dimensions and design pressure ratings. CONCRETE ANCHOR NOTES: ' I. Concrete anchor locotiorls of the comers may be adjusted to maintain the min. DETAIL "4' edge distance to mortorJoints. 2. Concrete anchor locations noted as MAX. ON C84TER" must be adjusted to maintain the min. edge distance to mortor Joints, additional concrete anchors may be required to ensure the MAX. ON CENTER" dimension are not exceeded. A A 3. Concrete anchor table: ANCHOR;••, AIJCHdR MIN::.;::;.:. MIN;C RANC...MIN•,CLEARAN EMBEDMENT TO` INASONRY ; EDGE::::`::.:: TO AOSACENT:;, 11w a TAPCON 1/ 4" 1.1/4• Y 4" o ITVV TAPCON 3/ 16" 1-1/4" 3" Z0. zr: re k%t- Nnoo Rm a Xi y W/I X BUCK - INSTALLATION SEE o E b a. a TYP. HEAD dt DETAIL 1" r< N g 9 p ; u u JAMBS ee 8. A' nNGLE DOOR ra. o Og i it In ci U N W PI@ i N.T.S. = er JK a er. LFS ND Na ° n 15225.5- 80 c 3 a 6 C C• . 3' 3' ` q' 3 I 3" 1 3" t t _ III 0 SEE DETAIL '3• III A LIB SEE NOTE SHEET 3 3 0 II 9 0 I MULLION SHOWN FOR REFERENCE ASTRAGAL ISHOWNFOR REFERENCE 0 — ONLY 0 1 B — a All 16 O 16 16 n 50 50III1III - IVIEW 'C'-I DOUBLE DOOR W/SIDELITES W/2x BUCM INSTALLATIOI W/1% BUCM INSTALLATIOI TYP. HEAD JAMBS SEE DETAIL 4" ta Ln 3" SNP. i g• _ f 4 3-- 1 _ I g 1 4 01, I wfit2% BUCK A a SEESEEDETAIL0INSTAL1ATlONTDETAIL to W/1% BUCK p hG •I• 7< 0 wsrALLAn0', N o 0 TYP. HEAD & ^ Ci JAMBS ASTRAGAL I T n SHOWN FOR 0 0 REFERENCE 1 - W I ONLY 1 g 3tr+ o = 16 0 16 ^ 5 ' 5 — A' 4 VIEW 'E"-'E' DOUBLE DOOR %qEW 'A* - *A* ShOM W/ MOM CowvUC UD rwrrtN= nw 130 (nn. AU qu= TO a" Jwq ccwmrc louts) Item DESCRIPTION Material A 10 x 2-1 2 PFH WOOD SCREW STEEL B 10 X 1-3 4 PF OOD SCREW STEEL C 10 X 1 PFH WOOD SCREW STEEL 1 10 x 3 4 LG. PFH WOOD SCREW Hine to Frome STEEL 4 1 4 x 2-3/4 PFH ELCO OR ITW CONCRETE SCREW STEEL 5 1 4 x 1-3 4 ITW PFH CONCRETE SCREW STEEL 9 1 4 x 3-3 4 ITW PFH CONCRETE SCREW STEEL 10 8 X 3 PFH SCREW STEEL 11 3 16 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 12 1 4 x 3-1 4 ITW PFH CONCRETE SCREW STEEL 13 MASONRY — 3000 PSI MIN. CONCRETE CONFORMING TO ACI 301 OR HOLLOW BLOCK CONFORMING TO ASTM C90 CONCRETE 16 X 2-1 4 PFH ITW CONCRETE SCREW1tF4 STEEL 20 HER JAMB PINE SG >= 0.42 WOOD 21 3 THK. PRESSURE TREATED SIDELITE PAD WOOD 30 1 2" X 1" X 25 GA. CORRUGATED FASTENER STEEL B N N w 0 1 C V) 11 ° C: 1 p a n i DETAIL '4" n s A 0c DETAIL "3' ATTACH ASTRAGAL THROW BOLT _ 0 1 STRIKE PLATE TO FRAME AS SHOWN. n"s 2 21 12 i A suit N.T.S. ` owa en JK a 1 ca er. LFS i DETAIL '1' op"ww "o, a n FL-15225.5-80 Mr 4 w 6 U IX BUCK INTERIOR EXTERIOR J—*HEAD JAMB Toswxng s=nk INTERIOR HEAD JAMB Tbouy4ngwoodshownfmme 2X BUCK INTERIOR 4 Z.A A EXTERIOR MAX. SHIM SPACE 1.16'MN. EMB. EMB. TYP. 4 VERTICAL SIDE JAMB To 2(sub-buck hwft shown U EXTERIOR z 2X BUCK ti X INTERIOR EXTERIOR 3 HEAD JAMB To 21 sub -buck Inswing shown INTERIOR I \1 EXTERIOR MIN INK SHIM SPACE0.25 MAX. IASINN. EMB. VERTICAL SIDE JAMB To wood I.me Inswing shown CIO I It Tfit 0z .;I UN ID Om OIL cz I I'Ll Or. JK or. LS NO NO- I5225. 5 —80 c1. 6 INTERIOR i 3 . OFMO IN 1 1 VERDCAL CROSS SECTION 6 bwmng con an INTERIOR 4 VERTICAL CROSS SECTION Q Inswing configuration EXTERIOR 21 VERMAL CROSS SECTION 6 Oui wing configuration INTERIOR EXTERIOR INTERIOR C51 VERITCAL CROSS SECTION 6 OuIrAng configuration INTERIOR EXTERIOR o rj 3 VERTICAL CROSS SECTION 6 EXTERIOR 1j Y. N'j da f im 2 o oZu Q`dang zd m and p di 102 4 806 6 VERWAL CROSS SECTION 6 OutrMng configuration sML N.T.S. owe. MI. ,lK aoc. or. LFS 3 owvwo uo: n FL-15225.5-80 c 6 or 6•• C Sr f t-oore INSTALLATION NOTES: 1. ONE (]) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN, UNLESS OTHERWISE STATED. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION. 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN ATOLERANCE OF 1112INCH OF THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (LE„ WITHOUT CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. FLANGE INSTALLATION: FOR INSTALLATION THROUGH 1X BUCK TO CONCIIET MASONRY, OR DIRECTLY INTO CONCRETE/ MASONRY, USE ONE (1) 3116 INCH ITW TAPCON PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 1114 INCH MINIMUM EMBEDMENT. S. FLANGE INSTALLATION: FOR INSTALLATION THROUGH STEEL STUD USE ONE (1) #10 SELF -TAPPING SCREWS PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM ENGAGEMENT INTO METAL FRAME SUBSTRATE. 6. FIN INSTALLATION: FOR INSTALLATION THROUGH STEEL STUD USE ONE (1) 48 SELF -TAPPING s&Rws PER LOCATION OF SUFFICIENT LENGTH TO ACHIEVE 3 THREADS MINIMUM ENGAGEMENT INTO METAL FRAME SUBSTRATE. 7. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. B. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE NUDE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. DISSIMILAR MATERIALS MUST BE SEPARATED OR COATED. 9. FOR HOLLOW BLOCK AND GROUT FILLED BLOCK DO NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK 20. 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 BY THE ANCHOR MANUFACTURER. 11. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. B MASONRY - STRENGTH CONFORMANCE TO ASTM C-90, GRADE N, TYPE 1(OR GREATER). C. STEEL- MINIMUM YIELD STRENGTH OF 33 XSI. MINIMUM WALL THICKNESS OF 33 MILS. (20 GUAGE) PLY GEM WINDOWS 471214812 SINGLE -HUNG (NON -IMPACT) GENERAL NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA BUILDING CODE (FBC) EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: AAMA/WDMA/CSA IOXA.S.2/A440OS 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY, 2K AND METAL STUD FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. 1X AND 2X BUCKS (WHEN USED) SHALL BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE STRUCTURE. BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION 70 DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED TO PROTECT THIS PRODUCT IN AREAS REQUIRING ITPAR RESISTANCE. 6. WINDOW FRAME MATERIAL ALUMINUM 6063.73 7. GLASS MEETS THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. SEE SHEET S FOR GLAZING DETAILS. d DESIGNATIONS X'AND'0* STAND FOR THE FOLLOWING: X.' OPERABLE PANEL O: FIXED PANEL TABLE OF CONTENTS REVISION SHEET DESCRIPTION 1 A GENERAL A INSTALLATION NOTESrSHEET2ELEVATIONSAANCHORLAYOUTS 3 4712FL VERTICAL A HORIZONTAL SECTIONS 4 4712F VERTICAL & HORIZONTAL SECTIONS 5 4612F VERTICAL A HORIZONTAL SECTIONS PRODUCT OVERALLSIZE DP RATING PST) MISSILE IMPACT RATINGWIDTHHEIGHT 4712FL 48" 83.93" 50/-70 NOT RATED 4712FL 53" 72" 50/-60 NOT RATED 4712F 53" 72" 50/-60 NOT RATED 4712F 48" 83.93" 50/-60 NOT RATED 4812F 48" 84" 50/ -60 NOT RATED 4812F 48" 96" 1 +30/-30 NOTRATED Digitally signed by Hermes F. Norero, P.E. Reason: I am approving this document Date: 2015.04.1010:48:44-04'00' PLYWINDOWS GEM 433 N MAUL ST-POROX IMP. ROCKY MOUNT, VA 24151 FN: 140-I6d349 FX. 340-4844A11 PGW02 SHEET. 1 OF 5 UNIT MAX WIDTH 53.00' DL-O MAX WIDTH 49.44- B F 3 4 0 3 . 0. UNIT MAX HEIGHT 72.0D' 4 • H X. • A E 3 4 SASH MAX WIDTH 51.25' ELEVATION D.LO MAX. WIDTH 44.3 D.LO. MAX K. D HEIGHT KA3v 33. 25' UNIT MAX HEIGHT 96. 00' SASH MAX HEIGHT 36. 31' SEE ANCHOR SEE ANCHOR SCHEDULE SCHEDULE I ANCHOR LAYOUT SEE SCCHEDUHEDU LESEEANCHOR SCHEDULE UNIT MAX WIDTH 48. 00' 3 B F 3 4 0' SASH MAX _ 4 WIDTH 46.25' ELEVATION D. L. O. MAX HEIGHT 45. 56' SASH MAX. r HEIGHT t- 35. 88' INSTALLATION QTY PER EMBEDMENT EDGE HEAD SILL JAMB O.L. CORNER ANCHOR TYPE TYPE LOCATION SUBSTRATE IN.) DISTANCE O. C. DISTANCE O.L. DISTANCE DISTANCE DISTANCE IN.) IN.) IN.) IN.) IN.) 8 SELF - TAPPING FIN 1 STEEL STUD 3 THREADS N/A 12 12 9 4 3/16' ITW TAPCON FLANGE 1 CONCRETE/MASONRY 1.25 2.5 20 20 4 10 SELF - TAPPING FLANGE 1 STEEL STUD 3 THREADS N/A 20 20 4 PLy GEM WINDOWS 433M MAIN ST„ PO BOX 550. ROCKY MOUNT, VA 24151 M* 5404244346 FX: 5404"683 m j n R N O m 1 L Q01 p 'S co m W m vQ 2 w < lii c d m c< a w 4W at r L1 m o 1u c T•nF 1144 iil o4c 3i = hZ c uDWG #: PGW029 SHEET: 2 OF 5 1/4• MAX. 3/16" ITW TAPCON SHIM SPACE INSTA TION ANCHOR 3 THREADS ENGAGEMENT' PLy GEM CONCRETE/ MASONRY BY OTHERS WINDOWS CAULK BETWEEN 21/2•MIN. EDGE DISTANCE INTERIOR10SELF -TAPPING SCREW 111/1M1U15T.,rowxne9. CONCRETE/ MASONRY A A INSTALLATION ANCHOR ROW AOLW. ve 24151 WOOD BUCK BY OTHERS M 91W444148 M 540.84M41 1X WOOD BUCK BY OTHERS 1 1/4• MIN METAL STUD FRAMING SEE GLAZING R EXTERIOR FINISH EMBEDMENT BY OTHERS DETAIL 1 0 BY OTHERS V) Qp dmm C m ocCCLuo < SHEATHING--- r BY OTHERS EXTERIOR l a m Z.16 < PERIMETER CAULK LBYOTHERS L SHIM SPACE c N c w o WINDOW d m W HEIGHT EXTERIOR FINISH g a w o Q SEE GLAZING BY OTHERS O A tDETAIL] PERIMETER CAULK WINDOW EXTERIOR INTERIOR BY OTHERS WIDTH G g VERTICAL SECTION HORIZONTAL SECTION m 3 HEAD - IX WOOD/CONCRETE/MASONRY IAMB • STEEL STUD FRAMEe4712FLANGE4712FLANGE n Z11/4• MIN. EMBEDMENT Q 1/41 MAX SHIM SPACE CONCRETE/ MASONRY BY OTHERS H OO In pCAULKBETWEEN EXTERIOR INTERIOR CONCRETE/ MASONRY A 1X o c WOOD BUCK BY OTHERS UJ INTERIOR 1X WOOD BUCK Ix c SEE 6LAZIN6 BY OTHERS DETAIL I r• 3/16' ITW TAPCON INSTALLATION ANCHOR I zA. O.A. WINDOW HEIGHT STRUCTURAL GRADE 1/4• MAX. 2 1/2' MIN. SILICONE BY OTHERS SHIM SPACE EDGE DISTANCE EXTERIOR FINISH U1 ~ BY OTHERS 1X WOOD BUCK + . •..: ' '' SEE GLAZING BY OTHERS DETAIL] EXTERIOR FINISH rii// * BY OTHERS vn 11m v WOOD CAULK BETWEEN EXTERIOR CONCRETE/ MASONRY 61X PERIMETER CAULK BUCK BY OTHERS 0•A• BY OTHERS M o V11, i'_ZWINDOW CONCRETE/ MASONRY BY OTHERS WIDTH m DWG#• PG W 0 2 9AVERTICALSECTIONCHORIZONTALSECTION 3 SILL -1X WOOD/CONCRETE/MASONRY 3 JAMB • IX WOOD/CONCRETE/MASONRY SHEET: 3 OF 547.12 FLANGE 4712 FLANGE 0 1/4' MAX. 3 THREADS MIN. SHIM SPACE SHEATHING ENGAGEMENT 8 SELF -TAPPING SCREW BY OTHERS INSTALLATION ANCHOR EXTERIOR FINISH METAL STUD FRAMING BY OTHERS BY OTHERS 8 SELF -TAPPING SCREW PERIMETER CAULK INSTALLATION ANCHOR BY OTHERS METAL STUD FRAMING BY OTHERS O.A. ' 1 1/4' MAX. WINDOW SHIM SPACE 3 THREADS MIN. 1 HEIGHT ENGAGEMENT SEE GLAZIIJ6J DETAIII EXTERIOR INTERIOR SHEATHIN6'..... BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK O.A BY OTHERS WINDOW — WIDTH VERTICAL SECTION G HORIZONTAL SECTION 4 HEAD • IX WOOD/CONCRETE/MASONRY 4 IAMB • STEEL STUD FRAME 4712 FIN 4712 FIN SEE GLAZING DETAIL] EXTERIOR O.A. WINDOW NEI6HT I OUL 1 INTERIOR 1/4' MAX. SHIM SPACE PERIMETER CAULK 1 I BY OTHERS METAL STUD FRAMING EXTERIOR FINISH BY OTHERS _ BY OTHERS SHEATHING #B SELF -TAPPING SCREW BY OTHERS 3 THREADS MIN. INSTALLATION ANCHOR ENGAGEMENT E VERTICAL SECTION 4 SILL • PRECAST CONCRETE 4712 FIN EXTERIOR VERTICAL SECTION 4 MEETING RAIL A' PLY GEMWINDOWS 433 N MAIN ST., PO AOX 555, NOW M.OLW. VA 24151 PK 549484l348 FX'. 940-494•0533 INTERIOR 0 m+ in SEE GLAZING 8 N o 124c vi m DETAIL N = Sj O w o m 10y 3 Q VI N m Mw & wix & EXTERIOR 0 Tm Z O Z Lu IX INTERIOR LL, l NZ o u W6 #: P&W029 HEET: 4 OF 5 1/4' MAX. SHIM SPACE 3 THREADS MIN. 90 Pw GEM] 5HLATHIN& ENGAGEMENT 8 SELF -TAPPING SCREW NDows BY OTHERS INSTALLATION ANCHOR 8 SELF -TAPPING SCREW 433 R kAIN ST.. PO IOX 559. EXTERIOR FINISH METAL STUD FRAMING INSTALLATION ANCHOR ROCKY MOUWr. VA 24151 By OTHERS BY OTHERS INTERIOR Plt 540,404-6349 FX' 540-4"4663 PERIMETER CAULK METAL STUD FRAMING BY OTHERS BY OTHERS. tj *t T_ SEE GLAZING z 3 THREADS MIN DETAILI ENGAGEMENT xV) V) O.A. 1/4'MAX N WINDOW SHIM SPACE SHEATHIN6---- co HEIGHT SEE 6LAZING_'l/ 3/4* O.A. INSULATED CLASS BY OTHERS LU -C DETAIL I EXTERIOR Luhe EXTERIOR INTERIOR Dow 1199 EXTERIOR FINISH V SILICONE BY OTHERS O.A. PERIMETER CAULK WINDOW — By OTHERS WIDTH Ic VERTICAL SECTION rL-\ HORIZONTAL SECTION 10 1,45 HEAD- IXWOOD/CONCRETE/MASONRY I 5 JAMB - STEEL STUD FRAME 4812 FIN 4812 FIN 1/2' MIN. CLASS 1/4' MAX. SHIM SPACE 7— SEE GLAZING am C) DETAIL z GLAZING DETAIL 1 8 SELF -TAPPING SCREW EXTERIOR INTERIOR INSTALLATION ANCHOR Lu Lu O.A. WINDOW NOTE: METAL STUD FRAMING HEIGHT 1/4* MAX. CLASS THICKNESS AND TYPE By OTHERS SHIM SPACE SHALL COMPLY WITH ASTM E 130D CLASS CHART REQUIREMENTSOI INTERIOR 3 THREADS MIN. z PERIMETER CAULK ENGAGEMENT BY OTHERS EXTERIOR FINISH METAL STUD FRAMING SHE ATHIN6 BY OTHERS L BY OTHERS BY OTHERS LL: SHEATHING 8 SELF-TAPPIN6 SCREW NilBYOTHERS3THREADSMIN. INSTALLATION ANCHOR EXTERIOR FINISH ENGAGEMENT SEE GLAZING BY OTHERS DETAIL I PERIMETER CAULK BY OTHERS z WINDOW I WIDTH EXTERIOR O.A. OW& #: VERTICAL SECTION SILL - PRECAST CONCRETE HORIZONTAL SECTION P6W029 4812 FIN 5JAMB - STEEL STUD FRAME SHEET: 4812 FIN 5 OF 5 INSTALLATION NOTES: 1. ONE (2) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN, UNLESS OTHERWISE STATED. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED 5THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION. 3. INSTALL INDMDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF 12J2 INCH OF THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (I.E., WITHOUT CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. FIN INSTALLATION: FOR INSTALLATION THROUGH ZX WOOD FRAME USE ONE (2) 01 WOOD SCRE-W-,1M COMMON NAIL OR 11 GAUGE ROOFING NAIL OF SUFFICIENT LENGTH TO ACHIEVE 2 20 INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. S. FLANGE INSTALLATION: FOR INSTALLATION THROUGH ZX WOOD FRAME USE ONE (1) 010 WOOD SCREW OF SUFFICIENT LENGTH TO ACHIEVE 2 In INCH MINIMUM EMBEDMENT INTO WOOD SUBSTRATE. 6. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER AND SIDING. 7. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. DISSIMILAR MATERIALS MUST BE SEPARATED OR COATED. B. 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 BY THE ANCHOR MANUFACTURER. 9. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD - MINIMUM SPECIFIC GRAVITY OF OSS. PLY GEM WINDOWS 471214812 SINGLE -HUNG (NON -IMPACT) AS TESTED GENERAL NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED 70 COMPLY WITH THE CURRENT FLORIDA BUILDING CODE (FBC) EXCLUDING HVHZ AND HAS BEEN EVALUATED ACCORDING TO THE FOLLOWING: 4 AAMA/WDMA/CSA 101/IS.2/A440OS 2. ADEQUACY OF THE EXISTING STRUCTURAL ZX STUD FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 3. 2X BUCKS SHALL BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE STRUCTURE. BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED TO PROTECT THIS PRODUCT IN AREAS REQUIR IGTdMPAC RESISTANCE. WINDOW FRAME MATERIAL: ALUMINUM 6063.73 6. GLASS MEETS THE REQUIREMENTS OF ASTM E13W GLASS CHARTS SEE SHEETS FOR GLAZING DETAILS. 