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3671 Crawley Down Lp 18-1030; NEW SFH
COUNTY OF SEMINOLE IMPACT FEE STATEMENT STATEMENT NUMBER: 18100001 DATE: February 28, 2018 MUILDING APPLICATION #: 18-10000154 WILDING PERMIT NUMBER: 18-10000154 UNIT ADDRESS: CRAWLEY DOWN LOOP 3671 17-20-31-5VC-0000-0600 TRAFFIC ZONE:022 JURISDICTION: SEC: TEMP: RNG: SUF: PARCEL: SUBDIVISION: TRACT: PLAT BOOK: PLAT BOOK PAGE: BLOCK: LOT: OWNER NAME: ADDRESS: APPLICANT NAME: NVR INC DBA RYAN HOMES ADDRESS: 4307 VINE AND ROAD SUITE H-20 ORLANDO FL 32811 LAND USE: SINGLE FAMILY RESIDENCE TYPE USE: WORK DESCRIPTION: CITY-SANFORD SPECIAL NOTES: 3671 CRAWLEY DOWN LOOP f KENSINGTON RESERVE / SFR FEE BENEFIT RATE UNIT CALL UNIT TOTAL DUETYPEDISTSCHEDRATEUNITSTYPE ROAI?S-ARTERIALS CO -WIDE ORD Single Famil Housing 705.00K 1.000 dwl unit 705.00ROAROADS-COLLECTO S Nl, SingleFamilyHousing .00 1.000 dwl unit 00 FIRERESCUEN/A LIBRARY CO -WIDE ORD 00 SinZle Family Housing 54.00 SCH? o 1.000 dwl unit 54.00 SCO -WIDE ORD S ngle Family Housing 5,000.00 1.000 dwl unit 5,000.00 PARKSN/A LAW ENFORCE N/A 00 DRAINAGE N/A 00 AMOUNT DUE 5,759-.0000 PERSONS ARE ADVISED THAT THIS IS A STATEMENT OF FEES DUE UNDER THE SEMINOLECOUNTYROAD, FIRERESCUE, LIBRARY AND/OR EDUCATIONAL ISSUANCEOFABUILDINGPE4IT. PERSONS ARE ALSO ADVISED THAT ANY RIGHTS OF THE APPLICANT, OR OWNER, TO APPEAL THE CALCULATION OF ANY OF THE ABOVE MENTIONED IMPACT FEES MUSTBE4DEXERCISEDBYFILINGAWRITTENREUESTWITHIN5CALENARDAYSOFTHEDATEABOVEBUTNOLATERTMCERTIFICATEOF OCCUPAN6Y OR OCCUPANCY. THE RE8UEST FOR REVIEW MUST MEET THE RE8UIREMENTS OF THE COUNTY LAND EVELOPMENT CODE. COPIES OF RULES OVERNING APPEALS MAY BE PICKED UP, OR REQUESTED, FROM THE BUSINESS OFFICE: 1101 EAST FIRST STREET, SANFORD FL, 32771; 407-665-7356. PAYMENT SHOULD BE MADE TO: SEMINOLE COUNTY OR CITY OF SANTORA BUILDING DEPARTMENT 1101 EAST FIRST STREET SANFORD, FL 32771 PAYMENT SHOULD BE BY CHECK OR MONEY ORDER, AND SHOULD REFERENCE THE COUNTY BUILDING PERMIT NUMBER AT THE TOP LEFT OF THIS STATEMENT. k CITY OF SANFORD BUILDING & FIRE PREVENTION A PERMIT APPLICATION M 10 Application No: P" Documented Construction Value: Job Address: 3671 Crawley Down Loop Historic District: Yes 0 No 9 Parcel ID: 17-20-31-5VC-0000-0600 Residential N CommercialEl Type of Work: New R Addition 11 AlterationEl RepairEl Demo El Change of UseEl MoveF] Description of Work: New Single Family Residence Plan Review Contact Person: Tracy McDonald Title: Production Admin Phone: 407-692-9831 Fax: Email: trmcdona@nvrinc.com Property Owner Information Name _ NVRINC _dbajWan _Hqme5__ Phone: 407-692-9831 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 D\ 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. Fl3(' 105.3 shall be inscribed with the date of application and the code in effect as of that date: 5"' Edition (2014) Florida Building Code Revised: June 30, 2015 Pennit 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. 2/22/2018 2/22/2018 Signature w e Agent Date Sig o ontra for/Agent Date Tracy , cDonald Tracy McDonald Print Jne Agent's&n'. Print Contra . '/Agent's Name 2/22/2018 2/22/2018 n rre o otary-State of Florida Date 1 ,A ture f Notary -State of Florida Date KRISTIN R ROLAND Commission # GG 123MI otrgy ...... k,t, KRISTIN R ROLAND Expires July 11, 202t Commission # GG 123381 ra s Traswo Sm"M 44, Expires duty 11, 2021 roe e Thu Bodget Notary sasrices Owner/ Agent is _X_ Personally Known to Me or Contractor/Agent is _.2i_ 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 P6 Mechanical ki" Plumbing® Gas[] Roof [ Construction Type: Occupancy Use: 12, Flood Zone: Total Sq Ft of Bldg: Min. Occupancy Load: # of Stories: Z New Construction: Electric - # of Amps_ 00 Plumbing - # of Fixtures Fire Sprinkler Permit: Yes No # of I -leads APPROVALS: ZONING: , UTILITIES: ENGINEERING:. - 1-M FIRE: COMMENTS: ® tk to construct single family home with ; setbacks and impervious area shown on plan. S8 . 04 i . Fire Alarm Permit: Yes No o WASTE WATER: BUILDING: j9.9 Revised: June 30, 2015 Permit Application V& lAy CITY OF SANFORD BUILDING & FIRE PREVENTION a. A V,? PERMIT APPLICATION Application No: i toy Documented Construction Value: $ 105,689 Job Address: 3671 Crawley Down Loop Historic District: Yes El No [A Parcel ID: 17-20-31-5VC-0000-0600 Residential [A Commercial E] Type of Work: NewFX1 AdditionEl Alteration 11 RepairEl Demo[] Change of UseEl Move[] Description of Work: New Single Family Residence Plan Review Contact person: Tracy McDonald Title: Production Admin Phone: 407-692- 9831 Fax: Email: trmcdona@nvrinc.com Property Owner Information Name _RVRJNCA4a_ByanJJQD1e5_ Phone: 92isam Street: 4307 Vineland Rd #H20 Resident of property? City, State Zip: Orlando FL 32811 Contractor Information Name NVR, Inc, dba Rvan 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: N/ A Address: Fax: E- mail: Mortgage Lender: Address: brian@abdesigngroup.com N/ A 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. IBC 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 2015 Penn it 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. 2/22/2018 2/22/2018 Signature 0, "e{Agent Date sig,&U 0 ont-rat.r/Agent Date Tracy,McDonald, Tracy McDonald Print e Agent's dn Print Contr /Agent's Name 2/22/2018 it;u 2/22/2018 re o otary-State of FloridaZ9, Date Wturei-R Notary -State of Florida Date Q', Y pu" KRISTIN R ROLAND commission# GG 123381 pu KRISTIN R ROLAND Expires MY 11, Z02.1 Commission # GG 1123381 1'1" M".1e Dor4w TNU Expires July 11, 2021 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[] Plumbingo Gaso RoofE] Construction Type: Total Sq Ft of Bldg: Occupancy Use: Min. Occupancy Load: New Construction: Electric - # of Amps Fire Sprinkler Permit: YesF1 NoEl # of Heads APPROVALS: ZONING: ENGINEERING: COMMENTS: Flood Zone: of Stories: Plumbing - # of Fixtures Fire Alarm Permit: YesF] No [] IN UTILITIES: 3 1 FIRE: WASTE WATER: Revised: June 30,2015 Permit Application Permit # BUILDING PERMIT Min Max Inspection Description 10 Form board / Foundation Survey 10 Slab / Mono Slab Prepour 20 Lintel / Tie Beam / Fill Down Cell 30 Sheathing — Walls 30 Sheathing — Roof 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 Address: 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 T- Min Max Inspection Description 10 Plumbing Underground 20 Plumbing Tubset 10 1000 Plumbing Sewer 1000 Plumbing Final REVISED: June 2014 JMI. City of Sanford Planning and Development Services A 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: voteroC@nvrinc.com Property Address: 3671 Crawley Down Loop Property Owner: NVR, Inc. dba Ryan Homes Parcel identification Number: 17-20-31-5VC-0000-0600 Phone Number: 407.692,9820 Email: voteroCa)nvrinc.com The reason for the flood plain determination is: 110K New structure E] Existing Structure (pre-2007 FIRM adoption) 0 Expansion/Addition F-1 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) o ffi\. ti MfflIN \s M" 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: F-1 The parcel is in the: F-1 floodplain Ofloodway F-J A portion of the parcel is in the: El floodplain F-1 floodway W The parcel is not in the: W floodplain E] floodway F-1 The structure is in the: El floodplain 0 floodway El The structure is not in the: E] floodplain E] 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# 18-1030 Reviewed by: Michael Cash, CFM Date: March 1, 2018 1,0R1 1877— nfordfl.gov Department of Planning & Development Services 300 North Park Avenue, Sanford, Florida 32771 Phone: 407.688.5140 Fax: 407.688.5141 Sidewalk or Use & 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 Kmw. wtors belovc size and location of the existing right—of-way and use shall be provided or application could be delayed. Call were pu o4 1 . Project Location/Address: 3671 Crawley Down Loop, Sanford, FL 32773 Z Proposed Activity: X Driveway Walkway Other: 3. Schedule of Work: Start Date Completion Date Emergency Repairs 4. Brief Description of Work: Construction of New Single Family Home This application is submitted by: Pmpe,rty Owner Signature: 1 [ 1, 111 Print Name:, Tracy McDonald Address: 4307 Vinel"R #H-20 Orlando, FL 32811 Phone: (407) 692-9831 Fax: Email: trmcdona@nvrinc.com Date: 02/22/2018 Maintenance Responsibilities/Indemnification The Requester, 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. Requester may, with written City authorization, remove said installation/improvement fully restoring the right-of-way to its previous condition, In the event that any future construction of roadways, utilities, stormwater facilities, or any general maintenance activities by the City becomes in conflict with the above permitted activity, the permittee shall remove, relocate and/or repair as necessary at no cost to the City of Sanford insofar as such facilities are in the public right-of-way. If the Requester does not continuously maintain the improvement and area in accordance with previously stated criteria, or completely restore the right-of-way to its previous condition, the City shall, after appropriate notice, restore the area to its previous condition at the Requestor's expense and, if necessary, file a lien on the Requester's property to recover costs of restoration. To the fullest extent permitted by law, Requestor agrees to defend, indemnify, and hold harmless the City, its councilpersons, agents, servants, or employ- ees (appointed, elected, or hired) from and against any and all liabilities, claims, penalties, demands, suits, judgments, losses, expenses, damages (direct, indirect or consequential), or injury of any nature whatsoever to person or property, and the costs and expenses incident thereto (including costs of defense, settlement, and reasonable attorney's fees up to and including an appeal), resulting in any fashion from or arising directly or indirectly out of or connected with the use of the City's right-of-way. I have read a dtt tend the above statement and by signing this application I agree to its terms. Signature: Date: 02/22/2018 Z U 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: Official Use Only Application No: Fee: Date: Reviewed: Public Works Date: Utilities Date: Approved: Engineering Date: Site Inspected by: Date: Special Permit Conditions: November 2015 ROW Use Driveway,pdf 2/21/2018 SCPA Parcel View: 17-20-31-5VC-0000-0600 Property Record Card Parcel: 17 20-31-5VC-0000-0600 ra Property Address: 3671 CRAWLEY DOWN LOOP SANE ORD, FL 32773 Parcel Information Value Summary Parcel 17-20-31-5VC-0000-0600 Owner, BRISSON WEST PROJECT I LLC 2018 Working 2017 Certified Values Values Valuation Method Cost/Market Cost/Market Property Address 3671 CRAWLEY DOWN LOOP SANFORD, FL 32773 Number of Buildings 0 0 Mailing 10100 INNOVATION DR STE 410 DAYTON, OH 45342 Depreciated Bldg Value Subdivision Name KENSINGTON RESERVE Depreciated EXFT Value Tax District S1-SANFORD Land Value (Market) 14,000 14,000 DOR Use Code 00-VACANT RESIDENTIAL Land Value Ag Exemptions Just/Market Value "" 14,000 14,000 I Portability Adj Save Our Homes Adj $0 $0 Amendment 1 Adj $0 $0 P&G Adj $0 $0 i Assessed Value $14,000 $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 Legal Description LOT 60 KENSINGTON RESERVE PB 81 PGS 86-92 Taxes Taxing Authority Assessment Value e. e _. .., _.._......__ 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 HeY„ a z as1 Sa es Land Method Frontage Depth Units Units Price Land Value LOT 1 $14,000.00 14,000 Building Information Permits Permit # Description Agency Amount CO Date Permit Date http://pareeldetaii.scpafl.org/ParcelDetail Info.aspx?PID=1720315VC00000600 1 /2 Altamonte Springs, Casselberry, Lake Mary, Longwood, Sanford, Seminole County, Winter Springs Date: k (4 5 I hereby name and appoint: Tracy McDonald 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): 0 The specific permit and application for work located Street Address) Expiration Date for This Limited Power of Attorney:_ May 20,2018 License Holder Name: Robert Lattanzi State License Number: Signature of License E STATE OF FLORIDA COUNTY OF Orange The foregoing instrument was acknowledged before me this... day of 1= —1-> I 200-la—, by Robert Lattanzi who is z 04 s for Ei who has produced identification and who did (di Notary Seal) KRISTIN R ROLAND Commission# GG 123381 Expires July 11, 2021 I" Mow- W0*1Tm9*4#tNowysen Rev. 08.12) Notary Public - State of Commission No. _123311— My Commission Expires: -7 as SQ.FT. CALC.'S IST, FLR LIVWj 1341 $Q FT. 2ND. FLR LIVING 1126 $Q FT, TOTAL LIVfN5z 3061 SQ FT, 2-GAR 425 SQ FT. ENTRY 5Q FT. EXTENDED LANAI 310 SQ FT. TOTAL 3S18 Sa FT. EXTERIOR MASONRY NOTE: PRIOR TO DRYWALL WALL BRG- HEIGHTS INSTALLATION ALL FRAMING MEMBERS 2'-0' FROM THE FINISH FLOOR WILL BE SPRAYED AND TREATED W/ 'BORATE' A TERM(TE 9'-4' 51`ir. TREATED SPRAY LOADOAD LL FFfir FLR WIDOW CALLS: CCAPON ENT AND CLADDING WIND LOADS SAM WIND EVIOMlFE FOR 3 SECOND QUSTB CALL t ZOOMvwxftt66MPH91lD 1YDTN HeartPOMAMMOU"o 0®Q4ATM I ifi I6'- OA I_m. 192' 84' 5 240/ -302 SS 3 19 26-SW 38' 12' 4 283/ -3m9 4 B 26-SW M. 12' 5 263/ -312 5 38 2) 26-SH 16' 12, 4 210/ -295 6 34 2) 25-SW 16' 60' 5 213/ -352 1 48 6060 6GD. 14' 96' S 213/ -352 8 34 2) 25-SH 16' Co' 5 26.9/ -2SA 9 1 34 1 ( 2) 25-SH 16' 60' 5 213/ -352 FIND DESIGN CRITERIA A. 5A51C IUND SPEED MPH (3 SECOND GUST) VULT-ISO / VAGO.116 MPH B. INTEFQNAL PRESSURE COEFFICENT••JS C. R96K CATEGOR r-TYPE 11 E)0-06U GE CATEGORY C NOTE: VALUES FOR CO "f-Ot, 4TS t CLADDING PRESSURE ARE BASED CN THE WI! DESIGN WM SPEED. FBCR 6TH ED. (20lT) ALLOWS THESE PRESSURES TO BE MULTIPLIED BY 06 TO MEET THE ALLOWABLE OR NOMNAL TESTED VALUES USED BY F'ROOtiCT MANIFACTURERS. 3 AMAX. TOP I lr Ir PL e 2x4 a FRAM£D i • 'OG.j I m CABINET SECTION 1•_4• HUTCH 6._1& 9 y 2 b 0 0 ARCH DETAIL 0 ARCH DETAIL U ARCH DETAIL 30' OR 42' UPPERS W/GLA55 INSERTS 21' BASE CAB. 2"T' i• Nt'--------------------------- --1 I I I 0 6 P.T. FORT TO V 4' AFF. 80x T3EdN1 TO I I I BENT TO (3-TYP) ht4TCNItN 1 I Mtara COLU N I I UDTI4 I 11 ---- EXTENDED LANAI OUTDOOR t I 2T-m'xim'-m' HIS KrrclEx 9'-4' CLG. 2) 25-&4 bm80 SGD. R7UGH-N r r ------ r- - - DINETTE Rrt;G O 22 I! IA n H 9 -4' CLG i--- CABINET CROW ( I g MOULDENG { O (2) 25-SI4 11 1 FAMILY RM. EGRESS TO EXTERIOR I y • L I I m! 0 °Y I I I g ' 42HIGH RAILING Ip - Ii 1 DOME OFFICE 9- 4'`CLC. 4'- @' 5'-@• -- 21_2. _5 2 ------ (@•-6' CABINET F T OPMtOIELpftJCsv F— s 4x4 P05T LBW. LBW. 4. 4 POST I aG R/T C I IR STUD I I/ T IR-'Ld4 ---- 1R-154. 4 a 6,_@• HALLWAY m PWD. DINING LIVING ROOM ARCH ;lr UTILITY SW \ J 9'- 4' CLG. BOLLARD FOYER I 9'-4' CL& i I ( TILE) G; 2- CAR GARAGE 26-SH 26-SH ( I3 ` 19'-4'x2m'-4' HDR W. T. HDR HGT. - W-4' CLG. , 0 • 1'- 8' AFF.--- 1'-V AFF. g STONE I J i L)- 2 i 0 VENEER 1 3 6'-2' 3`-fi' INTERLACE BLOCK 2' I R'- 4•X6'-C w/ ADJACENT WALL 01 ! Y- 41 C4.G AND FILL SOLID LINE OF 2ND. FLR ASV. — — ----- VENEER k oI !Q . A. O Ir— ---- 44jj ----- --------------Z------ r.r f -- 2'-4 FIRST FLOOR PLAN SCALE: 1/4 . P-m' ELEVATION 'C' Icor>n I kCOND% 4 A R C H I T E C T S Design Grou I.. 1441 N. RONALD REAGAN BLVD. LONGWOOD. R 32TW PN. 407-774F076 FA%: 407.7744078 AA k OOOM25 r SUHDIV. & LOT: KENSINGTON RESERVE LOT #60) iODE1. ESTERO BAY VERSION# 02) PROJECTIy: 02997. 000 PAGE. FIRST FLOOR PLAN DATE: 1/ 12/1- 8 SCALE: 1/4'=1'- op SHEET 3 or 8 SECOND R.R. WINDOW CALM OCU"ENT AND CLADDING WIND WADS BANC WIND E>fP08UFE FOR 3 SECOND QtWM GLL • 6GUME ZGtC 10 tA1 Wf0 NOIN FgORPOOTACEDEiD1AT10N I 15 EGRESS 36' 61' 5 28b/ -318 2 15 SS 36' bf' 4 28b/ -311 3 U REhtP 36' WI 5 291/ -3tb 4 f5 EGRESS 36' 64' 4 281&/ -311 5 15 EGRESS 36' bl' 4 28b/ -311 6 I5 3051-$W 36' bl' 4 28b/ -311 1 IS 3051-SW 36. 61' 5 28b/ -316 6 IS 3051-614 36' 61' 5 28b/ -318 9 15 3051-5N 36' 61' 4 28b/ -311 10 15 EGR£-- 36' 61' 5 286/ -31D II D FXD. ' x4S' OV GLS. 36' 48' 4 29.1/ -31b 12 15 36 hI' 4 28b/ -31J WIND DESIGN CRITERIA A. BASIC U1ND SPEED MPN C3 SECOND GUSTY ALT.150 / VASD-116 MPA B. INTERJAL PRESSURE WEFFICENT.. Ja G RISK CATEGORY -TYPE It D. EM'OStlRE CATEGORY C NOTE: VALUES FOR CCtl'OtZNTB t CLADDING PRESSURE ARE BASED ON TI$ Vint DESIGN WAND SPEED, FBO2 6TF4 ED. C20111 WIALLOIISTWESEPRESR£S TO BE MLTIPUED BY 06 TO BLMEETtHEALLOWABLE OR NOMINAL TESTED VALUE$ USED BY F'Im0l7l1GT MAKFACTURER5. LINE OF IST. FLR. BELOW I 12'-6' 34'x60` FIBERRG as 3b1-i I 10 qy O.BATH Mel !- u 9 EGRESS 0 3051-SW EGRESS,;,- ir--IR-ISN m f 9 CLa 8'-0' CLG, J I W.LC. I i s I TIc owNER'S SIIITE TRAY CLG- I 8'-m' CLcx 4 C'0 3 8 2-0'! 3 8 S 9 4x4 4TU5 LAV. LA j U d IR-ISFF I I33 POST 0...._....0 s 61: T O` B.I.C. I Vic-- -- e'-m• CLG. I I BDRMs,#Z kR-ISiI-I J V. 13O CI T r ,'I I BATHE l n TUB r — F7, T1 q I I c'-m' cLG A/ LG s R/A lll, T a-m cLG. m T lc u m23 s 3'-8' . I'-9'j W-9' IR-fSFi _ II b'x725 O ' 1 42' WIGN RAILING I3I Arrtci a 2-0 L- I--errtaa BF. -- 1 ;ql tR-ISf-4 L 4 m I ras- y POST BDRM.# 3 BDRM44 4 t3'- O'x42'-0m'x42'-m' i2'-m`xll'-2' m LOFT 36' x48' 13'-8'x24'-b' 3051- Su -1051-SW 1 OVAL S. EGRESS EGR£Sa iFXD.GLS. W- off CLG. Oj 12 DBL II STUD A df Q' It 3m51-su O EGRESS1 3051- 51HI a O3051- SW r 0s I m m. UNE OF IST. FLR BELOW SECOND FLOOR PLAN SCALE: 1/4 . I'-m' ELEVATION 'C' 4x4 0 POST O POST A R C N I T E C T 3 Design Grob 1. L" l N. RONALD REAGAN BLVD. LONGWOOD, R82T50 P. A0:-TTA.BOT8 FA%: 407.77AdOT8 w" w.ebdesipU—O.com AA M: OOM25 iwrrr 9LTHDLv. do L•OT: KENSINGTON RESERVE LOT # 60) MODEL: ESTERO BAY VERSION# 02) PROJECT#: 02997. 000 PAGE: SECOND FLOOR PLAN DATE: 1/12/18 scAL. E: 1/4"=1'-0" SHEET 4 or 8 THIS INSTRUMENT PREPARED BY: Name: NVR Inc. dba Ryan Homes Address: 4307 Vineland Rd, Suite H-20 Orlando FL 32811 TC IIL T I rP1L C Permit Number: 18-1030 Parcel ID Number: 17-20-31-5VC-0000-0600 11111111111111111111111111111111 illl I111 GRANT MALOYr SEMINOLE COUNTY CLERK, OF CIRCUIT COURT & COMPTROLLER SK 9122 Pa 1496 QP9s) CLERK'S T 2018048950 RECORDED 05/04/2ijJ8 11=26-`-:''` AN RECORDING FEES $10.00 RECORDED BY hdev/Ira_ The undersigned hereby gives notice that improvement will be made to certain real property, and in accordance with Chapter 713, Florida Statutes, the following information is provided in this Notice of Commencement. 1. DESCRIPTION OF PROPERTY: (Legal description of the property and street address if available) Lot # 60 of Kensington Reserve 3671 Crawley Down Loop 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 5 Interest in property: Fee Simple Title Holder (if other than owner listed above) Name: NA f---- 4. CONTRACTOR: Name: NVR, Inc dba Ryan Homes Phone Number: 407-692-9820 Address: 4307 Vineland Rd, Suite H-20 Orlando FL 32811 SURETY (If applicable, a copy of the payment bond is attached): Name: NA Address: Amount of Bond: 6. LENDER: Name: Address: Phone Number: 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 Aririracc 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 1, 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. SigfAture of Owner or Lessee, or Owner's or Lessee's Authorized Officer/Director/Partner/Manager) State of Florida County of Orange The foregoing instrument was acknowledged before me this a by Dayna Whitson Name of person making statement who has produced Identification type of identification produced: pp>"••°'%`'• TRA.CY LEIGH MCDONALG1 MY COMMISSION # FF925012 o,. EXPIRES October Of. 2019 t4 7? 39i3 053 Ftondallota VScwcc con' Dayna Whitson Assistant Secretary Print Name and Provide Signatory's Title/Office) REQUEST FOR TUG & PREPOWER AGREEMENT ALL RESIDENTIAL PROPERTIES Altamonte Springs, Casselberry, Longwood, Oviedo, Sanford, Seminole County, Winter Springs Date: ?Q 1 -'! 5 Project Name: Project Address: c`i Crcx, Building Permit _ - Electrical Permit # Kensington Reserve In consideration for authorizing the appropriate utility company to energize the facility, we agree with and understand the following: 1. 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 pannels 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 GNCI outlets only. 9. Check with the local jurisdiction for fees associated with tugs. Robert Lattanzi - Ryan Homes Print N• e f OwnP/ T n Signature of er/Tenant JURISDICTION EMPLOYEE NAME: JURISDICTION: Robert Lattanzi - Ryan Homes Print Nam en. Co tra Signature of Gen. Contractor CBC 1257565 Gen. Contractor License # CALLED INTO: o Progress Energy Rev. 02/10/15) f Scott L Easterbrook - Palmer Electric Print Name of El. Contractor ignature of El. Contractor EC0003096 El. Contractor License # o Florida Power and Light on 10 U 011Y FORM R405-2017 FLORIDA ENERGY EFFICIENCY CODE FOR BUILDING CONSTRUCTION Florida Department of Business and Professional Regulation - Residential Performance Method Project Name: Lot60KensingtonReserve EsteroBayCGRE Street: 3671 CRAWLET DOWN LOOP Builder Name: RYAN HOMES Permit Office: SANFORD City, State, Zip: SAFORD , FL, 32773 Owner: Permit Number: ° Jurisdiction: 110 ,} A, Design Location: FL, Orlando County:: Seminole (Florida Climate Zone 2 e r 1. New construction or existing New (From Plans) 9. Wall Types (2908.6 sqft.) H Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1360.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1232.00 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 316.56 ft' 4. Number of Bedrooms 5 d. N/A R= ft' 10. Ceiling Types (1785.0 sqft.) Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1759.00 ft 6. Conditioned floor area above grade (ft') 3067 b. Knee Wall (Vented) R=19.0 26.00 ft' Conditioned floor area below grade (ft') 0 c. R= ft' 11. Ducts R ft' 7. Windows( 394.4 sqft.) Description Area a. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 335.25 a. U- Factor: Dbl, U=0.35 346.38 ft' b. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 418 SHGC: SHGC= 0.29 b. U- Factor: Dbl, U=0.62 48.00 ft' 12. Cooling systems kBtu/hr Efficiency SHGC: SHGC= 0.29 a. Central Unit 28.4 SEER:15.00 b. Central Unit 28.4 SEER:15.00 c. U- Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency d. U- Factor: N/A ft' a. Electric Heat Pump 28.0 HSPF:8.50 SHGC: b. Electric Heat Pump 28.0 HSPF:8.50 Area Weighted Average Overhang Depth: 5.294 ft. Area Weighted Average SHGC: 0.290 14. Hot water systems a. Electric Cap: 50 gallons 8. Floor Types (3067.0 sqft.) Insulation Area EF: 0. 950 a. Slab - On -Grade Edge Insulation R=0.0 1341.00 ft' b. Conservation features b. Floor Over Other Space R=0.0 1314.00 ft' None c. other ( see details) R= 412.00 ft' 15. Credits Pstat Glass/Floor Area: 0,129 Total Proposed Modified Loads: 80.12 PASS Total BaselineLoads: 83.66 I hereby certify that the plans and s cifications covered by Review of the plans and O HE ST.q thiscalculation are in compliance th the Florida Energy specifications covered by this 0 Code. calculation indicates compliance with the Florida Energy Code.. PREPARED BY: _ __ __ •"'- _. __. ___ DATE: ___.__.__ _26- L$__S.cclttPralt__._-._-._. -_._ ____ Before construction is completed this building will be inspected for r Q y compliance with Section 553.908 hereby certify that this building,/As designed, is in compliance Florida Statutes. QO with theFloridaEnergyde. '' WE OWNER/AGENT:_._--_---------------__.-----._..._..____._____._----_---___-- BUILDING OFFICIAL: DATE: ._-_---_---.... DATE: Compliance requires certification by the air handler unit manufacturer that the air handler enclosure qualifies as certified factory - sealed in accordance with R403.3.2.1. Compliance requires an Air Barrier and Insulation Inspection Checklist in accordance with R402.4.1.1 and this project requires an envelope leakage test report with envelope leakage no greater than 7.00 ACH50 (R402.4.1.2). Compliance with a proposed duct leakage Qn requires a Duct Leakage Test Report confirming duct leakage to outdoors, tested in accordance with ANSI/RESNET/ICC 380, is not greater than 0.030 Qn for whole house. 2/6/ 2018 6:34 AM EnergyGauge® USA - FlaRes2017 Section R405.4.1 Compliant Software Page 1 of 5 FORM R405-2017 PROJECT Title: Lot60KensingtonReserveEste Bedrooms: 5 Address Type: Street Address Building Type: User Conditioned Area: 3067 Lot # 60 Owner Name: Total Stories: 2 Block/Subdivision: KENSINGTON RESE of Units: 1 Worst Case: No PlatBook: Builder Name: RYAN HOMES Rotate Angle: 0 Street: 3671 CRAWLET DOW Permit Office: SANFORD Cross Ventilation: No County: Seminole Jurisdiction: 691500 Whole House Fan: No City, State, Zip: SAFORD, Family Type: Single-family FL. 32773 New/Existing: New (From Plans) Comment: CLIMATE V Design Temp Int Design Temp Heating Design Daily Temp Design Location TMY Site 97.5% 2.5% Winter Summer Degree Days Moisture Range FL, Orlando FL-ORLANDO-INTL-AR 41 91 70 75 526 44 Medium BLOCKS Number Name Area Volume I—, ----- ----- - 1 Blockl 1341 12471.3 2 Block2 1726 13808 SPACES Number Name I ----- ------------- Area Volume Kitchen Occupants Bedrooms Infil ID Finished Cooled Heated 1 1 st Floor 1341 12471.3 Yes 4 1 1 Yes Yes Yes 2 2nd Floor 1726 13808 No 2 4 1 Yes Yes Yes FLOORS Floor Type Space Perimeter Perimeter R-Value Area Joist R-Value Tile Wood Carpet 1 Raised Floor 2nd Floor ---- ---- 100 ft2 13 0 0 1 2 Floor over Garage 2nd Floor ---- ---- 312 ft2 13 0 0 1 3 Slab -On -Grade Edge Insulatio 1st Floor 133.5 ft 1341 ft2 0.3 0 0.7 4 Floor Over Other Space 2nd Floor ---- ---- 1314 ft2 0.3 0 07 ROOF V Roof Gable Roof Solar SA Emitt Emitt Deck Pitch Type I 1—, 111111-1111 ---- - ----------------- Materials Area Area Color Absor. Tested Tested Insul. deg) 1 Gable or Shed Composition shingles 1854 ft2 292 ft' Medium 0.85 No 0.85 No 0 18.4 ATTIC V# Type Ventilation Vent Ratio (1 in) Area RBS IRCC l Full attic Vented 300 1759 ft2 N N 2/6/2018 6:34 AM EnergyGaugeO USA - FlaRes2017 Section R405.4.1 Compliant Software Page 2 of 5 FORM R405-2017 CEILING Ceiling Type Space R-Value Ins Type Area Framing Frac Truss Type 1 Knee Wall (Vented) 2nd Floor 19 Blown 26 ft2 0.11 Wood 2 Under Attic (Vented) 2nd Floor 30 Blown 1759 ft2 0.11 Wood WALLS Adjacent Cavity Width Height Sheathing Framing Solar Below Y. _# ___Or.nt _-_-_---_Ta Type-- -------------- Spate 2-Vatue Et 3n__ t.---_Ire___ area__ R-Vatue___Eractlon Absor___Grade°7a_ 1 E Exterior Frame - Wood 2nd Floor 11 39 6 8 0 316.0 ft2 0 0.23 0.6 0 2 E Exterior Concrete Block - Int Insul 1st Floor 4.1 19 0 9 4 177.3 ft2 0 0 0.6 0 3 S Exterior Frame - Wood 2nd Floor 11 45 6 8 0 364.0 ft2 0 0.23 0.6 0 4 S Exterior Concrete Block - Int Insul 1st Floor 4.1 43 6 9 4 406.0 ft2 0 0 0.6 0 5 W Exterior Frame - Wood 2nd Floor 11 39 6 8 0 316.0 ft2 0 0.23 0.6 0 6 W Exterior Concrete Block - Int Insul 1st Floor 4.1 39 6 9 4 368.7 ft2 0 0 0.6 0 7 N Exterior Frame - Wood 2nd Floor 11 45 6 8 0 364.0 ft2 0 0.23 0.6 0 8 N Exterior Concrete Block - Int Insul 1st Floor 4.1 30 0 9 4 280.0 ft2 0 0 0.6 0 9 - Garage Frame - Wood 1st Floor 11 33 11 9 4 316.6 ft2 0 0.23 0.3 0 DOORS Ornt Door Type Space Storms U-Value Width Height Area Ft In Ft In 1 E Insulated 1st Floor None 25 3 6 8 20 ft2 2 Wood 1 st Floor None 25 2 8 6 8 17.8 ft2 WINDOWS Orientation shown is the entered, Proposed orientation. Wall Overhang v # Ornt ID Frame Panes NFRC U-Factor SHGC Imp Area Depth Separation Int Shade Screening 1 E 1 Vinyl Low-E Double Yes 0.35 0.29 N 12.0 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 2 E 1 Vinyl Low-E Double Yes 0.35 0.29 N 30.5 ft2 1 ft 0 in 3 ft 8 in Drapes/blinds Exterior 5 3 E 1 Vinyl Low-E Double Yes 0.35 0.29 N 45.8 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 4 E 2 Vinyl Low-E Double Yes 0.35 0.29 N 32.4 ft2 7 ft 0 in 0 ft 10 in Drapes/blinds Exterior 5 5 E 2 Vinyl Low-E Double Yes 0.35 0.29 N 8.0 ft2 7 ft 0 in 0 ft 2 in Drapes/blinds None 6 S 3 Vinyl Low-E Double Yes 0.35 0.29 N 15.3 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 7 S 4 Vinyl Law-E Double Yes 0.35 0.29 N 32.4 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds Exterior 5 8 W 5 Vinyl Low-E Double Yes 0.35 0.29 N 12.0 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 9 W 5 Vinyl Low-E Double Yes 0.35 0.29 N 30.5 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 10 W 6 Vinyl Low-E Double Yes 0.35 0.29 N 32.4 ft2 1 ft 0 in 11 ft 0 in Drapes/blinds Exterior 5 11 W 6 Vinyl Low-E Double Yes 0.35 0.29 N 32.4 ft2 21 ft 0 in 0 ft 6 in Drapes/blinds Exterior 5 12 N 7 Vinyl Low-E Double Yes 0.35 0.29 N 30.5 ft2 1 ft 0 in 1 ft 6 in Drapes/blinds Exterior 5 13 W 6 Metal Low-E Double Yes 0.62 0.29 N 48.0 ft2 11 ft 0 in 0 ft 6 in Drapes/blinds Exterior 5 14 N 8 Vinyl Low-E Double Yes 0.35 0.29 N 32.4 ft2 11 ft 0 in 0 ft 2 in Drapes/blinds Exterior 5 2/6/2018 6:34 AM EnergyGauge4D USA - FlaRes2017 Section R405.4.1 Compliant Software Page 3 of 5 FORMR4OS-2017 GARAGE Floor Area Ceiling Area Exposed Wall Perimeter Avg. Wall Height Exposed Wall Insulation INFILTRATION HEATING SYSTEM System Type Subtype Efficiency Capacity Block Ducts 1 Electric Heat Pump/ None HSPF:8.5 28 kBtu/hr 1 sys#1 2 Electric Heat Pump/ None HSPF:8.5 28 kBtu/hr 2 sys#2 COOLING SYSTEM System Type Subtype Efficiency Ca p a c i ty Air Flow SHR Bloc k Ducts 1 Central Unit/ Split SEER: 15 28.4 kBtu/hr 0 cfm 0.75 1 sys#1 2 Central Unit/ Split SEER: 15 28.4 kBtu/hr 0 cfm 0.75 2 sys#2 HOT WATER SYSTEM System Type SubType Location EF Cap Use SetPnt Conservation I Electric None Garage 0.95 50 gal 60.9 gal 120 deg None SOLAR HOT WATER SYSTEM FSEC Collector Storage CeFt # Company Name System Model # Collector Model # Area Volume FEF None None ft2 DUCTS Location R-Value Area Location Area Leakage Type Handler TOT OUT QN RLF Heat Cool 2m/20oou4mw EoergvGavge(@USA 'pmResco17Section n4os.4.1Compliant Software page 4mu FORM R405-2017 TEMPERATURES Programable Thermostat: Y Ceiling Fans: CoolingJan Feb Mar A r Ma X Jun X Jul X Au Xj Se f Oct Nov C) j Dec Heatin Jan Feb Mar Apr MaX Jun Jul Aug Sep Oct Novki Dec Ventin Jan Feb X Mar A r Ma Jun Jull Aul Se [X Oct Nov j 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 2/6/2018 6:34 AM EnergyGaugeO USA - FlaRes2017 Section R405.4.1 Compliant Software Page 5 of 5 FORM R405-2017 ENERGY PERFORMANCE LEVEL (EPL) DISPLAY CARD ESTIMATED ENERGY PERFORMANCE INDEX* = 96 The lower the EnergyPerformance Index, the more efficient the home. 3671 CRAWLET DOWN LOOP, SAFORD, FL, 32773 1. New construction or existing New (From Plans) 9. Wall Types Insulation Area 2. Single family or multiple family Single-family a. Frame - Wood, Exterior R=11.0 1360.00 ft' b. Concrete Block - Int Insul, Exterior R=4.1 1232.00 ft' 3. Number of units, if multiple family 1 c. Frame - Wood, Adjacent R=11.0 316.56 ft' 4. Number of Bedrooms 5 d. N/A R= ft' 10. Ceiling Types Insulation Area 5. Is this a worst case? No a. Under Attic (Vented) R=30.0 1759.00 ft' 6. Conditioned floor area (ft') 3067 b. Knee Wall (Vented) R=19.0 26.00 ft' 7. Windows`* Description Area c. N/A R= ft' a. U-Factor: Dbl, U=0.35 346.38 ft' 11. Ducts a. Sup: Attie, Ret: Attic, AH: 2nd Floor R ft' 6 335.25 SHGC: SHGC=0.29 b. Sup: Attic, Ret: Attic, AH: 2nd Floor 6 418 b. U-Factor: Dbl, U=0.62 48.00 ft' SHGC: SHGC=0.29 12. Cooling systems kBtu/hr Efficiency c. U-Factor: N/A ft' a. Central Unit 28.4 SEER:15.00 SHGC: b. Central Unit 28.4 SEER:15.00 d. U-Factor: N/A ft' SHGC: 13. Heating systems kBtu/hr Efficiency a. Electric Heat Pump 28.0 HSPF:8.50 Area Weighted Average Overhang Depth: 5.294 ft. b. Electric Heat Pump 28.0 HSPF:8.50 Area Weighted Average SHGC: 0.290 8. Floor Types Insulation Area 14. Hot water systems Gap: 50 gallons a. Slab -On -Grade Edge Insulation R=0.0 1341.00 ft a. Electric EF: 0.95 b. Floor Over Other Space R=0.0 1314.00 ft' c. other (see details) R= 412.00 ft' b. Conservation features None 15. Credits Pstat I certify that this home has complied with the Florida Energy Efficiency Code for Building Construction through the above energy saving features which will be installed (or exceeded) in this home before final inspection. Otherwise, a new EPL Display Card will be completed based an installed Cade com a natures. Builder Signature: Date: 2/7/2018 Address of New Home.` 1 Crawley Down Loop City/FL Zip: 32773 TUE ST. 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. Email EnergyGauge tech support at techsupport@energygauge.com 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. 2/6/2018 6:34 AM EnergyGauge0 USA - FlaRes2017 - Section R405.4.1 Compliant Software Page 1 of 1 Florida Building Code, Energy Conservation, 6th Edition (2017) Mandatory Requirements for Residential Performance, Prescriptive and ERI Methods FADDRESS: 3671 CRAWLET DOWN LOOP Permit Number: SAFORD , FL, 32773 MANDATORY REQUIREMENTS See individual code sections for full details. SECTION R401 GENERAL R401.3 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 Statutes) 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 code compliance for the building. A copy of the EPL display card can be found in Appendix RD. R402.4 Air leakage (Mandatory). The building thermal envelope shall be constructed to limit air leakage in accordance with the requirements of Sections R402.4.1 through R402.4.5. Exception: Dwelling units of R-2 Occupancies and multiple attached single family dwellings shall be permitted to comply with Section C402.5. 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 R402.4.1.1, 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 not exceeding seven air changes per hour in Climate Zones 1 and 2, and three air changes per hour in Climate Zones 3 through 8. Testing shall be conducted in accordance with ANSI/RESNET/ICC 380 and reported at a pressure of 0.2 inch w.g. (50 pascals). Testing shall be conducted 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)(f), (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. Exception: Testing is not required for additions, alterations, renovations, or repairs, of the building thermal envelope of existing buildings in which the new construction is less than 85 percent 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. 6. Supply and return registers, if installed at the time of the test, shall be fully open. R402.4.2 Fireplaces. New wood -burning fireplaces shall have tight -fitting flue dampers or doors, and outdoor combustion air. Where using tight -fitting doors on factory -built fireplaces listed and labeled in accordance with UL 127, the doors shall be tested and listed for the fireplace. Where using tight -fitting doors on masonry fireplaces, the doors shall be listed and labeled in accordance with UL 907. R402.4.3 Fenestration air IeakagdNindows, skylights and sliding glass doors shall have an air infiltration rate of no more than 0.3 cfm per square foot (1.5 L/s/m2), and swinging doors no more than 0.5 cfm per square foot (2.6 L/s/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. 2/6/2018 6:34 AM EnergyGauge® USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 1 of 5 MANDATORY REQUIREMENTS - (Continued) R402.4.4 Rooms containing fuel -burning appliances. In Climate Zones 3 through 8, where open combustion air ducts provide combustion air to open combustion fuel burning appliances, the appliances and combustion air opening shall be located outside the building thermal envelope or enclosed in a room, isolated from inside the thermal envelope. Such rooms shall be sealed and insulated in accordance with the envelope requirements of Table R402.1.2, where the walls, floors and ceilings shall meet not less than the basement wall R-value requirement. The door into the room shall be fully gasketed and any water lines and ducts in the room insulated in accordance with Section R403. The combustion air duct shall be insulated where it passes through conditioned space to a minimum of R-8. Exceptions: Direct vent appliances with both intake and exhaust pipes installed continuous to the outside. Fireplaces and stoves complying with Section R402.4.2 and Section R1006 of the Florida Building Code, Residential. R402.4.5 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 L/s) when tested in accordance with ASTM E283 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. SECTION R403 SYSTEMS R403.1 Controls. R403.1.1 Thermostat provision (Mandatory). At least one thermostat shall be provided for each separate heating and cooling system. R403.1.3 Heat pump supplementary heat (Mandatory). Heat pumps having supplementary electric -resistance heat shall have controls that, except during defrost, prevent supplemental heat operation when the heat pump compressor can meet the heating load. R403.3.2 Sealing (Mandatory) All ducts, air handlers, filter boxes and building cavities that form the primary air containment passageways for air distribution systems shall be considered ducts or plenum chambers, shall be constructed and sealed in accordance with Section C403.2.9.2 of the Commercial Provisions of this code and shall be shown to meet duct tightness criteria below. Duct tightness shall be verified by testing in accordance with ANSI/RESNET/ICC 380 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" in accordance with Section R403.3.3, R403.3.2.1 Sealed air handier. Air handlers shall have a manufacturer's designation for an air leakage of no more than 2 percent of the design airflow rate when tested in accordance with ASHRAE 193. R403.3.3 Duct testing (Mandatory). Ducts shall be pressure tested to determine air leakage by one of the following methods: Rough -in test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the system, including the manufacturer's air handier enclosure if installed at the time of the test. All registers shall be taped or otherwise sealed during the test. 2. Postconstruction test: Total leakage shall be measured with a pressure differential of 0.1 inch w.g. (25 Pa) across the entire system, including the manufacturer's air handler enclosure. Registers shall be taped or otherwise sealed during the test. Exceptions: 1. A duct air leakage test shall not be required where the ducts and air handlers are located entirely within the building thermal envelope. 2. Duct testing is not mandatory for buildings complying by Section 405 of this code. A written report of the results of the test shall be signed by the party conducting the test and provided to the code official. R403.3.5 Building cavities (Mandatory). Building framing cavities shall not be used as ducts or plenums. R403.4 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. R403.4.1 Protection of piping insulation. Piping insulation exposed to weather shall be protected from damage, including that caused by sunlight, moisture, equipment maintenance and wind, and shall provide shielding from solar radiation that can cause degradation of the material. Adhesive tape shall not be permitted. R403.5.1 Heated water circulation and temperature maintenance systems (Mandatory)Heated water circulation systems shall be in accordance with Section R403.5.1.1. Heat trace temperature maintenance systems shall be in accordance with Section R403.5.1.2. Automatic controls, temperature sensors and pumps shall be accessible. Manual controls shall be readily accessible. R403.5.1.1 Circulation systems. Heated water circulation systems shall be provided with a circulation pump. The system return pipe shall be a dedicated return pipe or a cold water supply pipe. Gravity and thermosiphon circulation systems shall be prohibited. Controls for circulating hot water system pumps shall start the pump based on the identification of a demand for hot water within the occupancy. The controls shall automatically turn off the pump when the water in the circulation loop is at the desired temperature and when there is no demand for hot water. R403.5.1.2 Heat trace systems. Electric heat trace systems shall comply with IEEE 515.1 or UL 515. Controls for such systems shall automatically adjust the energy input to the heat tracing to maintain the desired water temperature in the piping in accordance with the times when heated water is used in the occupancy. 2/6/2018 6:34 AM EnergyGauge@ USA - FlaRes2017 - FBC 6th Edition (2017) Complian Page 2 of 5 MANDATORY REQUIREMENTS - (Continued) R403.5.5 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. R403.5.6 Water heater efficiencies (Mandatory). R403.5.6.1.1 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). R403.5.6.1.2 Shut down. A separate switch or a clearly marked circuit breaker shall be provided to permit the power supplied to electric service systems to be turned off. A separate valve shall be provided to permit the energy supplied to the main burner(s) of combustion types of service water -heating systems to be turned off. R403.5.6.2 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 meet the criteria of Section R403.5.6.2.1. R403.5,6.2.1 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. R403.6 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 including: Natural, Infiltration or Mechanical means. Outdoor air intakes and exhausts shall have automatic or gravity dampers that close when the ventilation system is not operating. R403.6.1 Whole -house mechanical ventilation system fan efficacy.When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. Exception: Where whole -house mechanical ventilation fans are integral to tested and listed HVAC equipment, they shall be powered by an electronically commutated motor. R403.6.2 Ventilation air. When installed to function as a whole -house mechanical ventilation system, fans shall meet the efficacy requirements of Table R403.6.1. 1. The design air change per hour minimums for residential buildings in ASHRAE 62.2, Ventilation for Acceptable Indoor Air Quality, shall be the maximum rates allowed for residential applications. 2. No ventilation or air-conditioning system make-up air shall be provided to conditioned space from attics, crawispaces, attached enclosed garages or outdoor spaces adjacent to swimming pools or spas. 3. If ventilation air is drawn from enclosed space(s), then the walls of the space(s) from which air is drawn shall be insulated to a minimum of R-11 and the ceiling shall be insulated to a minimum of R-19, space permitting, or R-10 otherwise. R403.7 Heating and cooling equipment (Mandatory). R403.7.1 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 that affect equipment sizing. System sizing calculations shall not include loads created by local intermittent mechanical ventilation such as standard kitchen and bathroom exhaust systems. New or replacement heating and cooling equipment shall have an efficiency rating equal to or greater than the minimum required by federal law for the geographic location where the equipment is installed. TABLE R403.6.1 WHOLE -HOUSE MECHANICAL VENTILATION SYSTEM FAN EFFICACY FAN LOCATION AIRFLOW RATE MINIMUM CFM) MINIMUM EFFICACY a CFM/WATT) AIRFLOW RATE MAXIMU CFM) Range hoods Any 2.8 cfm/watt Any In -line fan Any 2.8 cfm/watt Any Bathroom, utility room 10 1.4 cfm/watt 90 Bathroom, utility room 90 2.8 cfm/watt Any For SI: 1 cfm = 28.3 L/min. a. When tested in accordance with HVI Standard 916 2/6/2018 6:34 AM EnergyGaugeO USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 3 of 5 MANDATORY REQUIREMENTS - (Continued) R403.7.1.1 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 403.7, 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. The published value for AHRI total capacity is a nominal, rating -test value and shall not be used for equipment sizing. Manufacturer's expanded performance data 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 temperatures shall be for the indoor dry bulb and relative humidity used for the load calculation and shall be adjusted for return side gains if the return duct(s) is installed in an unconditioned space. Exceptions: 1. Attached single- and multiple -family residential equipment sizing may be selected so that its cooling capacity is less than the calculated total sensible load but not less than 80 percent of that load. 2. When signed and sealed by a Florida -registered engineer, in attached single- and multiple -family units, the capacity of equipment may be sized in accordance with good design practice. R403.7.1.2 Heating equipment capacity. R403.7.1.2.1 Heat pumps. Heat pump sizing shall be based on the cooling requirements as calculated according to Section R403.7.1.1, and the heat pump total cooling capacity shall not be more than 1.15 times greater than the design cooling load even if the design heating load is 1.15 times greater than the design cooling load. R403.7.1.2.2 Electric resistance furnaces. Electric resistance furnaces shall be sized within 4 kW of the design requirements calculated according to the procedure selected in Section R403.7.1. R403.7.1.2.3 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 R403.7.1. R403.7.1.3 Extra capacity required for special occasions. Residences requiring excess cooling or heating equipment capacity on an intermittent basis, such as anticipated additional loads caused by major entertainment events, shall have equipment sized or controlled to prevent continuous space cooling or heating within that space by one or more of the following options: 1. A separate cooling or heating system is utilized to provide cooling or heating to the major entertainment areas. 2. A variable capacity system sized for optimum performance during base load periods is utilized. R403.8 Systems serving multiple dwelling units (Mandatory). Systems serving multiple dwelling units shall comply with Sections C403 and C404 of the IECC—Commercial Provisions in lieu of Section R403. R403.9 Snow melt and ice 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 50°F (10°C), and no precipitation is falling and an automatic or manual control that will allow shutoff when the outdoor temperature is above 40°F (4.8°C). R403.10 Pools and permanent spa energy consumption (Mandatory). The energy consumption of pools and permanent spas shall be in accordance with Sections R403.10.1 through R403.10.5. R403.10.1 Heaters. The electric power to heaters shall be controlled by a readily accessible on -off switch that is an integral part of the heater mounted on the exterior of the heater, or external to and within 3 feet (914 mm) of the heater. Operation of such switch shall not change the setting of the heater thermostat. Such switches shall be in addition to a circuit breaker for the power to the heater. Gas -fired heaters shall not be equipped with continuously burning ignition pilots. R403.10.2 Time switches. Time switches or other control methods that can automatically turn off and on according to a preset schedule shall be installed for heaters and pump motors. Heaters and pump motors that have built-in time switches shall be in compliance with this section. Exceptions: 1. Where public health standards require 24-hour pump operation. 2. Pumps that operate solar- and waste -heat -recovery pool heating systems. 3. Where pumps are powered exclusively from on -site renewable generation. R403.10.3 Covers. Outdoor heated swimming pools and outdoor permanent 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: Where more than 70 percent of the energy for heating, computed over an operation season, is from site -recovered energy, such as from a heat pump or solar energy source, covers or other vapor -retardant means shall not be required. R403.10.4 Gas- and oil -fired pool and spa heaters. All gas- and oil -fired pool and spa 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 or LP gas shall not have continuously burning pilot lights. 2/6/2018 6:34 AM EnergyGaugeO USA - FlaRes2017 - FBC 6th Edition (2017) Complia Page 4 of 5 R403.10.5 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. R403.11 Portable spas (Mandatoryke energy consumption of electric -powered portable spas shall be controlled by the requirements of APSP-14. SECTION R404 ELECTRICAL POWER AND LIGHTING SYSTEMS R404.1 Lighting equipment (Mandatory). Not less than 75 percent of the lamps in permanently installed lighting fixtures shall be high -efficacy lamps or not less than 75 percent of the permanently installed lighting fixtures shall contain only high -efficacy lamps. Exception: Low -voltage lighting. R404.1.1 Lighting equipment (Mandatory)Fuel gas lighting systems shall not have continuously burning pilot lights. 