7. DESIGNA77ONS WAND'O'STAND FOR THE FOLLOWING: X: OPERABLE PANEL O: FIXED PANEL TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 A GENERAL 6 INSTAWTION NOTES 2 ELEVATIONS 6 ANCHOR LAYOUTS 3 4712FL VERTICAL 6 HOR=ONTAL SECTIONS 4 4712F VERTICAL 6 HORIZONTAL SECTIONS 5 4812F VERTICAL A HORIZONTAL SECTIONS PRODUCT OVERALLSIZE DP RATING PSF) MISSILE IMPACT RATINGWIDTHHEIGHT 4712FL 48" 83.93" 50/-70 NOT RATED 4712FL 53" 72" 50 / -60 NOT RATED 4712F 53" 72" 50/-60 NOTRATED 4712F 48" 83.93" 50/-60 NOT RATED 4811E 48" 14" 50/-60 NOT RATED 4812F 48" 9G' 30/-30 NOT RATED Digitally signed by Hermes F. Norero, P.E. Reason: I am approving this document Date: 2015.04.1010:47:11 -04'00' 11 PLY GE00wIND 413 FC MAIN ST.. FO 50X 539. AOCLY MOUNT. VA 24151 FIE 540.464-6349 FX 540-4"."U nn tj 2 cZNt2n Amu? G O O= n ` 5 c0 z Uj I LL7 R i5LijJia s" yid• •'••... • F,. ) Ciz UI e0 Z J U7 ZN0 0 U H Z DW6 #: P& W030 SHEET: 1 OF UNIT MAX. WIDTH 53.00' D L.O MAX. WIDTH 49.44- B f F 3 4 D 3 " 0" UNIT MAX. HEIGHT 72.0D' 4 " H X. " A E 3 4 SASH MAX. WIDTH 51.25' ELEVATION UNIT MAX. WIDTH 48.00' D.L.O MAX. WIDTH 44.31' J 5 B F 3 4 D.L.OIMAX. K.. D HE1:6HT 5 3 33.25' UNIT MAX. HEIGHT 96.0(r SASH MAX. HEIGHT 36.31' r, SEE ANCHOR SEE ANCHOR SCHEDULE SCHEDULE ANCHOR LAYOUT SEE ANCHOR SCHEDULE SEE ANCHOR SCHEDULE i1y SASH MAX. WIDTH 46.25' ELEVATION D.L.O. MAX. HEI6HT 45.56' INSTALLATION QTY PER EMBEDMENT EDGE HEAD SILL JAMB O.C. CORNER ANCHOR TYPE TYPE LOCATION SUBSTRATE IN.) DISTANCE O.C. DISTANCE O.C. DISTANCE DISTANCE DISTANCE IN.) IN.) IN.) IN.) IN.) 8 WOOD ANCHOR FIN 1 WOOD 1.5 0.75 12 12 9 4 100 COMMON OR 11 GAUGE ROOFING NAIL FIN 1 WOOD 1.5 0.75 12 12 9 4 10 WOOD ANCHOR I FLANGE I WOOD 1.5 0.75 20 20 4 ora PLy GEMWINDOWS 433 N MAW ST, PO BOX 559. BOCIY AOLW. VA 24151 m 5104844349 fft 540464-6613 m vu T 1 N No d m S o 6SASHMAX. HEIGHT 35.88' c w m ZV) Q O m < W G R WJ F oc m m Cl w1a<31 xao V) Y LuLuLu m V1 mZ N O Z 61 < B co 3t OF 5 10 WOOD SCREW 1 1/2• MIN. INSTALLATION ANCHOR 1/4' MAX. EMBEDMENT CAULK BETWEEN SHIM SPACE CAULK BETWEEN PLy GEMCONCRETE/ MASONRY A 2X WOOD BUCK BY OTHERS INTERIOR CONCRETE/ MASONRY S 2X CONCRETE/ MASONRY BY OTHERS 3/4' MIN. EDGE DISTANCE CONCRETE/MASONRYte WOOD BULK BY OTHER431 N MAIN sr' rowDWS 2XWOOD BUCK BY OTHERS ROCKY MOUNT. VA24151 BY OTHERS 2X WOOD BUCK 11/2'MIN '•'' r• BY OTHERS PK EMBEDFX MENT A EMBEDMENT # 10 WOOD SCREW EXTERIORBYOTHERS FINISHINSTALLATION ANCHOR ^+ Rq u al 1/4' MAX "• tl r' o' 4+ d SHIM SPACE H o h - i 3/4' MIN. EDGE DISTANCE r 1 — •• " Z m m . STRUCTURAL GRADE m { O.A. SILICONE BY OTHERS °. o w o < Z WINDOW HEIGHT \ °C ~ c SEEGLAZING SEE GLAZING m w EXTERIOR DETAIL] INTERIOR DETAIL] •• EXTERIOR FINISH'' d Q m EXTERIOR BY OTHERS STRUCTURAL GRADE WINDOW SILICONE BY OTHERS p WIDTH m g VERTICAL SECTION C HORIZONTAL SECTION 3 HEAD -2XWOOD BUCK 3 JAMB -2XWOOD BUCK Z 4712 FLANGE 4712 FLANGE 1/ 4' MAX. O ZO 11/2' MIN. SHIM SPACE EMBEDMENT F-I Lij h SEE GLAZING 2X WOOD BUCK BY OTHERS N' ,' INTERIOR p EXTERIOR DETAIL] INTERIOR #10 WOOD SCREW INSTALLATION ANCHOR i SEE GLAZING Z o. A. DETAIL 1WINDOW a HE16HT 1/4" MAX. 3/ 4• MIN. P0.:..... ~¢ SHIM SPACE EDGE DISTANCE SHEATHING—' BY OTHERS EXTERIOR w STRUCTURAL 611ADE SILICONE BY OTHERS EXTERIOR FINISH :,' i; • • ..:• •.. " • : •,. EXTERIOR FINISH pilD! BY OTHERS BY OTHERS 2X WOOD BUCK BY OTHER m 1 mll STRUCTURAL GRADE : Z CAULK BETWEENSILICONEBYOTHERS WINDOW c CO = u Z CONCRETE/ MASONRY A 2X WIDTH C c vi WOOD BUCK BY OTHERS DW6 #: CONCRETE/MASONRY A VERTICAL SECTION p HORIZONTAL SECTION PGW030 BY OTHERS 3 SILL- 2XWOODBUCK 3 JAMB • 21 WOOD FRAME SHEET: 4712 FLANGE 4712 FLANGE 3 of 5 1/4* MAX. SHIM SPACE CAULK BETWEEN 3/4' MIN. CONCRETE/ MASONRY A 2X EDGE DISTANCE WOOD SUCK BY OTHERS 11/2" MIN. 2" A CONCRETE/ MASONRY BY OTHERS EMBEDEMBEDMENT ZX WOOD BUCK BY OTHERS 2X WOOD BUCK 10b COMMON NAIL OR 11 8 WOOD SCREW BY OTHERS GAUGE ROOFING NAIL INSTALLATION ANCHOR INSTALLATION ANCHOR EXTERIOR FINISH BY OTHERS PERIMETER CAULK W. 1/4' MAX. BY OTHERS SHIM SPACE 11/2* MIN. EMBEDMENT t SHE BY OTHERS O.A. lWINDOW All HEIGHT SEE GLAZING- / EXTERIOR FINISH DETAIL I BY OTHERS EXTERIOR INTERIOR PERIMETER CAULK O.ALBYOTHERSWINDOW WIDTH VERTICAL SECTION HORIZONTAL SECTIONeHEAD - 2X WOOD BUCK 4 JAMS - ZX WOOD FRAME 4712 FIN 4712 FIN SEE GLAZING DETAIL I EXTERIOR INTERIOR O.A. WINDOW HEIGHT 1/4* MAX SHIM SPACE PERIMETER CAULK 3/4* MIN. EDGE BY OTHERS DISTANCE EXTERIOR FINISH BY OTHERS 2X WOOD BUCK BY OTHER # 8 WOOD SCREW CAULK BETWEEN 11/2, MIN. INANCHOR CONCRETE/ MASONRY A 2X EMBEDMENT WOOD BUCK BY OTHERS CONCRETE/ MASONRY AL SECTION BY OTHERS E VERTICAL 4 SILL - 2X WOOD BUCK 4712 FIN VERTICAL SECTION MEETING RAIL INTERIOR SEE 6LA23NG DETAIL EXTERIOR F- 1PLY GEM WINDOWS433 N. MAIN ST., PO BOX 559. ROM MDLWr, VA 24131 Oft 540-4"48 FX 540-46"603 V) 9h. col 0 z 43 'S Lu — 1 x V W co L ul OF 5 CAULK BETWEEN CONCRETE/ MASONRY A 2X - WOOD BUCK BY OTHERS CONCRETE/ MASONRY BY OTHERS — 2X WOOD BUCK — BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS O.A. WINDOW HEIGHT t SEE GLAZING DETAIL I EXTERIOR 1 1/2• MIN. EMBEDMENT B WOOD SCREW INSTALLATION ANCHOR 1/4' MAX. SHIM SPACE 3/4' O.A. INSULATED GLASS INTERIOR 3/4' MIN. EDGE DISTANCE 2X WOOD BUCK BY OTHERS 100 COMMON NAIL OR 11 GAUGE ROOFING NAIL INSTALLATION ANCHOR 1 1/2• MIN. EMBEDMENT SHEATHING BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHER 1/4' MAX. SHIM SPACE INTERIOR SEE GLAZING DETAIL 1 EXTERIOR DOW 1199 S O.A. SILICONE I. WINDOW WIDTH PLy GEMWINDOWS 433 k MAIN ST.. a BOX 559, NOM MOUNT, VA 24151 nc $40-4844349 M e40-4ue413 rj--\ VERTICAL SECTION HORIZONTAL SECTION Lo S HEAD-21(WOODBUCK 4812 FIN JAMB -2XWOOD FRAME O 1/2' MIN. 6LAS5 arm 4812 FIN F- 4 Z EDGE DISTANCE CAULK BETWEEN U) GLAZING DETAIL 1 INTERIOR 1/4'MAX. CONCRETE/ MASONRY 4 2X H SHIM SPACE WOOD BUCK BY OTHERS SEE GLAZING DETAIL 1 NOTE: GLASS THICKNESS AND TYPE SHALL COMPLY WITH ASTM E 1300 GLASS CHART i. CONCRETE/ MASONRY BY OTHERS W w REQUIREMENTS 2X WOOD BUCK r• BY OTHERS 1 B WOOD SCREW EXTERIOR INTERIOR INSTALLATION ANCHOR O.A. WINDOW HEI6HT 1 1/2' MIN. SHIM SPACE EMBEDMENT SEE GLAZING a z O , DETAIL I f PERIMETER CAULK 3/4' MIN. EDGE N BY OTHERS DISTANCE % 'y '• EXTERIOR FINISH •. BY OTHERS .. • ` '.•: 2X WOOD BUCK BY OTHER CAULK BETWEEN 1 1/2' MIN. CONCRETE/ MASONRY A 2X EMBEDMENT WOOD BUCK BY OTHERS CONCRETE/MASONRY e VERTICAL SECTION BY OTHERS 5 SILL - 2X WOOD BUCK 4812 FIN EXTERIOR FINISH EXTERIOR BY OTHERS WOOD SCREW PERIMETER O.A. BY OTHERS CAULK i2 m'n ml u1 iTALLATION ANCHOR WINDOW C 3 f v Z WIDTHARNo c HORIZONTAL SECTION DW6P6W030 5 JAMB - 2X WOOD BUCK 4812 FIN II SHEET: 5 of 5 INSTALLATION NOTES: 1. TWO (2) INSTALLATION ANCHORS ARE REQUIRED AT EACH ANCHOR LOCATION SHOWN. 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED 5THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION. . 3. INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF IV2 INCH OF THE DEPICTED LOCATION IN THE ANCHOR LAYOUT DETAIL (I.E., WITHOUT CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHIM AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM(S). MAXIMUM ALLOWABLE SHIM STACK TO BE 1/4 INCH. SHIM WHERE SPACE OF 1/16 INCH OR GREATER OCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FOR INSTALLATION INTO WOOD FRAMING, USE 410 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 11/2INCH MINIMUM EMBEDMENT. 6. FOR INSTALLATION THROUGH IX BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCREWMASONRY, USE 3/161NCH ITW TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 1 1/41NCH MINIMUM EMBEDMENT. 7. MINIMUM EMBEDMENT AND EDGE DISTANCE EXCLUDE WALL FINISHES, INCLUDING BUT NOT LIMITED TO STUCCO, FOAM, BRICK VENEER, AND SIDING. 8. INSTALLATION ANCHORS AND ASSOCIATED HARDWARE MUST BE MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. 9. FOR GROVE fILLED BLOCK, DO NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE IS MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOM 10. 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 BY THE ANCHOR MANUFACTURER. 11. INSTALLATION ANCHOR CAPACITIES FOR PRODUCTS HEREIN ARE BASED ON SUBSTRATE MATERIALS WITH THE FOLLOWING PROPERTIES: A. WOOD- MINIMUM SPECIFIC GRAVITY OF OSS. 0. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 30M PSI. C. MASONRY - STRENGTH CONFORMANCE TO ASTM C90. MINIMUM COMPRESSIVE STRENGTH OF IS00 PSI. GENERAL NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA BUILDING CODF, EXCLUDING HVHZ AAMA/NWWDA 101/IS.297 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/MASONRY AND 2X FRAMING AS A MAIN WIND FORCE RESISTING SYSTEM CAPABLE OF WITHSTANDING AND TRANSFERRING APPLIED PRODUCT LOADS TO THE FOUNDATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION, 3. 1X AND 2X SUCKS (WHEN USED) SHALL BE DESIGNED AND ANCHORED TO PROPERLY TRANSFER ALL LOADS TO THE STRUCTURE. BUCK DESIGN AND INSTALLATION IS THE RESPONSIBILITY OF THE ENGINEER OR ARCHITECT OF RECORD FOR THE PROJECT OF INSTALLATION. 4. THE INSTALLATION DETAILS DESCRIBED HEREIN ARE GENERIC AND MAY NOT REFLECT ACTUAL CONDITIONS FOR A SPECIFIC SITE. IF SITE CONDITIONS CAUSE INSTALLATION TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. S. DOOR FRAME MATERIAL' ALUMINUM 6063•T6. 7. GLASS THICKNESS & TYPE SHALL COMPLY WITH THE REQUIREMENTS OF ASTM E13W GLASS CHARTS. SEE SHEET 8 FOR GLAZING DETAIL 8. DESIGNATIONS 'X' AND '0' STAND FOR THE FOLLOWING: X. OPERABLE PANEL 0: FIXED PANEL 9. APPROVED CONFIGURATIONS: 2T- XO, OX, XX, OXO, XXO, OM KOK. OXXI(, XXXO, OXXO, XXXX 37• XXX, XXO, OXX, OXIDI, XXXO, XXXXXX, OXXKXO PLY GEM WINDOWS BUILDER SERIES 4780 PATIO DOOR TABLE OF CONTENTS SHEET REVISION SHEET DESCRIPTION 1 A INSTALLATION 6 GENERAL NOTES 2 ELEVATIONS 3 ELEVATIONS 4 ANCHOR LAYOUTS 5 ANCHOR LAYOUTS 6 VERTICAL SECTIONS 7 VERTICAL SECTIONS 8 HORIZONTAL SECTIONS 6 GLAZM* DETAIL 9 HORIZONTAL SECTIONS 10 HORIZONTAL SECTIONS DESIGN PRESSURE RAT" MAX PANEL SIZE DESI6N PRESSURE MISSILE IMPACT RATIN6 48 50' X 95.00' 30.0 PSF NON -IMPACT PLy GEMWINDOWS 433 N. MAIN ST, PO BOX 5N. ROCKY MOUNT. VA 24151 F11: 540-164"4316 FX: 540-I94•66/3 10 N mmvI0!L2i# 00 wV) d aJ0 LLu1Oa NJ N a kbW T w R' v) O 2"m C 3 < auto CAR ffpV g F r0 Ic s o I316 = IN z Digitally signed by Hermes F Norero, P.E. DW6 #: Reason: I am approving this document PGW064 Date: 2015.01.02 13:01:07 -05'00' SHEET: I OF10 48.50' MAX. PANEL WIDTH 45.25' MAX. D.LO. WIDTH MAX. PANEL HEIGHT i.00' MAX. DOOR 91.25' HEIGHT MAX. D.L.O. HEIGHT NOTE: SCREEN PANELS NOT SHOWN FOR CLARITY. MAX. SCREEN PANEL HEIGHT. 94.50' MAX. SCREEN PANEL WIDTH: 49.0(r 96.312' MAX. DOOR WIDTH B C 6 6 1 ELEVATION EXTERIOR VIEW - 2 TRACK 96.00 DC HE1 96.00 DC HE1 0 147.000' MAX. DOOR WIDTH 48.50' MAX. PANEL WIDTH 45.25' MAX. D.L.O. WIDTH 6 6 95.00' 10 MAX P MPANELf09 HEIGHT MAX G L 9OR91.25' B 6HT MAX. D.LO. HE16HT 142.56' MAX. DOOR WIDTH 48.50' MAX. PANEL WIDTH 45.25' MAX. D.LO. WIDTH E 7 7 O 95.00' t0 10 MAX. PP PANEL 10 HEIGHT MAX. J L L 9OR91.25' q 9 GHT MAX. D.LO. HEIGHT ELEVATION i EXTERIOR VIEW - 3 TRACK ELEVATION a EXTERIOR VIEW - 2 TRACK r PLYWINDOWS GEM N] 11 MAW 559, 000EY MOUWf. M. YA 241151 MO 9404844NO FX- 5/0-/84-6603 m n TTh Z$ iMGnn 1. d mLL awv w m V) m Za< W Q N g c 5Jp -K R 5 to cc to cc a0 U) Z O NH o w a AK m ao Z2 VIocu DWG #: PGW064 SHEET: 2 OF10 NOTE: SCREEN PANELS NOT SHOWN FOR CLARITY. MAX. SCREEN PANEL HEIGHT. 94.5W MAX. SCREEN PANEL WIDTH: 49.00' 96.00 D( HE] 96.0( Di HE 192.00 MAX. DOOR WIDTH 48.50' MAX. PANEL WIDTH 45.25' MAX. O.L.O. WIDTH 7 7BC 6 6 10 N 95.00' MAX 10 PANEL P M HEIGHT 9 10 9 10 X IOR 91.25' 6 8 L L 9 9 GHT MAX. D.L.O. HEIGHT ELEVATION e i EXTERIOR VIEW • 2 AND 3 TRACK 285.750' MAX DOOR WIDTH 48.50' MAX PANEL WIDTH 45.25' MAX D.L.O. WIDTH E 7 7 0 10 95.OD' 0 10 10 0 10 MAX. P PANEL M P P NEI614T 10 10 9 10 10 MAX. J L L L L 9 9OR91.25' q 9 9 GHT MAX. D.L.O. HEIGHT All ELEVATION EXTERIOR VIEW • 3 TRACK nO F11 PLy GEMWINDOWS 423 N MAIN ST. w ROX 5". ROCKY MOUNT, VA 24151 M 540.494.6348 FXC 540.4944663 m n R 0 Z# I uPi omG! oW a h m . w w o xRL C, 9c3 1pdy 1 imj W tL aa Z V3 C 9 f y Cf m Y = rrUZ OF10 6.00' MAX. FROM CORNERS, TYP 20.75' MAX. O.L. TYP 6.00' MAX. FROM CORNERS,TYP 20.75' MAX. O.C. TYP INSTALLATION ANCHOR, TYP 6.00' MAX. FROM CORNERS. TYP — I .-- i— 20.75' MAX. O.C. TYP ANCHOR LAYOUT 2 TRACK 6.00' MAX. FROM CORNERS, TYP 19.25• MAX. O.L. TYP 6.00' MAX. FROM CORNERS,TYP 20.75' MAX. O.C. TYP INSTALLATION ANCHOR, TYP 6.00'MAX FROM CORNERS, TYP -- . 20.75' MAX. 0 C. TYP ANCHOR LAYOUT 2 TRACK 6.0(r MAX. FROM CORNERS, TYP 18.63' MAX. O.L. TYP 6.00' MAX. FROM CORNERS,TYP 20.75• MA INSTALLATION ANCHOR, TYP 6' MAX. FROM CORNERS, TYP - . I . —.- 20.75' MAX O.C. TYP ANCHOR LAYOUT 3 TRACK h PLy GEMWINDOWS 415 N. MAOJ Sr. PO UK 559, ROCKY MOUNT, VA 24151 FK 540-4M1346 FX 5/W84-"M2 m G n R 00 h Fin v A. W 3 n w gr Zmm ne t H W E I 0 0 . P, 6 LL H O I'll, /•. a F T m < m ' Z ' u = Z0ocV) DWG #: PGW064 SHEET: 4 OF 9 O 6.0(r MAX. FROM CORNERS, TYP 18.13' MAX. O.C. TYP 6.00' MAX. FROM CORNERS,TYP 20.75' MA; J INSTALLATION ANCHOR, TYP 6.00' MAX. FROM CORNERS, TYP — - --.- 20.75' MAX. O.C. TYP ANCHOR LAYOUT 6.00' MAX. FROM CORNERS, TYP 17.10' MAX. O.C. TYP 6.00' MAX. FROM FTCORNERS, TYP 20.75• MAX. O.L. TYP INSTALLATION ANCHOR, TYP 6.00' MAX. FROM CORNERS, TYP — I 20.75' MAX. O.C. TYP 2 AND 3 TRACK ANCHOR LAYOUT 3 TRACK 0 PLy GEMWINDOWS 411 N. MAIN ST. PO,OX 559. ROCKY MOUNT, VA 24151 PK 540.4844349 FX 540.464-6611 mm VV) rn u at y T v dm2+ up 9 h m 2 Wm< 4 m LJJwW 5 W 7m C d Q m C U) Z C) H o U H Lu w od H * pROF`g` a m m ItZN '= C DW6 #: _ PGW064 SHEET: 5 OF10 PLy GEM 1 3/4' MIN. SEPARATION 3/4' MIN. EDGE DISTANCE WINDOWS 2 1/2' MIN. EDGE DISTANCE CAULK BETWEEN 433 M MAIN ST. PO SOX &%. DORY MOUNT. VA 24131 CONCRETE/MASONRY BY OTHERS CONCRETE/MASONRY 6 IX WOOD BUCK BY OTHERS ne S+D-IN•UU F7n 5+0.1N."13 1X WOOD BUCK m BY OTHERS o m R R FINISHEXTERIBY 1 1/4' MIN. EMBEDMENT Oco c Z- Q 3 OTHERS N 3/4' MIN. E06E DISTANCE 13/4• MIN. SEPARATION w 2X WOOD FRAME BY OTHERS g o W - 1/4' MAX. SHIM 1 1/2' MIN. h C O° Z `° PERIMETER CAULK BY OTHERS SHEATHING BY OTHERScc EMBEDMENT o c 10 { ua EXTERIOR FINISH y O1LU<] m BY OTHERS u3/16' ITW TAPCON INSTALLATION ANCHOR t0 EXTERIOR INTERIOR 1/4• MAX. SHIM PERIMETER CAULK m g VERTICAL SECTION BY OTHERS Z O.A. 6 CONCRETE/MASONRY - HEAD UNIT 2TRACK HEIGHT O.A. 10 WOOD SCREW H O UNIT INSTALLATION ANCHOR HEIGHT EXTERIOR INTERIOR EXTERIOR INTERIOR Lu H VERTICAL SECTION actu 6 2X WOOD FRAME - HEAD 2 TRACK C) PERIMETERBY i OTHERS SET SILL IN BED OF CAULK OR WET CEMENT L. 1 1/q• MIN, EMBEDMENT to + t i'd y.. INSTALLATION NLHOR CONCRETE/ MASONRY PfkO 2 1/2• MIN. 13/4' MIN. BY OTHERS Z EDGE DISTANCE SEPARATION A VERTICAL SECTION Y 6 CONCRETE/MASONRY-SILL co c Vz DW6 #: TRACK P&W064 LSHEET: oF10 1 3/4' MIN. SEPARATION 3/4' MIN. E06E DISTANCE 2 1/2' MIN. EDGE DISTANCE CAULK BETWEEN CONCRETE/ MASONRY CONCRETE/ MASONRY 61X BY OTHERS WOOD BUCK BY OTHERS 1X WOOD BUCK BY OTHERS EXTERIOR FINISH :: BY OTHERS :. EMBEDMENT 1/4' MAX. SHIM PERIMETER CAULK BY OTHERS INSTALLATION ANCHOR I'' II II' II II' II EXTERIOR INTERIOR VERTICAL SECTION O.A. % CONCRETE/MASONRY - HEAD UNIT 3TRACK HEIGHT EXTERIOR INTERIOR PERIMETER CAULK BY OTHERS SET SILL IN BED OF CAULK 4 1 1/4' MIN OR WET CEMENT EMBEDMENT 3/16' ITW TAPCON ' 4 INSTALLATION ANCHOR 2 1/2' MIN. 13/4' MIN CONCRETE/ MASONRY EDGE DISTANCE SEPARATION BY OTHERS p VERTICAL SECTION CONCRETE/MASONRY-SILL 3 TRACK 3/4' MIN. EDGE DISTANCE 2X WOOD FRAME BY OTHERS SHEATHING BY OTHERS EXTERIOR FINISH BY OTHERS . PERIMETER CAULK BY OTHERS 1 3/4• MIN. SEPARATION 1 1/2' MIN. EMBEDMENT 1/4' MAX. SHIM 10 WOOD SCREW I III II II II III IIINSTALLATIONANCHOR O.A. EXTERIOR INTERIOR HEIGHT VERTICAL SECTION 2X WOOD FRAME - HEAD 3TRACK Ora PLy GEMWINDOWS 433 M. MA 4 ST FO SOX 55t, ROAN "Wr, VA 24131 Mt 340-94-6349 FX. 340-/644N] kb n R W ^ 0 W u TwcZ °° m >• U, c 5 W i co zmwa@ u 0 m m N. 1/) ZN u= uZC1• 3 SHEET: 7 OF10 CAULK BETWEEN 1X WOOD BUCK 6 CONCRETE/ MASONRY BY OTHERS 3/4' MIN. EDGE DISTANCE +. r3>. 13/4' MIN. SEPARATION da, 21/2' MIN. EDGE DISTANCE 1X WOOD BUCK BY OTHERS EXTERIOR FINTSH—/ BY OTHERS 1/4' MIN. EMBEDMENT 1/4' MAX. SHIM INTERIOR 3/16' ITW TAPCON INSTALLATION ANCHOR SEE 6LA2IN6 DETAIL A I EXTERIOR PERIMETER CAULK BY OTHERS UNIT WIDTH HORIZONTAL SECTION 8 CONCRETE/ MASONRY -JAMB 2 TRACK 1 1/2' MIN. EMBEDMENT INTERIOR 1/4'MAX. SHIM SEE GLAZING DETAILA _ 2X WOOD FRAME 4 ar BY OTHERS 10 WOOD SCREW P W GEM WINDOWS 43 N MAIN ST.. PO BOX 559. ROCKY MOUM, VA 24151 PK540-1/H34FX5/O4MiHi m 1 INSTALLATION ANCHOR o n rPZ s 13/4• MIN. SEPARATION co C y O A L+ CLu J s Lu 3/4• MIN. EDGE V) DISTANCE Nw8 0 0 tu cc o m w o EXTERIOR Q SHEATHING BY OTHERS PERIMETER CAULK BY OTHERS EXTERIOR FINISH Ic BY OTHERS93 O.A. UNIT WIDTH --y Z HORIZONTAL SECTION 0 8 2X WOOD FRAME -JAMB 2 TRACK LuLu INTERIOR 5/8' O.A. INSULATED GLASS CONSISTING OF: O 5/32• TEMPERED GLASS, tp .