2/6/2018 6:34 AM EnergyGaugeO USA - FlaRes2017 - FBC 6th Edition (2017) Compiia Page 5 of 5 2017 - AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA TABLE 402.4.1.1 AIR BARRIER AND INSULATION INSPECTION COMPONENT CRITERIA Project Name: Lot60KensingtonReserveEsteroBayCGRE Builder Name: RYAN HOMES Street: 3671 CRAWLET DOWN LOOP Permit Office: SANFORD City, State, Zip: SAFORD , FL, 32773 Permit Number: Owner: Jurisdiction: 691500 Design Location: FL, Orlando COMPONENT AIR BARRIER CRITERIA INSULATION INSTALLATION CRITERIA General A continuous air barrier shall be installed in the building envelope. Air -permeable insulation shall requirements The exterior thermal envelope contains a continuous air barrier. not be used as a sealing material. Breaks or joints in the air barrier shall be sealed. Ceiling/attic The air barrier in any dropped ceiling/soffit shall be aligned with The insulation in an dro gedceiling/soffitsoffit the insulation and any gaps in the air barrier shall be sealed. shall be aligned with the ap barrier. Access openings, drop down stairs or knee wall doors to unconditioned attic spaces shall be sealed. Walls The junction of the foundation and sill plate shall be sealed. Cavities within corners and headers of frame walls The junction of the top plate and the top of exterior walls shall be shall be insulated by completely filling the cavity with sealed. a material having a thermal resistance of R-3 per inch Knee walls shall be sealed. minimum. Exterior thermal envelope insulation for framed walls shall be installed in substantial contact and continuous alignment with the air barrier. Windows, skylights The space between window/door jambs and framing, and and doors skylights and framing shall be sealed. Rim joists Rim joists shall include the air barrier. Rim joists shall be insulated. Floors The air barrier shall be installed at any exposed edge of Floor framing cavity insulation shall be installed to including insulation. maintain permanent contact with the underside of above -garage subfloor decking, or floor framing cavity insulation and cantilevered shall be permitted to be in contact with the top side floors) of sheathing, or continuous insulation installed on the underside of floor framing and extends from the bottom to the top of all perimeter floor framing members. Crawl space walls Exposed earth in unvented crawl spaces shall be covered with Where provided instead of floor insulation, insulation a Class I vapor retarder with overlapping joints taped. shall be permanently attached to the crawlspace walls Shafts, penetrations Duct shafts, utility penetrations, and flue shafts opening to exterior or unconditioned space shall be sealed. Batts in narrow cavities shall be cut to fit, or narrow Narrow cavities 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 spa s. Recessed lighting Recessed light fixtures installed in the building thermal envelope Recessed light fixtures installed in the building shall be sealed to the drywall. thermal envelope shall be air tight and IC rated. 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 Shower/tub The air barrier installed at exterior walls adjacent to showers and Exterior walls adjacent to showers and tubs shall on exterior wall tubs shall separate them from the showers and tubs, be insulated. ElectricaVphone box or The air barrier shall be installed behind electrical or communication exterior walls 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. Concealed When required to be sealed, concealed fire sprinklers shall only be sprinklers sealed in a manner that is recommended by the manufacturer. Caulking or other adhesive sealants shall not be used to fill voids between fire sprinkler cover plates and walls or ceilings. a. In addition, inspection of log walls shall be in accordance with the provisions of ICC-400. 2/6/2018 6:35 AM EnergyGauge@ USA - FlaRes2017 FBC 6th Edition (2017) Compliant Software Page 1 of 1 tea. Manual S Compliance Report Job: Lot60Kensing ton Reserv.. Wright. so, ` Date: 8-30-11 ZONE 1 By: EJH 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 3671 CRAWLEY DOWN LOOP, SANFORD, FL32773 Design Conditions Outdoor design DB: 92.5°F Sensible gain: 22596 Btuh Entering coil DB: 78.2°F Outdoor design WB: 76.2°F Latent gain: 4925 Btuh Entering coil WB: 64.3°F Indoor design DB: 75.0°F Total gain: 27521 Btuh Indoor RH: 50% Estimated airflow: 947 cfm Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Goodman Mfg. Model: GSZ140301K+ASPT37C14A Actual airflow: 947 cfm Sensible capacity: 23300 Btuh 103% of load Latent capacity: 5053 Btuh 103% of load Total capacity: 28353 Btuh 103% of load SHR: 82% Design Conditions Outdoor design DB: 42.3°F Heat loss: 21502 Btuh Entering coil DB: 68.3°F Indoor design DB: 70.0°F Manufacturer' s Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Goodman Mfg. Model: GSZ140301K+ASPT37C14A Actual airflow: 947 cfm Output capacity: 27353 Btuh 127% of load Capacity balance: 36 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 947 cfm Output capacity: 5.4 kW 85% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017- Dec-26 08:04:54 WrightSOft* Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 1 BayCGRE\ Lot60KensingtonReserveEsteroBayCGRE.rup Calc - MJ8 House faces: E wrightsoftt Manual S Compliance Report ZONE 2 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 3671 CRAWLEY DOWN LOOP, SANFORD, FL32773 Design Conditions Job: LotWensingtonReserv.. Date: 8-30-11 By: EJH Outdoor design DB: 92.5°F Sensible gain: 22253 Btuh Entering coil DB: 78.5°F Outdoor design WB: 76.2°F Latent gain: 5347 Btuh Entering coil WB: 64.7°F Indoor design DB: 75.0°F Total gain: 27600 Btuh Indoor RH: 50% Estimated airflow: 947 cfm Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASH Manufacturer: Goodman Mfg. Model: GSZ140301K+ASPT37C14A Actual airflow: 947 cfm Sensible capacity: 23486 Btuh 106% of load Latent capacity: 5457 Btuh 102% of load Total capacity: 28943 Btuh 105% of load SHR: 81% Design Conditions Outdoor design DB: 42.3°F Heat loss: 17372 Btuh Entering coil DB: 67.6°F Indoor design DB: 70.0°F Manufacturer's Performance Data at Actual Design Conditions Equipment type: Split ASHP Manufacturer: Goodman Mfg. Model: GSZ140301K+ASPT37C14A Actual airflow: 947 cfm Output capacity: 27456 Btuh 158% of load Capacity balance: 31 OF Supplemental heat required: 0 Btuh Economic balance: -99 OF Backup equipment type: Elec strip Manufacturer: Model: Actual airflow: 947 cfm Output capacity: 4.6 kW 91% of load Temp. rise: 50 OF Meets are all requirements of ACCA Manual S. 2017-Dec-26 08:04:54 4CGP. wrightsoft' Right -Suited Universal 2017 17.0.23 RSU23828 Page 2 BayCGREiLot60KensingtonReserveEsteroBayCGRE.rup Cale .- MJ8 House faces: E Component Constructions Job: Lot60KensingtonReserv... W rightsoft Date: 8-30-11 Entire House By: EJH 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 3671 CRAWLEY DOWN LOOP, SANFORD, FL 32773 Location: Orlando/Jetport, FL, US Elevation: 105 ft Latitude: 28'N Outdoor: Heating Dry bulb (°F) 42 Daily range (°F) - Wet bulb (°F) - Wind speed (mph) 15.0 Indoor: Indoor temperature (°F) Design TD (°F) Relative humidity (%) Cooling Moisture difference (gr/lb) 93 Infiltration: 16 ( M) Method 76 Construction quality 7.5 Fireplaces Heating Cooling 70 75 28 18 30 50 0.8 45.8 Simplified Average 0 Construction descriptions Or Area a -value Insul R Htg HTM Loss Cig HTM Gain W Btuh/tt="F Rx'F/Btuh Btuhmz Btu Btu hft' Btu Walls 126-Osw: Frm wall, stucco ext, r-11 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 16A-19ad: Knee wall, asphalt shingles roof mat, r-19 kw ins, 1/2" gypsum board int fnsh Partitions 1213-0sw: Frm wall, stucco ext, r-11 cav ins, 1/2" gypsum board int fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5.08 ft window ht, 1.5 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, cir innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 11 ft overhang (5.25 ft window ht, 0.17 ft sep.); 6.67 ft head ht n 334 0.097 11.0 2.69 896 2.76 920 e 228 0.097 11.0 2.69 612 2.76 629 s 349 0.097 11.0 2.69 937 2.76 962 w 274 0.097 11.0 2.69 735 2.76 755 all 1184 0.097 11.0 2.69 3180 2.76 3266 n 248 0.201 0 5.57 1379 4.37 1083 e 111 0.201 0 5.57 617 4.37 484 s 367 0.201 0 5.57 2046 4.37 1606 w 256 0.201 0 5.57 1425 4.37 1119 all 982 0.201 0 5.57 5466 4.37 4292 n 4 0.049 19.0 1.36 5 3.64 13 ne 1 0.049 19.0 1.36 2 3.64 5 e 7 0.049 19.0 1.36 9 3.64 24 se 1 0.049 19.0 1.36 2 3.64 5 s 4 0.049 19.0 1.36 5 3.64 13 sw 1 0.049 19.0 1.36 2 3.64 5 w 7 0.049 19.0 1.36 9 3.64 24 nw 1 0.049 19.0 1.36 2 3.64 5 all 26 0.049 19.0 1.36 35 3.64 93 300 0.097 11.0 2.69 805 1.75 524 n 31 0.540 0 15.0 456 15.9 486 e 46 0.540 0 15.0 684 39.2 1795 s 15 0.540 0 15.0 228 16.3 248 w 31 0.540 0 15.0 456 39.2 1196 all 122 0.540 0 15.0 1825 30.5 3726 n 32 0.540 0 15.0 484 15.9 516 2017-Dec 26 08:04:54 wrighfOft° Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 1 BaVCGREUot60KensingtonReserveEsteroBayCGRE.rup Calc = MJ8 House faces: E 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 12 0.540 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (4 ft w 12 0.540 window ht, 1.5 ft sep.); 6.67 ft head ht all 24 0.540 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 31 0.540 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5.08 ft window ht, 3.67 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 39 0.540 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 7 ft overhang (6.25 ft window ht, 0.83 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mti no brk frm mat, clr innr, e 8 0.540 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 7 ft overhang (8 ft window ht, 0.17 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 39 0.540 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (6.25 ft window ht, 11 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 32 0.540 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5.25 ft window ht, 11 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 32 0.540 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 21 ft overhang (5.25 ft window ht, 0.5 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); 10.58 ft overhang (8 ft window ht, M ft sep.); 6.67 ft head ht Doors 11 DO: Door, wd sc type e 20 0.390 n 18 0.390 all 38 0.390 Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" 1759 0.032 gypsum board int fnsh Floors 20P-13c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-13 cav ins, amb 100 0.068 ovr 20P-13c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-13 cav ins, gar ovr 312 0,068 22A-tpl: Bg floor, light dry soil, on grade depth 132 0.989 A.- 1- 11/rightsof ta Right-SuiteO Universal 2017 17.0.23 RSU23828 BayCGRE\Lot60KensingtonReserveEsteroBayCGRE.rup Calc = M.18 House faces: E 0 15.0 179 39.2 471 0 15.0 179 39.2 471 0 15.0 359 39.2 941 0 15.0 456 39.2 1196 0 15.0 577 20.7 797 0 15.0 120 22.8 182 0 15.0 577 17.4 671 0 15.0 484 39.2 1270 0 15.0 484 15.9 516 0 17.2 824 16.1 772 0 10.8 216 12.0 241 0 10.8 192 12.0 214 0 10.8 408 12.0 455 30.0 0.89 1559 1.74 3060 13.0 1.88 188 0.98 98 13.0 1.88 587 0.98 304 0 27.4 3616 0 0 2017-Dec-26 08:04:54 Page 2 Component Constructions Job: Lot60KensingtonReserv... wrightsoft P Date: 8-30-11 ZONE 1 By: EJH 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 3671 CRAWLEY DOWN LOOP, SANFORD, FL32773 Location: Indoor: Heating Cooling Orlando/Jetport, FL, US Indoor temperature (OF) 70 75 Elevation: 105 ft Design TD (OF) 28 18 Latitude: 281N 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 Insul R Htg HTM Loss Clg HTM Gain ft Btuhml-^F ftl-'F(Btuh Btu hM2 Btu Btuhma Btuh Walls 13A-2ocs: Blk wall, stucco ext, r-2 ext bd ins, 8" thk, 1/2" gypsum n 248 0.201 0 5.57 1379 4.37 1083 board int fnsh e 111 0.201 0 5.57 617 4.37 484 s 367 0.201 0 5.57 2046 4.37 1606 w 256 0.201 0 5.57 1425 4.37 1119 all 982 0.201 0 5.57 5466 4.37 4292 Partitions 12B-Osw: Frm wall, stucco ext, r-11 cav ins, 1/2" gypsum board int 300 0.097 11.0 2.69 805 1.75 524 fnsh, 2"x4" wood frm, 16" o.c. stud Windows 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, n 32 0.540 0 15.0 484 15.9 516 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 11 It overhang (5.25 ft window ht, 0.17 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, cir innr, e 39 0.540 0 15.0 577 20.7 797 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 7 It overhang (6.25 ft window ht, 0.83 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, e 8 0,540 0 15.0 120 22.8 182 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 7 ft overhang (8 It window ht, 0.17 It sep.); 6.67 ft head ht 2A-2om: 2 glazing, cir low-e outr, air gas, mtl no brk frm mat, clr innr, s 39 0.540 0 15.0 577 17.4 671 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (6.25 ft window ht, 11 It sep.); 6,67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, w 32 0.540 0 15.0 484 39.2 1270 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5.25 ft window ht, 11 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, cir low-e outr, air gas, mil no brk frm mat, clr innr, w 32 0.540 0 15.0 484 15.9 516 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 21 ft overhang (5.25 It window hit, 0.5 It 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 0 17.2 824 16.1 772 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.25); 10.58 ft overhang (8 It window ht, 0.5 ft sep.); 6.67 ft head ht 2017-Dec-26 08:04:54 A wrightSQ Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 3 BayCGRE1Lot60KensingtonReserveEsteroBayCGRE,rup Calc = MJ8 House faces: E Doors 11 DO: Door, wd sc type Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 ceil ins, 1/2" gypsum board int fnsh Floors 22A-tpl: Bg floor, light dry soil, on grade depth e 20 0,390 0 10.8 216 12.0 241 n 18 0.390 0 10.8 192 12.0 214 all 38 0.390 0 10.8 408 12.0 455 19 0.032 30.0 0.89 17 1.74 33 132 0.989 0 27.4 3616 0 0 2017-Dec-26 08:04:54 wrightSO t` Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 4 BayCGRE\Lot60KensingtonReserveEsteroBayCGRE.rup Calc - MJ8 House faces: E Component Constructions Job: Lot60KensingtonReserv... wrighr.Soft- ZONE 2 Date: 8-30-11 By: EJH DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL. 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Project Information For: RYAN HOMES 3671 CRAWLEY DOWN LOOP, 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: 280N 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 GainConstructiondescriptionsOrAreaLI-value Insul R Htg HTM Loss Clg HTM ft, BtuhV-°F ftz-°FBtuh BtuhM2 Btuh Btuh/ft' Btuh Walls 126-0sw: Frm wall, stucco ext, r-11 cav ins, 1/2" gypsum board int n 334 0,097 11.0 2.69 896 2.76 920 fnsh, 2" x4" wood frm, 16" o.c. stud e 228 0.097 11.0 2.69 612 2,76 629 s 349 0.097 11.0 2.69 937 2.76 962 w 274 0.097 11.0 2.69 735 2.76 755 all 1184 0,097 11,0 2.69 3180 2.76 3266 16A-19ad: Knee wall, asphalt shingles roof mat, r-19 kw ins, 1/2" n 4 0.049 19.0 1.36 5 3.64 13 gypsum board int fnsh ne 1 0.049 19.0 1.36 2 3.64 5 e 7 0.049 19.0 1.36 9 3.64 24 se 1 0.049 19.0 1.36 2 3.64 5 s 4 0.049 19.0 1.36 5 3.64 13 sw 1 0.049 19.0 1.36 2 3.64 5 w 7 0.049 19.0 1.36 9 3.64 24 nw 1 0.049 19.0 1.36 2 3,64 5 all 26 0.049 19.0 1.36 35 3.64 93 Partitions none) Windows 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5.08 ft window ht, 1.5 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk firm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 it overhang (4 ft window ht, 1.5 ft sep.); 6.67 ft head ht 2A-2om: 2 glazing, clr low-e outr, air gas, mtl no brk frm mat, clr innr, 1/4" gap, 1/8" thk; NFRC rated (SHGC=0.31); 1 ft overhang (5.08 ft window ht, 3.67 ft sep.); 6.67 ft head ht Doors none) n 31 0,540 0 15.0 456 15.9 486 e 46 0.540 0 15.0 684 39.2 1795 s 15 0.540 0 15.0 228 16.3 248 w 31 0.540 0 15.0 456 39.2 1196 all 122 0.540 0 15.0 1825 30.5 3726 e 12 0.540 0 15.0 179 39.2 471 w 12 0.540 0 15.0 179 39.2 471 all 24 0.540 0 15.0 359 39.2 941 e 31 0.540 0 15.0 456 39.2 1196 2017-Dec-26 08:04:54 wrightsoft* Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 5 BayCGRE\Lot60KensingtonReserveEsteroBayCGRE.rup Calc = M.18 House faces: E Ceilings 16B-30ad: Attic ceiling, asphalt shingles roof mat, r-30 cell ins, 112" gypsum board int fnsh Floors 20P-13c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-13 cav ins, amb ovr 20P-13c: Fir floor, frm fir, 6" thkns, carpet fir fnsh, r-13 cav ins, gar ovr 1740 0.032 30.0 0.89 1543 1.74 3027 100 0.068 13.0 1.88 188 0.98 98 312 0.068 13.0 1.88 587 0.98 304 2017-Dec-26 08:04:54 wrightsoft' Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 6 BaVCGRE1Lot60KensingtonReserveEsteroBayCGRE.rup Calc = MJ8 House faces: E Project Summary Job: Lot60KensingtonReserv... wrightso ft Y Date: 8-30-11 Entire House By: EJH DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax: 407.333.3853 Web: WWW.DEL-AIR.COM Prooect Information For: RYAN HOMES 3671 CRAWLEY DOWN LOOP, SANFORD, FL32773 Notes: 1ST FLR BD 8-31-11 EJH RVSD: 12-14-12 JM RVSD: 2-6-13 JM L.S. 12-26-17 SRP Weather Winter Design Conditions Outside db 42 OF Inside db 70 OF Design TD 28 IF Heating Summary Structure 26995 Btuh Ducts 9390 Btuh Central vent (82 cfm) 2489 Btuh Humidification Piping Equipment load Infiltration Method Construction quality Fireplaces 0 Btuh 0 Btuh 38874 Btuh Orlando/Jetport, FL, US Simplified Average 0 Heatingg Cool ingg Area (ft2 3067 3067 Volume (ft3) 26499 26499 Air changes/hour 0.37 0.19 Equiv. AVF (cfm) 163 84 Heating Equipment Summary Make n/a Trade n/a Model n/a AHRI ref n/a Summer Design Conditions Outside db 93 IF Inside db 75 IF Design TD 18 OF Daily range M Relative humidity 50 Moisture difference 46 gr/lb Sensible Cooling Equipment Load Sizing Structure 28000 Btuh Ducts 13332 Btuh Central vent (82 cfm) 1573 Btuh Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 42904 Btuh Latent Cooling Equipment Load Sizing Structure 4202 Btuh Ducts 3527 Btuh Central vent (82 cfm) 2543 Btuh Equipment latent load 7729 Btuh Equipment Total Load (Sen+Lat) 50633 Btuh Req. total capacity at 0.70 SHR 5.1 ton Cooling Equipment Summary Make n/a Trade n/a Cond n/a Coil n/a AHRI ref n/a Efficiency n/a Efficiency n/a Heating input Sensible cooling 0 Btuh Heating output 0 Btuh Latent cooling 0 Btuh Temperature rise 0 OF Total cooling 0 Btuh Actual air flow 0 cfm Actual air flow 0 cfm Air flow factor 0 cfm/Btuh Air flow factor 0 cfm/Btuh Static pressure 0 in H2O Static pressure 0 in H2O Space thermostat n/a Load sensible heat ratio 0 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Dec-26 08:04:54wright' Oft« Right -Suite@ Universal 2017 17.0,23 RSU23828 Page 1 BayCGRE\Lot60KensingtonReserveEsteroBayCGRE.rup Calc m MJ8 House faces: E Project Summary Job: LotWensingtonReserv... wrightsoft- Date: 8.30-11 ZONE 1 By: EJH 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 3671 CRAWLEY DOWN LOOP, SANFORD, FL32773 Notes: 1ST FLR BD 8-31-11 EJH RVSD: 12-14-12 JM RVSD: 2-6-13 JM L.S. 12-26-17 SRP 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 16197 Btuh Ducts 4456 Btuh Central vent (28 cfm) 850 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 21502 Btuh Infiltration Method Construction quality Fireplaces Area (ft2) Volume (ft3) Air changes/hour Equiv. AVF (cfm) Simplified Average 0 Fie t349ineo 1 1341 12577 12577 0.37 0.19 77 39 Sensible Cooling Equipment Load Sizing Structure 14985 Btuh Ducts 7075 Btuh Central vent (28 cfm) 537 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 22596 Btuh Latent Cooling Equipment Load Sizing Structure 2625 Btuh Ducts 1432 Btuh Central vent (28 cfm) 868 Btuh Outside air Equipment latent load 4925 Btuh Equipment Total Load (Sen+Lat) 27521 Btuh Req. total capacity at 0.75 SHR 2.5 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN; JANITROL; AMANA DISTI... Trade GOODMAN; JANITROL; AMANA DISTI... Model GSZ140301 K Cond GSZ140301 K AHRI ref 8242621 Coil ASPT37C14A A H R I ref 8242621 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 36 OF Backup: 8.5 HSPF 28000 Btuh g 47°F 27 P 947 cfm 0.046 cfm/Btuh 0.40 in H2O Input = 5 kW, Output = 18356 Btuh, 100 AFUE Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio 12.5 EER, 15 SEER 21300 Btuh 7100 Btuh 28400 Btuh 947 cfm 0.043 cfm/Btuh 0.40 in H2O 0.82 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Dec-26 08:04:54 wrightsaft' Right -Suite® Universal 2017 17.0.23 RSU23828 Page 2 BayCGREiLot60KensingtonReserveEsteroBayCGRE.rup Calc = MJ8 House faces: E Project Summary Job: LotWensingtonReserv... wrightsoft Date: 8-30-11 ZONE 2 By: EJH 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 3671 CRAWLEY DOWN LOOP, SANFORD, FL 32773 Notes: 1ST FLR BD 8-31-11 EJH RVSD: 12-14-12 JM RVSD: 2-6-13 JM L.S. 12-26-17 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 10799 Btuh Ducts 4934 Btuh Central vent (54 cfm) 1639 Btuh Outside air Humidification 0 Btuh Piping 0 Btuh Equipment load 17372 Btuh Infiltration Method Construction quality Fireplaces Area (ft2) Volume (ft3) Air changes/hour Equiv. AVF (cfm) Simplified Average 0 Heating Cooling17261726 13922 13922 0.37 0.19 86 44 Sensible Cooling Equipment Load Sizing Structure 14333 Btuh Ducts 6884 Btuh Central vent (54 cfm) 1036 Btuh Outside air Blower 0 Btuh Use manufacturer's data y Rate/swing multiplier 1.00 Equipment sensible load 22253 Btuh Latent Cooling Equipment Load Sizing Structure 1577 Btuh Ducts 2095 Btuh Central vent (54 cfm) 1675 Btuh Outside air Equipment latent load 5347 Btuh Equipment Total Load (Sen+Lat) 27600 Btuh Req. total capacity at 0.75 SHR 2.5 ton Heating Equipment Summary Cooling Equipment Summary Make Goodman Mfg. Make Goodman Mfg. Trade GOODMAN; JANITROL; AMANA DISTI... Trade GOODMAN; JANITROL; AMANA DISTI... Model GSZ140301 K Cond GSZ140301 K AHRI ref 8242621 Coil ASPT37C14A AHRI ref 8242621 Efficiency Heating input Heating output Temperature rise Actual air flow Air flow factor Static pressure Space thermostat Capacity balance point = 31 OF Backup: 8.5 HSPF 28000 Btuh @ 470F 27 OF 947 cfm 0.060 cfm/Btuh 0.40 in H2O Input = 5 kW, Output = 15735 Btuh, 100 AFUE Efficiency Sensible cooling Latent cooling Total cooling Actual air flow Air flow factor Static pressure Load sensible heat ratio 12.5 EER, 15 SEER 21300 Btuh 7100 Btuh 28400 Btuh 947 cfm 0.045 cfm/Btuh 0.40 in H2O 0.81 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 2017-Dec-26 08:04:54wrightSOf ' Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 3 BayCGRE\Lot60KensingtonReserveEsteroBayCGRE.rup Calc = MJ8 House faces: E r- wrightsoft Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, Ft 32771 hone: 407.333-2665 Fax: 407-333.3853 Web: WWW.DEL-A[R.COM Job: Lot60Kensing ton ResetveEs... Date: 8-30-11 By: EJH 1 Room name Entire House ZONE 1 2 Exposed wall 302.0 it 132.0 it 3 Room height 8.6 it 9.3 it 4 Room dimensions 5 Room area 3087.8 ft2 1347.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-'F) 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 W1 C 126- Osw 0.097 n 2.69 2.76 364 334 896 920 0 0 0 0 2A- 2om 0.540 n 14.96 15.94 31 0 456 486 0 0 0 0 13A- 2ocs 0.201 n 5.57 4.37 280 248 1379 1083 280 248 1379 1083 2A- 2om 0,540 n 14.96 15.94 32 0 484 516 32 0 484 516 11 W 16A-19ad 0.049 n 1.36 3.64 4 4 5 13 0 0 0 0 W 16A-19ad 0.049 ne 1.36 3.64 1 1 2 5 0 0 0 0 0. 097 e 312 220 0 0 0 0 2A- 2om 0,540 e 4.96 14.96 9.23 39.23 12 p 179 179 471 471 0 0 0 0 GT512B-Osw 2A- 2om 0.540 e 14,96 39.23 46 0 684 1795 0 0 0 0 2A- 2om 0.540 e 14.96 39.23 31 0 456 1196 0 0 0 0 0. 201 e 5.57 4.37 177 111 617 484 177 111 617 484 T513A- 2ocs 2A- 2om 0.540 e 14.96 20.68 39 31 577 797 39 31 577 797 2A- 2om 0.540 e 14,96 22.80 8 6 120 182 8 6 120 182 11D0 0,390 e 10.80 12.03 20 20 216 241 20 20 216 241 0W 16A-19ad 0.049 e 1.36 3.64 7 7 9 24 0 0 0 0 W 16A-19ad 0.049 se 1.36 3.64 1 1 2 5 0 0 0 0 Wl L--- G 12B- 0sw 0.097 s 2.69 2.76 364 349 937 962 0 0 0 0 2A- 2om 0.540 s 14.96 16.28 15 12 228 248 0 0 0 0 tVN 13A-2ocs 0.201 s 5.57 4.37 406 367 2046 1606 406 367 2046 1606 2A- 2om 0.540 s 14.96 17.42 39 0 577 671 39 0 577 671 W 16A-19ad 0.049 s 1.36 3.64 4 4 5 13 0 0 0 0 W 16A-19ad 0.049 sw 1.36 3.64 1 1 2 5 0 0 0 0 1213- 0sw 0.097 w 2.69 2.76 316 274 735 755 0 0 0 0 2A- 2om 0.540 w 14,96 39.23 12 0 179 471 0 0 0 0 2A- 2om 0.540 w 14,96 39.23 31 0 456 1196 0 0 0 0 13A- 2ocs 0.201 w 5.57 4.37 369 256 1425 1119 369 256 1425 1119 2A- 2om 0.540 w 14.96 39.23 32 0 484 1270 32 0 484 1270 2A- 2om 0.540 w 14.96 15,94 32 32 484 516 32 32 484 516 2A- 2omd 0.620 w 17.17 16.08 48 48 824 772 48 48 824 772 W 16A-19ad 0.049 w 1.36 3.64 7 7 9 24 0 0 0 0 W 16A-19ad 0.049 rtw 1.36 3,64 1 1 2 5 0 0 0 0 128- 0sw 0.097 2.69 135 317 300 805 524 317 300 805 524 11D0 0.390 n 10.80 12.03 18 18 192 214 18 18 192 214 C 1613-30ad 0.032 0.89 1.74 1759 1759 1559 3060 19 19 17 33 F 20P-13c 0.068 1.88 0.98 100 100 188 98 0 0 0 0 F 20P-13c 0.068 1.88 0.98 312 312 587 304 0 0 0 0 F 22A-tpl 0.989 27.40 0.00 1348 132 3616 0 1348 132 3616 0 6 c) AED excursion 71 1388 Envelope loss/gain 22035 22751 13862 11417 12 a) Infiltration 4960 1609 2335 757 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants P 230 8 1840 7 1610 Appliances/ other 18W 1200 Subtotal ( lines 6 to 13) 26995 28000 16197 14985 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 26995 28000 16197 14985 15 Duct loads 35% 50% 9390 13332 28 % 47 % 4456 7075 Total room load 36385 41332 20652 22059 Air required (cfm) 1894 1894 947 947 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. PJ- Aiwri htsoft- 2017-Dec-26 08:04:54 Right - Suite® Universal 2017 17.0.23 RSU23828 Page 1 BayCGRMot60KensingtonReserveEstero Bay CGRE. rup Calc = M,18 House faces: E 9- wrightsoft, Right-J® Worksheet Entire House DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot60KensingtonReserveEs... Date: 8-30-11 By: EJH 1 Room name ZONE 2 2 Exposed wall 170.0 It 3 Room height 8.0 It 4 Room dimensions 5 Room area 1740.3 ft2 Ty Construction Ll-value Or HTM Area (ft2) Load Area Load number Btuh/ft2-'F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V! G 12B-0sw 0.097 n 2.69 2.76 364 334 896 920 2A-2om 0.540 n 14.96 15.94 31 0 456 486 y 13A-2ocs 0.201 n 5.57 4.37 0 0 0 0 t-G 2A-2om 0.540 n 14.96 15.94 0 0 0 0 11 W 16A-19ad 0.049 n 1.36 3.64 4 4 5 13 W 16A-19ad 0.049 ne 1.36 3.64 1 1 2 5 1213-0sw 0.097 a 2.69 2.76 316 228 612 629 2A-2om 0.540 e 14.96 39.23 12 0 179 471G 2A-2om 0.540 a 14.96 39.23 46 0 684 1795 2A-2om 0.540 a 14.96 39.23 31 0 456 1196 13A-2ocs 0.201 a 96 0 0 0 0 2A-2om 0.540 e 144.96 20.6868 0 0 0 0 2A-2om 0.540 e 14.96 22,80 0 0 0 0 11DO 0.390 a 10.80 12.03 0 0 0 0 W 16A-19ad 0.049 a 1.36 3.64 7 7 9 24 W 16A-19ad 0.049 se 1.36 3.64 1 1 2 5 1ql L-G 12B-0sw 0.097 s 2.69 2.76 364 349 937 962 2A-2om 0.540 s 14.96 16.28 15 12 228 248 y/ G 13A-20cs 0.201 s 5.57 4.37 0 0 0 0 2A-2om 0.540 s 14.96 17.42 0 0 0 0 W 16A-19ad 0.049 s 1.36 3.64 4 4 5 13 W 16A-19ad 0.049 sw 1.36 3.64 1 1 2 5 0.097 w 2.69 2.76 316 274 735 755L126- 0sw 2A-2om 0.540 w 14.96 39.23 12 0 179 471 2A-2om 0.540 w 14.96 39.23 31 0 456 1196 13A-2ocs 0.201 w 5.57 4.37 0 0 0 0 2A-2om 0.540 w 14.96 39.23 0 0 0 0 2A-2om 0.540 w 14.96 15.94 0 0 0 0 2A-2omd 0.620 w 17.17 16.08 0 0 0 0 W 16A-19ad 0.049 w 1.36 3.64 7 7 9 24 W 16A-19ad 0.049 nw 1.36 3.64 1 1 2 5 fl p 12B-0sw 0.097 2.69 1.75 0 0 0 0 11 D0 0.390 n 10.80 12.03 0 0 0 0 C 166-30ad 0.032 0.89 1.74 1740 1740 1543 3027 F 20P-13c 0.068 1.88 0.98 100 100 188 98 F 2OP-13c 0.068 1.88 0.98 312 312 587 304 F 22A-tpl 0.989 27.40 0.00 0 0 0 0 6 c) AED excursion 0 Envelope loss/gain 8173 12651 12 a) Infiltration 2626 852 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 1 230 Appliances/other 600 Subtotal (lines 6 to 13) 10799 14333 Less external toad 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 10799 14333 15 Duct loads 146% 481% 4934 6884 Total room load 15733 21217 Air required (cfm) 947 947 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri hta¢oft 2017-Dec-26 08:04:54 9 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 2 BayCGRE\Lot60KensingtonReserveEsteroBayCGRE.rup Calc = MJ8 House faces: E 9- wrightsoft, Right-JO Worksheet ZONE 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR,GOM Job: Lot60KensingtonReserveEs... Date: 8-30-11 By: EJH 1 Room name ZONE i Kit/Din 2 Exposed wall 132.0 It 32.5 It 3 Room height 9.3 It 9.3 It heat/cool 4 5 Room dimensions Room area 1347.5 ft2 12.5 x 20.0 It 250.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number 8tuh/ft2-T) Btuh/tt2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/PIS Heat Cool 6 Vjl C 128-0sw 0.097 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 n 0.00 0.00 0 0 0 0 0 0 0 0 y/ 13A-2ocs 0.201 n 5.57 4.37 280 248 1379 1083 0 0 0 0 L_._G 2A-2om 0.540 n 14.96 15.94 32 0 484 516 0 0 0 0 11 W 16A-19ad 0.049 n 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 ne 0.00 O.QO 0 0 0 0 0 0 0 0 1213-Osw 0.5 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.54040 a 0.00 0.00 0 0 0 0 0 Q 0 0 2A-2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 13A-2ocs 0.201 e 5.57 4.37 177 111 617 484 0 0 0 0 2A-2om 0.540 e 14.96 20,68 39 31 577 797 0 0 0 0 2A-2om 0.540 e 14.96 22.80 8 6 120 182 0 0 0 0 1100 0.390 a 10.80 12.03 20 20 216 241 0 0 0 0 W 16A-19ad 0.049 e 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 se 0.00 0.00 0 0 0 0 0 0 0 0 W/ 12B-0sw 0.097 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0C W! 13A-2ocs 0.201 s 5.57 4.37 406 367 2046 1606 187 187 1039 816 G 2A-2om 0.540 s 14.96 17.42 39 0 577 671 0 0 0 0 W 16A-19ad 0.049 s 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 sw 0.00 0,00 0 0 0 0 0 0 0 0 1213-0sw 0.097 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 w 0.00 0.00 0 0 0 0 Q 0 0 0 13A-2ocs 0.201 w 5.57 4.37 369 256 1425 1119 117 84 469 369 2A-2om 0.540 w 14.96 39.23 32 0 484 1270 32 0 484 1270 2A-2om 0.540 w 14.96 15.94 32 32 484 516 0 0 0 0 2A-2omd 0.620 w 17.17 16.08 48 48 824 772 0 0 0 0 W 16A-19ad 0.049 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0,049 nw 0.00 0.00 0 0 0 0 0 0 0 0 fi D 12B-0sw 0.097 2.69 1.75 317 300 805 524 0 0 0 0 11D0 0.390 n 10.80 12.03 18 18 192 214 0 0 0 0 C 16B-30ad 0.032 0.89 1.74 19 19 17 33 0 0 0 0 F 20P-13c 0.068 0,00 0.00 0 0 0 0 0 0 0 0 F 20P-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.40 0.00 1348 132 3616 0 250 33 890 0 6 c) AED excursion 1388 428 Envelope loss/gain 13862 11417 2883 2883 12 a) Infiltration 2335 757 575 186 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 7 1610 0 0 Appliances/other 1200 1200 Subtotal (lines 6 to 13) 16197 14985 3458 4269 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 16197 14985 3458 4269 15 Duct loads 28°% 47 % 4456 7075 28 % 471% 951 2016 Total room load 20652 22059 4409 6285 Air required (cfm) 947 947 202 270 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. 414- Wri tr,tsoft` 2017-Dec-26 08:04:54 g Right -Suite@ Universal 2017 17.0.23 RSU23828 Page 341 ..BayCGRE1Lot60KensingtonReserveEsteroBayCGRE.rup Calc - MJ8 House faces: E 9w wrightsoft Right-JO Worksheet ZONE 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.3853 Web: WWW.DEL AIR.COM Job: Lot60Kensing ton ResetveEs... Date: 8-30-11 By: EJH 1 Room name Family Liv/Dine/Foy 2 Exposed wall 27.0 It 42.5 It 3 Room height 9.3 it heat/cool 9.3 It heat/cool 4 Room dimensions 1.0 x 409.8 it 1.0 x 426.0 It 5 Room area 409.8 ft2 426.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-IF) BtutVft2) or perimeter (fp Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 1q/ 12B-0sw 0.097 n 0.00 0.00 0 0 0 0 0 0 0 0 L- G 2A-2om 0.540 n 0.00 0.00 0 0 0 0 0 0 0 0 y! 13A-2ocs 0.201 n 5.57 4.37 93 61 339 266 0 0 0 0 I- G 2A-2om 0.540 n 14.96 15.94 32 0 484 516 0 0 0 0 11 W 16A-19ad 0.049 n 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0,049 ne 0.00 0.00 0 0 0 0 0 0 0 0 1213- 0sw 0.097 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 e 5.57 4.37 0 0 0 0 177 111 617 484 2A- 2om 0,540 e 14.96 20.68 0 0 0 0 39 31 577 797 2A- 2om 0.540 e 14.96 22.80 0 0 0 0 8 6 120 182 11 DO 0.390 e 10.80 12.03 0 0 0 0 20 20 216 241 W 16A-19ad 0.049 a 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 se 0.00 0.00 0 0 0 0 0 0 0 0 Wt T--- G 12B- Osw 0.097 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 W! t--- G 13A- 2ocs 0.201 s 5.57 4.37 0 0 0 0 219 181 1007 790 2A- 2om 0.540 s 14.96 17.42 0 0 0 0 39 0 577 671 W 16A-19ad 0.049 s 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 sw 0.00 0.00 0 0 0 0 0 0 0 0 126- 0sw 0.097 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0,540 w 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 w 5.57 4.37 159 111 616 484 0 0 0 0 2A- 2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 14.96 15.94 0 0 0 0 0 0 0 0 2A- 2omd 0.620 w 17.17 16.08 48 48 824 772 0 0 0 0 W 16A-19ad 0.049 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 nw 0.00 0,00 0 0 0 0 0 0 0 0 R D 12B- Osw 0.097 2.69 1.75 0 0 0 0 131 131 351 229 11 DO 0.390 n 10.80 12.03 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.89 1.74 0 0 0 0 19 19 17 33 F 2OP-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 2OP-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27.40 0.00 410 27 740 0 426 43 1164 0 6 c) AED excursion 633 105 Envelope loss/gain 3004 2671 4644 3323 12 a) Infiltration 478 155 752 244 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 5 1150 1 230 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 3481 3976 5396 3796 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 3481 3976 5,996 3796 15 Duct loads 28% 1 47 % 1 958 1877 28% 1 47% 1484 1792 Total room load 4439 5853 6881 5589 Air required (cfm) 204 251 316 240 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wri hltsc)k t" 2017-Dec-26 08:04:54 9Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 4 Bay CGRE\Lot60KensingtonReserveEsteroBayCGRE. rup Calc = MJ8 House faces: E rr- wrightsofr Right-JO Worksheet ZONE 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEI.-AIR,COM Job: L.ot60Kensin gtonReserveEs... Date: 8-30-11 By: EJH 1 Room name Powder Home Office 2 Exposed wall 5.5 ft 24.5 ft 3 Room height 9.3 ft heat/cool 9.3 It heat/cool 4 Room dimensions 5.5 x 5.5 ft 1.0 x 151.8 ft 5 Room area 30.3 W 151.8 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ftz°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 t128-0sw 0.097 n 0.00 0,00 0 0 0 0 0 0 0 0 G 2A-2om 0.540 n 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 n 5,57 4.37 51 51 286 224 135 135 753 592 2A- 2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 11 W 16A-19ad 0.049 n 0,00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 ne 0.00 0.00 0 0 0 0 0 0 0 0 12B- Osw 0.097 e 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 0,00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 e 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 e 68 0 0 0 0 0 0 0 0 2A- 2om 0.540 e 144.9696 20.68 0 0 0 0 0 0 0 0 2A- 2om 0.540 e 14.96 22.80 0 0 0 0 0 0 0 0 11 DO 0.390 e 10.80 12.03 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 e 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 se 0.00 0.00 0 0 0 0 0 0 0 0 W! 12B-0sw 0.097 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 133yt 13A-2ocs 0.201 s 5.57 4.37 0 0 0 0 0 0 0 0 2A- 2om 0,540 s 14.96 17.42 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 s 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 sw 0.00 0.00 0 0 0 0 0 0 0 0 128. 0sw 0.097 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w O.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 w 5.57 4.37 0 0 0 0 93 61 339 266 2A- 2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 14,96 15.94 0 0 0 0 32 32 484 516 2A- 2omd 0.620 w 17.17 16.08 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 nw 0.00 0.00 0 0 0 0 0 0 0 0 fl D 128- 0sw 0.097 2.69 1.75 51 51 138 90 0 0 0 0 11130 0.390 n 10,80 12.03 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.89 1.74 0 0 0 0 0 0 0 0 F 20P-13c 0.068 OM 0.00 0 0 0 0 0 0 0 0 F 20P-13c 0.068 0.00 0.00 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 27,40 0.00 30 6 151 0 152 25 671 0 6 c) AED excursion 9 460 Envelope loss/gain 574 305 2248 1834 12 a) Infiltration 97 32 433 141 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) 672 337 2682 1975 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 672 337 2682 1975 15 Duct loads 1 28% 1 47%1 185 159 28 % 47%1 738 932 Total room load 856 495 3419 2907 Air required (cfm) 39 21 157 125 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. Wr htSCott. 2017-Dec-26 08:04:54 Right - Suite® Universal 2017 17.0.23 RSU23828 Page 5 BayCGRE\ Lot60KensingtonReserveEsteroBay CGRE, rup Cale Q MJ8 House faces: E 9- wrightsofk° Right-JO Worksheet ZONE 1 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEI_-AIR.COM Job: Lot60KensingtonReserveEs... Date: 8-30-11 By: EJH i Room name Hall 2 Exposed wall 0 it 3 Room height 9.3 ft heat/coal 4 5 Room dimensions Room area 14.5 x 5.5 ft 79.8 ftz Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/ftl-'F) Btu[/ft') or perimeter (ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V/ G 12B-0sw 0.097 n 0.00 0.00 0 0 0 0 2A-2om 0.540 n 0.00 0.00 0 0 0 0 VjJ 13A-2ocs 0.201 n 5.57 4,37 0 0 0 0 1-C 2A-2om 0.540 n 14.96 15.94 0 0 0 0 11 W 16A-19ad 0.049 n 0.00 0.00 0 0 0 0 W 16A-19ad 0.049 ne 0.00 0.00 0 0 0 0 128-Osw 0.097 e 0.00 0.00 0 0 0 0 2A-2om 0.540 e 0.00 0.00 0 0 0 0 2A-2om 0.540 a 0.00 0.00 0 0 0 0 2A-2om 0.540 e 0.00 0.00 0 0 0 0 13A-20cs 0.201 e 5.57 4.37 0 0 0 0 2A-2om 0,540 e 14.96 20.68 0 0 0 0 2A-2om 0.540 e 14,96 22.80 0 0 0 0 11D0 0,390 e 10.80 12,03 0 0 0 0 W 16A-19ad 0.049 a 0.00 0.00 0 0 0 0 W 16A-19ad 0.049 se 0.00 0,00 0 0 0 0 t--G 126-0sw 0.097 s 0.00 0.00 0 0 0 0 2A-2om 0.540 s 0.00 0.00 0 0 0 0 t-G 13A-2ocs 0.201 s 5.57 4.37 0 0 0 0 2A-2om 0.540 s 14.96 17.42 0 0 0 0 W 16A-19ad 0.049 s 0.00 0.00 0 0 0 0 W 16A-19ad 0.049 sw 0.00 0.00 0 0 0 0 126-0sw 0.097 w 0.00 0.00 0 0 0 0 2A-2om 0,540 w 0.00 0.00 0 0 0 0 2A-2om 0.540 w 0.00 0,00 0 0 0 0 13A-2ocs 0.201 w 5.57 4.37 0 0 0 0 2A-2om 0.540 w 14.96 39.23 0 0 0 0 2A-2om 0.540 w 14.96 15.94 0 0 0 0 2A-2omd 0.620 w 17.17 16,08 0 0 0 0 W 16A-19ad 0.049 w 0.00 0.00 0 0 0 0 W 16A-19ad 0.049 nw 0.00 0.00 0 0 0 0 128-0sw 0.097 2.69 1.75 135 118 316 206 11 D0 0,390 n 10.80 12.03 18 18 192 214 C 16B-30ad 0.032 0.89 1.74 0 0 0 0 F 2OP-13c 0.068 0.00 0.00 0 0 0 0 F 2OP-13c 0.068 0.00 0.00 0 0 0 0 F 22A-tpi 0.989 27.40 0.00 80 0 0 0 6 c) AED excursion 18 Envelope loss/gain 508 402 12 a) Infiltration 0 0 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 1 230 Appliances/other 0 Subtotal (lines 6 to 13) 508 632 Less external load 0 0 Less transfer 0 0 Redistribution 0 0 14 Subtotal 508 632 15 Duct loads 128% 471% 140 298 Total room load 648 931 Air required (cfm) 30 40 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wr htsa ft- 2017-Dec-26 08:04:54 Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 6 BayCGRE\Lot60KensingtonReserveEsteroBayCGRE,rup Calc = MJ8 House faces: E 9- wrightsoft, Right-J® Worksheet ZONE 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEI_.AIR.COM Job: Lot60Kensin gtonReserveEs... Date: 8-30-11 By: EJH 1 Room name ZONE 2 BDRM4 2 Exposed wall 170.0 It 15.0 It 3 Room height 8.0 ft 8.0 It heat/cool 4 Room dimensions 1.0 x 193.5 It 5 Room area 1740.3 ft2 193.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2°F) Btuh/ft') or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N(P/S Heat Cool 6 Wt C 12B- 0sw 0,097 n 2.69 2.76 364 334 896 920 0 0 0 0 2A- 2om 0.540 n 14.96 15.94 31 0 456 486 0 0 0 0 y( 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 I- C 2A-2om 0,540 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W 16A-19ad 0.049 in 1.36 3.64 4 4 5 13 0 0 0 0 W 16A-19ad 0.049 ne 1.36 3.64 1 1 2 5 0 0 0 0 12B- Osw O.097 a 2.69 2.76 316 228 612 629 96 69 185 190 2A- 2om 0.540 e 14.96 39.23 12 0 179 471 12 0 179 471 2A- 2om 0.540 e 14.96 39.23 46 0 684 1795 15 0 228 598 2A- 2om 0.540 e 14.96 39.23 31 0 456 1196 0 0 0 0 13A- 2ocs 0,201 e 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0,540 e 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 e 0.00 0.00 0 0 0 0 0 0 0 O 11 DO 0.390 e 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 a 1.36 3.64 7 7 9 24 0 0 0 0 W 16A-19ad 0.049 se 1.36 3.64 1 1 2 5 0 0 0 0 y! t--. 0 12B- Osw 0.097 s 2.69 2.76 364 349 937 962 24 24 64 66 2A- 2om 0.540 s 14.96 16.28 15 12 228 248 0 0 0 0 13A- 2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 s 1.36 3.64 4 4 5 13 0 0 0 0 W 16A-19ad O,049 sw 1.36 3.64 1 1 2 5 0 0 0 0 126- 0sw 0.097 w 2.69 2.76 316 274 735 755 0 0 0 0 2A- 2om 0.540 w 14.96 39.23 12 0 179 471 0 0 0 0 2A- 2om 0,540 w 14.96 39.23 31 0 456 1196 0 0 0 0 13A- 2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2omd 0.620 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 w 1.36 3.64 7 7 9 24 0 0 0 0 W 16A-19ad 0.049 nw 1.36 3.64 1 1 2 5 0 0 0 0 F 12B-Osw 0.097 0.00 0.00 0 0 0 0 0 0 0 0 11D0 0.390 n OM 0.00 0 0 0 0 0 0 0 0 13C 16B-30ad 0.032 0.89 1.74 1740 1740 1543 3027 194 194 172 337 F 20P-13c 0.068 1.88 0.98 100 100 188 98 0 0 0 0 F 20P-13c 0.068 1.88 0.98 312 312 587 304 95 95 178 92 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 0 13 Envelope loss/gain 8173 12651 1007 1741 12 a) Infiltration 2626 852 227 74 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) 1 10799 14333 1234 1814 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 10799 14,,133 1234 1814 15 Duct loads 1 46% 48% 4934 6884 461% 48 % 564 871 Total room load 15733 21217 1798 2686 Air required (c(m) 947 947 108 120 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrightsof - 2017-Dec-26 08:54 Right - Suited Universal 2017 17.0.23 RSU23828 Page 7 BayGGRE\ Lot60KensingtonReserveEsteroBayCGRE.rup Calc - M.18 House faces: E AL wrightsoft Right-JO Worksheet ZONE 2 DEL -AIR HEATING & AIR CPNDITIONINg531CODISCOWAY, SANFORD, FL 32771 hone: 407-333-2665 ax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: Lot60KensingtonReserveEs... Date: 8-30-11 By: EJH i Room name BDRM3 LOFT 2 Exposed wall 29.5 It 42.0 It 3 Room height 8.0 ft heat/coal 8.0 ft heat/cool 4 Room dimensions 1.0 x 192.0 ft 1.0 x 350.0 It 5 Room area 192.0 ft2 350.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-'F) Btuh/ft2) I or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 t12B-Osw 0.097 n 2.69 2,76 0 0 0 0 224 194 520 534 2A-2om 0.540 n 14.96 15.94 0 0 0 0 31 0 456 486G 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W 16A-19ad 0.049 n 1,36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 ne 1.36 3.64 0 0 0 0 0 0 0 0 12B-Osw 0.097 e 2.69 2.76 108 78 208 214 112 82 219 225 2A-2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0 2A-2om 0.540 a 14,96 39.23 0 0 0 0 31 0 456 1196 2A-2om 0.540 e 14.96 39.23 31 0 456 1196 0 0 0 0 13A-2ocs 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0,540 e 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 a 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 a 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 se 1.36 3.64 0 0 0 0 0 0 0 0 Vi/ 12B-Qsw 0.097 s 2.69 2.76 128 128 344 353 0 0 0 0 G 2A-2om 0.540 s 14.96 16.28 0 0 0 0 0 0 0 0 Vj! 13A-20cs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0G W 16A-19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 sw 1.36 3.64 0 0 0 0 0 0 0 0 128-Osw 0.097 w 2,69 276 0 0 0 0 0 0 0 0 2A-2om 0,540 w 14.96 39.23 0 0 0 0 0 0 0 0 2A-2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0,540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2omd 0.620 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 w 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 nw 1.36 3,64 0 0 0 0 0 0 0 0 12B-Osw 0.097 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0,89 1.74 192 192 170 334 350 350 310 609 F 20P-13c 0.068 1,88 0.98 0 0 0 0 0 0 0 0 F 20P-13c 0.068 1,88 0.98 0 0 0 0 217 217 409 212 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 27 217 Envelope loss/gain 1179 2070 2370 3045 12 a) Infiltration 447 145 637 207 b) Room ventilation 0 0 0 0 13 1ntemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 1626 2215 3007 3251 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1626 2215 3007 3251 15 Duct loads 1 46 % 48%1 743 1064 46% 48%1 13741 1562 Total room load 2369 3279 1 4381 4813 Air required (cfm) 143 146 264 215 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. W"htisc t- 2017-Dec-26 08:04:54 1 9 Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 8 BayCGRE\Lot60KensingtonReserveEsteroBayCGRE.rup Calc - MJ8 House faces: E 1- wrightsofk, Right-JO Worksheet ZONE 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW,DEL-AIR.COM Job: Lot60Kensing ton ReserveEs... Date: 8-30-11 By: EJH 1 Room name MBDRM MWIC2 2 Exposed wall 19,0 It 8.5 it 3 Room height 8.0 ft heat/cool 8.0 ft heat/cool 4 5 Room dimensions Room area 1. 0 x 311.5 ft 311. 5 ft2 7. 0 x 8.5 ft 59. 5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/ft2-'F) Btuh/ft2) or perimeter (tt) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 y/ 12B-Osw 0.097 n 2.69 2.76 0 0 0 0 68 68 183 188 I-- G 2A-2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W 16A-19ad 0.049 n 1.36 3.64 4 4 5 13 0 0 0 0 W 16A-19ad 0.049 ne 1.36 3.64 1 1 2 5 0 0 0 0 12B- Osw 0,097 e 2.69 2.76 0 0 0 0 0 0 0 0 2A- 2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0 T-=-G 2A- 2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0 2A- 2om 0.540 e 14.96 39.23 0 0 0 0 0 0 U 0 13A- 2ocs 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 e 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0,540 e 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 e 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 a 1.36 3.64 7 7 9 24 0 0 0 0 W 16A-19ad 0.049 se 1.36 3.64 1 1 2 5 0 0 0 0 Vj1 128-Osw 0.097 s 2.69 2.76 0 0 0 0 0 0 0 0 2A- 2om 0,540 s 14.96 16.28 0 0 0 0 0 0 0 0 Gt-- C 13A- 20cs 0,201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 W i6A-19ad 0.049 s 1.36 3.64 4 4 5 13 0 0 0 0 W 16A-19ad 0.049 sw 1,36 3.64 1 1 2 5 0 0 0 0 12B- 0sw 0.097 w 2.69 2.76 152 122 326 335 0 0 0 0 2A- 2om 0.540 w 14,96 39,23 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 14.96 39.23 31 0 456 1196 0 0 0 0 es 0.201 w 000 0.00 0 0 0 0 0 0 0 0 2A-- or 2A-2om 0,540 w 0.,00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 0,00 0.00 0 0 0 0 0 0 0 0 2A- 2omd 0.620 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 w 1.36 3.64 7 7 9 24 0 0 0 0 W 16A-19ad 0.049 rtw 1.36 3.64 1 1 2 5 0 0 0 0 128. 0sw 0.097 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.89 1.74 312 312 276 542 60 60 53 103 F 20P-13c 0.068 1.88 0.98 30 30 57 29 7 7 13 7 F 20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 324 21 Envelope loss/gain 1150 2520 249 277 12 a) Infiltration 337 109 129 42 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants @ 230 1 230 0 0 Appliances/ other 0 0 Subtotal ( lines 6 to 13) 1487 2859 377 318 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 1487 2859 377 318 15 Duct loads 146 48 % 6791 1373 46% 48% 172 153 Total room load 2166 4233 550 471 Air required (cfm) 130 189 33 21 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrI ht01`[' 2017-Dec-26 08:04:54 Right - Suite® Universal 2017 17.0.23 RSU23828 Page 9 BayCGRE\ Lot60KensingtonReserveEsteroBayCGRE.rup Cale = MJ8 House faces: E wrightsott, Right-JO Worksheet ZONE 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333.3853 Web: WWW.DEL-AIR.COM Job: Lot60KensingtonReserveEs... Date: 8-30-11 By: EJH 1 Roam name MWIC1 W/C 2 Exposed wall 16.0 It 6.0 It 3 Room height 8.0 It heat/cool 8.0 it heat/cool 4 Room dimensions 7.0 x 9.0 It 6.0 x 4.0 It 5 Room area 610 ft2 24.0 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/(t2-°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 Vf! 1 12B-0sw 0.097 n 2.69 2.76 72 72 193 199 0 0 0 0 2A-2om 0,540 n 14.96 15,94 0 0 0 0 0 0 0 0 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 ne 1.36 3.64 0 0 0 0 0 0 0 0 12B-0sw 0.097 e 2,69 2.76 0 0 0 0 0 0 0 0 2A-2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0 2A-2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0 2A-2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0 13A-2ocs 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 e 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 e 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 e 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 a 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 se 1.36 3.64 0 0 0 0 0 0 0 0 t--G 12B-0sw 0.097 s 2.69 2.76 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 16,28 0 0 0 0 0 0 0 0 W/ 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 G 2A-2om 0,540 s 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 s 1.36 3,64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 sw 1.36 3.64 0 0 0 0 0 0 0 0 1213-0sw 0.097 w 2.69 2.76 56 56 150 155 48 48 129 132 2A-2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 2A-2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 cs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2or2A-2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 w 0,00 0.00 0 0 0 0 0 0 0 0 2A-2omd 0,620 w 0,00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0,049 w 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 nw 1.36 3.64 0 0 0 0 0 0 0 0 12B-Osw 0.097 0,00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.89 1.74 63 63 56 110 24 24 21 42 F 2OP-13c 0.068 1.88 0.96 63 63 119 61 0 0 0 0 F 20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 38 13 Envelope loss/gain 518 487 150 161 12 a) Infiltration 243 79 91 30 b) Room ventilation 0 0 0 0 13 Intemal gains: Occupants @ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 761 565 241 191 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 761 565 241 191 15 Duct loads 146% 481% 348 271 46% 1 48% 1 11p 92 Total room load 1109 837 351 283 Air required (cfm) 67 37 21 13 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wri htrsa t- 2017-Dec-26 08:04:54 Right-SuiteO Universal 2017 17,0,23 RSU23828 Page 10 BayCGRE1Lot60KensingtonReserveEsteroBayCGRE.rup Cale = MJ8 House faces: E wrightsoft, Right-JO Worksheet ZONE 2 DEL -AIR HEATING & AIR CONDITIONINGF531CODISCOWAY, SANFORD, FL.32771 Phone: 407-333-2665 ax: 407-333-3853 Web: WWW.DEL.