•• / AIR SPACE, O I 15/32' TEMPERED GLASS, 6 0.75' GLASS SITE EXTERIOR c m m Zy Y= v2GLAZINGDETAIL NOTE: c o GLASS THICKNESS AND TYPE DW6 #: SHALL COMPLY WITH ASTM E 1300 pG W064GLASSCHARTREQUIREMENTS. SHEET: 8 OF10 I 1 1/4' MIN. EMBEDMENT CAULK BETWEEN 1X WOOD — BUCK A CONCRETE/ MASONRY BY OTHERS 3/4' MIN. EDGE DISTANCE 13/4' MIN. SEPARATION TYP. ate 2 1/2' MIN. - EDGE DISTANCE ' 1/4' MAX. SHIM INTERIOR 3/16' ITW TAPCON INSTALLATION ANCHOR IX WOOD BUCK •" EXTERIOR BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION 9 CONCRETE/MASONRY-JAMB 3 TRACK INTERIOR EXTERIOR L HORIZONTAL SECTION 7J INTERLOCK 1/4' MAX SHIM INTERIOR 10 WOOD SCREW INSTALLATION ANCHOR 1/2' MIN. EMBEDMENT 2X WOOD FRAME BY OTHERS 13/4' MIN. A A SEPARATION TYP. 3/4' M . EDGE DISTANCE EXTERIOR SHEATHING BY OTHERS PERIMETER CAULK BY OTHERS EXTERIOR FINISH BY OTHERS O.A. UNIT WIDTH HORIZONTAL SECTION 9 2XWOODFRAME -JAMB 3 TRACK INTERIOR HORIZONTAL SECTION 9 BUTT STILE PLY GEM WINDOWS433 R MAW STD FO D= 5" ROCKY MOUNT, VA 24131 Mt 340-4944348 Fk: 340-4644W m n R huj N pm vWi m W Nam w w L1("tl R Of tLu inWc Lo H o U) w W cc 10 T mmZ H Y S Z CpGlIiHDWG M P& W064 SHEET: 9 OF1O INTERIOR EXTERIOR X HORIZONTAL SECTION qw BUTT STILE W/ SCREEN ADAPTER INTERIOR EXTERIOR PQ_ HORIZONTAL SECTION INTERLOCK W/ SCREEN INTERLOCK INTERIOR EXTERIOR pHORIZONTAL SECTION SCREEN BUTT STILE PLY GEMWINDOWS 23 M #AU1 ST. F0 50X 550. ROW #AW. VA 24151 Mt 5404644346 FX 540484-" 2 m G ^' n VVi Zat om W < oaf wpm Lu C o<x S a 1,10 £ m d Q m ac AK IN r t F p 1 T WWCmmJ V1 m Zy) ><= uZppx h DW& M PGW064 SHEET' 10 OF 10 99=_ 1. SHORT PANEL NON -IMPACT RESISTANT GLAZING OPTION - 090' 69NWUM SSB GLAZING IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) 04' SCREWS INSTALLED IN 13 GA HOFOZ ANCLE- TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORArvE INSERTS) MEETS UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. GLAZING SHALL HAVE A MAXIMUM HEIGHT 13 CA FLAG ANCLE- OF 13.75' AND A MAXIMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT RESISTANT AND DOES NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS 16 GA MIN HORIZ- TRACK 2. LONG PANEL NON -IMPACT RESISTANT GLAZING OPTION - 5/IBx1- /B 090' MINIMUM SSB GLAZING IN MCI M FRAMES CLUED WITH LAC SCREWS A 1/B BEAD OF BOSTIK 1100 OR EOUIVALENT UNDER 194E MIN 3 ASOUT1:R FRAME AND SCREWED TOGETHER WITH A MINIMUM OF SHOWN) 10) jB 1' SCREWS INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS) MEETS 16 CA MIN VERT- UNIFORM STATIC DESIGN PRESSURES SHOWN ON THIS DRAWING. TRACK GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 13.75' AND A MAXIMUM LENGTH OF 39'. GLAZING IS NOT IMPACT RESISTANT AND DOES N07 MEET THE REQUIREMENTS FOR WAND -BORNE 5/18N1-5/8 LA(. - DEBRIS REGIONS GLAZED SECTION REQUIRES 18 CA J-STRUT SCREW AT EACH SCREWED TO LOWER INTEGRAL PoB OF SECTION AND OPERATOR JAMB BRACKET STILE TO BE FACTORY INSTALLED. INSTALLER SHALL FIELD INSTALL (1) 1/4-14x7/8' SELF ORIUJNO CRIMPIITE SCREW TO 1/4-204/16" TRAC(- ATTACH THE J-STRUT TO THE INTEGRAL RIB AND OPERATOR BOLT AND 1/4-20 HEX STILE AT THE CE NIFRLINE OF THE DOOR PER DETAIL F ON NUT AT EACH JB JAMB SHEET 2. BRACKET LOCATION 3, IMPACT RESISTANT GLAZING OPTION - IMPACT RESISTANT GLAZING SYSTEM MAY BE INSTALLED IN TOP OR INTERMEDIATE SECTION (WITH OR WITHOUT DECORATIVE INSERTS). GLAZING SHALL BE 1/4' MAKROLON-AR POLYCARBONATE OR EQUAL GLAZING SHALL HAVE A MAXIMUM HEIGHT OF 15.21" AND A MAXIMUM LENGTH OF 50.08'. GLAZING IS IMPACT RESISTANT AND DOES MEET THE REQUIREMENTS FOR WIND-BORNE OEBRIS REGIONS, SEE DETAIL E ON SHEET 2 FOR ASSEMBLY DETAILS GLAZED SECTION REQUIRES REINFORCEMENT BRACKETS 15 CA STIFFENED' ATTACHED TO U-BAR ON UPPER INTEGRAL RIB (SEE DETAL G JAMB BRACKETSSHEET2), t8 CA J-STRUT SCREWED 1O LOWETtINTEGRAL RIB SEE SCHELDU.E FOROFSECTIONANDOPERATORSTILETOBEFACTORYINSTALLED. OUAMTT, LOCATION, INSTALLER SHALL FIELD INSTALL (1) 1/4-140/8' SELF AND TYPEDRILLINGCRIMP71TESCREWTOATTACHTHEJ-STRUT TO THE INTEGRAL RIB AND OPERATOR STILE AT THE CENTERLINE OF THE DOOR PER DETAIL F ON SHEET 2. KEY LOCK OR AIDE LOCK- 4. VINYL OR WOOD DOOR STOP NAILED A MAXIMUM OF 6' O.C. BOTH DOS (NOT MUST OVERLAP LOP AND BOTH ENDS OF PANELS MINIMUM REQUIRED WITH OPERATOR 7/16' 70 MEET NEGATIVE PRESSURES SEE NOTE 6 SLIDE LOOK SHOWN FOR 5. KEY LOCK. SLIDE LOOKS, OR OPERATOR REQUIRED. CLARITY 6. SECTION SHALL BE CONSTRUCTED WAIN FOAMED IN PLACE NOTE, (4) SECTION SOLID POLYURETHANE FOAM INSULATION CHEMICALLY BONDED TO 30 DOOR SHOWN. SEE SHEET CA MINIMUM FACER STEEL AND A POLYLAMNATE BACKER 2 FOR U-BAR LOCATIONS END CAP TO HAVE A MINIMUM 1.1' DEPTH. ON DOORS WITH OTHER SECTION QUANTITIES AND 7. THE DESIGN CF THE MPPORTWG STRUCTURAL ELEMENTS SEE NOTES 1, 2, AND 3 SHALL BE THE RESPONSIBIITY OF THE PROFESSIONAL OF ON TWOS SHEET FOR RECORD FOR THE BUILDING OR STRUCTURE AND IN GLAZING OPTIONS ACCORDANCE WITH CURRENT BUILDING CODES FOR THE LOADS LISTED ON INS DRAWING. 6 DOOR JAMB TO BE MINIMUM 2.6 STRUCTURAL GRADE LUMBER REFER TO JAMB CONNECTION SUPPLEMENT FOR ATTACHMENT TO SUPPORTING STRUCTURE. 9. LOUVER OPTION - .040' MINIMUM LOUVERS IN MOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM OF (6) jSxI' SCREWS INSTALLED IN THE BOTTOM SECTION. LOUVERS ARE NOT IMPACT RESISTANT AND DO NOT MEET THE REQUIREMENTS FOR WIND-BORNE DEBRIS REGIONS LOUVERED SECTION REQUIRES OPERATOR SIRE TO BE FACTORY INSTALLED AT THE CEN70UNE OF THE DOOR. JOHN E. SCATS PC 3121 FAIROATE OR. CARROLLTON. TX 7ww FL PC 31737 TX PC 56306/1`2203 PROFESSIONAL ENGINEER'S SEAL PRONOED ONLY FOR VERFICIMM O YAICLOAD CONSTRUCTION DETAILS SEE U-BAR NOTE ON SHEET 2 FOR U-SAR INSTALLATION CA END CAP REVISIONS P4 CHANGES TO GENERAL FORMAT AND CHANGED f DQOU U-BAR FASTENER TYPE I AT END CAPS AND 18 CA OPERATOR STILE FACTORY ADHERED TO CENTER OF 70P SEI I yQ]1- (5) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS GREATER THAN 12'-0". (3) CENTER HINGES PER JOINT REQUIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'-O'. JAMB BRACKET SCHEDULE DOOR NO. OF SECTIONS BRACKEACHJAMB) No' p7-O' TYPE TRAOC JAMS BRACKETS MEASURED FROM BOTTOM OF TRACK (ALL DIMENSIONS t 2") 4 6 010SEPSIGIE 13 QI , 25-1 JB , 34 JB , 45-1 4 (CA). 63JB 4 6 FAT. 10' JB . 21-3 4 JB . 29-] 4' JB , 42' JB , 53-1 4 JB_ff 5 B q, 13 01 23 JEI , 34 JB , 47-1 4 CO , SB JB , 87 QI , 75 JB 5 8 FAT. 10" JB , 21-3 4' JB , 29-3 4 JB 48' JB , 57-1 4' JB , 86' JB , 75-1 JB KAH LIFT OOF PITCH BELOW HQIEL JB) FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 1/4-20a9/16' TRACK BOLT AND NUT. 01) FOLLOWING DIMENSION DENOTES QUICK INSTALL JAMB BRACKET INSTALLED IN BUTTERFLY SLOT. NO ADDITIONAL HARDWARE NEEDED TO ATTACH TO TRACK. ALL DOORS WITH MON LIFT, ROOF PITCH, AND/OR GREATER THAN B' IN HEIGHT REQUIRE USE OF CONTINUOUS WALL ANGLE SEE SUPPLEMENT TRACK CHART FOR DETAILS SUPERIMPOSED DESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE HEIGHT UNIFORM LOAD EACH JAMB (PLr) FlIAX ALL 207.2 -230.4 ALL 201.8 ALL 155.4 -172.8 ALL 128.5 -144.0 VER OPTION. ACED STRUT InFlCAnoN METHOD M COLORED PAINT TO MPED NUMBER. 3/ 8/06 ADDED SUPERIMPOSED TGN PRESSURE LOADS SUPPORTING UCTURE AND RIFTED NUMBER OF XIENERS AND CENTER DES REQUIRED FOR ROWER DOOR WIDTHS. 15/ 10/O6 ADDED IMPACT NOTE 8 TO 6/ 6/07 MODIFIED JAMB CKET SCHEDULE FOR OPTION. ADDED LHR CK DETAIL SHEET 2. 4/ 17/08 ADDED IMPACT ISTANT GLAZING IED TEXAS LICENSE IBER TO TITLE BLOCK 7/ 22/08 UPDATED TITLE BLOCK 8/ 26/10 ADDED LONG PANEL ZING OPTION 3/ 15/11 Wayne® STATIC PRESSURE RATINGS APPROVED SIZES SCALE: N.T.S. IsizI DESIGN ( PSF): +25.90/-28.80 MAX WIDTH: 18'-0" I I DATE Balton TEST ( PSF): +38.85/-43.20 MAX HEIGHT: 8'-9' IDRAWNI 3/8/D6 IMPACT/ CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21' CHECKED 4/6/06 MODELS 5120/6100/9100 SHEET 1 OF. DIVISION OF OVERHEAD DOOR CORF ADDISON PENSA9COLA. FLORIDA DRIVE514GI501 474-2890 DRAWING PART NO. 318960 WINDLOADSPECIFICATIONOPTIONCODE0230NAME CRT REV. P10 13 CA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE FIXTURE ATTACHED TO WITH THE (8) PRE -PUNCHED TOP FIXTURE PRE -PUNCHED HOLES HOLES EACH END FACINO UPWARD IN BOTTOM OF U-BAR AND ATTACH THRU END CAP AT WITH (2) 1/4-105/6' EACH END WITH (2) 1//4-14x7//BB CRIMP117E SCREWS SELF DRILLING CRIMPTITE SCREWS CRINPTOE SCREWS FOR LOW FOR STANDARD TRACK AND (3) O 1/4-14x7/8' SELF ORILLWC HEADROOM TRACK (2 OF WHICH °. ARE USED TO ATTACHED THE TOP BRACKET AS SHOWN). 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES W TOP OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH WITH (2) 1/4-14xs/9• CRIMPTITE SCREWS. THE (E) PRE-PUNOim HOLES EACH END USE M HOLE SLIDE TO ENSURE FACING UPWARD AND ATTACH THRU END PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITH (2) 1'A4-14x7/B• SELF DRILLING CRIMPTITE StAEINS 15 GA HINGE ATTACHED EXCEPTION: U-BAR PLACED OVER TOP WITH (4) 1/4-14x5/8' RIB ON THE BOTTOM SECTION SHALL ONLY CRIMPTITE SCREWS (2 OF BE ATTACHED THRU END CAP AT EACH WHICH ARE FACTORY END W17H (1) 1/4-14x7/8• SELF ORIWNG ATTACHED) C tMPnIE SCREW LOCATED ON THE BOTTOM FLANGE OF THE U-BAR NOW DUE TO CLEARANCES REOUIRCD TO 2• NYLON STCRMGARD INSTALL SCREWS AT THE ENDS OF THE ROLLER WITH U-BARS ALL U-BARS SHALL BE 4-1/2' SI M INSTALLED ON SECTIONS PRIOR TO DETAIL B INSTALLING ROLLER AIDES AND TOP FIXTURE ON THE U-BARS. SEE ATTACHMENT NOTES ON THIS SHEET. IB GA HINLATrACHEDCHED PUCE U-BAR OVER 1ITI4 (6) 5/B' INTEG(R(A))L RIB AND AA/grTACHCRIMPTITE (2 OF VAIN SCREWSCMPTITEI/4-2OxTHIUWHICHARRYPRE -PUNCHED HOLES AT ATTACHEDHICH EACH INTERMEDIATE HINGE ARE FIELDED INTO LOCATION (1 THRU FLANGETOPLEAF,OF WHICH IS STALLED OF U-BAR AND BOTTOM THRU PREED HOLE HINGE LEAF AND 1 THRU IN U-BAR WEB OF U-BAR AND DETAIL C INTEGRAL RIB OF SECTION) 12 CA BOTTOM BRACKET FACTORY ATTACHED VAIN ' c 3) 1/4-14x5/B' / ACE U-BAR OVER INTEGRAL PoB WITIH CRIMPTITE SCREWS NOTCH DOWN TO CLEAR BOTTOM BRACKET AND ATTACH THRU END CAP AT EACH END WITH (1) 1/4-14x7/8' SELF DPoWNC CM TE SCREW AS FOR IMPACT RESISTANCE. SHOWN AND USE (1) 1/4-14x7/8• SELF BOTTOM BRACKET MUST BE DRAWNG CRIMPTITE SCREW ACROSS THE SCREWED TO THE BOTTOM • • BOTTOM OF THE BOTTOM U-BAR AT U-BAR WITH EACH PRE -PUNCHED HOLE AT EVERY SELF DETAIL DDRI//LLING 1CRIMPTITE GE LOCATION. USE LL OTHERS/B• SCREWS. CCRINMPTIIE SCREW AT SEE IMPACT BOTTOM BRACKET PRE -PUNCHED HOLE LOCATIONS DETAIL 714IS SHEET. USED ONLY ON IMPACT • ' 1 GLA2ED SECTION - 11 CA REINFORCEMENT BRACKET ATTACHED WITH (4) 1/4-14x7/0' 1 SELF DPoWNG \ ; CRIMPn1E SCREWS (2 THROUGH BOTH BRACKET AND U-BAR) ' DETAIL G 1) 1/4-14x7/B' SELF DRIWNO CRIMPTITE SCREW AT CENTER LINE OF DOOR 7HRU J-STRUT & OPERATOR BRACKET. NOTE. J-STRUT h SCREW ONLY REQUIRED ON LONC PANEL AND IMPACT GLAZED Bx3/4 IN STAINLESS SCREWS WITH STAINLESS i 1 BACKED RUBBER WASHERS 3-1/2' O.C. MAX BEAD GE O ULIRACLAZE J t55G4000ACIISTRUCTURAL FACER STEED 1 . JINN E. SCATES PE NON-STRUCTURAL / 3121 FAIRGAIE DR. DECORATIVE INNER CARRu.LTON. Tx 75M WINDOW TRIM -- . fl PE 31737 Tx PE 36306/F2203 PROFESSIONAL ENGINEER'S SEAL PROVIDE) ONLY FOR yDETAIL E YEAFICATION OF WNIXDAD CONS11=110N UTAhi ATTACH BOTTOM BRACKET 70 BOTTOM U-BAR WITH (2) D 1/4-14x7/8' SELF DPoWNG CRIMPTITE SCREWS C 6 1 6 u axemal 5) SECTION DOORS WITH (8) 3% 18 GA. 80 KS U-BARS LOCATED OVER INTEGRAL RIBS AS 4) SECTION DOORS PATH (5) 3'. 18 GA, BO KSI U-BARS LOCATED OVER INTEGRAL RIBS AS SHOWN DETAIL F U-BAR ATTACHMENT NOTES 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH (2) 1/4-14x5/8• CRI,oPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-14x7/8• SELF ORIWNO CRIMP71TE SCREWS AT EACH END CAP (EXCEPT BOTH U-BARS ON BOTTOM, SECTION - SEE DETAIL B AND D THIS SHE% (2) 1 4-14x5/B• CRIMP7M SCREWS APPROXIMATELY MID AY B END OF DOOR AND INTERMEDIATE HINGE LOCATION, AND (1) 1/4-144/8' CRIMPTITE SCREW APPROXIMATELY S' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0•. THERE SHALL BE A TOTAL OF (20) SCREWS ATTACHING EACH U-BAR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL 70 1Y-0•, THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U-BAR EXCEPT 807H U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. wam lnnuun NVAI 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES W 1/4' POLYCARBONAIE THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER SLIDES AND THE (0) PRE-FUN04ED HOLES IN THE BOTTOM OF EACH END USED FOR THE ATTACHMENT OF THE TOP FIXTUREj. AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING. ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/4-145/8' CRIMPMTE SCREWS. 3. to CA U-BARS SHALL BE STAMPED '48' APPROXIMATELY 8' FROM EACH END. STATIC PRESSURE RATINGS APPROVED SIZES Wayne® DESIGN (PSF): +25.90/-28.80 MAX WIDTH: 16'-0' TEST (PSF): +3&85/-43.20 MAX HEIGHT: 8'-9• IMPACT/CYCLIC RATED (YES/NO): YES MAX SECTION HEIGHT: 21Calton MODELS 5120/6100/9100 WINDLOAD SPECIFICATION OPTION CODE 0230 REVISIONS CHANGES TO GENERAL MAT AND CHANGED TAR FASTENER TYPE END CAPS AND TOM RETAINER. JNGED CENTER HINGE ICE AND ADDED VER OPTION. WCED STRUT rnnCATION METHOD 61 COLORED PAINT TO SUPPORTING IROWER DOOR "GINS. 1 5/10/06 ADDED IMPACT STANCE TO DOOR. IED MODEL 000. IVIED NOTE B TO TIE THAT LOUVERS MOCIFED JAMB ICKET SCHEDULE FOR OPTION. ADDED LHR CK DETAIL SHEET 2. f 4/17/08 JNGED LOUVER NOTE. REASED MAX HEGHT B'-B•. ADDED HIQ4 AND ROOF PITCH CK NOTE 7/22/08 UPDATED TITLE BLOCK 8/26/10 ADDED LONG PANEL ZING OPTION f 3/15/11 I I 3/B/06 1 GRT ED 4/6/D6 MRB SHEET 2 OF 2 DRAWING PART.NO. I REV. 318960 P10 PLICE PLATE LOCATION SEE SCHEDULE M 14" MAX I 12" \ /r MAX 12" MAX 12" MAX CLIPS TO BE EITHER RIVETED, BOLTED, OR WELDED. SEE DETAILS THIS PAGE. RIOT E. SCATES, PE 3111 FAIRDATE DR. CARR=TON. TX 75007 FL PE 31737 TX PE 55300/F22O3 PROFESSIONAL INGMMX'S SEAL PROVIDED ONLY FOR VERFICATION OF M=SAD CONSTRUCTION DETAILS. CLIP DETAIL LIP LOCATIONS SEE SCHEDULE TRACK 13 GA MIN CONTINUOI WALL ANG 11 GA MIN CLIP SEE SCHEDULE 13 GA MIN CONTINUOUS WALL ANGLE 2) 1 /4" X 7/16 SEMI TUBULAR RIVITS — 11 GA MIN CLIP SEE SCHEDULE — A 13 GA MIN CONTINUOUS WALL ANGLE ra kCK 1/4"-20 TRACK CARRIAGE BOLT H 1/4"-20 NUT TRACK 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 GA MIN CLIP SEE SCHEDULE 1) 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4"-20 NUT TRACK TYPICAL CLIP WELDING DETAIL DESIGN PRESSURE CHART X DOOR WIDTH MAX PSF 9'-0" 46.0 PSF —52.0 PSF 18'-0" 46.0 PSF —52.0 PSF 16'-0" 46.0 PSF/-52.0 PSF wagpc® palton 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART Pa 850) 474-989D32514 REVISIONS cTil— CUPS—TEXAS ANGLE 12 FOOT DO/-52.00 PSF FOR DOOR WIDTHS. ICED TEXAS WALL E' TO 'CONTINUOUS ANGLE'. ADDED TRATE MOUNTING IL. CHANCED TO I HD ANCHORS 4/2/07 1 5024 WITH OVERLAY TRACK CUP EDULE. 8/21/07 UPDATED MODELS ED IN CHARTS. IATED SPLICE B CUP IEDULES, 9/05/D7 UPDATE MOUNTING AIL DRAWINGS 10/05/07 UPDATED CHARTS TO IINATE THE USE OF 08 CUP (REPLACED 4 00 ACROSS THE UPDATED STEEL 1N7INC DETAIL 1 04/11/00 EXPANDED 1-1/2" TO I/8' DOOR THICKNESS IRT UP TO 14' HIGH. r 12/)1/08 I UPDATED TITLE Cx r 6/2/f0 SHEET 1 OF 2 DRAWING PART NO. REV. 307494 P10 2 3/4" f 1 " EDGE DIST MIN 3/16" THICK STEEL FOR MOUN E60XX MIN 1 Z8 2-24 1/8 V 2-24 5/16" x 1-5/8" WALL ANGj v LAG SCREW OR EQUIVALENT INTO MIN 2 x 6 NO.2 TRACK CU SPF (G=0.42) OR _ _._ BETTER AT EACH 1/4-20x9HOLEORPAIROF TRACK BOHOLELOCATIONS 1/4-20 H MOUNTING TO WOOD JAMB DETAIL MOUNTING TO STEEL DETAIL 2 3/4" OPTIONAL: WALL ANGLE MAY BE MIN EDGE DIST ATTACHED TO SUPPORTING STEEL a• WITH MIN. (1) 1/4-200/8" SELF DRILLING SCREW WITH 1" O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WELDIN( a CONCRETE MOUNTING DETAIL JO N L SCATES. PE 1111 FNRDATE DR. CARROLLTONARROLTON. TX 75007 L PE 31717 IX PC 3OJOS/F2201 PROFESSIONAL ENCINEEWS SEAL PROVIDED ONLY FOR WERFICATKRI DF MiNDLOAD CONSTRUC110N DETARS 3/8" SIMPSON TITEN HD, 2-3/4" MIN EMBED INTO MIN 2000 PSI CONCRETE AT EACH HOLE OR PAIR OF HOLE LOCATIONS WALL ANGLE 1 /4-20x9/16" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP COP AND SPLICE A SCHEDULE MODELS 8024 8124 WITH DECATRIM OVERLAY (2-1/2' THICK DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE # 7'-0" 7, 9, 9, 9, 9, 11 16 8'-0" 7, 9, 9, 9, 9, 11, 11 16 9'-0" 7, 9, 9, 9, 9, 11, 11, 11 18 10'-0" 7, 9. 9. 9. 9. 11, 11, 11, .13 18 11 ' - 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13 20 12' - 0" 7. 9. 9, 9. 9. 11, 11, 11, 13, 13, 13 20 13' - 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 14'- 0" 7, 9, 9, 9, 9, 11, 11, 11, 13, 13, 13, 13 22 MODELS 5200 8000 8024 8100 8124 8500 2' THICK DOOR GHT CLIP #'S FROM BOTTOM TO TOP SPLICE PLATE # 7'-0" 5, 6, 6, 7, 7, 9 12 8'-0" 5, 6, 6, 7, 7, 9, 9 12 9'.-0" 5, 6, 6, 7, 7, 9, 9, 9 14 10'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11 14 11'-0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11 16 12'- 0" 5, 6, 6, 7, 7, 9, 9, 9, 11, 11, 11 16 13'-0" 5. 6, 6. 7. 7, 9. 9. 9, 11, 11, 11, 13 18 14'-0" 5. 6. 6. 7. 7. 9. 9. 9. 11, 11, 11. 13. 13 18 MODELS 6100 8300 8700 (1-3/8" TO 1-5/8" THICK DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICE # 7'-0" 4, 4, 4, 4, 5, 6 8 8'-0" 4, 4, 4, 4, 5, 6, 6 8 9'-0" 4, 4, 4, 4, 5, 6, 6, 7 8 10' - 0 " 4. 4, 4, 4, 5. 6, 6, 7, 7 8 11'- 0 " 4. 4, 4, 4. 5. 6. 6. 7, 7, 9 10 12'-0" 4, 4, 4, 4, 5, 6, 6, 7, 7, 9, 9 10 13' - 0 " 4, 4, 4, 4, 5, 6. 6. 7. 7. 9. 9. 9 12 14' - 0" 4, 4, 4, 4, 5. 6, 6, 7. 7, 9, 9, 9, 9 12 MODELS 9100 9400 9600 9700 9800 1 THICK DOOR HEIGHT CLIP #'S FROM BOTTOM TO TOP SPLICEPL PLATE # 7'-0" 4, 4, 4, 4, 4, 4 6 8'-0" 4, 4, 4, 4, 4, 4, 4 6 9'-0" 4, 4, 4, 4, 4, 4, 4, 4 6 10'-0" 4, 4, 4, 4, 4, 4, 4, 4, 4 6 REVISIONS cX-CUPS-TEXAS ANGLE 12 FOOT ITm 6/11/03 iPDATED FORMAT. EASED ALLOWABLE SURES TO DO/-52.00 PSF FOR DOOR WIDTHS. ICED 'TEXAS WALL E' TO 'CONTINUOUS ANGLE'. ADDED TRATE MOUNTING JL CHANGED TO CHANGED FORMAT. IED MODELS 9800 1 8024 PATH OVERur TRACK CUP UPDATED MODELS IED IN CHARTS. 1ATED SPLICE h CLIP IEDULES. 9/05/07 UPDATE MOUNTING All. DRAWINGS r 10/05/07 UPDATED CHARTS TO AINATE THE USE OF 88 CUP (REPLACED N /9 ACROSS THE 1 04/11/08 EXPANDED 1-1/2' TO B' DOOR THICKNESS RT UP TO 14' HIGH. 12/11/08 ADDED MODEL 8700. 1ATm nnE BLOCK B/2/10 Wa c® DATE NAME na ton DRAWN 8/21/07 CRT CHECKED 8/21/07 1 MRB SHEET 2 OF 2 3395 ADDISON DRIVE P 850)A474o32514 9890 DRAWING PART NO. 307494 REV. P10 TRACKSUPPLEMENTCHART A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for the connection of garage doorjambs to building frames with the use of various fasteners. DASMA Technical Data Sheet TDS-161 may be used as an alternate to this document. PM 324620 Rev. P16 SCHEDULEI 5/16" DIAMETER LAG SCREWS MAXIMUM SPACING OF LAG SCREWS PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB L "OTE3 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 22 240 24 24 20 260 24 22 19 280 24 20 17 300 24 19 16 320 22 18 15 340 21 16 14 360 20 16 13 380 19 15 13 400 18 14 12 420 17 13 11 440 16 13 11 460 15 12 10 480 15 12 10 500 14 11 10 520 14 11 9 540 13 10 9 560 13 10 8 580 12 9 8 600 12 9 8 620 11 9 8 640 11 9 7 660 11 8 7 680 10 8 7 700 10 8 7 720 10 8 6 740 9 7 6 760 9 7 6 780 9 7 6 800 9 7 6 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.D. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2. PROVIDE QUANTITY OF LAG SCREWS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PER JAMB. LAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH =16ft LOAD PER JAMB = 30psf x 16ft/2 - 240lb/ft N '9Z 04GENSF, No. 51737 STATE OF ,•' oatb N. SIONi - 1 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. S. DOOR JAMB TO BE 2x4 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY >-0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. MINIMUM EDGE DISTANCE SHALL BE 1/2", MINIMUM FASTENER SPACING SHALL BE 1-1/2", AND ALL HOLES SHALL BE PRE -DRILLED TO PREVENT SPLITTING. 8. LAG SCREWS SHALL CONFORM TO ANSI / ASME STANDARD B18.2.1. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:33-06'00' John E. Scates, P.E. 3121 Falrgate Dr. Carrollton, TX 7SO07 Fl. PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS MAXIMUM NAIL SPACING PER JAMB IN MAIN SUPPORT MEMBER SPECIES SYP SPECIFIC GRAVITY - 0.55 DOUGLAS FIR SPECIFIC GRAVITY - 0.46 SPF SPECIFIC GRAVITY - 0.42 LOAD PER JAMB LB "OTE 3 100 24 24 19 120 24 20 16 140 21 17 14 160 18 15 12 180 16 13 10 200 15 12 9 220 13 11 8 240 12 10 8 260 11 9 7 280 10 8 7 300 10 8 6 320 9 7 6 340 8 7 n/a 360 8 6 n/a 380 7 6 n/a 400 7 6 n/a 420 7 n/a n/a 440 6 n/a n/a 460 6 n/a n/a 480 6 n/a n/a 500 6 n/a n/a 520 n/a n/a n/a 540 n/a n/a n/a 560 We n/a n/a 580 n/a n/a n/a 600 n/a n/a n/a 620 n/a n/a n/a 640 n/a n/a n/a 660 n/a n/a n/a 680 n/a n/a n/a 700 n/a n/a n/a 720 n/a n/a n/a 740 n/a n/a n/a 760 n/a n/a n/a 780 n/a n/a n/a 800 n/a n/a n/a AGENiF•: No. 51737 STATE OF slOm `1`vx 1. BASED ON 16d COMMON WIRE NAILS (0.162-4-1/2-) OR 16d THREADED HARDENED -STEEL NAILS (0.148"x3-1/2-) WITH A MINIMUM PENETRATION OF 2" INTO SIDE GRAIN OF MAIN MEMBER. 2. NAILS SHALL BE PROVIDED IN PAIRS AT'A MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB - 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x4 OR LARGER NO. 2 GRADE SPF (SPECIFIC GRAVITY >=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. 7. EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:56:58 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 7SO07 FL PE S1737 TX PE S6308/F2203 Revision P16 SCHEDULE 3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMAL WEIGHT CONCRETE MAXIMUM SPACING OF ANCHOR BOLTS PER JAMB (IN) LOAD PER JAMB LB/ NarE3 2000 PSI CONCRETE 2500 PSI CONCRETE 3000 PSI CONCRETE 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 24 340 24 24 24 360 23 24 24 380 22 24 24 400 20 24 24 420 19 24 24 440 19 23 24 460 18 22 24 480 17 21 24 500 16 20 24 520 16 20 24 540 15 19 23 560 14 18 22 580 14 18 21 600 13 17 20 620 13 16 20 640 13 16 19 660 12 15 19 680 12 15 18 700 11 14 17 720 11 14 17 740 11 14 16 760 11 13 16 780 10 13 16 800 10 13 15 No. 51737 f p STATE OF OR%q SIONi ; ```` 1. BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2" O.D. WASHER WITH A MINIMUM EMBEDMENT DEPTH OF 3" AND A MINIMUM EDGE DISTANCE OF 3". 2. PROVIDE QUANTITY OF ANCHOR BOLTS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHOR BOLTS PER JAMB. ANCHOR BOLTS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB = 30psf x 16ft/2 = 240lb/ft 4. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 5. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY>=0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 3. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:57:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULE 4 3/8"0 SIMPSON TITEN HD SCREW ANCHORS MAXIMUM SPACING OF ANCHORS PER JAMB IN LOAD PER JAMB(LBFnNOTE4 2500 PSI CONCRETENOTE' 4000 PSI CONCRETE"OTE 2000 PSI GROUT FILLEDCMUNOTE2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 16 280 24 24 16 300 24 24 16 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 8 400 24 24 8 420 24 24 8 440 24 24 8 460 24 24 8 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 23 24 8 580 22 24 8 600 21 23 8 620 21 22 8 640 20 22 8 660 19 21 8 680 19 20 8 700 18 20 8 720 18 19 8 740 17 19 WA 760 17 18 N/A 780 16 18 N/A 800 16 17 N/A i No. 51737 O STATE OF. 00 jttl V Q.t ••.!r10 m jsB ONA; 'M 1111 1. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4". 2. BASED ON 3/8"0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-3/4", A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4-. CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6' FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH =1611 LOAD PER JAMB = 30psf x 1611/2 - 2401h/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0' MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY>.0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Aooroved Date: 2015.02.20 09:58:01 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision P16 SCHEDULES 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR MAXIMUM SPACING OF ANCHORS PER JAMB IN LOAD PER JAMB LB NOTE4 2500 PSI CONCRETE"OTE I 4000 PSI CONCRETENOTE t 2000 PSI GROUT FILLED CMUNOTE 2 100 24 24 24 120 24 24 24 140 24 24 24 160 24 24 24 180 24 24 24 200 24 24 24 220 24 24 24 240 24 24 24 260 24 24 24 280 24 24 24 300 24 24 24 320 24 24 16 340 24 24 16 360 24 24 16 380 24 24 16 400 24 24 16 420 24 24 16 440 24 24 16 460 24 24 16 480 24 24 8 500 24 24 8 520 24 24 8 540 24 24 8 560 24 24 8 580 24 24 8 600 23 23 8 620 22 22 8 640 22 22 8 660 21 21 8 680 20 20 8 700 20 20 8 720 19 19 8 740 19 19 8 760 1 18 18 8 780 18 18 8 800 17 17 8 00 No. W737 O STATE OF • 0*, "- '-' qOR%'0:•' Q# 1j1j; ;&/ONAL 1. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO NORMAL WEIGHT UNCRACKED CONCRETE WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 3". 2. BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-3/4" O.D. WASHER INTO GROUT FILLED CMU WITH A MINIMUM EMBEDMENT DEPTH OF 2-1/2" AND A MINIMUM EDGE DISTANCE OF 4". ONLY ONE ANCHOR PER MASONRY UNIT CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3. PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) ANCHORS PER JAMB. ANCHORS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. 4. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) DIVIDED BY 2. EXAMPLE: DESIGN LOAD = 30psf DOOR WIDTH = 16ft LOAD PER JAMB - 30psf x 161t/2 - 240Ib/ft 5. CHART IS BASED ON 6'-6" MINIMUM AND 24'-0" MAXIMUM DOOR HEIGHT. 6. DOOR JAMB TO BE 2x6 OR LARGER NO.2 GRADE SPF (SPECIFIC GRAVITY>-0.42) LUMBER OR BETTER MOUNTED TO SUPPORT STRUCTURE. IF MOUNTING OVER DRYWALL, INCREASE FASTENER LENGTH TO ACHIEVE MINIMUM REQUIRED PENETRATION. 7. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE BUILDING DESIGNER AND SHALL BE DESIGNED FOR THE JAMB LOAD LISTED IN ABOVE TABLE AS CALCULATED PER NOTE 4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. Digitally signed by John E. Scates, P.E. Approved Date: 2015.02.20 09:58:27 -06'00' John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 FL PE 51737 TX PE 56308/F2203 Revision Pt 6 Wag nee ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 474-9890 No. 51737 •100 O ; STATE Of • 0N ; ``\ MINIMUM 2*6 P3 SOUTHERN PINE LUMBER. SEE DETAILS 1. 2. AND 3 REQUIRED FOR VERTICAL POST REINFORCING 1 SYSTEMS. 6• MAX MAMMUM SPACING 6' MAX L HEADER LOCK MINIMUM 2a6 /3 Q HEADER LOCK BRACKET SOUTHERN PINE rRRAmrT 2-3/4' J 4• J 2) 3/8' SIMPSON TITEN HD SCREW 4) 3/8' SIMPSON TITEN HD SCREW ANCHOR WITH A 1 1/4• WASHER AND ANCHOR WITH A 1-1/4' WASHER AND A MINIMUM EMBEDMENT DEPTH OF A MINIMUM EMBEDMENT DEPTH OF 2-3/4' AND A MINIMUM EDGE 2-3/4' AND A MINIMUM EDGE DISTANCE OF 2-3/4'. DISTANCE OF 4'. Digitally signed by John E. Scates, P.E. DETA11 1 DETAIL Date: 2015.02.20 09:58:53 -06'00' MINIMUM 4500 PI CONCRETE 2 MINIMUM 2000 Pq CgOL1T Fl 1 FO M 1 NOTE, MAKIMUM DESIGN LOAD NOTE MAKIMUM DESIGN LOAD JDNH C SCATES. PE CAPACITY OF 2085 LB& CAPACITY OF 2400 LOS. 3121 FAWCATE DR. CANROU. MK TX75007 FL PE 31737 Tx PE 3000/F2M PROFESSIONAL ENMXMrS SEAL PROVIOFD ONLY FOR VER0TCA1KIN OF ANOLOAD CONSTRUC110N DETA115 MINIMUM 2:8 /3 IL HEADER LOCK SOUTHERN PINE BRACKET LUMBER, 4' 4' 4) 3/8' DIA. LAC SCREWS WITH 1-1/4' O.D. WASHERS. LAC SCREWS SHALL HAVE A MINIMUM PENETRATION OF 1- 9/32• INTO, THE MAIN SUPPORT MEMBER. IEmOD ME TRUCTURENOTE: MAKiMUM DESIGN LOAD CAPACITY OF 2430 LBS. DRA SHEET 1 OF 2 lrmrrvlcn NAME JAMB CONNECTION SUPPLEMENT DRAWING PART NO. I REV. 324620 P16I Wayne® Balton 3395 ADDISON DRIVE PENSACOLA. FLORIDA 32514 850) 47"890 MIN 2500 PSI CONCRETE W ; MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE. DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE 3/6' SIMPSON TITEN NO, 2-3/4' MIN EMBED. MIN 6' BETWEEN JAMB BRACKET LOCATION — JAMB BRACKET- 1/4-20x9/16' TRACK BOLT AND 1/4-20 HEX NUT TRACK No. M737 •dw 0 STATE iOA" •`•:cl ORVQ-% 11j7a,ONA - ` IIII Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:59:26-06'00' JOHN E SCATM PE 3121 FAIROATE DR CARROLLION. 71 75OD7 FL PE 51737 TX PE 56306/F2203 PROFESSIONAL ENOINEER1 SEAL PROVIDED ONLY FOR VERFICATXIN OF WNDLOAD CONSTRUCTION DETAILS 2 3/4' EDGE 1 MIN 2 x 4 SPF (G.0.42) OR BETTER WALL STUD WM MAX ALLOWABLE FASTENER LOAD MAY EXCEED THE DESIGN LOAD OF THE STRUCTURE DESIGN OF SUPPORTING STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OF THE PROFESSIONAL OF RECORD FOR THE STRUCTURE — I HOLD BACK INTERIOR SHEATHING 5/16' LAC SCREW WITH 1-9/32' E)ABED IN CENTER OF STUD 3 1/4'T FOR EACH JAMB RA LOCATION JAM B BBOCKET LTAYR4-20x9/16' ACK BOLT AND 1/4-20 HEX NU TRACK DIRECT WOOD MOUNTING DETAIL MAX 476 1 RS PER I An FASTENER 2OF2 JAMB CONNECTION SUPPLEMENT DATE DRAWING PART NO. I REV. 324620 P16 f f grffi 0 <ai Lin inG Ieeri.9Uti0nS Today's Ideas - Tomorrow's Results July 2, 2015 LOTT'S CONCRETE PRODUCTS — PRECAST LINTEL INSTALLATION INSTRUCTIONS Preparation 1. Remove any laitance, loose aggregate, and anything that could prevent mortar from bonding with the precast lintel. 2. Remove any loose material from the grout spaces that is deleterious to masonry grout. Erection 1. Erect precast lintels with a nominal 4in bearing for filled lintels and a nominal 6.5in bearing for unfilled lintels. 2. It is recommended that shoring be supplied at mid span for all lintels greater than 14ft in length. All shoring is the responsibility of the general contractor. 3. Construct all concrete masonry above the precast lintel in accordance with ACI 530. Reinforcement Placement 1. Place reinforcement in the bottom of the "U" of the precast lintel as indicated on the construction documents. 2. Place reinforcement within the top of the precast lintel (if no concrete masonry above the lintel) as indicated on the construction documents. Provide minimum concrete coverage in accordance with ACI 315 and secure reinforcement to prevent movement during the grouting process. 3. Place all reinforcement within concrete masonry in accordance with ACI 530 and the construction documents. Grout Placement 1. Place concrete masonry grout in accordance with ACI 530. Florida Engineering Solutions, Inc. — CA No. 26300 — (Main: PO Box 1238 (Physical): 12620 Curley St. — Ste 105 San Antonio, FL 33576 — Ph: 352 1588 — 5311 Fx: 352 / 588 — 5411 Web: www.florida-engineer.com UNDEecA4 /now f-. QOTRINITYIERD EVALUATION REPORT Interwrap, Inc. 32923 Mission Way Mission, BC V2V-6E4 Canada EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT #13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 140510.02.12-112 FL15216-R2 Date of Issuance: 02/17/2012 Revision 2: 04/27/2015 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the 5th Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoof Underlayments LABELING: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. CONTINUED COMPUANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. Trinityl ERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'Trinity i ERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done•in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report 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 Evaluation Report consists of pages 1 through 3. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DC4ANE1983 The facsimile seal appearing was authorbed by Robert Nleminen, PZ on 04/27/201S. This does not serve as an electronically signed document Signed, sealed hardmples have been transmitted to the Product Approval Administrator and to the named client CEFMFICA-noN OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinity ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. 5. This is a building code evaluation. Neither Trinity IERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. QoTpuNITYIERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment Compliance Statement: RhinoRoof Underlayments, as produced by Interwrap, Inc., has demonstrated compliance with the intent of following sections of the Florida Building Code through testing in accordance with applicable sections of the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Properties Standard Year 1507.2.3,1507.5.3, T1507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 2006 1507.8.3, 1507.9.3, 1507.9.S on Heating 1507.2.3,1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 2005 1507.93 Heating, Uquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: 90tv Examination Reference Date ITS (TST1509) Physical Properties 100539395COQ-006 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395COQ-006 03/14/2014 ITS (QUA1673) Quality Control Inspection Report 11/17/2014 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTM D226, Type I or Type II felt or D4869 Type II felt. RhinoRoof Underlayment is available in 42-inch wide rolls, and can be produced in various other sizes. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ. 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory or test report from accredited testing agency for fire ratings of this product. 5.4 RhinoRoof Underlayments may be used with any prepared roof cover where the product is specifically referenced within FBC approval documents. If not listed, a request may be made to the AHJ for approval based on this evaluation combined with supporting data for the prepared roof covering. 5.5 Allowable roof covers applied atop RhinoRoof Underlayments are follows: TABLE 1: ROOF COVER OPTIONS Underlayment Asphalt Nail -On Tile Foam -On Tile Metal Wood Shakes Slate or Shingles & Shingles Simulated Slate RhinoRoof U20 Yes No No Yes Yes No 5.6 Exposure Limitations: 5.6.1 RhinoRoof Underlayment shall not be left exposed for longer than 30-days after installation. 6. INSTALLATION: 6.1 RhinoRoof Underlayments shall be installed in accordance with Interwrap, Inc. published installation instructions subject to the limitations set forth in Section 5 herein and the specifics noted below. 6.2 Install RhinoRoof Underlayments in compliance with manufacturer's published installation instructions and the requirements for ASTM D226, Type I or II or D4869, Type II underlayments in FBC Sections 1507 for the type of prepared roof covering to be installed. Exterior Research and Design, I.I.C. Evaluation Report 140510.02.12-R2 Certificate of Authorization #9503 FL1S216-R2 Revision 2: 04/27/201S Page 2 of 3 QOTP",INITYIERD 6.3 Re -fasten any loose decking panels, and check for protruding nail heads. Sweep the substrate thoroughly to remove any dust and debris prior to application. 6.4 RhinoRoof U20: 6.4.1 Fasteners: For exposure < 24 hours, corrosion resistant fasteners may be 1-inch roofing nails with a 3/8-inch diameter head, or those noted in 6.4.2. The use of staples is prohibited. For exposure > 24 hours up to maximum 30 days, corrosion resistant fasteners shall be minimum 1-inch diameter plastic or metal cap nails or FBC HVHZ nails & 1-5/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Laver: Roof Sloae > 4:12: End (vertical) laps shall be minimum 6-inches and side (horizontal) laps shall be minimum 4-inches. Refer to Interwrap, Inc. recommendations for alternate lap configurations and/or the use of sealant under certain conditions. For exposure < 24 hours, use of every -other fastening location printed on the surface is acceptable. For exposure > 24 hours up to maximum 30-days, use of every fastening location printed on the surface is required. When batten systems are to be installed atop the underlayment, the underlayment need only be preliminarily attached pending attachment of the battens on the same day. Battens shall not be positioned over cap nails. If this occurs, remove the cap nail and patch the hole in accordance with Interwrap published instructions. 