-AIR.COM Job: Lot60Kensing ton ReserveEs... Date: 8-30-11 By: EJH i Room name BDRM2 MBATH 2 Exposed wall 15.5 It 18.5 ft 3 Room height 8.0 It heat/cool 8.0 It heat/cool 4 Room dimensions 1.0 x 185.3 it 1.0 x 124.5 It 5 Room area 185.3 ft2 124.5 ft2 Ty Construction U-value Or HTM Area (ft2) Load Area (ft2) Load number Btuh/Wt 'F) BtufUft2) or perimeter (ft) Btuh) or perimeter (ft) Btuh) Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 V f 1213-0sw 0.097 n 2.69 2.76 0 0 0 0 0 0 0 0 2A- 2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 t-- G 13A- 2ocs 0,201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0,540 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W 16A-19ad 0,049 n 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 ne 1.36 3.64 0 0 0 0 0 0 0 0 128. 0sw 0.097 e 2.69 2.76 0 0 0 0 0 0 0 0 2A- 2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0 2A- 2om 0,540 e 14.96 39.23 0 0 0 0 0 0 0 0 2A- 2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0 13A- 2ocs 0.201 e OM 0.00 0 0 0 0 0 0 0 0 2A- 2om 0,540 e 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 a 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 e 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0,049 a 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 se 1.36 3.64 0 0 0 0 0 0 0 0 128. 0sw 0.097 s 2.69 2.76 124 109 292 300 88 88 236 243 2A- 2om 0.540 s 14.96 16.28 15 12 228 248 0 0 0 0 yf 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 sw 1.36 3.64 0 0 0 0 0 0 0 0 12B- Qsw 01097 w 2.69 2.76 0 0 0 0 60 48 129 132 2A- 2om 0.540 w 14.96 39,23 0 0 0 0 12 0 179 471 2A- 2om 0.540 w 14.96 39,23 0 0 0 0 0 0 0 0 es 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-- or 2A-2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 2A- 2omd 0.620 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 w 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 nw 1.36 3.64 0 0 0 0 0 0 0 0 R D 12B- Osw 0.097 0.00 OM0 0 0 0 0 0 0 0 11 DO 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 16B-30ad 0.032 0.89 1,74 185 185 164 322 125 125 110 217 F 2OP-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 20P-13c 0.068 1,88 0.98 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 0 0 0 0 6 c) AED excursion 49 118 Envelope loss/gain 685 822 655 1180 12 a) Infiltration 235 76 280 91 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) 919 898 936 1271 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 919 898 936 1271 15 1 uct loads 146% 48! 1 420 431 46 % 48%1 4281 611 Total room load 1340 1330 1363 1882 Air required (cfm) 81 59 82 84 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wr htS01`t' 2017-Dec-26 08:04:54 Right - Suite@ Universal 2017 17.0.23 RSU23828 Page 11 BayCGRE\ Lot60KensingtonReserveEsteroBayOGRE.rup Calc - MJ8 House faces: E r- wrightsoft Right-JO Worksheet ZONE 2 DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407.333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Job: LotWensingtonReserveEs.., Date: 8-30-11 By: EJH 1 Room name STAIRS BATH1 2 Exposed wall 0 ft 0 ft 3 Room height 8.0 ft heat/cool 8.0 If heat/cool 4 Room dimensions 1.0 x 131.3 it 10.5 x 5.5 ft 5 Room area 131.3 ft2 57.8 ft2 Ty Construction U-value Or HTM Area (112) Load Area (ft2) Load number Btuhlft2°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 4i/ 12B-0sw 0.097 n 2.69 2.76 0 0 0 0 0 0 0 0 C 2A-2om 0.540 n 14.96 15.94 0 0 0 0 0 0 0 0 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 n 0.00 0.00 0 0 0 0 0 0 0 0 11 W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 ne 1.36 3.64 0 0 0 0 0 0 0 0 12B-0sw 0.097 e 2.69 2.76 0 0 0 0 0 0 0 0 2A-2om O.540 e 1496 39.23 0 0 0 0 0 0 0 0 2A-2om 0.540 e 14.96 39.23 0 0 0 0 0 0 0 0 2A-2om 0,540 e 14.96 39,23 0 0 0 0 0 0 0 0 0.201 e 0.00 0.00 0 0 0 0 0 0 0 0 1513A- 2ocs 2A-2om 0.540 e 0.00 0.00 0 0 0 0 0 0 0 0 0 2A-2om 0,540 e 0.00 0.00 0 0 0 0 0 0 0 0 11 DO 0.390 e 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 e 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 se 1,36 3.64 0 0 0 0 0 0 0 0 1q1 G 128-0sw 0.097 s 2.69 2.76 0 0 0 0 0 0 0 0 2A-2om 0.540 s 14.96 16.28 0 0 0 0 0 0 0 0 W! 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 s 0.00 0.00 0 0 0 0 0 0 0 0G W 16A-19ad 0.049 s 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 sw 1.36 3.64 0 0 0 0 0 0 0 0 128-0sw 0.097 w 2.69 2.76 0 0 0 0 0 0 0 0 2A-2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 2A-2om 0.540 w 14.96 39.23 0 0 0 0 0 0 0 0 13A-2ocs 0.201 w 0.00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 w 0,00 0.00 0 0 0 0 0 0 0 0 2A-2om 0.540 w 0.00 0.00 0 0 0 0 0 0 0 0 a 2A-2omd 0.620 w 0.00 0.00 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 w 1.36 3.64 0 0 0 0 0 0 0 0 W 16A-19ad 0.049 nw 1.36 3.64 0 0 0 0 0 0 0 0 12B-0sw 0.097 0.00 0.00 0 0 0 0 0 0 0 0 11130 0.390 n 0.00 0.00 0 0 0 0 0 0 0 0 C 1613-30ad 0.032 0.89 1.74 131 131 116 228 58 58 51 100 F 20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 20P-13c 0.068 1.88 0.98 0 0 0 0 0 0 0 0 F 22A-tpl 0.989 0,00 0,00 0 0 0 0 0 0 0 0 6 c) AED excursion 14 6 Envelope loss/gain 116 214 51 94 12 a) Infiltration 0 0 0 0 b) Room ventilation 0 0 0 0 13 Internal gains: Occupants C@ 230 0 0 0 0 Appliances/other 0 0 Subtotal (lines 6 to 13) 116 214 51 94 Less external load 0 0 0 0 Less transfer 0 0 0 0 Redistribution 0 0 0 0 14 Subtotal 116 214 51 94 15 Duct loads 1 46% 481/6 53 103 46% 48% 1 231 45 Total room load 169 317 75 139 Air required (cfm) 10 14 4 6 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrhta -oft- 2017-Dec-26 08:04:54 Right- SuiteO Universal 2017 17.0.23 RSU23828 Page 12 BayCGRE\ Lot60KensingtonReserveEsteroBayCGRE.rup Cale - M.18 House faces: E r wrightsoft, Right-JO Worksheet ZONE 2 DEL -AIR HEATING & AIR CPNDITIONING 531 CODISCO WAY, SANFORD, FL 32771 hone: 407-333.2665 Fax: 407-333-3853 Web: WWW.DEI-AIR.COM Job: Lot60KensingtonReserveEs... Date: 8-30-11 By: EJH i Room name LAUNDRY 2 Exposed wall 0 ft 3 Room height 8.0 ft heat/cool 4 Room dimensions 8.0 x 6.0 ft 5 Roam area 48.0 ft' Ty Construction U-value Or HTM Area (ft2) Load Area Load number Btuh/ftz-'F) Btuh/ft2) or perimeter (ft) Btuh) or perimeter Heat Cool Gross N/P/S Heat Cool Gross N/P/S Heat Cool 6 lq! 12B-Qsw 0.097 n 2.69 2.76 0 0 0 0 2A-2om 0.540 n 14.96 15.94 0 Q 0 0 q! 13A-2ocs 0.201 n 0.00 0.00 0 0 0 0 t-C 2A-2om 0.540 n 0.00 0.00 0 0 0 0 11 W 16A-19ad 0.049 n 1.36 3.64 0 0 0 0 W 16A-19ad 0.049 ne 1.36 3.64 0 0 0 0 1213-0sw 0. e 2. 2. 0 0 0 0 2A-2am 0.540540 e 14.9696 39.2323 0 0 0 Q 2A-2om 0,540 e 14.96 39.23 0 0 0 0 2A-2om 0.540 e 14,96 39.23 0 0 0 0 13A-?,ors 0,201 e 0.00 0.00 0 0 0 0 2A-2om 0.540 e 0.00 0.00 0 0 0 0 2A-2om 0.540 e 0.00 0.00 0 0 0 0 11130 0.390 e 0.00 0.00 0 0 0 0 W 16A-19ad 0.049 a 1.36 3.64 0 0 0 0 W 16A-19ad 0.049 se 1.36 3.64 0 0 0 0 1q! G 12B-Osw 0.097 s 2.69 2.76 0 0 0 0 2A-2om 0.540 s 14.96 16.28 0 0 0 0 13A-2ocs 0.201 s 0.00 0.00 0 0 0 0 2A-2om 0.540 s 0.00 0.00 0 0 0 0 W 16A-19ad 0.049 s 1.36 3.64 0 0 0 0 W 16A-19ad 0.049 sw 1.36 3.64 0 0 0 0 1213-0sw 0.097 w 2.69 2.76 0 0 0 0 2A-2om 0,540 w 14.96 39.23 0 0 0 0 2A-2om 0.540 w 14.96 39.23 0 0 0 0 13A-2ocs 0.201 w 000 0.00 0 0 0 0 2A-2om 0.540 w 0.,00 0.00 0 q 0 0 2A-2om 0.540 w 0.00 0.00 0 0 0 0 2A-2omd 0.620 w 0.00 0.00 0 0 0 0 W 16A-19ad 0.049 w 1.36 3.64 0 0 0 0 W 16A-19ad 0.049 nw 1.36 3.64 0 0 0 0 fl D 12B-0sw 0.097 0.00 0.00 0 0 0 0 1 t DQ 0.390 n 0.00 0.00 0 0 0 0 C 1613-30ad 0.032 0.89 1.74 48 48 43 83 F 20P-13c 0.068 1.88 0.98 0 0 0 0 F 2OP-13c 0.068 1.88 0.98 0 0 0 0 F 22A-tpl 0.989 0.00 0.00 0 0 0 0 6 c) AED excursion 43 Envelope loss/gain 43 41 12 a) Infiltration 0 0 b) Room ventilation 0 0 13 Internal gains: Occupants @ 230 0 0 Appliances/other 60Q Subtotal (lines 6 to 13) 43 641 Less external load 0 0 Lass transfer 0 0 Redistribution 0 0 14 Subtotal 43 641 15 Duct loads 146 48% 19 308 Total room load 62 948 Air required (cfm) 4 42 Calculations approved by ACCA to meet all requirements of Manual J 8th Ed. wrights4oft- 2017-Dec-26 08:04:54 Right -Suite® Universal 2017 17.0.23 RSU23828 Page 13 BayCGRE\Lot60KensingtonReserveEsteroBayCGRE.rup Calc = MJ8 House faces: E Duct System Summary Job: otWensingtonReserv... wrightsoft. L. Date: 8-30-11 ZONE 1 By: EJH DEL -AIR HEATING & AIR CONDITIONING 531 CODISCO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM Project Information For: RYAN HOMES 3671 CRAWLEY DOWN LOOP, SANFORD, FL32773 External static pressure Pressurelosses 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 H 20 0,256 in/ 100ft 947 cfm Cooling 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.170 / 0.170 in H2O 0.256 in/100ft 947 cfm 133 ft Supply Branch Detail Table Name Design Btuh) Htg cfm) Clg cfm) Design FR Diam in) H x W in) Duct Mall Actual Ln (ft) Ftg.Egv Ln (ft) Trunk Family c 5853 204 251 0.295 9.0 OX O VIFX 25.3 90.0 stl Hall c 931 30 40 0.284 4.0 Ox0 VIFx 29,7 90.0 stl Home Office h 3419 157 125 0.311 7.0 Ox 0 VIFx 19.4 90.0 stl Kit/Din c 6285 202 270 0.263 9.0 Ox 0 VIFx 39.2 90.0 stl Liv/Dine/Foy h 3440 158 120 0.272 8.0 Ox 0 VIFX 35.2 90.0 SO Liv/Dine/Foy-A h 3440 158 120 0.256 8.0 Ox 0 VIFX 43.1 90.0 SO Powder h 856 39 21 0.290 4.0 Ox 0 VIFX 27.3 90.0 stl Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk stl Peak AVF 947 947 0.256 678 16.0 0 x 0 VinIFIX Name Grille Size (in) Htg cfm) Cig cfm) TEL ft) Design FR Veloc fpm) Diam in) H x W in) Stud/Joist Opening (in) Duct Mall Trunk rb3 Ox 0 947 947 0 0 0 0 Ox 0 VIFx 2017-Dec-26 08:04:56 WrightSOft* Right -Suite® Universal 2017 17.0.23 RSU23828 Page 1 BayCGRE\Lot60KensingtonReserveEsteroBayCGRE.rup Calc - MJ8 House faces: E Duct System Summary Job: Lot60KensingtonReserv... wrightsoft Date: 8-30-11 ZONE 2 By: EJH DEL -AIR HEATING & AIR CONDITIONING 531 CODISGO WAY, SANFORD, FL 32771 Phone: 407-333-2665 Fax: 407-333-3853 Web: WWW.DEL-AIR.COM For: RYAN HOMES 3671 CRAWLEY DOWN LOOP, 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 0.280 in/100ft 947 cfm Cooling 0.40 in H2O 0.06 in H2O 0.34 in H2O 0.170 / 0.170 in H 20 0.280 in/ 100ft 947 cfm 121 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 BATH1 c 139 4 6 0.455 4.0 Ox0 VIFx 4.7 70.0 BDRM2 h 1340 81 59 0.310 6.0 Ox 0 VIFx 24.6 85.0 st2 BDRM3 c 3279 143 146 0.293 7.0 Ox 0 VIFx 31.2 85.0 st2 BDRM4 c 2686 108 120 0.308 6.0 Ox 0 VIFx 25.5 85.0 st2 LAUNDRY c 948 4 42 0.312 4.0 Ox0 VIFx 23.8 85.0 st2 LOFT h 4381 264 215 0.424 9.0 Ox 0 VIFx 10.1 70.0 MBATH c 1882 82 84 0.292 6.0 Ox 0 VIFx 31.5 85.0 st2 MBDRM c 4233 130 189 0.417 8.0 Ox 0 VIFx 11.6 70.0 MWIC1 h 1109 67 37 0.407 5.0 Ox0 VIFx 13.5 70.0 MWIC.2 h 550 33 21 0.460 4.0 Ox0 VIFx 3.9 70.0 STAIRS c 317 10 14 0.439 4.0 Ox 0 VIFx 7.4 70.0 W/c h 351 21 13 0.280 4.0 Ox 0 VIFx 36.5 85.0 st2 Supply Trunk Detail Table Name Trunk Type Htg cfm) Clg cfm) Design FR Veloc fpm) Diam in) H x W in) Duct Material Trunk st2 Peak AVF 438 465 0.280 591 12.0 0 x 0 VinlFlx 2017-Dec-26 08:04:56 w wrlght Oft' Right-SuiteO Universal 2017 17.0.23 RSU23828 Page 2 BayCGRE\Lot60KensingtonReserveEsteroBayCGRE.rup Calc - MJ8 House faces: E 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 rb2 Ox 0 947 947 0 0 0 0 Ox 0 VIFx 2017-Dec-26 08:04:56 WCIQhtSOft" Right -Suite@ Universal 2017 17.0.23 RSU23828 Page 3 BayCGRE\Lot60KensingtonReserveEsteroBayCGRE.rup Cale - MJ8 House faces: E FORM R405-2017 RESIDENTIAL ENERGY CONSERVATION CODE DOCUMENTATION CHECKLIST Florida Department of Business and Professional Regulation Simulated Performance Alternative (Performance) Method Applications for compliance with the 2017 Florida Building Code, Energy Conservation via the residential Simulated Performance Method shalt 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, e-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 (one page) and an input summary checklist that can be used for field verification (usually four pages/may be greater). Energy Performance Level (EPL) Display Card (one page) HVAC system sizing and selection based on ACCA Manual S or per exceptions provided in Section R403.7 Mandatory Requirements (five 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) EnergyGaugeO - USRCSB v6.0 1/1212018 8:04:34 AM Page 1 of i it II H )Q;NJ= li 9'-4' GLCs it t! r L I 1 iL r--------------------------------- 1 I 1 I I 1 I 3 1 i i I W-4' CAA i I i 1 1 1 1 i------------- FAIM RN, V-4' CLL 14N I 11 li li I 144 lwcd I I 120 t 6' I I V-4• 1 I I I CLOs I # DINING 1LIVII IG HOOP W-A.CLA ----__ 11 11 11 6' Foyn 9'-4' CLG, 14x6 1wcd 120 II x-sN x-aa N I i 9'-4' GLfsi 1 Transer ductscols sized M compliance with Florida Reshiential Building Cods-141602.4 balanced return arc. EXCEPTMS 1-3 NOTE TO SURM:MUST PROVIDE UNRESTRICTED 1 INCH UNDERCUT ON DOORS TO HASITAL ROOMS I i3 # I 1 2)29-64 i ra j 125 a -41 t 12A l wad LDain auci cap 696RNB V-4' Ctrs scale :1 6'=1'0' 2510W%%Z w 0240Y 1PH t11dr--------- I 1 I I w- oxr-L ox 1202 rog 42X42 A/C SLAT BY BL©R MIN jai i02' FROM WALL Must have a minimum clearance of 4 inches around the air handler per the State Energy code. All duct has an r=6 insulation value. 3" bath duct to roof cap w/fan Nutone 696RNB f 4" dryer duct to roof cap w/dryer vent box d 10x6 \1 wcd ICY „ EGW" 190 14x8 1wcd 6 rod ECsF$GG 0 14 ii i 1W.R.-BER. OWN i f 145 F. J0 wall roi„ Ox6 wall .. 120 D, D; scale: ' 9 ISC I TON W/5KW i • • 66 platform bldr IR-15H _ 10x6 1 wc( 35 a,TV, G 5" 8' O GLCa 2( 8x4 lwcd 14x811wcd 215 Must have a minimum clearance of 4 inches around the air handler per the State Energy code. All duct has an r=6 insulation value. HOM fs Xodsfld&,701J JOL. 14 Im olti, /41/' 00 L-tw Vb In 0/0 Q M kAUA 4"jc izt;,. i 4& VS14 DESCRIPTION AS FURNISHED: Lot 60, KENSINGTON RESERVE, as recorded in Plot Book 81, Pages 86 through 92, Public Records of Seminole County, Florida. copy PLOT PLAN FOR / CERTIFIED TO: Ryon Homes1NVR -Inc. be Ok to construct single family home with setbacks and impervious area 41.02' shown on plan. -%.(o 0 im p. mp. Es-fev-o &q , GR 57 LOT 59 10.00, PART OF LOT 36 PALM HAMMOCK ALLOTMENT PLAT BOOK 1, PAGES 104-105. S 00018'41 " E 60. 00' 31.02' LOT 60 31.01' 27.0' P EXTENDED LANAIC 30.0' O C• O O PROPOSED RESIDENCE MODEL: ESTERO BAY CONC ELEV.0 2CAR GARAGE RIGHT PAD 10.00' o ENTRY 19.3' 20.7' 10.00, TTJ WALK 16' DRIVE 25.50' 25 50' 10' UTILITY ESMT. X CONC WALK S 00019'09" E (9-8.) r 111 60.00 \ 10 ---------- MY MIKI.-A LOT 61 6 53.20' P.C. Ar - - - - 0 CRAWLEY DOWN LOOP -------------- 50' PRIVATE Rlff) PROPOSED = FINSHED SPOT GRADE ELEVATIONS LLI(I A_ I`VKNI>t1I:UPLOTPLANONLYNOTASURVEYQUI(III PER DRAINAGE PLANS FRONT- 2 PLOT PLAN AREA CALCULATIONS REAR 20 PROPOSED DRAINAGE FLOW IMPERVIOUS COVERAGE - 2,72101 SQUARE FEET OR 38.62X SIDE - 5' FOR 40' LOTS LOT GRADING TYPE A ;' LOT CONTAINS 7,050.88± SQUARE FEET SIDE - 7.5' FOR 60' LOTS PROPOSED FINISH FLOOR PER PLANS 28.6 I QQ LIVING AREA CONTAINS 1,766.0± SQUARE FEET SIDE - 10' FOR 75' LOTS CONCZLANAI IPORCH CONTAINS 957.0:k SQUARE FEET SIDE STREET = 25' CRUSEYVHEM? —SCOTT ASSOC, LVC -- 1,,4ATD SURVEYORS LEGEND - LEGEND - P PLAT PDA.' POINT 5400 E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-,3232 FAX (407)-658-1436ONLINE F FIELDFTYP.TYPICAL NOTES: 1P IRON PIPE PA POINT OF REVERSE CURVATURE A IRON ROD P.C.C.P • POINTOF COMPOUND CURVATURE 1. THE UNDERSIGNED DOES HERESY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PR407XC SET FORTH BY THE FLORIDA BOARD OF EA. CONCRETE MONUMENT RAO. • RADIAL PROFESSIONAL SURVEYORS AND MAPPERS IN CHAPTER W-17 FLORIDA ADMINISTRATIVE CODE PURSUANT T0,SECTIOM 472.027, FLORIDA STATUES SET LR. - 1/2' IA. /*LD 4596 MR. •NOR -RADIAL Z UNLESS EMBOSSED WITH SURVEYOR'S SIGNATURE AND ORIOWAL RAISED SEAL, THIS SURVEY MAP 00 COPIES ARE NOT VALID REC. • RECOVERED W.P. • WITNESS POINT J. THIS SURVEY WAS PREPARED FROM TITLE INFOR9417ON FURNISHED TO THE SURVEYOR. THERE A44Y BE OTHER RESTRIC77ONS P 0 0: OIMT OF 11COINHONG 11 • CALCULATE P ORCASEMENTS TWT AFFECT THIS PROPERTY' P C I PRA P.O.C. POINT OF COMMENCEMENT PERMANENT REFERENCE MONUMENT i CENTERLINE FF. • FINISHED FLOOR ELEVATION 4. NO UNDERGROUND IMPROVEMENTS HAVE BEEN LOCATED UNLESS OTHERWISE SHOWN L N& DNAIL & DISK R,SBUILDING SETBACK LIKE S. INS SURVEY IS PRE PREPARED FOR THESOLE BENEFIT OF THOSE CER17FIM TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY R/W RIGHT- OF-WAY '.K • BENCHMARK B. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY LINES CSHT. EASEMENT B. H. • BASE REARING 7. BEARINGS, ARE BASED ASSL04ED DATUM AND ON THE LINE SHOWN AS WE BEARING (B.S.) DRAIN, •UTILITY RAINAGC UTtL 8- ELEVATIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929. UNLESS OTHERWISE NOTED, CLF6. CHAIN LINK FENCE 9. CERTIFICATE OF AUTHORIZATION No, 45ft VDFC. • Van FENCE C/o CONCRETE BLOCK SCALE 1' 20' DRAWN BY, ORDER P.C. • POINT OF CURVATURE P.T. • PC MY OF TANGENCY DESC. • DESCRIPTION CERTIFIED BY., No. R RADIUS L ARC LENGTH PLOT PLAN 12-12-17 5614-17 D DELTA C • CHORD C. B. CHORD BEARING NORTH THIS BUILDING/ PROPERTY DOES NOT LIE WITHIN S W/ 1 714 THE ESTABLISHED 100YEARFLOODPLANEASPERTom . G SoiN W. S ZONE MAP I 12117CO09OF (09-28-07) TOM W. SCO R. L. t4801 Awl TRUSSES 1 FLORIDA CORPORATION 4451 ST. LUCIE BLVD FORT PIERCE, FL 34946 PH: 772-409-1010 FX: 772-409-1015 www.AlTruss.com TRUSS ENGINEERING PROJECT: KENSINGTON RESERVE COUNTY: SEMINOLE LOT/BLK/MODEL: LOT:60 / MODEL:ESTERO BAY 2 / ELEV:C / GAR R MASTER#: WRCEB2CLM y OPTIONS: EXT LANAI, MASTER TRAY 4 . A-1 ROOF TRUSSES A FLORIDA CORPORATION RE: Job WREB2CLM Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 These truss designs rely on lumber values established by others. Site Information: Customer Info: RYAN HOMES Project Name: A-1 Roof Trusses 4451 St Lucie Blvd Fort Pierce, FL 34946 Lot/Block: Model: ESTERO BAY v2 "C" Address: Subdivision: City: County: VARIES 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: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 150 MPH Roof Load: 40.0 psf Floor Load: 55.0 psf This package includes -71 individual, dated Truss Design Drawings and 16 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 61 G1 5-31.003,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 A0180979 A01GT 12R117 13 AO180991 B06 12/7117 25 A0181003 CJ5B 12/7/17 2 A0180980 A02 1217/17 14 A0180992 B07 12/7/17 26 AO181004 D05E 1217/17 3 A0180981 A02T 12/7/17 15 A0180993 C01 1217/17 27 A0181005 D06 12/7/17 4 A0180982 A03 12/7/17 16 A0180994 C01GE 1217/17 28 A0181006 FG1C 12R/17 5 A0180983 A03T 12/7117 17 A0180995 C05E 12/7/17 29 A0181007 FG2 12/7/17 6 A0180984 A04 12/7/17 18 A0180996 CA 12/7/17 30 AO181008 FL01E 1217117 7 A0180985 A05 1217/17 19 A0180997 CAB 1217/17 31 A0181009 FL02 12RI17 8 A0180986 A06 1217117 20 A0180998 CJ2 1217/17 32 A0181010 FL03G 12R117 9 A0180987 A07 12/7/17 21 A0180999 CJ3 12/7/17 33 A0181011 FL04 1217/17 10 A0180988 A08 12/7/17 22 AO181000 CJ313 12/7117 34 A0181012 FL05G 1217/17 11 A0180989 A15G 12/7/17 23 A0181001 CA 12R117 35 A0181013 FLO6 1217/17 12 A0180990 I B05G 12R/17 24 AO181002 1 CJ5 12/7/17],36 A0181014 I FL07G 12/7/17 The truss drawing(s) referenced have been prepared by MiTek Industries, Inc. under my direct supennslon based on the parameters provided by A-T Roof I cusses, Ltd. Truss Design Engineer's Name: Anthony Tombo III My license renewal date for the state of Florida is February 28,2019. e bat4pl"t f# NOTE:The seal on these drawings indicate acceptance of professional{ + T #40, engineering responsibility solely for the truss components shown. M v.0004#*', ' r The suitability and use of components for any particular building is the responsibility of the v$'` .*'" +"** / building designer, perANSIrrPI-1 Sec. 2. ; g, The Truss Design Drawing(s)(TDD(s)) referenced have been prepared based on the construction documents (also referred to at times as 'Structural Engineering Documents) 1*t • provided by the Building Designer indicating the nature and character of the work. + •{ The design criteria therein have been transferred to Anthony Tombo III PE by (A1 Roof w Trusses or specific location). These TDDs (also referred to at times as 'Structural 0,90a11ys,9ned by Anth *e" Engineering Documents) are specialty structural component designs and may be part of a rwnbo III „ r' ` dN: e,o= holorida,I-Fprojectsdeferredorphasedsubmittals. As a Truss Design Engineer (i.e., Speciatln lQny T. ' `* Pietce, o-Whole Hause ij ,,h . Engineer), the seal here and on the TOD represents an acceptance of professional Engine Ing,c—AnthonyT it S **•* 'r tk engineering responsibility for the design of the single Truss depicted on the TDD o Y{ To-M, nl.." :s Building Designer is responsible for and shall coordinate and review the TDDs for Tyc M bor III e=ImAnmony.Tombo@whent-1 neering net compatibility with their written engineering requirements. Please review all TDDs and all Anthonr.TRtf"Plo Fb6t:21 oww SERIAL, #: related notes. 3BBCA22100 0000004C1287DF Page 1 of 2 M Lumber design values are in accordance with ANSI/TPI 1-2007 section 6.3 Q" 1 ROOF These truss designs rely on lumber values established by others. TRUSSES A FLORIOA CORPORATION RE: Job WREB2CLM No. Seal # Truss Name Date No. Seal # Truss Name Date 37 A0181015 FL08 12/7/17 75 STDL12 STD. DETAIL 12/7/17 38 A0181016 FL09G 12/7117 76 STDL13 STD. DETAIL 12/7/17 39 A0181017 FL10 1217117 77 STDL14 STD. DETAIL 1217/17 40 A0181018 FL12 1217/17 78 STDL15 STD. DETAIL 12/7117 41 A0181019 FL13 12/7/17 79 STDL16 STD. DETAIL 12/7117 42 A0181020 FL14 12/7/17 43 A0181021 FL15E 1217/17 44 A0181022 FL16G 12(7117 45 A0181023 FL20 12/7/17 46 A0181024 HJ5 12/7/17 47 A0181025 HJ6 1217/17 48 A0181026 HJ7 12/7117 49 A0181027 HJ7B 12f7/17 50 A0181028 J5 12/7/17 51 A0181029 J6 12/7/17 52 A0181030 J7 12/7/17 53 A0181031 J78 1217/17 54 A0181032 J7T 12/7/17 55 A0181033 L01G 12/7/17 56 A0181034 L02 1217117 57 A0181035 L03 1217/17 58 A0181036 MG7C 12/7/17 59 A0181037 V06 1217/17 60 A0181038 V10 1217/17 61 A0181039 VM2 12/7117 62 A0181040 VM4 1217/17 63 A0181041 VM6 1217/17 64 STDL01 STD. DETAIL 12/7/17 65 STDL02 STD. DETAIL 12/7/17 66 STDL03 STD. DETAIL 12/7/17 67 STDL04 STD. DETAIL 12/7/17 68 STDL05 STD. DETAIL 12/7/17 69 STDL06 STD. DETAIL 12/7117 70 STDL07 STD. DETAIL 1217/17 71 STDL08 STD. DETAIL 12/7/17 72 STDL09 STD. DETAIL 12/7117 73 STDL10 STD. DETAIL 12/7117 74 STDL11 STD. DETAIL 12/7/17 Page 2 of 2 2CLM IA01GT I Hip Girder K RYAN Y v2 A0180979 of Trusses, Fort Pierce, FL 34946, design@aitruss.com Run: 8.120 s Nov 12 2017 Print 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:46:46 2017 Page I D:ta7uotTo57o0tNCWmTn2mQyhggX-r51VoWaNV4xYs5?MSZPZzaFjBXima4JAEBvu6vy8Mpt 0 2 4-1-9 6-11-4 9-9-4 13-11-9 18-9-11 -_ 23-6.0 32-1t t 35 8-15 39-10 8 40-t ir4 1 4-1-9 - 2 92 10-0 4-2-5 { 4 10 1 f - 4 8-5 --f- 9:5 v r 2-9-11 ' 4-t-9 -f0 1r1 Dead Load Dee. = 9116 in 157 c 402 II 400'= 2x4 11 3x4 II 5x8 = 4x6 =: 3x4 = 402 It 7x8 = 700 = 11- 4 LOADING ( psf) SPACING- 2-0-0 CSi. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.99 Vert(LL) 0.51 22-23 945 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.95 Vert(CT) 1.04 22-23 459 240 BCLL 0.0 Rep Stress Incr NO WB 0.94 Horz(CT) Wind( LL) 0. 32 15 0. 46 22-23 n/ a 999 n/ a 240 Weight: 485 lb FT = 0% BCDL 10.0 Code FBC2017(TPI2014 Matrix -MS LUMBER - TOP CHORD 2x4 SP M 30 'Except` T2, T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'Except" B2: 2x4 SP No.3, B4: 2x4 SP No.2 WEBS 2x4 SP No.3 `Except" W3, W8: 2x4 SP No.2 SLIDER Left 2x8 SP No.2 2-0-0, Right 2x8 SP No.2 2-0-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-6-7 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Except: 10- 0-0 oc bracing: 25-27, 20-22 REACTIONS. ( lb/size) 2 = 3350/0-2-12 (min. 0-2-0) 15 = 3332/0-2-12 (min. 0-1-15) Max Horz 2 - 78(LC 25) Max Uplift 2 _ 641(LC 5) 15 = 627(LC 4) Max Grav 2 - 3350(LC 1) 15 = 3332(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3- 4=-5236/1039, 4-5=-5459/1083, 5- 6=-7865/1538, 6-37=-7980/1561, 37- 38=-7980/1561,7-38=-7980/1561, 7- 39=-10259/1951, 39-40=-10259/1951, 8- 40=-10259/1951, 8-9=-10767/1989, 9- 41=-10767/1989,10-41=-10767/1989, 10- 42=-10643/1971,42-43=-10643/1971, 11- 43=-10643/1971, 11-44=-7048/1343, 44- 45=-7048/1343, 12-45=-7048/1343, 12- 13=-5449/1063, 13-14=-5215/1017, 14- 15=-196/271 BOT CHORD BOTCHORD 2- 28=-869/4357, 27-28=-105/431, 25- 27=-23/302, 6-25=-347/147, 25- 46=-1877/10259, 46-47=-1877/10259, 24- 47=-1877/10259, 24-48=-2016/11200, 48- 49=-2016/11200, 23-49=-2016/11200, 23- 50=-2016/11200, 50-51=-2016/11200, 22- 51=-2016/11200, 10-22=-533/191. 20- 52=-75/606, 52-53=-75/606, 19- 53=-75/606, 19-54=-854/4937, 18- 54=-854/4937, 18-55=-854/4937, 17- 55=-854/4937, 15-17=-789/4332 WEBS 5- 28=-2609/511, 25-28=-901/4927, 5- 25=-976/5342, 7-25=-2762/511. 7- 24=-93/941, 8-24=-1156/211, 11- 19=-3066/696,12-19=-517/2882, 12- 17=-2801173, 19-22=-1189/6668, 11- 22=-793/4296, 8-23=0/486, 8- 22=-547/132, 4-28=-188/892, 13- 17=-193/924 NOTES- 1) 2-ply truss to be connected together with 1 Od 0. 131"x3") nails as follows: Top chords connected as follows: 2x4 - 1 row, at 0-7-0 oc. Bottom chords connected as follows: 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 (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) Plates checked for a plus or minus 0 degree 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) " This truss has been designed for a live load of 20, Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 15. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 641 lb uplift at joint 2 and 627 lb uplift at joint 15. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 240 lb down and 167 lb up at 6-11-4, 122 lb down and 67 lb up at 9-0-0, 114 lb down and 47 lb up at 11-0-0, 114 Ib down and 471b up at 13-0-0, 114 lb down and 47 lb up at 15-0-0, 114 lb down and 47 lb up at 17- 0-0, 114 lb down and 47 lb up at 19-0-0, 114 lb down and 47 lb up at 20-10-8, 114 lb down and 47 lb up at 22-10-8, 122 lb down and 67 lb up at 24-10-8, 122 lb down and 67 lb up at 26-10-8, 122 lb down and 67 lb up at 28-10-8, and 122 lb down and 67 lb up at 30- 10-8, and 240 lb down and 167 lb up at 32-11-4 on top chord, and 344 lb down and 96 lb up at 6-11-4, 88 lb down at 9-1-8, 98 lb down and 21 lb up at 11-0-0, 98 lb down and 21 lb up at 13-0-0, 98 lb down and 21 Ib up at 15-0-0, 98 lb down and 21 lb up at 17-0-0, 98 lb down and 21 lb up at 19-0-0, 98 lb down and 21 lb up at 20-10-8, 98 lb down and 21 ib up at 22-10-8, 88 lb down at 24-10-8, 88 ib down at 26-10-8, 88 lb down at 28-10-8, and 88 lb down at 30-10-8, and 344 lb down and 96 lb up at 32-10-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1 .25 Plate Increase=1.25 Uniform Loads (pif) Vert: 1-5=-60, 5-12=-60, 12-16=-60, 27-29=-20, 26- 27=-20, 22-25=-20, 20-21=-20, 20-33=-20 Concentrated Loads (lb) 2 28=-86 /4357, 27-28=-105/431, rotation about its center. Continued on page 2 MaW1- iNev M..ytlrre •a'A1PoM'IRVSSEilfl`,`, i4NI4tlt1a561QFBIII 1$ia170Y{iaf;%A(nx16i1KMfxr MA tpp ktq. ramxrttw rtN M#rMatir.tt h ry.A.aa ldO; aNal.9ep f.[MrtW_F: 4fitat uua kM.ro 6.ren NMx,u ggdmatad ..k rbrtKtrrd. il.IK tdlbuNWafRCxN etkA 4.t knt Rnq. talmtn yts.kkxar[.pn';a rellwaq EB@tgmtMswaurl Me lfMNaetuaM M4+rA a:aMiMh7r lrkW die;jt 7,af:rMxNalk lOR rth.aM lNl lkka..zn pw5, beanMOlat x+RhrXf Anthony T. Tombo li R, P1. r. t.an, ,r.,w.!+rads,M,.:w.ra>wnaa.a..a.ka.r.a.iar.w.R,au d5,:r.a..+.r,waaroxu,d.ar.unrs ara.rrr.l. ivgp.,e.ia.roR.u.r u.,.ear,.tt,a4a+,wrM=. 80083 a tNlMr @4c}ar.d fMrtMMr. FM URt uaei•Mad naMpeMe4dryyN.xiAakak2if++4rt.M SeM aln.xMa;1(S MRSklhin w3rcAw,Meraaw wmer .r'F eeAws a,.yr+uirMie allercsea4naBa,gw. i-eexptgsa.mtnn B.0.*. nen 4451 St- Lude Blvd, Mnanel Mha;+urbqu4prax..ax,{M,.ANus anMa tN[m+Rn4. bpsuna4fakeW.tMyw<r.irxtS.asE.prra Ma}WMR. tflnpMr.. aaettkkM x'q.! Ioit Pwce, fL 34946 4 CappyU 14146-t RaeiLnsas-haAaay LRando NL Pf. ReprafaaiaadAft lwaxwai. ra aay terra, is prediRikleirdaanlw airtee pmarissi¢aUos A -I Raul Bassos-MAoey Liaa da ill. P.E. I I "" 1 11S5 1We uty ply RYAN HOMES / ESTERO BAY v2 , WREB2CLM A01GT Hip Girder 1 2 A0180979 8.120 s Nov 1 ID: LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 5=-193(F)9=-114(F) 12=-193(F)27=-60(F) 6=-122(F) 28=-344(F) 8=-114(F) 17=-344(F)23=-80(F) 37=-114(F) 38=-114(F) 39=-114(F) 40=-114(F) 41=-114(F) 42=-122(F) 43=-122(F) 44=-122(F) 45=-1 22(F) 46=-80(F) 47=-80(F) 48=-80(F) 49=-80(F) 50=-80(F) 51 =-80(F) 52=-60(F) 53=-60(F) 54=-60(F) 55=-60(F) A., Maus^unrrltklAlcus.;n n r,;.roR"aM nuRw¢rx Ar MR +«xr«.q.ro ,.enr„ntKanti.taupnm.w4;rc a,rw.rri"m'+ rm...senM..d .,.,«a 11 Na ai6.'Am— MAt sMB ie..H.b1f 7aAM nM. F. tln,un $w.klq— e,dr+n rro,p..tm.a:n t rr app q .,aa. a It"d0ta*? .:".k ratan ,a to i. T*",*.—F. ,Antban T. Tomb R[, P.E. y,.n un.., „ as a«..Ma,«, .n,....aa.u..,..,w a.wq,x,m..,w y Tomb Nta"h.j«at 1R..4tea+.r.taem% ,m,an.W"(.WwfanW.W.*%p Mrna aa*mA0a.p.0rie..mtaanx.:.,r r aa,n„t .,, .a rat,Aw.rMA., NMMh.EeaagMgqAwmtk dpan aakH 80083 IMfirstM'In— a ACT R. WN.40 0. Atmu<..ot 140. aeq p*q +9'"Pokm way u n saw" .in1 4451 St, Luce Blvd. Zt (.trglC?#1WlWTmm WhoRy[Amboill1t. 4prooVflfdllath" SAY Win, "lmh4kil.l"l*MIIt.P".tibll(m41 1J1i(IMSStt l rtl4@Rt t. (MgdO ilt t_(. Fort Pwce, FL 114946 A0180980 WREB2CLM IAO2 IHip Truss of Trusses, Fort Pierce, FL 34946, designQattruss.com m Run: 8.120 s Nov 12 2017 Print 8.120 s Nov 12 2017 MTek Industries, Inc. Thu Dec 7 12:46:47 2017 Rage 1 I D:ta7uotTo57o0tNCW mTn2mQyhggX-JHJtOrb?GO4PU FaZ?GwoW nnwRx4OJeuJSFeSeLyBMps j0-12_ 4-0-7 8-11 4_ 16 6.0 23-4 8 30-i t 4 _- t______3_5-4-1 34- -7 4 0--1 1 4-6-7 4 4-13 7_6_ 2{ 6 10 9 .. W--i-- 7.6-12 4 4-13 4 6-7 0-1 5x6 = 30 = 3x6_= 3x4_ a 5x6 Dead Load Defl. = 318 in 3x8 = 4x6 _ 30== 4x6 = I.— 18 Ax12 II 4x12 II 19-11 4 30-11-4 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0,33 16-18 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.80 Vert(CT) 0.73 16-18 656 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.47 Horz(CT) 0.17 12 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.31 16-18 999 240 LUMBER - TOP CHORD 2x4 SP M 30 *Except* T3,T2: 20 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-0-0, Right 2x8 SP No.2 2-0-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 5-4-6 oc bracing. 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 Installatio uide. _ REACTIONS. (lb/size) 12 = 1659/0-2-12 (min.0-1-15) 2 - 1659/0-2-12 (min.0-1-15) Max Horz 2 = 97(LC 10) Max Uplift 12 = 434(LC 8) 2 = 434(LC 9) Max Grav 12 = 1659(LC 1) 2 - 1659(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-379/325, 34=-2466/1719, 4-5=-2438/1677, 5-6=-2184/1605, 6-7=-3075/2150, 7-8=-3075/2150, 8-9=-2184/1605, 9-10=-2438/1677, 10-11=-2466/1719, 11-12=-379/325 BOTCHORD 2-18=-1314/2062, 17-18=-1804/2995, 17-27=-180412995, 27-28=-1804/2995, 16-28=-1804/2995, 16-29=-1805/2995, 29-30=- 1805/2995, 15-30=- 1805/2995, 14-15=-1805/2995. 12-14=-1319/2062 WEBS 4-18=-89/ 262, 5-18=-344/668, WEBS 4-18=-89/ 262, 5-18=-344/668, 6-18=-10631709,6- 16=01277,8-16=01277, 8-14=-1063/709, 9-14=-344/668, 10-14=-90/262 NOTES- 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. 11; Exp C; 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 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection ( by others) of truss to bearing plate at joint(s) 12, 2. 8) Provide mechanical connection ( by others) of truss to bearing plate capable of withstanding 434 lb uplift at joint 12 and 434 lb uplift at joint 2. LOAD CASE(S) Standard PLATES GRIP MT20 244/ 190 Weight: 212 lb FT = 0% MI RR.+Me"1k! enxr Mt'A 119p?115 f5"k'r;etAtAUIpM5A:9km.b5=4 4!at xlm'C?ur.P.i[b.Mt.rlxm heb mqe pawxms WrW Net•Mcire,c kap meee, rmR Wwe 40 1 IWe P F. W., Sim!Inert a kkn „x NM.N to, mk miN <emtat ll"'." nOwu! Ib.k WA e t .z in—ie. kaah vemne lk 1Nmq@/tepesNr mec4tpuetfbtpdeWdtep,Mretltuim: bhNtyiYce/etm: pmNmhrl We.W.tlrl. tk kvp n:e.pes.4N.AtW Reec Ago- Anthony T. Tomtro 111, P.1', W nedkt'ves,b mr buggaRe mpewNA AAe Aeu,kUn.t.AeeW epxnne wYp k;mae..k WNdFk K,AxW.Wik kal}nUmpeNtW ip!.t. Ne gY,eMA9elGWmlfaNrtt of Mr,n,.sMtultmmfemem..nw.W Wbaq,N!klk ie pm5...tA 80083 Zt M tnMY}ktyixW(maeila lA ukeMNRMtoe WLe pe*AnsW p«NlMsAtkka r«asa«bMap9a'x4ppliskrklRWVIFn A.w.m.rpr.p+vt1«mnu e,m,rw,Ww„4 ar,tk,e. ,Fee e; kk*. " 445:St, Woe Blvd Aa.FxWWhe:Mer RrN qee.*+ImAkNp ms ahlrN tkfntt bmsp E+ean V,`f.e kMnl ksNN-.U+uyd.EgMeulmt kar.r AA:mAbeelme[11emk.mertttFl Fort Pwce, IL W46 C.pptyM 172@Ik A - A to.1 G.,tet Amk..y, 1, tomb. ill, r.t, tep.4400w of tkn im.mem.i...y letm,apt.kikaa/xrtk..nk. a0%, parmiu" Etas A-11a.i fmm A.tk..y IAWb.!%_i.t. Job IESTE WRE82CLM A02T Hip 1 1 A0180981 Job Rce o nonal At Roof Trusses, Fort Rierco, Ft. 34946, —des truss.com -' Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017017 MiTek Industries, Inc. Thu Dec 7 12:46:48 2017 Page j ID:ta7uotTo57o0tNC WmTn2mQyhggX-nUtFDBtxf 1 hCG6P91Z_R 12?KSkLPe21 tThVO?BnyBN 0? 12 4-10-12 r -f — 4-0 75 2 _ + — —6 10- 4 —n..02' 7-5-4 113 4911078 _44 14 1'2 500 MT201-1S:: 1.5x4 II 4x6 = 06 = 6 -a 8 Dead Load Deft. = 3/8 in I? N 121r ( l c LL — 8x8 17 16 14 402 II 5x6 xz 3x4 II 3x4 -; 3x6 = 012 II 5x8 -- 11-4 EF LOADING (psf) SPACING- 2 0 0 CSI. DEFL. in (loc) I/deft L/d TCLL za.o Plate Grip OQL 1.25 TC 0,85 Vert(LL) 0,32 18-19 999 360 TCDL 10.0 Lumber DOL 1-25 BC 0.86 Vert(CT) 0.67 18-19 709 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.74 Horz(CT) 0.23 12 n/a n/a BCDL 10.0 Code FBC2017(TP12014 Matrix -MS Wind(LL) 0.39 18-19 999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 'Except' B4: 2x4 SP No.2, 82: 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-", Right 2x8 SP No.2 2-0-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purtins. BOTCHORD Rigid ceiling directly applied or 4-11-6 oc bracing. Except: 10-0-0 oc bracing: 20-22, 16-18 WEBS 1 Row at midpt 5-19, 8-19, 9-18, 14-18 Tek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 1672/0-2-12 (min.0-2-0) 12 = 1666/0-2-12 (min.0-1-15) Max Horz 2 = 97(LC 11) Max Uplift 2 - 427(LC 9) 12 = 430(LC 8) Max Grav 2 - 1672(LC 1) 12 = 1666(LC 1) FORCES. (lb) Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-2441/1636, 4-5=-3010/2010, 5-6=-3770/2572, 6-7=-3770/2573, 7-8=-3770/2573, 8-9=-3719/2568, 9-1 0=-2425/1675, 10-11 =-2488/1715, 11-12=-360/237 BOTCHORD 2-23=-1261/2066, 19-20=-1522/2717, 18-19=-2197/3746, 12-14=-1315/2090, BOTCHORD 2-23=-126112066, 19-20=-1522/2717. 18-19=-2197/3746,12-14=-1315/2090, 5-20=-148/415, 8-18=-509/461 WEBS 4-23=-592/446, 4-20=-270/739, 5-19=-771/1294, 6-19=-457/468, 9-18=-1132/1819, 9-14=-266/211, 14-18=-110711934,20-23=-1169/1948 NOTES- 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 Extenor(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 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 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 nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 12. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 427 lb uplift at joint 2 and 430 lb uplift at joint 12. LOAD CASE(S) Standard 10-8 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 237 lb FT = 0% a«rNy flats aat'M4te"a' Y-1 mliv4lC1I1t'P„sTUlu lilMa:.?@IIC114i1110M"!4f'.t Y,.aKialt@iYfar bn MMt au}l rerSrktt«#ra1 M,e sia,t@rup ahNry I@6iM a. aft'r l.*W ti MaMtf Sisk NMI b.Ms, Mas.tn t4k/e M rlta iatnras etAt«sutoNnN4x'k`,IraNrAA a i „r«,pfywas:. Mafapro«;budw.rtaercpasuaae«tepweAMxdtsArdapa«1rai.sRxaN,pedaa'ahlm:Wo-x/wMl afraaatnl rxN+wa,as ' 4"1.0 ,-wo Anftn T. Tombo111, P.E. NwdAtLnsMArfaabesM=ay««kNgAA wk,NOnn'stAlaaN¢sai«MAlnybagt«.aaeudMdAeIYi,M4laANt4Wir. sNe«itRlne y et»xh 6up«rre [trta.r. ta«ns sa ae r.laaw+en e«A Aa F Nh. 4raAAa. mtaenado.«Aner,.u_«e,«y i^N.i xtgt..,M.a«.a,an t+>4 itf n MArd 80083asnaa,aAa;xsnaNaaahFrwsa«.rda«rNwaAra. m iAa„a.aw+,maa«wa,a,sdaat,n,bk«.Rrta,4a=,p,w«„w«en.a..A<c, AMvae idaMN t iraa t9ad @a c.,w4 p AI aaaa aabN. Ik hres M>tt (ryasa n N't b. MWp @«yaa «lens Hsu Fgra Aan 1l,pMaN wx; «t «tAtw a 1n-! 4452 $t. Lucie 61vd. Fort Pierce, FL 34946orytykm7(I4 A t tad 6oxet AaHoay L taebe Iq, t1. tepe4allaa of His Iotoetat. is aay tote, is ptahilAol xiHoe HQ «tuna rmaistioa hoar 5-I Owl ntset taHoay I, lab. Id, r.E. k Job Truss Truss Type Oty Ply RYAN HOMES / ESTERO BAY v2 A0180982 WREB2CLM A03 Hip Truss 1 1 Job Reference (optional) Al K001 trusses, ron rterce, rL arwo, uestyrI%yd tnoaa.Wnt 19-11 Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries, Inc. Thu Dec 7 12:46:49 2017 Page t 9-0-0 Dead Load Deft. = 1/4 in 5x6 = 6x8 = 5x6 = 5 6 7 16 14 --- _ iL 402 II 3x8 = 06 — 1.5x4 11 4x6 = 3x8 = 0112 11 11-4 LOADING(psf) SPACING- 21 -O CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 25 TC 0.95 Vert(LL) 0.27 14-16 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.75 Vert(CT) 0.54 14-16 893 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.51 Horz(CT) 0.18 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.30 14-16 999 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-0-0, Right 2x8 SP No.2 2-M BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 5-9-7 oc bracing. WEBS 1 Row at midpt 6-16, 6-12 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 = 165910-2-12 (min. 0-1-15) 10 = 1659/0-2-12 (min. 0-1-15) Max Horz 2 = 116(LC 10) Max Uplift 2 - 400(LC 12) 10 = 400(LC 13) Max Grav 2 - 1659(LC 1) 10 = 1659(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-484/150, 3-4=-2511/1770, 4-5=-2343/1669, 5-6=-2085/1598, 6-7=-2085/1598, 7-8=-2343/1669, 8-9=-2511/1770, 9-10=-484/150 BOTCHORD 2-16=-1354/2126,15-16=-1542/2660, 15-25=-1542/2660,14-25=-1542/2660, 14-26=-1542/2660,13-26=-1542/2660, 12-13=-1542/2660,10-12=-1358/2126 WEBS 4-16=-121/277, 5-16=-315/632, 7-12=-315/632, 8-12=-122/277, 6-16=-850/490, 6-14=01428, WEBS 4-16=-121/277,5-16=-315/632, 7-12=-315/632, 8-12=-1221277, 6-16=-850/490, 6-14=0/428, 6-12=-850/490 NOTES- 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. 11; Exp C; 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 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 400 lb uplift at joint 2 and 400 lb uplift at joint 10. LOAD CASE(S) Standard 39-10-8 PLATES GRIP MT20 244/190 Weight: 214 lb FT = 0% 10 aa q. rim, mP4 ta«» ke'i.i rnM tµe. ^s€-tr^, ar°ni aun a:.:numn;m=on,^aoen unre:rbewxr r.. tNa, r,y p nx M *a.ot: a , Na, a,ylalf..rnno, Mo. ko rr r r.k w. r. ra t.t skxkwl w kNtt un«-.,N m+N h E. Mntx tnndnlerc sknknN Nt ee tRONklM.Ffalntf Oru.rpartl ii e.. Saxub lepmt}ASSdgsap I00 gleanNN;rygsrt/MpMrtNW a}.tuglfsyN:iAw N'f Map Alk t klm k}NNaliel pN,wrtilfl. rx bf xNpntrtf,iMaq ttMAnS, saleNhn Anthony T. Tornbo III, P.E. M.NAea.,l.tf4tmMtnykM eymttkmttlmr0—k0—', A—it".V."Omqur.1.e $O*K,me9(MN koil,.mtlMaMlkt &W.40WNOW tor W-IIRh,ttm:NndNiklAN rktgt,NtMOW..knqulltk4lesratiMdtt! = 80083 M taNw BauprMlanmN. AnaNt cM axNnelOCMee paMMmmMpalktsdlklnu.rts+kg Nn+pn;usnpui9etyrRMsiu r. tbaacN M!}rafra. i eetNts ae eya,amnt eM stARaNlst ntmx rn tepaa aelnfsx.,kss 4451 St. Lucie Blvd. Mn. ka adatNkaiemae tyMgmerne;hAaann Nla!lN. Ektract Mrp (tpmxnF'IMIrkN}Oakpa. I+tf 4nat bpmttRmhnlnr. SRaerNaacne es 4maee!N-I. loft Pierre, I 34446 Cgyry{ t6t61{A4 tad fusses-Anl{oorCfaMo116 P.f, tapsNunion al dfs{ocemeos. io ont fatn, (s pwo{i{iaNrA{outgte tniftop MiS6.1hom A4 Roof Mosses-{at{aofLlanbe I quo truss Iruss lype Uty rry LRYANHOMES / ESTERO BAY v2 WREB2CLM A03T Hip 1 1 A0180983 rence {optional) Al Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:46:50 2017 Page 1 00 —- ID:ta7uotTo57oOtNCWmTn2mQyhggX-js?OetduZJS_Lil8hPUV8QPQx843 U-iWi wQl8pt6FgyBMpp % 28-11A33-8.11 39-10-8 i2 10- 12 - 7. 4 -36 r-02 I 5- 5-4 4-9-8 5x6 = 1.50 II 3x6 = 4x6 = Sx8 = Dead Load Defl. = 5/16 in 24 23 3x8 = 18 17 r. 15 4xi2 II 5x6 = 3x4 II 2x4 II 3x6 = 012 It Sx8 = 5x8 = 10- 11-4 4-10-12 23-3-4 28.11-4 9-6-04,44 i1-2-10 39-10-8 4-io-iz — z 47-4 0 3r-0 + — s-3-6--'*---s-0=1o 5-8-0 -u io-71. 4 i-2-0 Plate Offsets (X, Y)- [2:0-8-7,Edge],[6:0-a 0 o-2-01, [10:0-6-0 0-2-8],[13:0-8-7,Edge],[15:0-A-nn-2-4jL[19:0-2-4,0 4-0],[21:0-2-8,0-2-12] [24:0-3-0,0-2 4j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) -0.28 19-20 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.90 Vert(CT) -0.57 20-21 >841 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.80 Horz(CT) 0.24 13 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.34 19-20 >999 240 Weight: 247 lb FT = 0% LUMBER - TOP CHORD 2x4 SP M 30 *Except' T2,T3: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 'Except" B3,84: 2x4 SP No.2, B2,B5: 2x4 SP No.3 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-0-0, Right 2x8 SP No.2 2-M BRACING - TOP CHORD Structural wood sheathing directly applied or 1-10-13 oc purlins. BOTCHORD Rigid ceiling directly applied or 4-5-15 oc bracing. Except: 10-0- 0 oc bracing: 21-23, 17-19 WEBS 1 Row at midpt 9-20 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in - accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 - 1666/0- 2-12 (min.0-1-15) 13 - 1664/0- 2-12 (min. 0-1-15) Max Horz 2 = 116(LC 10) Max Uplift 2 = 396(LC 12) 13 = 397(LC 13) Max Grav 2 = 1666(LC 1) 13 - 1664(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 34=- 2439/1667, 4-5=-2943/2011, 5-6=-2969/ 2161, 6-7=-3068/2189, 7-8=-3068/ 2189, 8-9=-3068/2189, 9-10=-2986/ 2150, 10-11=-2343/1660, 11-12=-2521/ 1770,12-13=-468/109 BOTCHORD 2-24=- 1289/ 2067, 20-21=-1358/2446, 19-20=-1705/ 3005, 13-15=-1358/2139, BOTCHORD 2-24=- 1289/ 2067, 20-21=-1358/2446, 19-20=-1705/ 3005, 13-15=-1358/2139, 5-21=-289/ 326, 9-19=-471/385 WEBS 4-24=- 532/ 428, 6-21=-484/652, 6-20=-488/ 901, 7-20=-409/417, 15-19=-1021/ 1946, 10-19=-806/1308, 10-15=-262/ 200,21-24=-1203/1950, 4-21=-222/ 623, 11-15=-152/300 NOTES- 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 C; 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 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6- 0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 13. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 396 lb uplift at joint 2 and 397 lb uplift at joint 13, LOAD CASE(S) Standard rastsl-Ibu a»» pn rrxr. ar •u M aes<,ii; uuur? :Irtrt t:nn c (lrwnen a ttott,'artiryursa'aewtrr aa uanerM pw,aar w .N Ns» r t»rsaats ea.y peel w «sorry t tsb, w.t.. taara<sxx ara<«,. tars wa,» tvN» rr ta. w, wtstr,.raa tlattwk. ww'eoakru. lrarnseeyntpea,,.,:+r(tna.r,.al»zectMnaa«a;rtaar era.rcr:a,a»raaer,.an.raxnatrarasaelr tm rymN»arlee»tr am tnl t.n- rc,. a.sranrlr.s, ta»r waq sn.,.y»s wmaanMa.ae.«:tr+rmtN rraearwwy pM.a.,rraanea rc.rrm.lar tad;. an.t m.L Ik a.l a. toew r«a rdan.zs: anN ro ate. eMr :, n Anthony 7, Toolti80083 [[[, P.E. ee t narers+ pr»r(aagrr. Ieaat W. W. M lee nr rR aarte a If-1-At" ( » M 9 r+ gr ieM4r»Mka:y rtntikrr>!»+rrA±rl 380063 d1q .Nrrrrt SkhYaaMar; nNilNr+kr k In »14IXA re,MmN Ar part p+Mrnr n(I Wars M tywuGMin waarcA [w 6n, krgm. Lart Mnr hpaa sN Imt 9awhana. Wns rAaaae Warih r:» rrn ryWgrrrna»grtl taan arrhN. IN G., 0et4r lrpan MtMlnnaseerlar. air u4srneNpW Nor, Nelap. HnNrN:N;aa: ar rs bMN a'nJ. 4457 SF, Lune Blvd. Fort Pierce, AFL 34446 eppg61 Y01{541aof 6rurz-BnMoryLtan6o Ill, F.F. Bepreluctix at dizlotrrron.ir rep torn, it proFi itd verlerw iMe arinoe pneistier Iron F-I laof Grssos-AnMortClanee Ill. P1. WREB2CLM 402 II A04 Mip Truss 2 1 e, FL 34946, design@a1truss.com Y Run:: 8.120 s Nov 12 2017 Print: 8.120 s Not I D:ta7uotTo57oOtNCWmT 5-5 12-11-4 19-114 26-11-4 5x6 11 1.Sx4 11 5x6 11 6 9 TERO BAY v2 A0180984 s, Inc. Thu Dec 7 12:46:50 2017 Page 1 Lil8hP U V8Q PQ_86 E W?.118pt6 FgyBM pp 39® to-8 a 5- 55 _ 1' 0--1'0422Dead Load Defl. = 5116 in 14 3x4 = 4x6 -= 3x8 _ 4x6 = 3x4 '= 402 11 LOADING ( psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1,25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC20171TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 'Except" T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-3-0, Right 2x8 SP No.2 2-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-5 oc purtins. BOTCHORD Rigid ceiling directly applied or 5-9-3 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 - 1659/0-2-12 (min.0-1-15) 10 - 1659/0-2-12 (min. 0-1-15) Max Horz 2 -- 135(LC 10) Max Uplift 2 =- 422(LC 12) 10 422(LC 13) Max Grav 2 - 1659(LC 1) 10 - 1659(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-397/311, 3-4=-2551/1848, 4- 5=-2358/1692, 5-6=-2270/1772, 6- 7=-2270/1772,7-8=-2358/1692, 8- 9=-2551/1848, 9-10=-397/311 BOTCHORD 2- 16=-1445/2174, 16-25=-1064/1940, 15- 25=-1064/1940, 15-26=-1064/1940, 14- 26=-1064/1940, 14-27=-1065/1940, 13- 27=-1065/1940,13-28=-1065/1940, 12- 28=-1065/1940,10-12=-1450/2174 WEBS 4- 16=-189/421, 5-16=-1191385, 5-14=-2521598, 6-14=-458/439, 19-114 29. 11-13 iQ 0 9 ..- r__ r CSI. in ( loc) I/defl TC 0.93L) 0.4114-16 999 BC 0.72T) FWind(I-L) 0.7214-16 664 WB 0.49T) 0.17 10 n/a Matrix -MS 0. 3114-16 999 WEBS 4-16=- 1891421. 5-16=-119138 5, 5-14=-252/ 598, 6-14=-458/439, 7-14=-252/ 598, 7-12=-119/385, 8-12=-1891421 NOTES- 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. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exten.or(2) zone; cantilever left and right posed; end vertical left 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) 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 nonconcurrent with any other live loads. 6) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6- 0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 10. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 422 lb uplift at joint 2 and 422 lb uplift at joint 10. LOAD CASE(S) Standard L/d PLATES GRIP 360 MT20 244/ 190 240 n/a 240 Weight: 219 lb FT = 0% A.;MgMn,.a.• rf rox rrc ft^v r aeal_e dc`ncasrat a?_nrawR,toauRrr. n F F FIa,Fa,q.at».trfa.»erIl x.rE R„++.eea.. wxifa .,R mrd.Ia.ixr Iktx. m+ar pw„wk.w axeakxlA A Rtrn;seaf( a,Ff-`r+Rk En ,. Im q,nn«n;M f AAR pdfuedopeeryr 0,khup Ale tryMt .F Agwdw Ae rBRak.+m ml. tseksgs .wpe. < Anthony T. Tomtho 111, P.E. kAm .,.,Fie,aaarF e„aa a..R.c,aFmd,a pw,gat,..kwinaw.ar.Ratfmaw f,rmf atpr a axmtba•,d+Mr tf,Rmna4rrotagd.w,wi.+.y,le:raa,MFaaRra 80063 M SnNry kapv • A fakMn AR MesuMAMIR¢WdfpackesMryAAAR+At4 kAA+A 6RAerel Slt¢bMwpRtRSR pWFMdh IRWSK.t Ke MrtNqr p.FrA pnXRt 141 MMS%,nMAi,14i, WO*rAk Lni 0.1gR. 1, knp t,,—. Int+IMw1KR+ 11 4451 St. 1 de 61A Maexe idkAMf'nangaAfpAA+ nWgF MAitM Nw(rN. IN Grn kvp tyaw nRGt R. h,WRf Mipa.RHxss.me. EltMnAm 6.WttAAAR:AI xr: •en AAMN x'H1 fort P,e,;e, ft. 34M6 9fynJki1B1{A-1tdR111Kw WhOPYLIOMWIIJt, tdfARAUMdIi dllMFf IRARRIAIR iR AA11NR1. i4 pfRAbAN kiih4Rl iMd •l1RCR tMRU44MRI10 F-1 tR t4R4tdt R164RxttRRIQR1q,r1- RY A05 I Hip Truss A01809851 rt Pierce, I-L 34946,(Jesigngaltruss.com Run: 8.120 $ Nov 12 2011 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:46:51 2017 Page I ID:ta7uotTo57oOtNCWmTn2mQyhqgX-C3YOrDeWKcarzstKE6?kgdydbYR7FQ,,.vNTcfn6yBMpo I-Q-_12 7-3-13 14-114 19-114 1 24-1.14 32-6-11 39-10-8 ----4 l 14 5-0-0 5-0-0 110Y27-7 T 112 6.00 [1-2 5x6 — 1.5x4 11 5K6 = Dead Load Defl. = 5/16 in rz 55X6 we 1' 6 WEI T 54 WB 1.5x4 5 9 I,5X4 T 'x6 WB: 9 1 1X4 ij 4 10 99 5X8 2 1 JVt3 5X8 " 3 11 2 13 Z 18 17 27 28 16 29 15 30 14 4x12 11 3x4 = 4x6 — 3X8 = 4x6 = 30== 4X12 11 LOADING(psO SPACING- 2 0-0 CSI DEFL. in (loc) I/defl L/d TCLL 20.0 Plate Grip DOL 2 5 TC 0.82 Vert(LL) 0.45 16-18 999 360 TCDL 10,0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.77 16-18 622 240 BCLL 0,0 Rep Stress Incr YES WB 0.59 Horz(CT) 0.20 12 n1a n1a BCOL 10,0 Code FBC20171TF Matrix -MS Wind(LL) 0.32 16-18 999 240 LUMBER - TOP CHORD 20 SP M 30 *Except* T3: 2x4 SP No.2, TV 20 SP M 31 BOT CHORD 20 SP M 30 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 SLIDER Left 2x8 SIP No-2 2-0-0, Right 2x8 SIP No.2 2-0-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purfins. BOT CHORD Rigid ceiling directly applied or 5-10-0 oc bracing. WEBS 1 Row at midpt 7-16 INAifek—.Z6-mWiii6is that Stabilizers and —required cross bracing he installed during truss erection, in accordance with Stabifizgr Installation ide REACTIONS. (lb/size) 2 1659/0-2-12 (min, 0-1-15) 12 1659/0-2-12 (min, 0-1-15) Max Horz 2 155(LC 10) Max Uplift 2 = 441(LC 12) 12 = 441(LC 13) Max Grav 2 1659(LC 1) 12 1659(LC 1) FORCES. (lb) Max. Comp./Max, Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-348/172, 3A=-2561/1834, 4-5=-2371/1782, 5-6=-2297/1806, 6-7=-2029/1627, 7-8=-2029/1627, 8-9=-2297/1806, 9-10=-2371/1782, 10-11 =-2561/1834, 11-12=-348/172 BOTCHORD 2-18=-1415/2185,17-18=-960/1837, 17-27=-960/1837, 27-28=-960/1837, 16-28=-960/1837,16-29=-96111837, 15-29=-961/1837,15-30=-96111837, BOT CHORD 2-1 8=- 1415/2185, 17-18=-960/1837, 17-27=-960/1837, 27-28=-96011837, 16-28=-960/1837,16-29=-96111837, 15-29=-96111837, 15-30=-961/1837, 14-30=-961/1837,12-14=-1418/2185 WEBS 4-18--297/518, 6-18=-337/488, 6-16=-152/481, 7-16=-295/261, 8-16=-152/481, 8-14=-337/488, 10-14=-297/518 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=1 50mph (3-second gust) V lsd= I 16mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; ICat. 1; Exp C; 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 3) Provide adequate drainage to prevent water poncing. 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 nonconcurrent with any other live loads, 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL 10.opsf. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 12. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 441 lb uplift at joint 2 and 441 lb uplift at joint 12. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 224 lb FT = 0% ji4ju Anthony T. Tombo III, P.F. kAq 80083 4451 St. Wde Blvd, tortPietce, FL 4946ZtAii"IA.M.111K Truss Truss Type Qty Ply RYAN HOMES / ESTERO BAY v2 E132CLM A06 Hip Truss 2 1 A0180986 wv V Job Reference (optional] _ goof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 6.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:46:52 2017 Page 1 ID: to 7uotTo57o0tN CW mTn2mQyhggX-g F6m3Zf85wiiaOS Woq WzDrUnZymh _w12c7MCKYyB M pr A-0-12 8-7-6 16-111-4 ___ 22-11-0 31-3-2 39-10-8— 4p-1 f,-4 1 0-f2 8 7-6 -- ' 8 3 14 - 0 0 T 4+ 8 3 14 1— 8 7 6 it0- 2 5x8 = 6,00 f 12 5x6 = S c a 16 11 t4 t3 .— 11 _. 402 II 402 II 1.5x4 II 46 = 3x4 = 3z8 -= 4x6 = 1_Sz4 II 8-7-6 16-11.4 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 LUMBER - TOP CHORD 2x4 SP M 30 'Except` T3: 2x4 SP No.2, T1: 2x4 SP M 31 BOT CHORD 2x4 SP M 30 "Except' B2: 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-", Right 2x8 SP No.2 2-" BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 5-0-11 oc bracing, WEBS 1 Row at midpt 4-14, 5-13, 7-13 MiTek mrecomends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ouide. `__-- REACTIONS. (lb/size) 2 - 1659/0-2-12 (min.0-1-15) 9 = 1659/0-2-12 (min.0-1-15) Max Horz 2 = 174(LC 11) Max Uplift 2 =-459(LC 12) 9 --459(LC 13) Max Grav 2 = 1659(LC 1) 9 - 1659(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-299/38, 34=-2548/1801, 4-5=-2025/1564, 5-6=-1716/1530, 6-7=-2026/1564, 7-8=-2548/1801, 8-9=-299/38 BOTCHORD 2-25=-1368/2171,16-25=-136812171, 15-16=-137012169, 14-15=-1370/2169, 14-26=-844/1716, 13-26=-84411716, 12-13=-1373/2169, 11-12=-1373/2169, CSI. DEFL. in (loc) I/deft Ud TC 0.87 Vert(LL) 0.2514-16 999 360 BC 0.85 Vert(CT) 0.5914-16 806 240 WB 0.43 Horz(CT) 0.20 9 n/a n/a Matrix -MS Wind(LL) 0.2814-16 999 240 BOTCHORD 2-25=-1368/2171, 16-25=-1368/2171, 15-16=-1370/2169,14-15=-1370/2169, 14-26=-844/1716,13-26=-84411716, 12-13=-1373/2169, 11-12=-1373/2169, 11-27=-1371/2171, 9-27=-1371/2171 WEBS 4-16=0/284, 4-14=-582/623, 5-14=-264/527,6-13=-2641495, 7-13=-585/623, 7-11=0/283 NOTES- 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; Cat. II; Exp C; 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 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 1 O.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 9. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 459 lb uplift at joint 2 and 459 lb uplift at joint 9. LOAD CASE(S) Standard Dead Load DeB. = 3r8 in PLATES GRIP MT20 244/190 Weight: 225 lb FT = 0% waaq. txat ae+gwr<+,.. ar•!, roei nest ^u tl" :f lAn ua a ,aann [as a nct€ry xaera,leewtar re seas k„yt yra Arrt l,ta..ar.Mr ln,r wtrwa,t.kygar;.x M ttn+r [ t.a.m, r;. near skrt kb+.v wart ak+.,t+ttM! r M lac. »h Wlxt MttM[hkt tYnkntl!Mt tlCakrMA. l4 trrswt ttt +<. y«,wrt t;M.N.OnM ep tMwxW..ONr0n.d.V-"Anthony T. Tombe 111, PE. sf.udae'nrrlapbalyuMrt,yuvbkrAM6ne.M0.+e+'+rMryk gnfxMhgwq O+sse.Mar«kndn+lr(.M'd(Mnzkdmlll.kM[H-I.Mge,r»IAM19awe wr M1Nl.udMfmri.d+Iry YaAYet.,MrytintdwNwel karyrtfkMte,twriNAtd s80083 M I.Nar wupn«tkxaa+. ra+.kr to w.ataa nlee n«ke alr etk wags c. ax saa. uewtttMupetklwrr.l saa r.,a, wt«r,a pawn. mteaKtM etet,a.IM,wknlcalk It+„a,tr.>ttt R,q. +ta l.+t,x tt,e..a+ss 4451 St. Lucie Blvd. gM»+ukMdhriW+ngaa+pean6.aMdpkf aeMd. tlt Srnt ws:y+E+rsenAf[MWMnr Rerler.aHn,kpa(.ykta Fw. rrtpq. W;ge+btN tRst.rnklhwss8.l. (on Pierce, FL 34946 tfriiiM )2014A I taflm es AathoyLiolle lll, P.E, Rap+aiwlEa al dislaearoal. is eay h[n,is PraAdiki xahent tla ,nitka P.refsfMahas S-I Raof 6esss Whoy E. tool. In: Lr. Common Truss J v2 A01809871 34946, design(dDal truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:46:53 2017 Page 1 ID:ta7uotTo57o0tNCWmTn2mQyhggX-8Rg8GvfmsEgZCA i jMX t Cl21 wEM8BjECCrm5ms?yBMpm 1,042 5-5-6 13-1-12 18-11-4 0.11 26-8-12 34-5-2 39-10-8 4 -i -4 1--`-0 2 5-5-6 f----- 7$- —F--5-9.8—a —5_9_$ r- 78-7 f -5-5__ 6 2 I 6.00 j 12 54 = 5x6 = 6 7 its W M 16 15 Z`J 14 30 13 4x12 II 3x4 = 4x6 = 3x4 =3x4 = 4x6 = 3x4 = 402 II 9-3-1 18-11-4 20-11 LOADING (psf) SPACING 2-0-0 CS'- pEFL. in (Ioc) I/deb Ud TCLL 20.0 Plate Grip DOL L25 TC 0.93 Vert(LL) 0.45 13-15 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.71 Vert(CT) 0,79 16-18 603 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.99 Horz(CT) 0.17 11 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.31 16-18 999 240 LUMBER - TOP CHORD 20 SP No.2 "Except" Tt: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-3-0, Right 2x8 SP No.2 2-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-11-14 oc purlins. BOTCHORD Rigid ceiling directly applied or 5-8-3 oc bracing. WEBS 1 Row at midpt 8-15, 5-16 MiTek recommends that Slabili tiers and required cross bracing be installed during truss erection, in accardance with Stabilizer Installation uide REACTIONS. (lb/size) 2 = 1659/0-2.12 (min. 0-1-15) 11 = 1659/0-2-12 (min.0-1-15) Max Harz 2 = 193(LC 11) Max Uplift 2 - 474(LC 12) 11 - 474(LC 13) Max Grav 2 - 1659(LC 1) 11 - 1659(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-346/329, 3-4=-2546/1887, 4-5=-2377/1782, 5-6=-1851/1564, 7-8=-1851/1564, 8-9=-2377/1782, 9-10=-2546/1887, 10-11=-346/329, 6-7=-1571/1479 BOTCHORD 2-18=-1476/2177,18-27=-1154/1954, 17-27=-1154/1954,17-28=-1154/1954, 16-28=-115411954, 15-16=-717/1571, 15-29=-1155/1954, 14-29=-1155/1954, 14-30=-1155/1954, 13-30=-115511954. BOTCHORD 2-18=-1476/2177,18-27=-1154/1954, 17-27=-1154/1954,17-28=-1154/1954, 16-28=-1154/1954,15-16=-717/1571, 15-29=-1155/1954,14-29=-1155/1954, 14-30=-1155/1954,13-30=-1155/1954, 11-13=-1480/2167 WEBS 8-15=-656/698, 8-13=-107/373, 9-13=-160/363, 5-16=-656/698, 5-18=-107/373, 4-18=-160/363, 6-16=492/632, 7-15=492/632 NOTES- 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 C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(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 OOL=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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-" wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2, 11, 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 lb uplift at joint 2 and 474 lb uplift at joint 11. LOAD CASE(S) Standard Dead Load Defl. = 5t16 in PLATES GRIP MT20 244/190 Weight: 238 lb FT = 0% ma[rm<[swisrtr'4atrnrsrt.[nt a:aslaM 7et;nxrm4ueewerrk« r«erre,ire,,M,r<.+s.a,!nsa:yra..pce;o4 am.rrr,.aw.ru.smMrae en.,.a...,«,v+d«erreA.«x Wtec ro•«M peitW k.W Wt.?i@ekrrA. 4rlrr:t hsT hre«n is e, MpEMsm`.h red nag iA@ ryrn«Iraa4p«r 41k rree..s wlaApnnryrespuMmMMkuMdk«y41m:NWNnge. tDA I,W«RI7. tbksgi nsrM+es. aaoay,aMwe.:MgdR Anthony T. Tombo lll, F.E. a_dh :,.nro,o+rauM«!s,nr»raumaUCt ,%ass,.A.rcrN «ars.a @,,,r.«.aa.,.aea .n.a..an:!«daxw,*.wrn.!. n.pp.,anr mA..o.,nar.s.aA.r..,.«n.r .n«q...:rwew...+w«,gaa+rk,n.s rare - 80083 M iWigAeurawtxaad waM srt nle t@FxaAeryxknW wale..sYnewaFlmrx«!s.MrN«araIlw MMlgyin»t sttt«na«mwMrrya!MM,r.in!atMSM,np,A Mn«1a,n neunrAnpnho,: k:,p `p.«*wr !,rs:+Wd«I.«. aln, a,r«t grt rnnr awa., 7rn ,e«[.u.!b!r,:sonyrtq.«nwta. asy,a.«t,«,y,e.[ pwsw Mw a>«:,«.ntdw+xml. on St. tulle Bind. Fon Pierce, FL 34446 aprit@t ii 2@I65-I Roof tresses-AodoarciasEa tlf: F.E. ReQtolenia al lAli Aaaeroar.,a ealbm.ts prehAsbe/xx9eul tMa nilMa Fasixioa Gea A -I Aoaf Gxsses-tmFolryCFaa!no w. F.L Qty Y v2 EB2CLM IA08 ICommon Truss A0180988 FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8,120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:46:54 2017 Page 1 I D: to 7uotTo57o0tNC W mTn2mQyhggX-ceE W U FgOd XyQgKcvwFYRIGa4Ql TASo8L3QrJORyBMpI 1 0- 2 5-5-5 13-1-12 19-11-4 26-8-12 34-5-3 39-10-8 4 -_t1-4 7 8 8 I.— 6 9-8— T— 6-9 8 t--- 7_6 — f-- 5.5.5 -0_12 6.00 (12 5x6 = 10 - — 14 <, 11 a • 4x12 II 3x4 = 4x6 = 3x8 = 4x6 -' 3x4 = 402 II 19-11-4 LOADING (psf) SPACING- 2110 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.97 Vert(LL) 0.45 14-16 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.79 Vert(CT) 0.81 14-16 589 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.56 Horz(CT) 0.17 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.31 14-16 999 240 LUMBER - TOP CHORD 2x4 SP No.2 'Except' Tt: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 2-3-0, Right 2x8 SP No.2 2-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied. BOTCHORD Rigid ceiling directly applied or 5-8-4 oc bracing. WEBS 1 Row at midpt 6-14, 7-14, 5-14 MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. REACTIONS. (lb/size) 2 - 1659/0-2-12 (min. 0-1-15) 10 = 1659/0-2-12 (min.0-1-15) Max Herz 2 = 203(LC 11) Max Uplift 2 = 481(LC 12) 10 = 481(LC 13) Max Grav 2 = 1659(LC 1) 10 = 1659(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-347/350, 3-4=-2545/1894, 4-5=-2382/1792, 5-6=-181211530, 6-7=-1812/1530, 7-8=-2382/1792, 8-9=-2545/1894, 9-10=-347/350 BOT CHORD 2-16=-1481/2225,16-25=-1170/2012, 15-25=-117012012, 15-26=-1170/2012, 14-26=-1170/2012,14- 27=-1171/1958. 13-27=-1171/1958, 13- 28=-1171/1958, 12-28=-1171/1958, 10- 12=-1485/2165 WEBS 6-14=-976/1264, 7- 14=-668/733, WEBS 6-14=-976/1264, 7- 14=-668/733, 7-12=-99/378, 8- 12=-163/353, 5-14=-668/733, 5- 16=-99/378, 4-16=-163/353 NOTES- 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) 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 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection (by others) of truss to bearing plate at joint( s) 2, 10. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 481 lb uplift at joint 2 and 481 lb uplift at joint 10. LOAD CASE(S) Standard 39- Dead Load Defl. = 3/ 8 in PLATES GRIP MT20 244/190 Weight: 226 lb FT = 0% AaMq-msn Atrw lb rca. tWAI409f i16 S-ks;it'i,til tFi r?m!St GAWRaYS iil19m{1gfiCtm rnIRG.HrM.lrtn.lrvgeram.k+[MaM WamW.1.mtQevllQrcemf?[80;WM..AIK I tabor, I f W- iOOM rokbn Aurak xfq.!wme ids..4 MIInrwnr rNRs rvmkwmMme Y4nkeM nl nrnrema l nea Y.r_`IxM (pner;.h ud mxq t08 a um mn,efrwn 4ln aM¢rwM m}m+ml J n e§u lrksrP me uqk rmilpetmmac tlpM{.mM [111. ik m.nsnge xt twdq eWmms. wMwiR Anthony T. Tombo Ill, P.E. r.aaa un,rw<. a+ 1r„N„a mewo..,.ao„r<,.err„d.,asnrtwene.:q.,n,w..san»u.a.lxn,as«wMnx.rrn-i.neeµ-1Oft1Otw.rew_9as.,,.""k,64 180083 me3«u4lOfrgrtreHtmsrolr nemMxss.mmmelOCm/bNa' imMpolNx dtkhNRglrn,lnx5rttknMm.tpixfApUsi.fhfl!w41x.4k'InbN:NYIKu1lpMue.IM14 smeW.! 4451 St. Lucie 81vd. abKneM Ih1 sMn hrM qn n. r•my 1.Hp wrk+N EK tnn bcy. Fpdea s MCt q. kdlty pnyw.e lrns srnn E.ppexM unh} A"00't ."..'01MC I tort Nefce, fL 34946 Ceppi}k 1;ti YQI A- 1 tan16nnns AalAony t.lomAo cUa.F, ttiowunine of tMls lnsmftn.in nnitorm. is ptolokod.00.1*.r.Menpamin"hem 41 tot6nsstr Fmfwnytlomke lQ.f1. t,u truss truss Type e.tty fy, RYAN HOEEWREB2CLM A15GRoofSpecialGirder11A0180989 Job Reference (optional) A7 Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries- Inc. Thu Dec 7 12 4a 55 m7 Farm 5x6 = Dead Load Doff. = 7/16 in S 4x8 = ZZ -" 20 18 ""' 17 "" 16 6x10 II 5x8 = 7x10 MT201-IS= 6x8 = 2x4 II 4x8 = 4x4 8x8 II 7x10 MT20HS= 24- 8-3 LOADING( psf) SPACING- 2-0-0 CS1. DEFL. in (loc) 1/de8 L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0,93 Vert(LL) 0.44 20-22 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.68 Vert(CT) 0.89 20-22 536 240 BCLL 0.0 Rep Stress Incr NO WB 0.95 Horz(CT) 0.16 14 n/a n/a BCDL 10.0 Code FBC2017(TP12014 Matrix -MS Wind(LL) 0.46 20-22 999 240 LUMBER - TOP CHORD 2x4 SP M 31 'Except' T2: 2x4 SP No.2, T3: 2x6 SP 2400F 2.0E T4: 2x6 SP No.2 BOTCHORD 2x6 SP 2400F 2.0E WEBS 2x4 SP No.3 "Except` W2, W4,W6: 2x4 SP No.2 SLIDER Left 2x6 SP No.2 2-3-0. Right 2x6 SP No.2 2-3-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-2 oc purlins. BOTCHORD Rigid ceiling directly applied or 7-1-1 oc bracing. WEBS 2 Rows at 1 /3 pis 6-22 MiTek recommends that Stasilizers and required cross bracing be installed during truss erection, inj accordancewithStabilizerInstallationguide__- j REACTIONS. ( lb/size) 2 = 2681/0-2-12 (min, 0-2-4) 14 = 3377/0-2-12 (req.0-2-13) Max Horz 2 - 109(LC 7) Max Uplift 2 - 678(LC 8) 14 - 943(LC 9) Max Grav 2 = 2681(LC 1) 14 = 3377(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-697/37, 3-4=-4446/1227, 4- 5=-4415/1237, 5-6=-4398/1239, 6- 7=-9179/2614, 7-31=-9177/2612, 8- 31=-9177/2612, 8-9=-7282/2006, 9- 32=-7282/2006, 10-32=-7282/2006, 10- 33=-7285/2008, 11-33=-7281/2008, 11- 12=-5683/1572, 12-13=-5375/1520, 13- 14=-523/100 BOTCHORD 2- 22=-1004/3823, 21-22=-1765/6784, BOTCHORD 2- 22=-1004/3823, 21-22=-1765/6784, 20- 21=-1765/6784, 20-34=-2182/8554, 19- 34=-2182/8554,18-19=-2182/8554, 18- 35=-2182/8554, 17-35=-2182/8554, 17- 36=-1266/5094,16-36=-1266/5094, 14- 16=-1211/4528 WEBS 4- 22=-177/379, 5-22=-958/3553, 6- 22=-4550/1411, 6-20=-767/2859, 7- 20=-479/274, 8-20=-352/879, 8- 17=-1796/509, 10-17=-568/257, 11- 17=-780/3060,12-16=-200/689 NOTES- 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); cantilever left and right exposed ; end vertical left exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) 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 nonconcurrent with any other live loads. 7) ' This truss has been designed for a live load of 20. Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) WARNING: Required bearing size at joint(s) 14 greater than input bearing size. 9) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 678 lb uplift at joint 2 and 943 lb uplift at joint 14. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 274 lb FT = 0% 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 162 lb down and 67 lb up at 22-10-8, 162 lb down and 67 lb up at 24-10-8, 163 lb down and 80 lb up at 26-10-8 163 lb down and 80 lb up at 28-10-8, and 163 lb down and 80 lb up at 30-10-8, and 280 lb down and 183 lb up at 32-11-4 on top chord, and 1305 lb down and 460 lb up at 20-8-0, 88 lb down at 22-10-8, 88 lb down at 24-10-8, 86 lb down at 26-10-8, 86 lb down at 28-10-8, and 86 lb down at 30-10-8, and 333 lb down and 115 lb up at 32-10-8 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 12) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=125 Plate Increase=1.25 Uniform Loads (pin Vert: 1-5=-60, 5-6=-60, 6-11=-60, 11-15=-60, 23- 27=-20 Concentrated Loads (lb) Vert: 11=-183(B)20=-1305(B)18=-60(B)8=-122(B) 10=- 123(B) 17=-61(B) 16=-333(B) 31=-122(B) 32=- 1 23(B) 33=- 1 23(B) 34=-60(B) 35=-61 (B) 36=- 61(B) x. Ml tbull«M!}etnt+%x'AI WG43 St5"Kl.f'„ifritAll'URSA.Je Rv'#Sf'7S?fgli"fYlirigltigili[AGlfitC bra Nefrltryr p;rntl«rM eM wRtMfet inrt NfylfrtWifi/f0-`,MM4pq 1.f tt lk.Ei lek r«t iiMkMevo Prku M«sm mNfnhlRf. «h Wtttr« a«M/abf ntllkM«f«b lf bkrix. acalmt@pp tal'aa. [, SI«.aiEM•r'z Mtelw an t@b ryCtwM1 mg9r+dMp«rcxaeM«pme.artspasrl. tt 4tgrAae «rye lmt W+'1NnRe lfoab wkr{h! lN.ktpeattM+. trtM tlMbeL ttMbtm w., drrrm,w«xa. q,r«„pwuwmawec,«+.aa«,«t,.krn«q«e«aet.aayfn «.eeewtera»rx.asrrdnrbd; xbpae.arr?.F. n.ppw[arlefw.rsxt.«afer n,..Caro+wr sb q...wrar.wa«gwuwee«yn,aema Anthony T. 80083 [ tE, R.E. M t«Naq k.".. two* at crtMb4t9C.alx racwasMaubesktk hatiepf.wa. tap kbxN«a MShrMisMeh nMslun a«r«aw.pwµ«. RFi aan e. etr.s lbrt of oo«rewNhns h,q«r imfesiµtt nrr a/inu bxrhar«...h:: 0083 Ha«.« ear&Mh t eMarrakq.x.aq b to pert wHe« Ik hmt krpa Eepaea it NOT* MNao fa«taa_. trams 4txrt [rywa rt.r MN+ar lk;plwFU xrar n rt iher rtry.i. 4451 St, Woe Blvd. Pfort Pierce, I t }to46 eppyf7 D 7Nf f l last hxttat-Aadaar I-tonbo Itl, .E. leprafno{an al rbft laaataet io aa1 brm, tt praf4ikf .ofom dro.rinea per»ittku ha. A -I loaf Fnttxt-fe faity L tonbo 116 p.E. Truss - rTrupss Type Qty Plv RYAN HOMES / ESTERO BAY v2B05G1Girder1 A018Q990 f Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 201 f Pnni: BAM s Nov 1z zu1 r IA4r iex industries, inc. i nu uec r i c4o:zm e I D:ta7uotTo57oOtNCWmTn2mQyhggX-YOMHvwif99C83dmH 1 fbvNhfUIZ7GwlceXk 1-0-12 4-11-4 10-3 4 15-7 4 20-7 4 I 1 0 12t 4 11 4 - 5-4 0 - -- - f -- 5-4-0 ----- i 5-0-0 I Doad Load Dell. = 1f8 in 402 I! 1.5x4 II 5x8 = 1.50 II 402 II 4-11-4 LOADING(psf) SPACING- 20 CSL DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip OOL 1.25 TG 0.75 Vert(LL) 0.13 10-11 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.87 Vert(CT) 0.27 10-11 926 240 BCLL 0.0 Rep Stress Incr NO WB 0.37 Horz(CT) 0,08 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.11 10-11 999 240 LUMBER - TOP CHORD 2x4 SP M 30 'Except* T2: 2x4 SP No.2 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP N0.2 1-9-0, Right 2x8 SP No.2 1-9-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-9-14 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. Lqo rdancew,th__qtabil,ze Tekrecommends that Stabilizersand required ss bracing be installed during truss erection, fn r Installation quide W REACTIONS. lb/size) 8 = 1303/Mechanical 2 - 1373/0-2-12 (min.0-1-10) Max Harz 2 - 64(LC 12) Max Uplift 8 = 273(LC 9) 2 = 303(LC 8) Max Grav 8 = 1303(LC 1) 2 - 1373(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-4=-19731398, 4-20=-2479/476, 20-21=-2479/476, 5-21=-2479/476, 5-22=-2479/476, 22-23=-2479/476, 6-23=-2479/476, 6-7=-1995/402, 7-8=-273/21 BOT CHORD 2-11=-337/1670,11-24=-332/1672, 24-25=-332/1672, 10-25=-332/1672, 10-26=-290/1697,26-27=-290/1697, 9-27=-290/1697, 8-9=-296/1694 WEBS 4-1 0=-1 76/980, 5-10=-659/240, 6-10=-172/957 WEBS 4-10=-176/980, 5-10=-659/240, 6-10=-172/957 NOTES- 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. U; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical left 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20 Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to hearing plate at joint(s) 2. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 273 lb uplift at joint 8 and 303 lb uplift at joint 2. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 200 lb down and 198 lb up at 4-11-4, 66 lb down and 47 lb up at 7-0-0, 66 lb down and 47 lb up at 9-0-0, 66 lb down and 47 lb up at 10-3-4, 66 lb down and 47 lb up at 11-6-8, and 66 lb down and 47 lb up at 13-6-8, and 200 lb down and 198 lb up at 15-7-4 on top chord, and 115 lb down at 4-11-4, 49 lb down at 7-0-0, 49 lb down at 9-0-0, 49 lb down at 10-3-4, 49 lb down at 11-6-8, and 49 lb down at 13-6-8, and 115 lb down at 15-6-8 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), PLATES GRIP MT20 244/190 Weight: 106 lb FT = 0% LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-4=-60, 4-6=-60, 6-8=-60, 12-16=-20 Concentrated Loads (lb) Vert: 4=-153(B) 6=-153(B) 1 1=-79(B) 10=-34(B) 5=-66(B) 9=-79(B) 20=-66(B) 21=-66(B) 22=-06(B) 23=-66(B)24=-34(B)25=-34(B)26=-34(8) 27=-34(B) r"4-M_W"*ink *-I IM. UAW15tuir, RkttE'ttk:a t>t 7Rd1S(BfiM"Yt y'rM^xit9AKI,*. W, itw tars 1. mt a..R me hup 3a ql ;MgrW . I.`vke it Ft W_*010W err. asexcrte*su vrxlwh'm. id, V*,« oft:raK. ,saex nw.a:rI'll m4r1ywa01410. "01. *hllMIMAiiltM.ir.+.rwinaAnthony T. Tombo ti;, P.E. nrennt,arr. iw uaeny.aa.yea.a .ago.,x..r.area. aaa+agsbaa.aa.,,.a,rxnras,waw+wswrraaa ar..atni.tkq,.«aarot.t..awry.aa,?rM.«+t t.uMgr..,hs.r+iragmeaRa+.w Mt x80083 to bxlegP ttM<xa [t+.er wrwapr[ MOrpXtte. t lea awrA0.r p9kpr+at> 4drtr tdrewx itA;MN+stelb iReM SKtrrrdnmdNep nx eun*-e E4ti Mtmrs AairrpAs4&Pn MlrtktRft. f-«_F+9ez a. [nz trap Eq an re'»aaan+.a., ,r 4451 S_, iu6e Btvd, rhx,mr ktwryrGaset aPW rarr bff, pan srNM. `k bas M+ptq ee r.!f233 b44 pang «t:ns4nan!ge.«doaaq esrpa adm smak"a/»ilF1. Rxt Were, FL 34446 toppBtt MItA- I toel6asur AnNaar LleaAa ill. rt, ttpowm-, of Oriii«aantt.daet last it petibiMi.4alMev 11to panwuiaa h.A-I coat inter Ao"YlAwk,111P_t. B06 l Hip I 1 -1- _ 1 s Nov 12 2017 Print: 8.120 s t RYAN HOMES / ESTERO BAY Y A0180991 12A6:57 2017 Page 1 10-12 6-11-4 13-7-4 20-7-4 t-Q-1-2 .....--- 6-11.4: - - -- 1- - - -- 6- 8_0 - - - f-- -..... ---- 7- 0-0 -- i 6. 00 12 cT 5x6 !- 3 2 1 3x12 II 6- 11-4 LOADING ( psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 ' Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 1-6-0, Right 2x8 SP No.2 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 7-9-15 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation uide. _ REACTIONS, ( lb/size) 7 - 823/Mechanical 2 - 890/0-2-12 (min. 0-1-8) Max Harz 2 - 82(LC 16) Max Uplift 7 -- 204(LC 13) 2 -- 234(LC 12) Max Grav 7 = 823(LC 1) 2 - 890(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-330/78, 3-4=-1184/781, 4- 5=-991/795, 5-6=-11821779, 6-7=-283/0 BOT CHORD 2- 10=-527/983, 9-10=-526/991, 8- 9=-526/991, 7-8=-527/983 WEBS 4- 10=01251 NOTES- 1) Unbalanced roof live loads have been considered for this design. 4x4 = 4x4 Dead Load DO, = 1/16 in 4 5 T3 a Sx6 6 7 o 10 9 8 1. 5x4 II 3x4 _= 1. Sx4 II CSI. DEFL. in loc) I/deft L/d TC 0.83 Vert(LL) 0.32 8-13 779 360 BC 0.75 Vert(CT) 0.38 8-13 658 240 WB 0.10 Horz(CT) 0.10 7 n/a n/a Matrix - MS Wind(LL) 0.23 8-13 999 240 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Gat. II; Exp C; 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 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 nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20. Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10. Opsf. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 204 lb uplift at joint 7 and 234 lb uplift at joint 2. LOAD CASE(S) Standard 3xi2 II 20- 7 4 ---- -- i 7- 0-0 PLATES GRIP MT20 244/190 Weight: 87 lb FT = 0% 1pg4 Min xe ke'U iKSSti `S€LiT': C:MNi 1Sd4Af E@ll',1'1tleE1'k'Ak,4,AKJJ` W. ttf'*,l lae"t-Mlru, kap eae. Iw'WM kh.1 11" Atlk W." Sled M.e.0 *.1 aa,+sa maewde'ps e61 wle:amrtmer:* e*=„tsar aw.'"sslnssMpr a'•+,M +iryw.mwa.nl eR.aansugn.rahxA.0 a+ anr:ey» un mr rar,a In,rea+awa.>hex,aln.!+eer«q nw7nn.rna 1 +«xsa AnthonyT TombnIll, R.E. a.ex*, , taaq rra rs y# wx n a spa q« dm waysq.»e aane a.a x waw aq,w.tta-t A ea4alsa e. *w s4a ..c aat mxr +v ,r ran 1 n ,,r waa x 80083 bMyex MtxaeAe i6• nxwwtarfwrltrna Mrs+dr*OM4t1dAt eaaw t(K MINrMU3nwf At4 atnnNbe panx pUaa 4Atxsl:e<egxca,MAan xM1 Gus Be'paa. [rm &.q+irylwarl inn x.Axle..Nnt 4451 St Ctx;le 81vd. fiamu itlwt n e:+R>Mapr. u*q p s&paer aaeeA S+iaEfs MEgm,r b 431 # tegkl6esgp' a km bs*a tgnea din t MFN At t 1NivAtnmm: m u *k l a l*d_ Fat Pserte, FL 34946 CafIngki Ctti6 A- ltadlrassrr Aatleey 1. T"Is, Ill, P.t. 1q,,dwm al Ms le ww,uaayWic nrN9rcef.4"1 Mr.abm F"isnaa ban A tact francs AatAeeP 1. iam6 lfl-P.F. lob---__w Truss Trus rRE82CLM B07 _ Hip Al Roof Trusses, Fort Pierce, FL 34946, design@aItruss.a Qty Ply RYAN HOMES ! 1 1 Job Reference o liar s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Indu: 1-0-1 4-it-15 8-11-4 11-7-4 15-6-it 20-7-4 1-0' 17 4.11-15 - -- I - 3-11 6 2-8-Q - i 3-it 6 - r - S• ---i 3x4 = U6 11 3x4 = r 6 7 302 II 5x8= 302 1-4 11-7-4 LOADING(psf) SPACING- 2110 CSI. DEFL. in (loc) I/dell Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.61 Vert(LL) 0.14 11-14 999 360 TCDL 10.0 Lumber DOL 1,25 BC 0.80 Vert(CT) 0.29 11-14 863 240 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(CT) 0.04 10 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.08 11 999 240 LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 1-6-0, Right 2x8 SP No.2 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-2-6 oc purlins. BOTCHORD Rigid ceiling directly applied or 7-1-8 oc bracing. tMiTek recarnmends uiredthat -Stabilizers and req oss bracing be installed during truss erection, in - accordance with Stabilizer Installation uqide REACTIONS. (lb/size) 10 - 823/Mechanical 2 = 89010-2-12 (min. 0-1-8) Max Horz 2 - 100(LC 11) Max Uplift 10 =-222(LC 13) 2 --252(LC 12) Max Grav 10 = 823(LC 1) 2 - 890(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-492/0, 3-4=-1131/866. 4-5=-925/717, 5-6=-797f715, 6-7=-797/715, 7-8=-9277718, 8-9=-1145/873, 9-10=-583/0 BOTCHORD 2-11=-632/941, 10-11=-643/958 WEBS 4-11=-212/304, 6-11=-189/459, 8-11=-230/317 NOTES- 1) Unbalanced root 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 C; 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 R MWFRS for reactions shown; 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 nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Refer to girder(s) for truss to truss connections. 8) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 2. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 222 lb uplift at joint 10 and 252 lb uplift at joint 2. LOAD CASE(S) Standard A0180992 7 Facie 1 Dead Load Deft. - 1/8 in 10 0 PLATES GRIP MT20 244/190 Weight: 101 Ib FT = Oe/ Nx>-Mrxxxw{lsnwa 9a'4l e?t 11fl5Ls "Hi:i%PAEW rStMSet.iGU;x1't8!tt'Sa:u2m1;iR6atr1'me. Mh huYr sets wMw4cu'.nsF9aWEGew,q;t af Mi sw E:xdeiR tE 46emr.x Maa ose, pwss A.axw saNatei Mi M1'M:ne'.b sMakneexe 5el aq 4 frtt let EKMN At. MxA!npwx„M zW wRf Se@mrtu6!nanpwHeNe FA+ruMq rtpMxal rcyMt4l bhaY eet wgkl np/tNaNer ea,,lek rlti. '•k Mt t n.»pK:. Mxbrtauw, u.MRtt Anthony T. Tornbo 111, P.E, anr a.F<.s,m.a+aynez.,a-•.aca.ac,em«aaaanraffia.a.»t,oaneaearc,eaaradw.art,+a.ernrra.w x raea.r xa:,+sr.