6.4.3 Double Laver: 2:12 < Roof Slooe < 4:12: End (vertical) laps shall be minimum 12-inches and side (horizontal) laps shall be minimum half -sheet -width plus 1-inch. Double layer application; begin by fastening a half -width plus 1-inch starter strip along the eaves. Place a full -width sheet over the starter, completely overlapping the starter course. Continue as noted in 6.5, but maintaining minimum half -width plus 1-inch side (horizontal) laps, resulting in a double -layer application. 7. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 8. MANUFACTURING PLANTS: Contact the manufacturer or the named OA entity for information on plants covered under Rule 61G20-3 CIA requirements. 9. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Warnock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Exterior Research and Design, U.C. Evaluation Report 140S10.02.12-R2 Certificate of Authorization #9503 FL1S216r112 Revision 2: 04/27/201S Page 3 of 3 S N J ydG LtIrS ITRiwTrlERo EVALUATION REPORT CertainTeed Corporation 20 Moores Road Malvern, PA 19355 EXTERIOR RESEARCH & DESIGN, LLC. Certificate of Authorization #9503 353 CHRISTIAN STREET, UNIT#13 OXFORD, CT 06478 PHONE: (203) 262-9245 FAX: (203) 262-9243 Evaluation Report 3532.09.05-1111 FL5444-R10 Date of Issuance: 09/22/2005 Revision 11: 12/08/2016 SCOPE: This Evaluation Report is issued under Rule 61G20-3 and the applicable rules and regulations governing the use of construction materials in the State of Florida. The documentation submitted has been reviewed by Robert Nieminen, P.E. for use of the product under the Florida Building Code and Florida Building Code, Residential Volume. The products described herein have been evaluated for compliance with the S'h Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: CertainTeed Asphalt Roofing Shingles. LABELING: Labeling shall be in accordance with the requirements of the Accredited Quality Assurance Agency noted herein and FBC 1507.2.7.1 / R905.2.6.1 CONTINUED COMPUANCE: This Evaluation Report is valid until such time as the named product(s) changes, the referenced Quality Assurance documentation changes, or provisions of the Code that relate to the product change. Acceptance of this Evaluation Report by the named client constitutes agreement to notify Robert Nieminen, P.E. if the product changes or the referenced Quality Assurance documentation changes. TrinityJERD requires a complete review of this Evaluation Report relative to updated Code requirements with each Code Cycle. ADVERTISEMENT: The Evaluation Report number preceded by the words 'TrinitylERD Evaluated" may be displayed in advertising literature. If any portion of the Evaluation Report is displayed, then it shall be done in its entirety. INSPECTION: Upon request, a copy of this entire Evaluation Report 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 Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.M. Nieminen, P.E. Florida Registration No. 59166, Florida DCAANE1983 The facsimile seal appearing was authortted by Robert Niemtnen, P.E an 12/08/2016. This does not serve as an electronically signed document. Signed, sealed hardeopies have been transmitted to the Product Approval Administrator and to the named diets CERTIFICATION OF INDEPENDENCE: 1. TrinitylERD does not have, nor does it intend to acquire or will it acquire, a financial interest in any company manufacturing or distributing products it evaluates. 2. Trinityl ERD is not owned, operated or controlled by any company manufacturing or distributing products it evaluates. 3. Robert Nieminen, P.E. does not have nor will acquire, a financial interest in any company manufacturing or distributing products for which the evaluation reports are being issued. 4. Robert Nieminen, P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. S. This is a building code evaluation. Neither Trinity lERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. TRINITYJERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, have demonstrated compliance with the following sections of the 5th Edition (2014) Florida Building Code and Sth Edition 2014) Florida Building Code, Residential Volume through testing in accordance with the following Standards. Compliance is subject to the Installation Requirements and Limitations / Conditions of Use set forth herein. 2. STANDARDS: Section Pro a Standard Year 1507.2.5, R905.2.4 Physical Properties ASTM D3462 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 2O08 3. REFERENCES: Kfliitf Examination Reference Date UL (TST 1740) ASTM D3161 94NK9632 05/15/1998 UL (TST 1740) ASTM D3161 99NK26SO6 11/23/1999 UL (TST 1740) ASTM D3161 03CA12702 05/27/2003 UL (TST 1740) ASTM D3161 03CA12702 06/16/2003 UL (TST 1740) ASTM D3161 03NK29947 10/03/2003 UL(TST 1740) ASTM D3161 04CA11329 05/24/2004 UL (TST 1740) ASTM D3161 04CA32986 12/03/2004 UL (TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 OSNK16778 05/12/2005 UL (TST 1740) ASTM D3161 OSCA16778 05/12/2005 UL (TST 1740) ASTM D3161 OSNK14836 05/22/2005 UL (TST 1740) ASTM D3161 05NK22800 06/22/2005 UL (TST 1740) ASTM D3462 R684 09/21/2005 UL (TST 1740) ASTM D7158 05NK08037 06/28/2006 UL (TST 1740) ASTM D3161 & D3462 09CA28873 07/23/2009 UL(TST 1740) ASTM D3462 10CA41303 10/07/2010 UL (TST 1740) ASTM D3161 10CA41303 10/08/2010 UL (TST 1740) ASTM D7158 10CA41303 10/27/2010 UL (TST 1740) ASTM D3161 & D3462 10CA44960 11/11/2010 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 13CA32897 11/21/2013 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 04/22/2014 UL LLC (TST 9628) ASTM D7158 TGAH.R684 04/22/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 02/12/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 12/16/2015 UL LLC (TST 9628) ASTM D3161 & D3462 4787195678 02/09/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/26/2016 UL LLC (TST 9628) ASTM D3462 4787380357 10/13/2016 ULLLC (TST 9628) ASTM D7158 4787380357 11/08/2016 ULLLC ( TST 9628) ASTM D3161 4787380357 11/09/2016 UL LLC ( QUA 9625) Quality Control Service Confirmation Exp. 07/03/2017 Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1111 Cerdflorte of Authorizodon #9503 FBC NON-HVHZ EVALUATION FLS444-RSO Revision 11: 12/08/2016 Page 2 of 12 Q0TP,uN1TYJERD 4. PRODUCT DESCRIPTION: 4.1 CT201, XT" 25, XT'" 30 and XT'' 30 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia', Belmont'", Carriage House Shangle®, Grand Manor Shangle®, Landmark', Landmark'" IR, Landmark'" Pro, Landmark'" Premium, Landmark'" TL, Landmark'" Solaris and Landmark'" Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGate'" is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shake'", Presidential Shake'" IR, Presidential Shake TL'" and Presidential Solaris'" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatteras'", Highland Slate' and Highland Slate"' IR are fiberglass reinforced, 4-tab asphalt roof shingles. 4.6 Patriot"' is a fiberglass reinforced asphalt roof strip -shingle (with no cut-outs) providing a laminated appearance through an intermittent shadow line with contrasting blend drops for color definition. 4.7 Presidential Accessory, Accessory for Hatteras, Shangle Ridge'", Shadow Ridge'", Cedar Crest'", Cedar Crest'" IR, NorthGate Ridge and NorthGate Accessory are fiberglass reinforced accessory shingles for hip and ridge installation. 4.8 Any of the above listed shingles may be produced in AR (algae resistant) versions. S. LIMITATIONS: 5.1 This is a building code evaluation. Neither TrinityJERD nor Robert Nieminen, P.E. are, in any way, the Designer of Record for any project on which this Evaluation Report, or previous versions thereof, is/was used for permitting or design guidance unless retained specifically for that purpose. 5.2 This Evaluation Report is not for use in the HVHZ 5.3 Fire Classification is not part of this Evaluation Report; refer to current Approved Roofing Materials Directory for fire ratings of this product. 5.4 Wind Classification: 5.4.1 All shingles noted herein are Classified in accordance with FBC Tables 1507.2.7.1 and R905.2.6.1 to ASTM D3161, Class F and/or ASTM D7158, Class H, indicating the shingles are acceptable for us in all wind zones up to V.,d = 150 mph (V,,,, = 194 mph). Refer to Section 6 for installation requirements to meet this wind rating. 5.4.2 Presidential Accessory, Accessory for Hatteras, Shangle Ridge, Shadow Ridge, Cedar Crest, NorthGate Ridge and NorthGate Accessory hip & ridge shingles have been evaluated in accordance with ASTM D3161, Class F. All except NorthGate Ridge and NorthGate Accessory require use of BASF Sonolastic NP 1 adhesive or Henkel PL® Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to V.d =150 mph (V,d, =194 mph). 5.4.3 Classification by ASTM D7158 applies to exposure category B or C and a building height of 60 feet or less. Calculations by a qualified design professional are required for conditions outside these limitations. Contact the shingle manufacturer for data specific to each shingle. 5.4.3.1 Analysis in accordance with ASTM D7158 indicates the measured uplift resistance (RT) for the CertainTeed asphalt roofing shingles listed in Section 4.1 through 4.6 (except Presidential Solarisr") exceeds the calculated uplift force (FT) at a maximum design wind speed Of Ve:d = 150 mph (V,dt = 194 mph) for residential buildings located in Exposure D conditions with no topographical variations (flat terrain) having a mean roof height less than or equal to 60 feet. The shingles are permissible under Code for installation in these conditions using the installation procedures detailed in this Evaluation Report and CertainTeed minimum requirements, subject to minimum codified fastening requirements established within any local jurisdiction, which shall take precedence. 5.5 All products in the roof assembly shall have quality assurance audits in accordance with the Florida Building Code and F.A.C. Rule 61G20-3. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1111 CeWiicote ofAuthorization #9S03 FBC NON-HVHZ EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 3 of 12 6. INSTALLATION: 6.1 6.1.1 6.2 6.2.1 6.2.2 6.3 6.4 6.4.1 6.4.1.1 QOTRINITYIERD Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida Statewide Product Approval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. Installation of asphalt shingles shall comply with the CertainTeed Corporation current published instructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements herein. Fasteners shall be in accordance with manufacturer's published requirements, but not less than FBC 1507.2.6 or R905.2.5. Staples are not permitted. Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. CertainTeed asphalt shingles are acceptable for use in reroof (tear -off) or recover applications, subject to the limitations set forth in FBC Section 1510 and CertainTeed published installation instructions. I CT20—, XTr" 25, XT- 30, XT'" 30 IR: I ENGLISH 17' 12" 12" fd 305 mm) (305 mm) (305 mm) 1" (25 mm) Selant 1 •' (25 mm) 5 S/a" (145 m§ t"pW o T METRIC 131N' 131/0'• 131/e" 1"(25mm) —Sealant 1"(25mm)( 61p.. F/gum 113. U-Jbur nadlsfor euvyfall sbtogla STEEP SLOPE Use four n2& and six spots of asphalt roofing cement* for every full shingle (Figwe 11-4). Asphalt roofing cement meeting ASTM D4586 type II is suggested. I Roofing Cement Apply 1"(25 mm) spots of asphalt roofing cement under each tab comer. Flgwe 11.4: Usejbw nags andsts spots gjaspbaUmneitOn steVsbpea Cwflom Excessive use of roofing cement can cause shingles to blister. Hip & Ridge for CT20"°'. XTI 25, XT'" 30, XTTM 30 IR: Cut Shingles 1.1 25 mmjr—tI I 2" (50 mm) I, 01B1.` I tf 1r• Cap Cap Cap 305 tnm) Shingle Shingle Shingle Flgwe I1-24.• taut tabs, tben MM back to make Cap sbfiglas TorgArb dbnerstons sboum). Ftgnm L-2T: lnsta&H- of 0opsab S the bo and rklges. For ASTM D3161, Class F performance use BASF "Sonolastic® NP:L "" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, I.I.C. Certifleate of Authorlradon #9503 FBC NON-HVH2 EVALUATION Evaluation Report 3532.09.05-Rll FL5444-R10 Revision 11:12/08/2016 Page 4 of 12 VTRINIWJERD 6.5 ARCADIA'm: LOW AND STANDARD SLOPE STEEP SLOPE Use SIX nails for every full shingle located as shone below. Use SIX nails and FOUR spots of asphalt roofing cement for every full shingle as shown below. Apply asphalt roofing cement 1'(25 mm) from edge of shingle. Asphalt roofing cement meeting ASTM D 4586 Type II is suggested. 1'ta5 rent) 1'rts mm) Nd um wa - rOsmml t'Osmm) d the L,LLL Figure 2: Use sir nails for eaeryfull shingle. L J, Figure 3 Uso six nails andfour spots of asphaft roofing cement on steep s4pos. 6.5. 1 Hip & Ridse for Arcadiam: Cedar CrestTM, Cedar Crest' IR Use two (2), minimum 1%-inch long fasteners per shingle. For the starter shingle, place fastener 1-inch from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimum inch embedment into the deck, or full penetration through the deck. For each full Cedar Crest shingle, place fasteners 8- 5/8-inch up from its exposed butt edge and 1-inch from each side edge. For ASTM D3161, Class F performance use BASF "Sonolastic® NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements, to hand -seal Cedar Crest shingles. Apply NP 1 or PL adhesive from the middle of the shingle's raised overlay on the top piece and extending approximately 4-inch along the sides of the headlap along a line % to 1-inch from each side of the shingle's headlap. Immediately align and apply the overlying shingle, gently pressing tab sides into the adhesive, and install nails. To secure the other side, apply a 1-inch diameter spot of NP 1 or PL adhesive between the shingle layers. Hand -sealing adhesive 4° 114" ILI 3/ 4° I-*- 1° Dab of asphalt cement between shingle layers Exterior Research and Design, I.I.C. Evaluation Report 3532.09.05-1111 eertf lcate of Authorization n9503 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11:12/ 08/2016 Page S of 12 6.6 BELMONIrm: Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below. 1 11votMAN oAddtimdrgdbImphil. ;- r sw(6UM) t' (2s mm) Rmarmp Cemed TRINITYJERD Steep Slope (greater than 21:12): Use SEVEN nails and EIGHT spots of asphalt roofing cement"' for every full Belmont shingle. Apply asphalt roofing cement 1" (25mm) from edge of shingle. See below. Asphalt roofing cement meeting ASTM D4686 Type II is suggested. 1 1 6.6.1 Hip & Ridge for BelmontTM: 6.6.1.1 Option 1: Refer to instructions herein for Cedar Crest', Cedar Crest' IR hip and ridge shingles. 6.6.1.2 Option 2: Shangle® Ridge Figure 17-1& Shangle• Rddge. 18' Exposure Remove tape from the right side g•`_ I and fasten SECOND Fasten the left side 85/g- RIGHT FIRST LEFT Figure 17-19. Installation of Shangle® Ridge sbingles on bips and ridges 6.6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NPiTM" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Evaluation Report 3532.09.05-R11 Cerd lcvte olAuthorlradon #9503 FBC NON-HVH2 EVALUATION FL5444-RIG Revision 11:12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLEO AND GRAND MANOR SHANGLEO: Utr0 Unot LOW AND STANDARD SLOPE Use five rmis for every full Shangle- L F-- 1" (2s " ) sla ) eSB" 16 men) mm) Figure 174 Usefrte naiftforeveryfsll GrandManorSbangle, Carriage HouseSbo»g1q or Cenlennial Skle. V TRINIIYIERD Use seven nar1s and three spots of asphalt roofing cement for every fuii Grand.Manor Spangle. Use five nails and three spots of asphalt roofing cement for every full Cmfte House Spangle and Centennial Slate. Apply asphah roofing cement 1" (25 mm) from edge of shingle Figure 17 5). Asphalt roofing cement meeting ASIMM D4586 Type it is suggested_ Ftgwa 175: Wbrn indaUingOvadManor Sbsrrgtuonsfeepsto^ use seveir nails and lbter spots ofaspball roofing cement. Hip & Ridge for Carriage House Shanale® and Grand Manor Shanale: Refer to instructions herein for Shangle® Ridge hip and ridge shingles LANDMARKT", LANDMARK*" IR, LANDMARK'" PRO, LANDMARK TM PREMIUM, LANDMARK'"' TL, LANDMARK'"' SOLARIS, LANDMARKTm SOLARIS IR, NORTHGATE: LOW AND STANDARD SLOPE METRIC DIMENSIONS 17' 143/4" 12" 305 men (375 men (305 mm)--i 1 th"A r-1" (25 mm) I Release Tape 11" (25 NailableT Area LANDMARK TL NorthGate: rmwsl 0101, 7E1 llgure 13-4 Wfour nailsfor —,) frrllsbucte WOE rJAW 1Y 14Y4' 1r AREA f+ (305 mm) - . (375 mm) —-- (305 men) -. Neft Uffib 1• ( 2s )nallim r (25 ran rnl Irro F1 El Nsltrq rm forlow "net standud *pn p= 2:12 b 2112) Nai h oh m upper d bar Gres es ahM above. Exterior Research and Design, U.C. CertiJfcote of Authorisation a9503 , FBC NON-HVH2 EVALUATION Evaluation Report 3532.09.0S-R11 FL5444- R10 Revision 11:12/08/2016 Page 7 of 12 QOTRINITYIERD STEEP SLOPE use sir; nails and four spots of asphalt roofing cement for every full LANDMARK TL laminated shingle. see below: Asphalt roofing cement should meet ASTM D458610c 11. Apply 1' spots of asphalt rooMg cemeni unde 131/2' 13" 131/2" each corner and at about 12' to 13' in from each edge. 343 mm) (330 mm) (343 mm) METRIC DIMENSIONS 1"(7; mm) 1"(25mm)+, I I I2" r(305mm) 143N" 375 mm) 305 mm) 1' j F — — 1 25 mm) — (25 mm) Rodrlg Cement 1-- 1"(25 mm) Relem Tape 1' C15 rtuN • — Nail Area For Steep Ptgwe 13 S: Use sir nalk andfoar apotsof 1" I F•- . r-1" atp6n/t roo,/becernent on steep slopes 25 mm) ---- 25 mn( Roofing Cement NorthGate: STEEP 12' 14.3/4' 12' SLOPE 1-*—(305 (375 mmj—s-+(305 mmyH NAILING FIr( 25 mm) N lain mds 1"( 25 mm)I enAl IrIPQ_ Nailing areas for steep slopes (greater than 21:12) and " StornAsIling" Nail between lower 2 nall Ones as shown above. 6. 8.1 Hip & Rid a for Landmark-, Landmark' III, Landmark' Pro, LandmarkTM Premium, Landmark' TL, Landmark' Solaris. Landmark' Solaris III, NorthGate: 6. 8.1.1 Option 1: Shadow RidgeTM or NothGate Accessory 1r 97/r 305mm) S0mm) 8 8, 415Jl 4l5A6- 150mm) ro 0mm) (125mm) ( 125mm) Notch for Centering 1r 501m) Notches for Alignment to T the Top Edge of the Pievious Cap for 5' (125w) EVosure (' English Dimension Shadow RidgeTM Exterior Research and Design, LLC. CerWkate of Authorization #9503 FBC NON-HVHZ EVALUATION Notch for Centedng 131/ 4' 337mm) NotchesforAl'gnme" T 5 the Top Edge of the Previous m m) pfor55X( 141mm)6cposure Metric Dimension Shadow Ridge'" Evaluation Report 3532.09.0S-Rll FL5444- R10 Revision 11: 12/08/2016 Page 8 of 12 V TRINITY I ERD 9 27W L41.' 21'Mro 125 rare) 13 1/8" 8 t 3`33 m-m Notch 168 mm 168mm 1319 J Centering Notch 11n1t:IM.ftotop 75M 131/4' prlvl0841Course ( 194mm) (.) Allgnthese" 75/8 notches at top i' iILedgeat revious course. NorthGate Ridge NorthGate Accessory Ffgm 13-20: Use AoIngnokbw to cent&sbfngla on hips and ridge; and to locate the Dotted ezposuta 6.8.1.2 For ASTM D3161, Class F performance use BASF "Sonolasticm NP1"'" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.8.1.3 Option 2: Refer to instructions herein for Cedar Crest"', Cedar Crest"' III hip and ridge shingles. Exterior Research and Design, I.I.C. Evaluation Report 3532.09.OS-Rii Certt lcote afAuthoAtotlon #9503 FBC NON-HVHZ EVALUATION FLS444-RlO Revision 11: 12/08/2016 Page 9 of 12 QOTRINi-rYIERD 6.9 PRESIDENTIAL SHAKET", PRESIDENTIAL SHAKE"" IR, PRESIDENTIAL SHAKE TLT", PRESIDENTIAL SOLARK"': LOW AND STANDARD SLOPE: STEEP SLOPE: For low and standard slopes, use five nails for each full Presidential For steep dam, use nine nails for each fall Presidential shingle and shingle as shown below. apply 1' diameter spots of asphalt roofing cement under each shingle tab. After applying 5 nails In between the naftg gNde Wes, apply 4 nalls 1' Naging — 40' -+1 above tab cutouts malting certain tabs of overlying shingle cover nails Guide lines (1016 mm) 51l4' — 133mm) . . 141/4' 11/2 Saint) (362 mm) NOTE: Apply nails on painted guideline. Figure l6d FaslmrfngYlwi4m AW an (Fm4fi Ural 1Z SAaLs V diameter asphalt roofing cement sbingles on hwand stalldmd sfopac hgwe 16.7.• F0stalbrgPlesidmlHal and P rsirfelrltal T/L SAoke shingles on steep skpm 6.9.1 Hip & Rid a for Presidential Shaker" Presidential Shake' IR. Presidential Shake TLTM, Presidential Solaris""' 6.9.1.1 Option 1: Presidential Accessory PRESIDENTIAL ACCESSORY Presidential accessory shingles can be used for covering hips and ridges. Apply shingles up to the ridge (expose no more than 7' from the bottom edge of the "tooth." Fasten each accessory with two fas- teners. The fasteners must be 13/4' long or longer, so they penetrate either 3/4' into the deck or completely through the deck. Presidential accessory comes in two different sim: Accessory produced in Birmingham, AL is 12' x 12% Portland, OR produces 97/8' x 131/4' accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.9.1.3 Option 2: Refer to instructions herein for Cedar Crest'", Cedar Crest"" IR hip and ridge shingles. 6.10 I HATTERAS'": LOV4 STANDARD AND STEEP SLOPE: Figure 153: AntenigI10llemsSbinjterOil tosrondSlondrrd Voprz For Inn• and standard slopes, use five mile for each fug 1wems shh* as AM slave 1' t- f2S mm) — — — — —' Alum 134 katrn1081 armsSbf%*%oaSerpApes For steep slopes, use fin oars and dsh spas of asphak roofing canes for emeb fell Rearm sWaSle as shmm abme Apply 1' 25mm) diameter spas of mollat eemea (ASTM D 45861)pe II sug¢sted) under emb ab comet press shin& Into phw. do not expose cemeru. CAtMON: Too much roofing cement can cause shtn& to bfistm Exterior Research and Design, U.C. Evaluation Report 3532.09.05-Rll Cerdflcate of Authorization #9503 FBC NON-HVH2 EVALUATION FLS444-RIO Revision 11:12/08/2016 Page 10 of 12 Q0TP'uN1TYjERD 6.10.1 Hip & Ridge for Hatteras': 6.10.1.1 Option 1: Accessory for Hatteras Mo. 3 Figure 15-14' 18lbras-place milts separate to made 54 Hatterasdtxewry sbingk 6.10.1.2 Option 2: Cut Hatteras Shingles r9.. 230 mm) I 8" Egaen R% 460mm) r Cap Cap Cap Cap Shingle Shingle Shingle Shingle ml24Om Figure 15-2P. CutXaUras sbhrgles to maAe cover caR Figuae 15.2E Installation of caps along hips and ridges 6.10.1.3 For ASTM D3161, Class F performance use BASF "SonolasticO NP11" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. 6.11 HIGHLAND SLATE'"A, HIGHLAND SLATE'" IR: LOW AND STANDARD SLOPE STEEP SLOPE I r r—r r Use FM nalls and BIGHT spots of asphalt roofing cement* Ink each Qa tm 0 aa o tm W full highland Slate shingle. For Miami -Dade, SDI mails are regah-ed. Apply i, diameter spots of asphalt roofing cement under each tabL—.. L coma Asphalt rooting cement meebs am D45861ype D is somestai rar.aom.o ra snc mpemo+ rpsmmi maa au"i wmo"mngiia sawrop•u uimraavoei6 Figure if-J.- Use FlffnaffsJbrmay MgdlmrG9r asbtngla Fifgm] I3dgoHUnaatand efgbrspoaofuphaff mof emantundereoebTabcorner. CAtMON: Emesslve use of roofing cement can cause shingles to blister. 6.11. 1 Hip & Ridge for Highland Slater". Highland Slater" IR: Refer to instructions herein for Cedar Crest, Cedar Crestm IR or Shangle Ridger" hip and ridge shingles. Exterior Research and Design, U.C. Evaluation Report 3S32.09.OS-Rif Certy7cate olAuthodiatfon # 9503 FBC NON-HVH2 EVALUATION FLS444-R10 Revision 11: 12/08/2016 Page 11 of 12 Q0T1mNrrYjERD 6.12 PATRIOT'"': LOW AND STANDARD SLOPE STEEP SLOPE Use FOUR nails for every full shingle located as shown below. seftl 6-'1V I Ins6-1 t*Mg;l '}-- 9m of '} ro Use FOUR nails and four spots of asphalt roofing cement for ovry full shingle as shown below. Asphalt roofing cement meeting ASfM D4586 Type U is suggested Apply 1'(25 nun) spots of asphalt roofing cement as shown. CAUnON: Escessice use of roofing cement can cause shingles to blister. 1 ;-rpaq -------,.CBS Iu6a.01i_ e o e T Noan.o Gn.el MCI (moo 4mffO) 6.12.1 Hip & Ridee for Patriot"': Refer to instructions herein for Cedar Crest', Cedar Crest' IR, Shadow Ridge', NorthGate or Shangle Ridge' hip and ridge shingles. 7. LABELING: 7.1 Each unit shall bear a permanent label with the manufacturer's name, logo, city, state and logo of the Accredited Quality Assurance Agency noted herein. 7.2 Asphalt shingle wrappers shall indicate compliance with one of the required classifications detailed in FBC Table 1507.2.7.1 / R905.2.6.1. 8. BUILDING PERMIT REQUIREMENTS: As required by the Building Official or Authority Having Jurisdiction in order to properly evaluate the installation of this product. 9. MANUFACTURING PLANTS: Contact the named QA entity for information on which plants produce products covered by Florida Rule 61G20-3 Q4 requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Exterior Research and Design, I.I.C. Evaluation Report 3S32.09.05-Rll Certykate of Authodradon #9503 FBC NON-HVH2 EVALUATION FL5444-RSO Revision 11: 12/08/2016 Page 12 of 12 SofP=1r— CREEK TECHNICAL SERVICES, LLC Certificate of Authorization No. 29824 17520 Edinburgh Dr Tampa, FL 33647 813) 480-3421 EVALUATION REPORT FLORIDA BUILDING CODE IP EDITION (2014) Manufacturer. ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813)249-9743 www.aluminumcollsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA9110) SCOPE Category: Panel Walls Subcategory: Soffits Code Sections: 1404.5.1, 1710.9.4 Properties: Wind Resistance REFERENCES Entity Report No. Standard Year Certified Testing Laboratories (TST1577) CTLA 1847W AAMA 1402 1986 Certified Testing Laboratories (TST1577) CTLA 2076W AAMA 1402 1986 PRI Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 1986 PRI Construction Materials Technologies (17ST5878) 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 1710.9A. 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 manufacturers 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. PRODUCT DESCRIPTIONS 3/8" F-Channel Preformed nominal 0.0164nch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.0164nch thick, 3105 H-14 aluminum J-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.0194nbh thick, 3105 H-14 aluminum fascia. See Appendix D for dimension drawings. ALCI5001 FL12194-R3 Page 1 of 3 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 0 CREEK ALUMINUM COILS, INC soffits TECHNICAL SERVICES, LLC PRODUCT DESCRIPTION 16" 04 Soffit Preformed nominal 0.01354nch thick, 3105 H-14 aluminum soffit P,anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 in Ain.ft for the 'full vent' configuration and 11.1 In?Ain.ft and for the 'center vent' configuration. See Appendix D for dimension drawings. 12" T4 Soffit Preformed nominal 0.01354nch thick, 31.05 H-14 aluminum soffit F,anels provided in 12- inch sections. The reported net free ventilation areas are 12.5 in Ain.ft for the 'full vent configuration and 4.2 in2Ain.ft for the 'center vent configuration. See Appendix D for dimension drawings. ALCI5001 FL12194-R3 Page 2 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, L-C; 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 a Edition (2014) as evidenced in the referenced documents submitted by the named manufacturer. aY R. pENS.. 2015.08.27 No 74021 1_22F 07:05:00 Q..._.._- 04'00' 9•• STATE OF :•41 • O <v O R 1 O P Zachary R. Priest, P.E. Florida Registration No. 74021 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 (7 pages) 2) APPENDIX B — Installation Drawings (12 pages) 3) APPENDIX C — Design Wind Loads(4 pages) 4) APPENDIX D — Dimension Drawings (4 pages) ALCI5001 FL12194-R3 Page 3 of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G2043. 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 Lotion Lotion b. 12" T4 Soffit — 4-Inch o.c. Fastener Fastener Fastener Fastener Location Location J-/ Location Lo lion c. 16" Q4 Soffit —16-inch o.c. Fastener Fastener Location Loc tion 1 ALC15001 FL12194-R3 Page 1 of 7 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK -Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC d. 16' 04 Soffit — 8-Inch o.c. Fastener Fastener Fastener Leratien LocItion Lotion ALUMINUM COILS, INC Soffits Approved System Numbers and Definitions 2 Approved Systems for 12-Inch Overhang with F-Channel 112.14 Approved S tems for 12-Inch OverhanA with J-Channel Approved Systems for 164nch Overhang with F-Channel INA Approved Systems for 16-Inch Overhang with J-Channel F roved Systems for 24-Inch Overhang with F-Channel 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 Psn Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment Max. One (1) min. 3/8-Inch head dla. nail, One (1) min. 318 x 3/8-Inch One (1). min. 1 3/4-Inch long x. 0072-Inch dia. x min. 3/1& 12F-1 16-Inch Wood min.1.25-Inch embedment spaced Wood crown staple spaced 16-Inch Inch head dia. trim nail 340.0 24-Inch o.c. spaced 364nch o.c. Three (3) min. 3/4-Inch x 1/4-Inch One (1) min 314-Inch 1/4-Inch One (1) m1n.1 3/44nch long x 12F-2 16-Inch W00d crown staples in diamond pattern. Wood cramcstaple spaced 8-Inch o.c. 0.072-inch dia. x min. 1/4-Inch head dia. trip nail spaced 48• 48 64. 2 spaced24-inch o.c. and securing each panel lap Inch o.c. Max' One (1)14 ga. 5/8-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. 1/44nch 48 12F-3 16- Inch Masonry spaced 8-Inch o.c. W crown se space staple84nch o.c. head dia. trip nall spaced 48- 64.2 and securing each panel lap Inch o.c. ALC16001 FL12194-R3 Page 2 of 7 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 124nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psQ 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 3/44nch x One (1) min. 1 3/4-Inch long x 12J-1 Max. 164nch Wood staples In diamond long x 3/8-Inch head diameter Screw spaced 16-inch o.c. Wood 1/4-Inch crown staple 0.072-Inch dia. x min. 1/4-Inch head dla. trip nail spaced 48- 48 64 2patternspaced24- Inch o.c. connecting to Jngso -channel spaced 84nch o.c.. Inch o.c. Approved Systems for 16-Inch overhang with;F-Channel Wall Connection Eave Connection System Panel MOP No. Width psi Substrate F-Channel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga. 1/4-Inch crown x One (1) min. 1.754nch x 16F-1 Max. Masonry One (1)14 ga. 5/84nch long T nall Wood 1-Inch leg staples spaced max 0.072-inch diameter finishing nail with min. 3116- 353.3124nchspacedmax8-Inch o.c. 4-Inch o.c. and securing each Inch head spacedpanellap124ncho.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 leg staples spaced max 4-inc4-inch o.c. and securing each finishing nall with min. 3/16- 353.3 spaced 16-Inch o.c. panel lap Inch head spaced 12-Inch o.c. Max. One (1) 3/8-inchhead dla. nail, min. One (1) min 3/8-Inch x 3/8-Inch One (1) min. 1 3/44nch long 16F-3 164nch Wood 1.25-Inch embedment spaced 24- Wood crown staple spaced 16-Inch x 0.072 Inch dia. x min. 3/164nch head dia. trim nail 325.6 Inch o.c. o. spaced 364nch o.c. Max. Three (3) min. 3/4-inch x 1/4-inch One (1) min. 1 3/4-inch long 16F-4 16-Inch Wood crown staples in diamond pattern Wood One (1) min 3/4-inch x 1/44nch x 0.072-Inch dia. x min. 1/4- 27 spaced 24-Inch o.c. crown staple spaced 84nch o.c. Inch head dia. trip nail 36.1 spaced 484nch o.c. ALC15001 FL12194-R3 Page 3 of 7 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC. ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 16-Inch overhang with F-Channel Wall Connection Eave Connection System Panel MDP No. Width Psi) Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment Attachment One (1)18 ga. 1/4-Inch crown x One (1) min. 1.754inch x 16F-5 Max. 16-Inch Masonry One (1)14 ga. 5/8-Inch long T nail Wood 1-Inch leg staples spaced 4- 0.072-inch diameter finishing nail with min. 3/16- 43.3spaced8-inch o.c. Inch o.c. and securing each Inch head spaced panel lap 16-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. 1.754nch x 0.072-Inch diameter 16F-6 16-inch Wood Inch leg staples In diamond pattern Wood Ileg staples spaced 4- Incnchh o.c. and securing each finishing nail with min. 3/16- 343.3 spaced 16-Inch o.c. panel lap Inch head spaced 164nch o.c. Approved Systems for 16-Inch overhang with J-Channel Wall Connection Eave Connection System Panel MDP No. Width psi Substrate J- Channel Attachment Substrate Panel Attachment Fascia Cap Attachment 16J- 1 x Wood Three ( 3) min. 3/4-Inch x 1/4-Inch crown staples In diamond pattern W One (1) min 3/4-Inch x 1/4-inch One ( 1) min. 1 3/44nch long, x 0.072-Inch dia. x 23.6 164nch spaced 24-Inch o.c crown staple spaced 8-Inch o.c. min. 1/4-Inch head die. trip 31.4 nail spaced 48-inch o.c. ALC15001 FL12194-R3 Page 4 of 7 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 244nch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ga.1/44nch Nominal 1x2 crown x 1-Inch leg No.2 SYP staples spaced Three (3)' 18 ga.1/4- anchored to 124nch o.c. securing One (1)18 ga. 1/4- One ( 1) min.1.75-Inch x 24F- 1 Max Wood Inch crown x lanch leg staples in ratter with one each panel lap Wood Inch crown x 1-Inch 0.0724nch diameter finishing nail with min. 801-90 124nch diamondpattern 1) min. 2.25- inch x 7d ring One (1) min. 1.754nch leg staples spaced 8- Inch o. c 3/16- Inch head spaced spaced 16- Inch o.c. shank shank nailk ailx0.072-Inch diameter 12-Inch o.c. n finishing nail with min. 3/16- Inch head spaced 44nch o. c. One (1) 18 ga.1/44nch crown x 1-Inch leg Nominal 1x2 staples 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 Inch x 11 ga. anchored to each panel lap crown x 1-Inch 0.072- Inch diameter 801 24F- 212-Inch Wood smooth shank roofing nail spaced rafter fter withone 1) 7d x 2.25- One (1) min. 1.754nch Wood leg staples aced 8- taspaced spfinishingHallwith min. 3/16anch head spaced 76.8 16- Inch o. c. Inch ring shank x 0.072-Inch diameter Inch 12-inch o. c. nail 244nch o c. finishing nail with min. 3/16-Inch head spaced 4-Inch o. c. One (1)18 ga.1/44nch crown x 1- inch leg Nominal 1x2 staples spaced No.2 SYP 124nch o.c. securing 1/4 One (1)18ga. - One (1) min. 1.75-Inch x 24F-3 Max. Masonry One (1) 14 ga. 5/8- inch long T Hall anchored to ratter with one each panel lap Wood Inch crown x 1-Inch 0.072-Inch diameter finishing Hall with min. 801 12-Inch spaced 8-Inch o.c. 1) 7d x 2.25- One (1) min.1.75dnch leg staples spaced 8- 3/164nch head spaced 76.8 Inch ring shank x 0.072-Inch diameter Inch op 12-Inch o.c. nail 24-Inch o.c. finishing nail with min. 3/16-Inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 5 of 7 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance -changes throughout the duration for which this report is valid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix A Approved Systems for 24-Inch overhang with F-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width Psi Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1)18 ge.1/4-Inch Nominal 1x2 crown x 1-Inch leg No.2 SYP staples spaced Three (3)18 ga.1/4- anchored to 12-Inch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-Inch x Max Inch crown x lanch rafter with one each panel lap Inch crown x 1-Inch 0.0724nch diameter 24F-4 16-Inch Wood leg staples In min' 2.25- Wood leg staples spaced 8- finishing nail with min. 801.60 diamond pattern InInchx 7d ring One (1) min. 1.75-Inch Inch o.c. and securing 3/164nch head spaced spaced 16-Inch o.c. shank nail x 0.072-Inch diameter each panel lap 16-Inch o.c. 24- Inch o.c. finishing finishing nail with min. head spaced 44nch o.c. One ( 1)18 ga.1/44nch crown x 1-Inch leg Nominal 1x2 staples spaced One ( 1) min. 1.5- No.2 SYP 12-Inch o.c. securing One (1)18 ga. 1/4- One (1) min. 4.75-Inch x Inch x 11 ga. anchored to each panel lap Inch crown x 1-Inch 0.0724nch diameter 24F- 5 166-InchWood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 801.60 roofing nail spaced 1) 7d x 2.25- One (1) min. 1.75-Inch Inch o.c. and securing 3/164nch head spaced 164nch o.c. Inch ring shank x 0.072-Inch diameter each panel lap 16-Inch o.c. nail 244nch o.c. finishing nail with min. 3/ 164nch head spaced 44nch o.c. One ( 1)18 ga.1/44nch crown x 1-Inch leg Nominal 1x2 staples spaced No. 2 SYP 124nch o.c. securing One (1)18 ga. 1/4- One (1) min. 1.75-Inch x Max. One (1) 14 ga. 5/8- anchored to each panel lap Inch crown x 1-inch 0.0724nch diameter 24F- 6 164nch Masonry Inch long T nall rafter with one Wood leg staples spaced 8- finishing nail with min. 60/.60 spaced 8-Inch o.c. 1) 7d'x 2.25- One (1) min.1.75-Inch Inch o.c. and securing 3/164nch head spaced Inch ring shank x 0.072-Inch diameter each panel lap 16-Inch o.c. nail 24-Inch o.c. finishing nail with min. 3/ 16-Inch head spaced 44nch o.c. ALC15001 FL12194-R3 Page 8 of 7 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 addfessed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix A Ap roved Systems for 24-Inch overhang with J-Channel Wall Connection Center Connection Eave Connection System Panel MDP No. Width psf) Batten J-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) min. 2.25dnch x 7d One (1)18 ga.1/4 InchNominal1x2 ring shank nail crown x 1-Inch leg No.2 SYP anchored to Three (3)18 ga.1/44nch crown strelght-nailed through the rafter into the end staples spaced 12 Inch o.c. securing One (1)18 ga. ''/.- One (1) min. 1.75-Inch 24J-1 Max. rafter with one x 1-Inch leg of the batten or two (2) each panel lap Wood Inch crown x 1-Inch x 0.0724nch diameter finishing nail with min. 36012-Inch 1) min. 2.25- Inch x 7d ring staples In diamond pattern spaced 16- min. 2.25-Inch x 7d ring shank nalls toe- One (1) min. 1.75-Inch leg staples spaced 8-inch o.c. 16-Inch head spaced shank Hall Inch O.C. nalled on either side of x 0.072-Inch diameter finishing nag with min. 12-Inch o.c. 24inch O.C. the batten at each battentrafter 31164nch head spaced Intersection. Max. 44nch o.c. rafter sparing is 244nch o.c. Nominal Ix2 No.2 SYP scabbed between rafters with one (1) min. 2.254nch x 7d One (1)18 go.114-InchNominal1x2 ring shank nag crown x 1-Inch leg No.2 SYP anchored to Three (3)18 ga.1/441nch crown straight-nalled through the rafter Into the end staples spaced 12-Inch o.m securing One (1)18 ga.'/.- Inch crown x 14nch One (1) min. 1.75-Inch 24J-2 Max. rafter with one x 1-Inch leg of the batten or two (2) each panel lap W leg staples spaced x 0.0724nch diameter finishing nail with min. 353.316-Inch 1 min. 2.25- Inch x 7d ring staples in diamondp pattern spaced 16- min. 2.25-Inch x 7d ring shank nails toe- One (1) min. 1.75-Inch and8- ring eachsecuringeach panel 3/16-Inch heads acedP shank Hall Inch o.c. raged on either side of x 0.072-Inch diameter finishing nail with min. lap 16-Inch o.c. 24-Inch o.c. the batten at each betteNrafter 3116•Inch head spaced Intersection. Max. 41nch o.c. rafter spacing Is 244nch o.c. ALC15001 FL12194-R3 Page 7 of 7 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 addre3sed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B INSTALLATION Note - Refer to the APPROVED SvSTEMs section of this report for additional Installation details of a selected system and maximum design pressures limitations. System No. I Installation Detail 12F-1 & 12F-3 Min. 3/8"-head die. nail with min. 1W' engagement(for wood substrate) or min. 0-097" dia. T-nail or stub nail with min; 5/01 engpgement(fior concrete or block substrate), spaced as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) F" CHANNEL wood, Concrs a or aloA 7 FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" O.C. L--PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE K01r91120MM&W arwDIRraIw ALCI5001 FL12194-R3 Page 1 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail W BMW SOFFIT STAPLEOPENRAFTER '""' ; DIAMOND PATTERN DETAILNSTAPLES, ` CROUSING A DIAMOND I PATTERN FACIA BOARD FASCIA CAP 12F-2 3/4' X 1/4' CROWNJTRIMNAILFACIA BOARD 8' 1CHANNELSTAPLEONCENTER 1-3/4' TRIM NAIL PPAINTEDCANBES.S. 48' INSTALLED WITH THE O.0 FASCIA CAP WAILING FLANGE UP ORDOWN3/4' % 1/4' CROWN STAPLE SOFFIT—'. 12-inch span SUBSTRATE S IF SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 2 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC System No. I Installation Detail 12J-1 OPEN RAFTER X 1/4' CROWN STAPLE 14.' CENTER USING A DIAMOND PATTERN J—GHANNEL 1 1-3/4- TRIM NAiIscrewedtosoffit with Tell" I" PAINTED S.S. 4B' 1/2' x 3/8' head O.C. diameter screw; 16. o.c. WOOD OR BLOCK SUBSTRATE SOFFIT —max. 1.2-inch span ALUMINUM COILS, INC Soffits Appendix B Mm ; SOFFIT STAPLE r ' DIAMOND PATTERN FACIA BOARDD'T L73M D i u i ASCIA CAP 3/4- X 1/4- CROWN 1-3/4' TRIM NAIL FACIA BOARD STAPLE 'B' ON CENTER PLANTED S.S. FASCIA CAP 3/4' X 1/4' CROWN STAPLE ALC15001 FL12194-R3 Page 3 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 1' TRIM NAIL FASCIA BOARD PAINTED S.S. FASCIA CAP SOFFIT011 1'Y1' CROWN STAPLEOPENRAFTER FASCIA BOARD uusirTlul 16F-1 SOFFIT & FASCIA 16F-5 DETAIL FASCIA CAP. REFER TO SOFFIT i FASCIA F' CHANNEL DETAIL SOFFIT, MAx.1V SPAN MASONRY SUBSTRATE ALC15001 FL12184-R3 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 16F-3 No. I Installation Detail Min. 3/8" head dia. nail with min. 1MO engagament:(for wood substrate) or min. 0•.097" dia. T-nail•or stub nail with min. 5/8" engagement.(for concrete or block substrate), spaced as noted above. ASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) CHANNEL Wood, Concrete or Block Wall FASCIA LIP 1 /4" STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" 0. C. PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B ALC15001 FL12194-R3 Page 5 of 12 This evaluation report Is provided for State of Florida product approval under Rule 81G20-3. 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 n ; SOFFIT STAPLEoPorRAC 3/4' X 1/.4- ; ; DIAMOND PATTERN CROWN• STAPLES ; DETAILLlUSING' A DIAMOND ' nnvmrl PATTERN FACIA BOARD FASCIA CAP 16F-d 3/4- X 1/4- CROWN FACIA BOARD 8. 1-3/4- TRIM NAILSTAPLEONCENTER 1-3/4- TRIM NAIL PAINTED S.S. F' CHANNEL CAN BE PAINTED S.S. 48- INSTALLED WITH THE O.C. FASCIA CAP NAILING FLANGE UP OR DOWN -3/4- X 1/4' CROWN STAPLE SOFFIT —max. 16-inch span SWUBSTRATE SOFFIT SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 6 of 12 This evaluation report is provided for State of Florida product approval under Rule 61G20-3. .The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This -evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC soffits Appendix B System No. Installation Detail I P TRIM NAIL- FASCIA BOARD PAINTED S.S. 11 FASCIA CAP SOFFIT CROWN STAPLE OPEN RAFTER FASCIA BOARD rj' CROWN STAPLES SOFFIT & FASCIAUSINGADIAMOND 16F-2 & PATTERN: REFER TO DETAIL SOFFIT STAPLE 16F-6 DIAMOND PATTERN DETAIL FASCIA [AP; REFER TO SOFFIT L FASCIA 3, F' CHANNEL DETAIL SOFFIT. MAX. 16' SPAR WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 7 of 12 This evaluation report Is provided for Stale of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK'Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. Thli% evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. 16J-1 CREEK TECHNICAL SERVICES, LLC No. I Installation Detail X 1/4' CROWN STAPLE '24' CENTER USINO A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER SOFFIT STAPLE iow E DIAMONDND PATTERN r[1v[011l FACIA BOARD DETAIL L' FASCIA CAP 3/ 4- X 1/4- CROWN 1- 3/4' TRIM NAIL FACIA BOARD 1- 3/4- TRIM NNLJ STAPLE- B- ON CENTER PAINTED S.S. PAINTED S.S. 48' O. C. FASCIA CAP SOFFIT - max. 16-inch span. CROWN STAPLE SOFFIT & FASCIA DETAIL ALC15001 FL12194-R3 Page 8 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail I i' TRIM NAIL FASCIA BOARD PARTED SA. rat' tRow STAPLES FASCIA CAP USING A DUIMONO SOFm PATTERN; REFER TO SOFFIT STAPLE rat' CROWN STAPLE DIAMOND PATTERN DETAIL 1 P' 11111 NAIL FASCIA BOARDPAINTER1E0S.S. SOFFIT JI< FASCIA 24F-1 & DETAIL 24174 I'aj' CROWN STAPLE FASCIA CAN REFER o To SOFFIT i FASCIA / \ DETAIL_ NmMd rat- SYP Batten MrcAorod to SOFFIT: MAX. 24' 1 I 3/B' F-[NANNEL Rafters rllh om Id I ' Rho Shaah Nail al worn Rafter / W00o SUBSTRATE \ / SOFFIT STAPLE DIAMOND PATTERN ALClSO01 FL12194-R3 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 I' TRIM NAIL FASCIA BOARD PAINTED S.S. 14• SMOOTH SHANK ROOF RAILS FASCIA UP SOFFR jII rat• CROWN STAPLE f • TRIM NAIL PAWTEO S.S. FASCIA BOARD SOFFIT & FASCIA 24F-2 & DETAIL 24F-5 rai' CROWN STAPLE FASCIA.CA REFER TO SOFFIT i FASCIA DETAIL Roelnal rsr SYP F- CHANNEL Ba11an Anchored to SOFnb MAX, tl• RaftersvithoneIdRing Shank Na0 a1 every Roller MOOD SUBSTRATE ALC15001 FL12194-R3 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 I t TM NAIL FASCIA BOARD PANTED S.S. ttDA T-NALS FASCIA CAP SOFnT ref, CROWN STAPLE 1t• TRW NAL PANTED S.S. FASCIA BOARD SOFFIT & FASCIA 24F-3 & DETAIL 24F-6 r:!• CROWN STAPLE FASCIA CAP, REFER TO SOFFn B FASCIA DETAILFNominalTarSYP HANN[l Batten Anrhered to SOFFIT; MAX. 24• Rafters Win ene 1d Ring Shank HAD at every Rafter MASONRY ALC15OO1 FL12194-R3 Page 11 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61132O-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 Ii' TRIM MAR FASCIA BOARD PAINTEDS.S. 1'ai' CROWN STAPLES FASCIA CAP USING A DIAMOND SOFfiT PAT7ERN; REFER 70 SOFFIT STAPLE J CANTREVERED' raiCROWN STAPLE DIAMOND PATTERN RAFTER DETAIL 1= FASCIA BOARD I TRIM MAIL SOFFIT b FASCIA 24J- 1 & PAINTED Ss. DETAIL 24J- 2 1•a}• CROWN STAPLE FASCIA [ AP; REFER TO SOFFIT t FASCIA tithnhtal t' a r syP bouns DETAIL\ 8- Abaa between nnas.na SOFFIT: MAX tl' CHANNEL__-,, socurad ne Monk hall IOhl-nalled I tDtouOh the rafter Into the KW MOOD SUBSTRATE of the baften or two (2) Td Mp !t! nk nals tee.ne0ad on efl elde of the baftem at the baftwftRr Intraomn SOFFIT STAPLE DIAMOND PATTERN ALC15OO1 FL12194- R3 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 attributesthatarenotspecificallyaddressedherein. CREEK ALUMINUM COILS, INC TECHNICAL SERVICES, LLC Soffits DESIGN WIND LOADS 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 followingprovisions: 1. Wind speeds for risk category I, 11. III,. and IV buildings shall be as defined in Section 1609 of the FBC. 2. Exposure B, C, and D shall be as defined in section 1609 of the FBC. 3. Design wind loads are provided only for walls/soffits with a mean roof height less than or equal to 60-ft. 4. All calculations are based on an effective wind area of 10-fe or less. 5. Topographic factors such as escarpments or hills have been excluded from the analysis. 6. Wind directionality factor, Kd = 0.85 7. Vw, is, shown In.the tables below. Design pressures are multiplied by 0.6 in accordance with Section 1610.9.4 of the FBC. B. 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`Yo of the least horizontal dimension or (0.4 x Mean Roof Height), whichever issmaller, but not less than either 4% of the least horizontal dimension or 3-ft. ALC15001 FL12194-R3 Page 1 of 4 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor imply warranty, Installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK ALUMINUM COILS, INC Sofas TECHNICAL SERVICES, LLC Annandim C Desi' n,WlndtPressures;foi-So11_iti.-EiOdbuWB - Biiildirig' 50oneirgrRoofi ,a h` j s;,.,_. r140i, t. 170 1; i190: Enclosed Negative 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 26.6 30.5 34.7 39.1 43.9 48.9 54.1 60 20.5 24.0 27.8 32.0 36.4 41.1 46.0 51.3 56.8 Loads) 5 20 20.8 24.4 28.3 32.5 37.0• 41.7 46.8 52.1 57.8 25 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 30 20.8 24.4 28.3 32.5 37.0 41.7 46.8 52.1 57.8 40 22.6 26.5 30.7 35.3 40.1 45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 37.6 42.8 48.3 54.1 60.3 66.8 60 25.3 29.6 34.4 39.5 44.9 50.7 56.8 63.3 70.1 Enclosed Positive 4 20 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 25 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 40 11.7 13.8 16.0 18.3 20.8 23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 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 1 14.7 17.0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 ALC15001 FL121944R3 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 addPessed herein. CREEK TECHNICAL SERVICES, LLC Building Type. Enclosed Negative Loads) Enclosed. Positive Loads) ALUMINUM COILS, INC Soffits Onnanfiiv rr Design Wind Pressures'for Soffits in- Exposure C Mean Basic Wind S eed m h Zone Roof Height 120 1.30 140• 150. 160 170 180 190 200ft 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 4 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 20 26.7 31.4 36.4 41.8 47.5 53.7 60.2 1 -67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 5 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 20 13.9 16.3 18.9 21.7 24.7 27.9 31.2 34A 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 4 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 50 16.0 16.8 18.8 19.7 21.8 22.9 25.1 26.3 28.5 29.9 32.2 33.7 36.1 1 37.8 40.2 42.1 44.5 46.7 60 20 25 17.4 13.9 14.5 20.5 16.3 17.0 23.7 18.9 19.7 27.2 21.7 22.6 31.0 24.7 25.8 35.0 27.9 29.1 39.2 31.2 32.6 43.7 34.8 36.3 48.4 38.5 40.3 5 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 1 25.1 28.5 32.2 36.1 1 40.2 I 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 20.5 23.7 27.2 31.0 35.0 39.2 43.7 48.4 ALC15001 FL12194-R3 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 orqualityassurancechangesthroughoutthedurationforwhichthisreportIsvalid. This evaluation report does not express nor Imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi niWirid;Presstiretos•tSoffits,inYEit o"sure'•D.' '- '%" - Z Bd ilding i t •• ;Zone} ' '(Mean.. _ - d - Bash Win fS' eed: ni ti - T,, 9; R;HeI'Aty }i ;^ r' 4• 20,c..,` r . ;130 T.( i' `' 1 40 _ : H1;70, ~^ 46.2 • Enclosed Negative 4 20 26.0 30.5 35.4 40.6 52.2 58.5 65.2 72.2 25 27.0 31.6 36.7 42.1 47.9 54.1 60.6 67.6 74.9 30 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.5 40 29.4 34.5 40.0 45.9 52.2 58.9 66.1 73.6 81.6 50 30.6 35.9 41.6 47.8 54.3 61.3 68.8 76.6 84.9 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 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 64A 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 80.8 69.2 78.1 87.6 97.6 108.1 Enclosed Positive 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 52.215019.6 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 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 FL12194-R3 Page 4 of 4 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the d'uratlon for which this report is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, LLC 3/8" F-Channel 3/8" -L 3/8" J-Channel 1.— 3/4" - 3/8' ISOMETRIC VIEW 3/E" PROFILE ISOMETRIC VIEW 3/r PROFILE ALUMINUM COILS, INC soffits Appendix D ALC15001 FL12194-R3 Page 1 of 4 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall nobty 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 Fascia 3/4" 7/8" 1/8" HEM 1/4" T 6"FASCIA 7" BLANK ISOMETRIC VIEW ALUMINUM COILS, INC Soffits Appendix D ALC15001 FL12194-R3 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 orqualityaschangesthroughoutthedurationforwhichthisreportIsvalid. This evaluation report does not express nor Imply warranty, installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL SERVICES, LLC 16" 04 Soffit 18' BL•ANK 3 / 8 PROFlLE 2.625 REF SO TYP. TYR I TYP. 4 1 DDDDD DDD DDDDDD^ DDDDD e DDODDD DDDDD roarAnre. n m u tnn c_rt IOlNE114 FOIU®W SNI[ DOIEC110N AS IEOSi ALUMINUM COILS, INC Sofflts Appendix D ALC15001 FL12194-R3 Page 3 of 4ThisevaluationreportisprovidedforStateofFloridaproductapprovalunderRule61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes orqualityassurancechangesthroughoutthed'uratlon for which this report Is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or otherproductattributesthatarenotspecificallyaddressedherein. CREEK TECHNICAL.SERVICES, LLC 12" T4 Soffit 5/16" 1/2" 1/2" 1/8" 25 M125 13.75" BLANK 3/8" PROFILE 2.625 REF. 50 flP. 1/8" 1/2" 1/2" 1/2" 3/8" ALUMINUM COILS, INC Soffits Appendix D DOOOOd DDD DDDDDD DDDDO OOOODOtl DDDOD wne re vanreu Mn eranA"ANinuRWDW SWE DOIE01W. M65) ALC15001 END OF REPORT FL12194- R3 Page 4 of 4 ThisevaluationreportIsprovidedforStateofFloridaproductapprovalunderRule1i1G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or qualityassurancechangesthroughoutthedurationforwhichthisreportIsvalid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other productattributesthatarenotspeciflcallyaddressedherein. REQUEST FOR TUG & PREPOWER AGREEMENT, ALL RESIDENTIAL PROPERTIES' ' Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: i it—tl Project Name: Kensington Reserve Project Address:2_11Z Tk_&Apr '1. , Building Permit #:_ t1. — 33 1 q-1 Electrical Permit # In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: I. This Tug/Pre-power application is valid only for one -and two-family dwellings. 2. The facility will not be occupied until a certificate of occupancy has been issued. 3. If the jurisdiction hereafter finds that the facility has been occupied before a certificate of occupancy has been issued, the jurisdiction will have the unilateral right to direct the utility to terminate electrical service without notice. Furthermore, we understand and agree that should the jurisdiction exercise such right, the jurisdiction will not be responsible for any damages or costs which may result from the exercise of such right. Also, in the event any third party claims damages from the exercise of such right, we agree to jointly and individually indemnify and hold harmless the jurisdiction from all such damages and costs, including attorney's fees. 4. Prior to pre -power, the building or structure shall be weather tight and secure. The electrical wiring in the area designated for pre -power shall be complete and in safe order. All electrical services associated with the area will be 100% complete unless specifically approved by the electrical inspector. 5. Interior electrical rooms shall be lockable, if electrical panels are in an area that cannot be locked by doors, the panels shall be equipped with a locking mechanism (approved by the AHJ). The licensed electrical contractor or his licensed representative shall hold the keys(s) for such access to electrical panels to prevent energizing circuits other than those that are safe. 6. This TUG/Pre-power approval is valid for a maximum of 180 days from date of approval. 7. If provided, the fire sprinkler system must be operational with water on the system prior to pre -power. 8. TUG approval is for service and outside GFCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Robert Lattanzi - Ryan Homes Print Name of Owner/Tenant Signatur of Ow enant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Lattanzi - Ryan Homes Print Name of G . Contractor w , Signature of Gen. ontrac or CBC1257565 Gen. Contractor License # Scott L Easterbrook - Palmer Electric Print Name of El. Contractor Signature of El. Contractor EC0003096 El. Contractor License # CALLED INTO: . , Prdgress Energy o Florida Power and Light on / ;/ Rev. 02/10/15) THIS INSTRUMENT PREPARED BY: Name: NVR Inc. dba Ryan Homes Address: 4307 Vineland Rd, Suite H-20 Orlando FL 32811 NOTICE OF COMMENCEMENT Permit Number: 17-3374 I Ilflll lilil Illli f{III Iilli Ilifl I{fl liil GRANT MALOYr SE11INOLE COUNTY CLERK OF CIRCUIT COURT 1, COMPTROLLER SK 9060 P9 1086 (1Pgs) CLERK'S : 2018006621 RECORDED 01/19/2013 09:17:07 AM RECORDING FEES $10.00 RECORDED BY hdevore Parcel ID Number: 17-20-31-5VC-0000-0210 The undersigned hereby roes notice that improvement will be made to certain real roe Ca the9 p o P property, rty, and in accorc e following information is provided in this Notice of Commencement. RT , ANO COM? iROLLER 1I(I1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) SEMINOL{7[O/JtJTY, FLOR 1}' Lot # 21 of Kensington Reserve 2322 Tudor Rose Drive ,,' :,%d 2. GENERAL DESCRIPTION OF IMPROVEMENT: Construction of Single Family Home Residential 3. OWNER INFORMATION OR LESSEE INFORMATION IF THE LESSEE CONTRACTED FOR THE IMPROVEMENT: Name and address: NVR Inc. dba Ryan Homes- 4307 Vineland Rd, Suite H-20 Orlando FL 32811 Interest in property: Fee Simple Title Holder (if other than owner listed above) Name: NA Address: 4. CONTRACTOR: Name: NVR, Inc dba Ryan Homes Phone Number: 407-692-9820 Address: 4307 Vineland Rd, Suite H-20 Orlando FL 32811 S. SURETY (If applicable, a copy of the payment bond Is attached): Name: NA Address: Amount of Bond: 6. LENDER: Name: Phone Number: Address: 7. Persons within the State of Florida Designated by Owner upon whom notice or other documents may be served as provided by Section 713.13(1)(a)7., Florida Statutes. Name: Dayna Whitson Phone Number: 407-692-9820 Address: 4307 Vineland Rd Suite H-20, Orlando FL 32811 8. In addition, Owner designates of to receive a copy of the Lienor's Notice as provided in Section 713.13(1)(b), Florida Statutes. Phone number: 9. Expiration Date of Notice of Commencement (The expiration is 1 year from date of recording unless a different date is specified) WARNING TO OWNER: ANY PAYMENTS MADE BY THE OWNER AFTER THE EXPIRATION OF THE NOTICE OF COMMENCEMENT ARE CONSIDERED IMPROPER PAYMENTS UNDER CHAPTER 713, PART I, SECTION 713.13, FLORIDA STATUTES, AND CAN RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE COMMENCING WORK OR RECORDING YOUR NOTICE OF COMMENCEMENT. oa4, Dayna Whitson Assistant Secretary Siof owner or Lessee, or Ownees or Lessees (Print Name and Provide Signatory's Titie/Office) Authorized Officer/Director/Partner/Manager) State of Florida County of Orange 1 The foregoing Instrument was acknowle(dg ed before me this t h day of Q.!'1 .20 18 by r-, 0- W ` ' +56 Y-i Who is personally known to me Q(OR Name of person making statement who has produced Identification O type of Identification produced: T, r, ACY Li_IG;I•I nnr,L;O IALI M: Y CO1dA41SSION it FF325:12 EXPIRES October W. 2019 J! r/ 1A0•L `59 fbr;a PIC!a^••S'+utr, tou• S Signature Revision [gw Response to Comments ", I g`l: City of Sanford Building & Fire Prevention Division Ph: 407.688.5150 Fax: 407.688.5152 Email: building@sanfordfl.gov Permit # 17-3374 Submittal Date 1/18/2018 Project Address: 2322 Tudor Rose Drive Contact: Tracy McDonald - Ryan Homes Ph: 407-692-9831 Email: trmcdona@nvrinc.com Trades encompassed in revision: Building Plumbing Electrical Mechanical Life Safety Waste Water Department Utilities Waste Water Planning Engineering Fire Prevention 0 Building Fax: General description of revision: Removed bedroom on 1st floor, added study. ROUTING INFORMATION Approvals F 2.8• $ CITY OF SANFORD BUILDING & FIRE PREVENTION j PERMIT APPLICATION 33 7 Application No: Documented Construction Value: $ 1 5 _ Job Address: c%:,,;)a I tAo, r Historic District: Yes Nog Parcel ID: ResidentiaQ Commercial L 1 Type of Work: News Addition Alteration Repair Demo Change of Use 4 Move El Description of Work: k<,Au l i o— rp ( %c bJ`i1%.• ll n i k_ Plan Review Contact Person: 'ih P ,.,I I -f C,rS Title: Phone: FaY:L101-3=S-385.3 Email: hVC.0 d,r,f[rr^ Property Owner Information Name Phone: Street: Resident of property? City, State Zip: Set r l t_ o Irk. 1 b L I•• 1 6 Cont6acfor Information // // Name Street: tsc o}} .0 Fax Qka: L/Oi- F A--Z, 53 City, State Zip: 11 tom-77 / State License No.: l 3 p4J9' Architect/ Engineer Information Naive: Phone: Street: Fax: City, St, Zip: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 1053 Shall beinscribed with the date of application -and the code in effect as of that date: Su' Edition (2014) Florida Building Code Revised; June 30, 201S 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 xd'f -at work will be done in compliance with all appligable laws regulating construction and zo ' g. signature of Owna/Agent Date Print OvmedAgem*s Name Signature of Notary -Sate of Florida Date Signature s Name CHERYL D AKERS MY COMMISSION 8 FF998982 EXPIRES June 05, 2020 Owner/Agent is Personally Known to Me or Contractor/Agent is Personally Known to Me or Produced ID Type of ID Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: COMMENTS: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: Revised: June 30. 2015 Permit Application 1 888 83`1 665 4DEL-AIR State Cert CAC032448 HER= • AIR CONDMONING JASMINE COVE VERSION 1 OPT LUXURY OWNER'S SUITE 3.0 15.0 3 4,604.00 JASMINE COVE VERSION 1 OPT SITTING RM 3.0 15.0 3 4,509.00 LARGO ' 3.0 15.0 4 5 530.00 LAUDERDALE 3.5 15.0 3 4,878.00 LAUDERDALE OPT BONUS 5.0 I5.0 3 6,733.00 LAUDERDALE OPT BONUS BATH 5.0 15.0 4 6,818.00 LAUDERDALE OPT BONUS BDRM 5.0 15.0 4 6,929.00 PALMDALE 2.0 / 2.5 15.0 4 8,029.00 PONTE VEDRA 2.5 15.0 3 4,712.00 SANDPIPER POINT VERSION 2 3.0 15.0 2 4,250.00. SANDPIPER POINT VERSION 2 OPT 1ST FL BDRM/BDRM 5 3.0 15.0 3 4,389.00 SANDPIPER POINT VERSION 2 OPT LUXURY OWNER'S SUITE BATH 3.5 15.0 3 4,901.00 SANDPIPER POINT VERSION 2 OPT OWNER'S BATH 3.0 15.0 2 4,295.00 SANDPIPER POINT VERSION 2 OPT SITTING RM 3.5 15.0 2 4 665.00 SANDPIPER POINT VERSION 2 OPT STUDY 3.0 15.0 2 4,333.00 SANIBEL VERSION 1 2.0 / 2.5 15.0 4 8,098.00 SANIBEL VERSION 1 OPT 1ST FL BDRM 2.5 / 2.5 15.0 5 8,750.00 SANII3EL VERSION 1 OPT BATH 2 2.0 / 2.5 15.0 5 8 273.00 SANIBEL VERSION 1 OPT GUEST SUITE 2.5 / 2.5 15.0 5 8,406.00 SANIBEL VERSION 1 OPT MORNING RM 2.5 / 2.5 15.0 4 1$8,455.00 SANIBEL VERSION 1 OPT STUDY 2.0 / 2.5 15.0 4 8,200.00 SANTA ROSA 3.5 15.0 4 5,496.00 SANTA ROSA OPT BDRM 4 3.5 15.0 4 5,526.00 SANTA ROSA OPT MORNING RM 3.5 15.0 4 5,600.00 SANTA ROSA OPT STUDY 3.5 15.0 4 5,581.00 SAWGRASS 3.5 / 2.0 15.0 4 9,232.00 SAWGRASS OPT 1ST FL SUITE 3.5 / 2.0 15.0 5 9,485.00 SAWGRASS OPT 2ND FL EXTENSION 3.0/3.0 115.0 5 9,725.00 SAWGRASS OPT BATH 2 3.5 / 2.0 115.0 5 9,288.00 SAWGRASS OPT BONUS BDRM 3.5 / 2.0 115.0 4 1$9,222.00 KIWIT CEk9•. 1.1C N CAC0A34RI 4 I (Y1111SCO %%AY Smiles A. 1 1. 32771 W(171 W.,:001 t N CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 17-3374 21 Kensington Reserve Documented Construction Value: $ 4,760.00 Job Address: 2322 Tudor Rose Drive, Sanford FL Historic District: Yes No Parcel ID: rr cc Residential [ Commercial Type of Work: New u Addition Alteration Repair Demo Change of Use Move Description of Work: Plumbing New Residential Construction Plan Review Contact Person: Khrissy or Jamie Title: Clerical Phone: 407-323-7515 Fax: 407-323-8954 Email:_ info wani-orlando.com Name Street: Ryan Homes City, State Zip: Property Owner Information Phone: Resident of property? : NO Contractor Information Name Advantage Plumbing, Inc. Phone: 407-323-7515 Street: PO Box 1117 Fax: 407-323-8954 City, State Zip: Sanford, FL 32772 State License No: CF-0057881 Name: Street: City, St, Zip: Architect/Engineer Information Phone: Fax: E-mail: Bonding Company: Mortgage Lender: Address: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, 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 1hat 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 ctment ICC Valuation Table in eZbct at the time the permit is issued, in accordance with local ordimnce. 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. S4mft a of OWNWAgM Dace Print 0w=dA9mt'@ Name srgpauae of Notary-Suue of Horida owe OwnedAgeat is Personally Known to Me or Produced ID Type of ID 3/S/18 t3iputme ofCoaaaeosdAgnt pate A. Thomas smith PrintCantrae odAgsat'aName rt sugar re , ottuy orie of pl pus 0 NN1leOTARY PUBM STATE OF FLORM CotmM t3f3138889 Expires 8121r 21 ConUMN/Agent is X Personally Known to Me or Produced m Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Mtn. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures. Fire Sprinkler Permit: Yes No # of Heads Fire Alarm Permit: Yes No APPROVALS: ZONING: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: CONM ENTS: Revised: June 30. 2015 tamitAppthdton CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: f r7-337 2 Documented Construction Value: $ _ 3Cp I Job Address: ZZ T (' f- RM22 (' Historic District: Yes No Parcel ID: Residenti lI Commercial Type of Work: Ne1a- Addition El Alteration Repair Demo Change_ of Use Move x I _ _ Description of Work: Plan Review Contact Person: Title: Phone: Fax: Email: Property Owner Information Name _ Phone: L402 ` 6qa . Q R.2n Street: y Resident of property? : City, State Zip: y"I (1..y D_ P 3 911 _ Contractor Information Namela InnP -P 14y'I C CO 1 D7--k-MLv - RIM Phone: Street: Fax: '4n`% - D f "-% g, City, State Zip: r State License No.:LE nalaZU Name: Street: City, St, Zip: Bonding Company: Address: Architect/ Engineer Information Phone: Fax: E- mail: Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICEFORIMPROVEMENTSTOYOURPROPERTY. 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. Applicationis hereby made to obtain a permit to do the work and installations as indicated. 1 certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in thisjurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105. 3 Shall be inscribed with the date of application and the code in effect as of that date: S" Edition (2014) Florida Building Code Revised: June 30.2015 Permit Application NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may befoundinthepublicrecordsofthiscounty, and there may be additional permits required from other governmental entities such as watermanagementdistricts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713 The City of Sanford requires payment of a plan review fee at the time of permit submittal. A copy of the executed contract is required in order to calculate a plan review charge and will be considered the estimated construction value of the job at the time of submittal. The actual construction value will be figured based on the current [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 pennit is issued. OWNER'S AFFIDAVIT: I certify that all of the foregoing information is accurate and that all work will be done in compliance with all applicable laws regulating construction and zoning. Signature of Owner/Agent Date gnature of Contractor/Agent Date Print Owner/Agent's Name Signature of Notary -State of Flonda Date Owner/Agent is Personally Known to Me or Produced ID Type of ID cWf - r SSigpn.Cu;,e.f'rN'4ouuy-State or/Agent's Name 3 g))g of Florida Date PAMELA S TERNUS Commission # GG 110622 Expires August 7, 2021 fdorFONdWThmOWpelNmuyCOMM Contractor/ Agent i Personally Known to Me or Produced ID ype of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building Electrical Mechanical Plumbing[] Gas[] Roof Construction Type: Occupancy Use: Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: New Construction: Electric - # of Amps Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of Heads APPROVALS: ZONING: COMMENTS: UTILITIES: ENGINEERING: FIRE: Fire Alarm Permit: Yes No WASTE WATER: BUILDING: Rc% ised: June 30. 2015 Permit Application