«nse,..eae,q,.4na,sy.aama+ r80683 pta {tmgm Mte aste k4 sa«t.Mt3&aksaMs:n.ewe+x 'armque+asaaide.rM. 1GMt ady mra sec euimmeltn pamreeian m€k9as to ierhu ,a+ahee b trs, Mpra r-ec: a. p[q u '«smM.mrx-x+s 4451 St Lucie 8lvd- as+aaud ibsCwaM gM7MN.rtagtp +.aeWi ?k LmxAesry, eap, zehasq xtms 4rtxe mdnro4py ttuaa+>pfprosmekM1Ma1M. Fort Pierce,R 34946 Ce p tu P$It { tad Etrsses Aenoxr I-losma M, F_L AaMaar I. 1a40 94 @'C. C01 I Monopitch v2 A0180993 ts.com Run: 8,120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:46:58 2017 Page 1 ID:ta7uotTo57o0tNCWmTn2mQyhggX-UPU 1 JcivhmSrlxwg94dNS6krl Ns5Okxx_2pXXCyBMph t.0 0 5-10-8 — ---- 15x4 11 3 2x4 = 1.5x4 11 Dead Load Dell. = 1/16 in 5- 10-8 Plate Offsets X Y - 2:0-0-_2 0 -0-0 LOADING( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.67 Vert(LL) 0.21 4-7 >327 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.66 Vert(CT) -0.11 4-7 >624 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 23 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 5-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required - 1 cross bracing be installed during truss erection, in J accordancewithStabilizerInstallationguide. REACTIONS. ( lb/size) 4 = 224/Mechanical 2 - 294/0-8-0 (min. 0-1-8) Max Horz 2 - 118(LC 12) Max Uplift 4 = 130(LC 8) 2 - 149(LC 8) Max Grav 4 - 224(LC 1) 2 - 294(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3- 4=-149/263 NOTES- 1) Wind: ASCE 7-10: Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.0psf; BCDL=5.0psf; h=15ft; Cat. II; Exp C; EncJ., 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. 0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 5) Refer to girder(s) for truss to truss connections. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 130 lb uplift at joint 4 and 149 lb uplift at joint 2. LOAD CASE(S) Standard 11enPr Mcl fto lM—* kIL xas .tk N.i*aa NrtWat Fu RMaaNn.:u aad.h @B. M± Mri0,daam0ft' Wkstd lu 4ti 4M Wd t.!{mn 9enFfH ^ra.SM'"M!YF er'.M MxNfl,.pe ;axcgAm t AN iMi4pW c Mex'gniry"riwMh&t NtMs retMtaglel'na aR+><d M iQrd..tu 4M 7. ?ia k'+q 4E'HM s dMf Msaz ttANad xd euadn Gx.m w. d, gtt m rNrtWMt NeOxn. MoCmo' oawd vdpollKbi"` 'R dearw,x re„rnta urit.0x , , Anthony T. Tombo lii, PE.Vat W"ir"*MlplM083 Nle"hopd W(Mo, a Pofd W.I. 31.( tPEV—*P A.a*k0W(Mo d We,ae,rewwJtiCP sM q?n M4xl u itf Niu prmr pMw RKd Mhos ANM ndaF+tgd {qµa Mr tr+cs PocMnx. tna Peep soN•*€gym Aaadaarx.rMnr + 6Woe w PAonk<iaexs+FMaoM.caWhBlvd dpr kxxN•N'hl•nf 7o0P lx}xrsnAOY Ao twkiy Axrrr.x [mx7rWd?+@+eaawb+ AAWW.JMla:on #0W.1Md otPi4451 l.UC 3494 lopyripol dR 1916 d- I 9WI-ui Aoth"IrIA-1*ltt, rt, dapadatt,d of Mis dKpMna.id adl fms. nprdMbaed.Sawa tgd.rmee prrpiniaakopA I txa lw- Amit"il. 1014.rd I"t. FwE P eu2, fl 14446 RYAN C01GE IMonopitch Supported Gable A0180994 ss.com Run: 8.120 s No t2 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc Thu Dec 7 12:46:59 2017 Page 1 ID:ta7uotTo57o0tNCWmTn2mQyhggX-zb1 PXykXS4alw5Usio8c?JH9omMA7934DiY43fyBMpg 1.. 1-0_0 f -- — 5-10-8 -- -- — I 1-0-0 5-10-8 1 5x4 11 5.00 j"1T 5 1.5x4 II 4 1.5x4 is WP, 3 T1 ST2 STi131 y 8 7 & 2x4 = 1.5x4 II 1.5x4 II 1.5x4 II LOADING (psf) SPACING- _ m 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.10 Vert(LL) 0.00 1 n/r 90 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.03 Vert(CT) 0.00 1 n/r 80 BCLL 0.0 ' Rep Stress Incr YES WB 0.07 Horz(CT) 0.00 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix-P Weight: 26 lb FT = 0%u LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-8 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. lMiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in acrordance with Stabilizer Installatio- n guide,__ REACTIONS. All bearings 5-10-8. lb) - Max Horz 2= 132(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 6, 2, 7, 8 Max Grav All reactions 250 lb or less at joint(s) 6, 2, 7, 8 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.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 ; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSIITPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcunent with any other live loads. 7) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 6, 2, 7, 8. 9) Beveled plate or shim required to provide full bearing surface with truss chord at joint(s) 2. LOAD CASE(S) Standard tikes} txae 9awpR seer=de'Ft tom{ ia@li 3"Xtli HACIK'tMR 1 t9A34 5:0F.ya;'W!fC; FCUf3a:i ttMr %a k+hM4a i»a+»+rt »r rM wN a v ircn a+*+kitR€? rMMa. Niaw i. ianr .fi bkea Neu kMt w. WN+c rtaes w rEvhf rTm'Cfl+M{ x:ewwltr,;sssb+>xa.xela»irnsas t„xw,ta*rage,`w er Yuen.rrarnr »>, e.».x r, +q rq=e r»a er wYra maa+.o-arta m.;+ax,epnr ,.w t .ten AfOony T. Tombo 111, P.E. aaroe anl,raaa.r.+Mae,e4 .w,a„« «a.;srre+»euw»rt•,«.»aa aaeneaea(.[.!«»aernaet+aaq,.m»a?nl. rMr«,aera raewwwa .«awes«a.xelarMq.w..aaaw»»sx.,awaea,erd 4 80083 a1«i swpaM(t . F[rasr w trt1@MpFFxN.*ri,dae'"(.g WW"'WWW" vMa+*h'aWWI—ft—t*""or w, 4451 St Lucie Blvd. uNAuaheuna Fam.a.Rmgnpnd lnl»r1 gamnae!rwga.rE rsv a, a aaa»,.rnat»tx.i Fart P+eqce, Ft. 34948 toFttirAt S72816 A-lawiraaui- Ao"I'tcm4a111, F_, tepraJmtiae of tkis duamre6aaayfine. is preAibiMd.AMatiAa wfmaa peemistEwfios<M1401anet bfkaat 1. 1sa64 III F_k_ WREB2CLM IC05E I Roof Special Girder A01809951 1--s, unatyn a4ua ntusa.nzrm Mon. a. I4U 5 Nov Ili zu if rrnC n. i zu s Nov i z 4ui / MI I eK maustnes, Inc. I no Dec t 12:46:59 201 7 Pagel 1-0-12 6-9-4 ID:ta7uotTo57o0tNCWmTn2mOyhggX-zbt PXykXS4aiw5Usio8c?JH7OmMu7A14DiY43tyBMpg 13-6-8 f 1 0 12 + _. _ e 6 9 4 8 9-4 4x4 = 6.00 (12 9 10 19 18 17 16 15 14 13 12 11 13-6-8 t3-6-8 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.21 Vert(LL) 0.00 1 n/r 90 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) 0.00 1 n/r 80 BCLL 0.0 ' Rep Stress Incr NO WB 0.06 Horz(CT) 0.00 11 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-R Weight: 69 lb FT = 0% LUMBER - TOP CHORD 20 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purtins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide_ REACTIONS. All bearings 13-6-8. lb) - Max Horz 19= 103(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 11, 16, 17, 14, 13 except 19=-114(LC 8). 18=-113(LC 12), 12=-114(LC 13) Max Grav All reactions 250 lb or less at joint(s) 19, 11, 15, 16, 17, 18. 14, 13, 12 FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=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; end vertical left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 4) All plates are 1.5x4 MT20 unless otherwise indicated. 5) Plates checked for a plus or minus 0 degree rotation about its center. 6) Gable requires continuous bottom chord hearing. 7) Truss to be fully sheathed from one face or securely braced against lateral movement (i.e. diagonal web). 8) Gable studs spaced at 2-0-0 oc. 9) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 10) ' 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. 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 11, 16, 17, 14, 13 except Qt=lb) 19=114, 18=113, 12=114. LOAD CASE(S) Standard naxgl4ntttaapR=a..4r is tkA 1MV1, Rif?t; Rim!"& 04lism MEN "Wrxwx'i96rr.1' 4'. Wh FtrW ft'airwW- r.'rvn teak Ama}nr M 04 ~p I. iam M11 Wk Siisssn M nws 0.. autiwle RE eft Ihiel;ewak. t4res 0.nM+rN4&!@4bkni{it(.„Av1t?aFea ,SMc+An aq..a.r. fasety lrA nt+nanaeztr4ataMxdeiuM epwataeN.a4 e.4e 4ratt 4r wi41 eµWa4t FH$Mr we lX 1. ih MwN n:eanna. w4net dge A MmeMt trxs a, at nMrinat,.wewat±twe @+acmuka' eze NMaax kaRg9egtp.a. x«At. ee e.axteekvp;ta en=nti q ,t4. tlk+ta uta a.,, ..ay> Wryt aAMaMeMkwwl4 kM,. +a+r+ AntRpnyT Tomb$ W83 112, P.E. h keaq&kyaMStmMrta lae ut eean.I M4e pxP SNpeMetdlirt.mgftsrwtM idat 4WNr;KX;lrtkcbiNFMMSxtat edmae4e taaaN tiNtet,NewaaMk4esd4rimtde,per.. secs f80083 arau bAweH+bFxa M ey taan itsq,t ea' p @«try ma t ta et=mr Ma.Mh"."` 44$1 St, Lucie Blvd, 4 pane E7 ds naPrn. iltims lLl to G+tt }n4a atdder lntaatr::f M.: ate MM atifi. inFYnf#in;2t16Al1aoihttur AMian1 (.ltwba llt,l t. Flirt N+erc8, Ft 9444C+ tepndt¢ManAhdwnaent. innallww.isF*1siM.A"i11in a,dtw pammina has 4lttd lttntut A0hyJA.iogta_k CA At Comer Jack 120 s Nov ID:ta7uotTo57oOtN( 1-0-12 _,_0-llkj ---I 1-0-12 0-10-15 1.5x4 II A0180996 0-10-15 0-10-15 R i LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.16 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 5 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MR Wind(LL) -0.00 5 >999 240 Weight: 6 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 0-10-15 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 = 161/0-2-12 (min. 0-1-8) 3 - 23/Mechanical 4 - 5/Mechanical Max Harz 3 = 52(LC 9) Max Uplift 5 - 88(LC 12) 3 = 33(LC 19) 4 - 7(LC 19) Max Grav 5 - 161(LC 1) 3 - 37(LC 9) 4 = 13(LC 9) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-175/305 NOTES- 1)Wind: ASCE 7-10; Vult=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 ; 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 five 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 at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 5, 3, 4. LOAD CASE(S) Standard Cgnry-Fknt MtwQl(rena N t4af *aksti nti:Errti1L I(tM4l li1C>R fCtiQM it@tryLLRM)ll@41kk1' Mra MMr/¢zgttrrtn9n M ml rat n t fort kryt arry (IBr} W M ttMK I It€Ir. ri fAxew SkM xt w. fNfn gMa+x tgkf n fN, 4h -- 61111xna t+kndw >ac.k e. utt atea tp t.. k:uA ua.et t¢e q tw,o t m z a aro+*r a++knr+r. rm,n eeaeeiaeda.w tak re rn ns..p+.r, a»s. wear Anthony T. lombo 111, fx_E t BOgBa 4451 St. Lucie Blvd. IFORPierce,FL 34046ktrytltttu(ltRttlitttti 6nattnyI'IW illJf'tt1141Utm01in,SNct Q t.inoyI.M'i'?'AiliItt.60.1-.6 illtnPmim1,0A1'ltoottloftdS 011yt,ItnC1IH;t.I. russ'ype uEy NEy RYAN HOMES / ESTERO BAY v2 WREB2CLM CJ1B Jack -Open 1 1 Job Reference (optional) Atof TF Rorusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 1; ID: to 7uotTo57o0tNCW mTn2mQyhggX-v_9AyemnzhgQ9OeFgDA44kM WZa210. 9-11 F---- 0- i1i LOADING ( psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017ITP12014 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 0-9-11 oc purlins, except end verticals. BOTCHORD 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. All bearings Mechanical except Qt=length) 5= 0-1-8. lb) - Max Horz 5= - 16(LC 10), 1= 25(LC 9) Max Uplift All uplift 100 lb or less at joint(s) 2, 1 Max Grav All reactions 250 lb or less at joint(s) 5, 2,1,4 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 C; End., 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 at joint(s) 5. 6. 00 F ff2 3x4 II i T1 BA r4 3 1. Sx4 II A01809971 CSI. DEFL. in loc) I/deft Ud PLATES GRIP TC 0.02 Vert(LL) -0.00 5 999 240 MT20 244l190 BC 0.00 Vert(CT) -0.00 5 999 180 WB 0.00 Horz(CT) -0.00 2 n/a n/a Matrix - MR Weight: 4 Ih FT = 0% 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint( s) 2, 1. 8) Non Standard bearing condition. Review required. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard aaarp- Hare a+m}h rear„ as a•t a0W 'Fc Eta 6N Ak';gr5 a 1b71, Etttba i141ErjxrruaiEbptnr laa lab aagr ra,aan: a1 rrtl rrr a ait tan reapbra.ar il i W at teary I laa. m_t F haswt tiaa Mat ar. ban pane cart a ar !q. ap wH+ csaa Bars caaMrW aeb lbaN «ekf. 4f alas eeurr brraa . rcaarEpatir„ae uaaa+n@ alrtuma«;eraaeaar paeiwa ayatary rox»s9a f}aaa ktgadarsgx tmzlaNalk laa Malts. Eztktyalwaµaat. Wra:amMwt vaMq Anthony T. tnmtombM [[[, P.E. tM+aam- rararewWtlq ch:ryasaabaAaOaae.b0am'labecerrlbaaxf lb,gaa..lerasaaalR{,48EMaeMelmaaaMrrMtRt. RrrrradaarlbrNrallo.aaaelm'..""baaFr+Ma9. Mgr,•sM+NMMka aaikarrryasaM}a 8 0093 ariMGrbtaplMtaRalaAreeaxikalafe!@$MMhet'IarMpnaatd4Fa}q(eyrea.'M&N braaaar-x&7laasarah sF!al U4A ar:aaatN qt arora pMrar. ih(fllra'A aea AdMSMkaa aaa6ns nM+. ae baaggr=rua gae q:aaaanlq www MhM. ik tr.;+bs lgaeaulGt qe FxN+yOayra.ehmr 4ltn hpea aar klfs{ sR waa; aenaprN.FEtI "'. a' s s gr:epreMlass w,M,ara-.rtxs 4451 St. Lucie 61vd. Etppylx ">< 1 701A A -I Rad 6asms Axsbaay t tanba lR, f.E, Rap'Manioa al this laaarox. fa aay hm, is p'aRN4el aaMaa' M arulaa paninaa Uatr M l Raof Cwtses Aathaay C. Ieaba lR. rE, Fort Pierce, (=t. 140,46 11Truss Truss Type Qty Ply RYAN HOMES ( ESTERO BAY v2 CJ2 Corner Jack 4 1 A0180998 design@a1 truss.com 1-0-0 3x4 = s Nov 12 201 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.08 Vert(LL) -0.00 5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.02 Vert(CT) -0.00 5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.00 5 >999 240 Weight: 6 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 1-5-11 oc purlins. BOTCHORD 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 - 23/Mechanical 2 - 139/0-8-0 (min. 0-1-8) 4 = 15/Mechanical Max Horz 2 - 32(LC 8) Max Uplift 3 = 14(LC 9) 2 = 110(LC 8) 4 = 13(LC 9) Max Grav 3 - 23(LC 1) 2 - 139(LC 1) 4 = 19(LC 3) FORCES. (lb) Max. Camp./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=15ft; Cat. II; Exp C; Encl., 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-O 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 ilt=lb) 2=110. LOAD CASE(S) Standard aCtlbua ryi![remeM A1roRillfS S`4sN`}i€Rtk IiMf tt M01i1u6=.a5i0ai'f0"xa#+rtlpltar M lnAe kap iaw2M,MMI whywa},Int3 h9rMerxryEtlB}pIM 4aw{Liw'b R1i. Uhave SkaMw no- Nktr gwace nRMM Re tal, wh wtw arna aws ,M krw aa.;Iaxk xN araonsb qe hpa a+Fa M [p. ;U udw n her NerMswn:oxeae pxsw.a.nr,a as p xwgaaa ugaM,Mauaan leaah..m ml t « pnr alaKs. artN uwow,. qua. Anthony T. Tomtw tit, R F. t rowan eaaeuax i:n,.waNa W",wq., nMlwl.wa kwaA,erakae n,wnaaa,a x 80081 4451 St. Lucie BlvdPort Rierce, FL 34946 CMrlOM tFIFA-ltaafhnus AatMairEt.to®bolltti, Ur diiiii.ofth'idocaama.iaoayfone.tspaohlirk iw Ahawsa.repwwtittbabsse pa4-1awhvsZAaAaaptlaebolA:ft. WREB2CLM ICJB IComer Jack At Roof Trusses, Fort Pierce, FL 34946, design@attruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek ID: ta7uotTo57oOtNCW mTn2mQyhggX-NAjY9 1- 0-12 2-10-15 1- 0-12— 2-10-15 BAY v2 A4180999 _- 2017 1. 5x4 11 2- 10-1 S LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20,O Plate Grip DOL 1.25 TC 0.19 Vert(LL) -0.00 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) -0.01 45 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MR Wind(LL) -0.00 4-5 >999 240 Weight: 12 lb FT = 0% 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 or 2-10-15 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 uide. __ fff REACTIONS. ( lb/size) 5 - 197/0-2-12 min. 0-1-8) 3 - 66/Mechanical 4 = 26/Mechanical Max Horn 3 = 86(LC 9) Max Uplift 5 - 104(LC 12) 3 - 16(LC 12) Max Grav 5 = 197(LC 1) 3 = 66(LC 1) 4 - 50(LC 3) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 5=-202/360 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd= 116mph; TCDL=S.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; 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 at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint( s) 3 except at=lb) 5=104. LOAD CASE(S) Standard xarw- r arr«pnrr...a,•r.lmw m?tt;a€t'sta!tultraNsata aeasvat arn'}ua;taawar rx rarrrr l«men,raaaraerxwro-.v,avpeo.xrppai+aaraa l t..a t! uer tKnawr.0 €wss,a..r.uad.e r.»!r WExrawa Mas s.ekrmaae;l¢aa eW. rrarers W>fywa i s. lE saerrd».rfre,gmxs,ax:mr*rd rc,ar,.w agwaprnpx:den+.p er nvq die cwlle tmsfpeMwxe 190 artt wrRl-I. tx aspr+is.garo, uuMrs ,eadanr Anthony T. Tombo 111, P.E. wrwdw?t.rrb.a aaenM:.,imx+inrdra.,p. <r o,.rr wak « Iraq b+.e..a.wMdau.>r dt al a, uaNs rrtal-L i gryxadNr lm w MhM.,rda Ga. earN,tenAy MpuaEw er akk.tkb npr,da d 18008) art" xlRhulraralrnxn ApaassxexaaetACslMpaxnWpad xtdaek kaa(nrxrd4dspidxmex±ItSPrdMbaklRMUtlxardmxaaGrrwrdprwl.IK!MnsbnwexMMxrMkMtdaahnrlawpxhnrPxsgrsrquraratmrxadxmaaten ZtrMrarrertrwMhataaaapMNnanex{ a7 d(pnxs pnhs/. tY krsr b`gIr{ra n lMl M faYat Brsyaa. x Lns Sane Erprm d en amteM to mnnn e..; ar n Mnd x `P!. 445I r. I L Blvd. FR pleOrCa, FL 34946 CerlayM0tQl{ 5l tael Gassas-MdroelLlaabo lll, f.f, tapwiuNoa of tbh iwaeron.ia eay tornm probiliael aiMam tk xnMnrersissaafros FI lool6euas-WWI Gtanbrill 11. Truss WRE62CLM _J3B Jack -Open truss.com U, ES Run: 8.120 s Nov 12 2017 Print: B.120 s Nov 12 2017 Mi Tek Industries, Inc. I hu oec / 12 ID:ta7uotTo57o0tNC WmTn2mQyhggX-rMHwNKn2V 158Pioe xeDY99Sp 1 Ojk3 2-9-11 I— ---- 2-9-11 A0181000 2017 1.5x4 II 2-9-11 2-9_11— Plate Offsets XYj _[1:Edq 0-1-12j LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.21 Vert(LL) -0.00 3-4 >999 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.05 Vert(CT) -0.00 3-4 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017(rP12014 Matrix -MR Wind(LL) -0.00 4 >999 240 Weight: 10 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 2-9-11 oc purtins, except end verticals. BOTCHORD 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 Installatio uide. ,___ REACTIONS. All bearings Mechanical except (jt=length) 4=0-1-8. lb) - Max Horz 4= 69(LC 1), 1= 93(LC 12) Max Uplift All uplift 100 lb or less at joint(s) 2, 1 Max Grav All reactions 250 lb or less at joint(s) 4, 2, 3, 1 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 C; 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 at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 1. 8) Non Standard bearing condition. Review required. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard wuxlt-flu taMa lbnrwr Nt'6i mot 4mtgki Sor'OA.wttw ltnaHfa:At (Rli(IIICmt;t'I!(Ka9m2{eCmfaP Me waq wsT M`We:Nrre rut wm. atitimtwata Unrwl rtmij weM kMgl l.aw . It arhr.n Swiw'.a wlecto.—t w.ft lM mh Wtt[cwattw mRrr wnNia#drGww MM. Ata6n5Oexmhprta (1 _`.paMry tgMw.}4raAwaq rq¢ranaN;lp#reaMmwawwNuparc r xsA n 4i Ae ws a4e[gktmsigafdlKm¢Ipt rdt,alnttFl fkwug m.pw},bWq WMec.0 iq Anthony T. Tomt>o III, U. ar eeaw n.,rw..r wearn rw a 0AQ_. k a.,r<,aet,may.a. mawweg o„gw..rra. mwaaa.r m. m[wrw xw w.aryra.wtn,.i. n.r ..aan. ma..a.r n.x..ram.rmr,»aaremwy.uwy..a ws nr a ww:,w4wr..«ywr eaaa 180083 M tnNar tqM atrMWw Aawwr utM Mt al maam Mrzr+an.wM(w ew 4hk Mn.aatmWMa'wahlnwimr wr nlaata MpAva xatmlaa„a, ev uMMAt Masatk xn, rtw. L.r,Mpimaxr Aims W. hw,n.awu 4451 St_ Lucie Blvd. aw,mnirnwpr:rua N•w gree.'rer3Falfwma iw:ra}wt:plaaaexrct q. orMa{artpn.n6Ks gar Eq.w aw•I.:Imar. tll:gaabnr mxc rr.n Mw xma Dort pierce, FL 34946ZtCgyritN4720164-I tad Basrer-Anataay [. tan6a fU, tt. te[Hadaaiea at 43 laameat. in ear brm. is po6ilkl whAaW the wimae termi+siea has 4 1 taei Ganes -Aaday f. lam9e it l.f. Qty CJ4 IComer Jack ESTERO BAY A01810011 94b, cleslgnoaltruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:04 20 ID:ta7uotTo57oOtNCWmTn2mQyhggX-JZrlafogGcD?OsNgVLkniN,_?Cn 1 goRQpM_ I — -- { ---- 1-0-0 3-5-11-11 U4 = 3-5-11 3-5-11 LOADING(psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) 0.02 4-7 >999 240 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 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 3-5-11 oc purlins BOTCHORD 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 ouide. JJ REACTIONS- (lb/size) 3 = 81/Mechanical 2 - 205/0-8-0 (min. 0-1-8) 4 46/Mechanical Max Herz 2 - 53(LC 8) Max Uplift 3 = 51(LC 8) 2 - 148(LC 8) 4 - 36(LC 8) Max Grav 3 - 81(LC 1) 2 - 205(LC 1) 4 - 59(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=15ft; Cat. II; Exp C; Encl., 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 hearing plate capable of withstanding 100 lb uplift at joint(s) 3, 4 except (jt=lb) 2=148. LOAD CASE(S) Standard ft" na 0—w—ae "b11Mi1fM<.ES, k. i,.'YEa'<rat l:Lntl IlUK:`95?914e gf[Y".,U{Nta:raSMtMF Ma ircA,«+ql Mtmelnc Miw/a,eMtFmtO.NrlprewyllRlMq Wbsif f.akt W. tt. hh+wtOi kd elu 0M#.k to' .4 141 .a Minn aNIW'v*",K.k 41. atn,es"..`noft(pi—,kW. Mr 706 tq,a:anwenw!!lON «sra*tey. 1-6" Oaklta a+«l In i. rN«n! nark, raNwan. za«+ae Anthony f. Tombo III, R.E. a(.xda, iinrbw Whrtk=lgxnNali/k6wn.kUn,rtlalx4«q,wak Naarq amgw.. ae tnMeAmlK.ki14NRNW>mNMt<MNfN.tnlpp.•NXME@rNwNMnedkh.y wMNrwdq.tMMry. nsaeN.er NK uNNki 80083kt+:1Plt@evF+wa [Wane sFews ale«kIRC«ON KHrm MpvaMn AtNNaq tnawxsan gEn.«get9tuplF,pe e tnwiva rte,eewe ar prorN nlas. teu eeArskeesp.+wwsmamNkhn, &upa as R. :ep.ai.wlrt,t a..hgwa..wn I4451 St. Lucie Blvd. eMxiylNFelrkElangMpeaerwqltNNaesagf»N N lrvtt7N>leftgMiakfMANpRA1SrMn,e11xt 5.Nn Elppttkpr MNy. ,iM n l4eN hre; N.nIMNn.?N-I inn Pierce, FL J4946 ztC%pyk f92pl{A-I Roof tussas AaMoay i. IwoEo ltl,t E. Rapsdwuaa aldis/araaal. is rayral o. isplolnlikl.nheettk nines por issiaa6os6d Roof 4assm RaAoaptloahNil. t1. RO BAY v2 WRE62CLM CJ5 (Comer Jack Run: 8.120 s Nov 12 2011 Print 8.120 s Nov 12 2i I D:ta 7uotTo57o0tNC W mTn2mQy 1-0-12 4-10-15 1 0 it-- 2 --- — 4-10-15 A0181002 U6 II 4-10-154-10-15f------ — Plate Offsets X Y — LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC OA9 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.24 Vert(CT) -0.05 4-5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MR Wind(LL) 0.03 4-5 >999 240 Weight: 18 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 4-10-15 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, In Lac!cordance with Stabilizer Installation uaide.. REACTIONS. (lb/size) 5 - 27010-2-12 min. 0-1-8) 3 - 125/Mechanical 4 - 53/Mechanical Max Horz 3 = 127(LC 12) Max Uplift 5 - 141(LC 12) 3 = 37(LC 12) Max Grav 5 - 270(LC 1) 3 = 125(LC 1) 4 - 89(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-270/486, 2-3=-156/292 NOTES- 1) Wind: ASCE 7-10; Vult=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; 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 at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 3 except (jt=lb) 5=141. LOAD CASE(S) Standard Wlursnv Mrv+e we naas ar 4¢xk n a6us Wsg E rvrgr. aRr ErAr`iar,rw q+a4;pamcn;neesras pweaanxa M+nn.: an aexup aesgk rme au ie9nh. nui_tk az n,nga., cxf:waaresNnuae AnthonyT. Tombo M, R.E. r„raw+,+m,.r+t+r+rurrraar¢wr.r.¢..n'rrAwnn nexaeFAav}¢ngre.Aarrrwr.raa,u.aracwrnx+dungrrtrwms. O.rmrrar«wa.raw,.apt:.s,.+mNnw+q+rgr.,,ww+.»eaa+ar+w.,aura 4 80083 Kr 3,axg8es+x es twaxM rN eax+wraxae t s(enpMaes rN t°+ +daha a.ngSser<+eeaaewtp5tlM4sMt lrlR rr StiA er,dnmbwpuM fir. .1w1 ""04ea 4451 St. Lude Blvd, ah.n,«aaMr....a p a.+a,ygrawxxa.a.lnx, er, [rpe u .rnrt taiieru t us.rx,rt rest Awgokw a+erakw.T"l. Fort Pierce, €L 34446 appgMt ^281a FI tad tr sratMAaay i.laebn ill; r.E ReprNmruaw al tbitiwamM.i nr fore, is proAi4ikl wnkoat+aa.rinenpaaissia Oar AI Asot bases-Aet6aaytlaebe O, f1. ss Iruss type LCIJ,5BE132CLM Jack -Open Qty 1 Ply RYAN HOMES / ESTERO BAY Q 1 A01$1003 V_-- _W Job Reference o t_j__onal ioof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:05 2017 Page 1 ID:ta7uotTo57o0tNCWmTn2mQyhggX-n)Pgn?pl 1 wLse0y032F0EaX 1 bBN9Xugzbe?PHlyBMpa 4-9-11 4 9 11 3x3 II 4-9-11 i LOADING(psf) SPACING- 2-0-0 CSI. DEFL, in loc) Ildefi Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) 0,01 3-4 999 360 MT20 244l190 TCDL 10.0 Lumber DOL 1.25 BC 0.18 Vert(CT) 0.03 3-4 999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MR Wind(LL) 0.01 3-4 999 240 Weight: 16 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 4-9-11 oc pudins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accclydai c with Stabilizer Installation Suk REACTIONS. All bearings Mechanical except (jt=length) 4=0-1-8. lb) - Max Horz 4= 230(LC 1), 1=-233(LC 19) Max Uplift All uplift 100 lb or less at joint(s) 2, 1 Max Grav All reactions 250 lb or less at joint(s) 4, 2, 3, 1 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.Apsf; h=25ft; Cat, 11; Exp C; End., 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 at joint(s) 4. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 2, 1. 8) Non Standard bearing condition. Review required. 9) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. LOAD CASE(S) Standard Nmda-flew Mrwgryrcnea roe`I-1IUffl iMCS-kJ£A'",-. T19Ft IEtlIS 6:1XOIt4d5f 4717Mi'gEt;C}l((AOi:(MIEq'M IreXSa!r pmsMr wt<N Met»My t»n Gtq r Ae+!1@aiWM kla+r1 [»%R.ti ldnamikwkw- Whts Mtm.,»t>M!»MtBQ.»h Iota tnnw%ni eam sae***1-* St i*kkert,l. All hnteet pah"Wit W.0, Ega»xx MsMaaar roe a rah»»?"W' lM pRu,»M »pa»eryee;pN.d(m k M h rtf Mt rn»t A"»Mree»h.»aa Pt 4ktga astNpxes, waeq WMet, eMt'./e Anthony T. Tombo 111, P.E. t MnadwthasprawMWm.InMrctpatdmrdMene,MtCewivlarttNq,rexMFalkgh:,{.awWMdtkM.wOENwkaltuilblde»IR.€. tkp,»ddwleexdageaN dAerau..wMn}kaaly,twgainwMw»IkanrtNliMMuipeuNiled 180083 MMtMwkal>N@et+pe »afWgw e6eahi as Me Mlpe*dt Pd#m nl er.»F»tdw WiMt6q»N Sdth Mu»aal,±1[4oMNtkl kiRMSiU €udbmNAe ppM piton. Th12y»'Aimn M$ tdM1 ivm" not McurgeI"MI-M»Mwa.»ku dwvsuMbxaN a.aMaoap» tq»vxmatrymlxah e»hN kk Netteerp laptra nlCtM Luwpe»'px .hxt S."Eapa»a Nor MNpl. WvapawN>tiar xe»IawN x'161. 445i $t. LuCie Blvd. Fort Pierce, FL 34946 ePni1b 2i 1@IAAIgoof Gosssr AaAaey l_lameo lA,P1. hpodmim of rfdt ee<amem, ioaoy lorm'nP#44ila/r<"how it+rinao P"iwo boo A I goof 6nras AnAeaTC lamW tlt: t.t. WREB2CLM I D05E Monopitch Supported Gable 2 1 1 A0181004 1 truss.com Run: 8.120 s Nov 12 20 77 Print: 8.120 s Nov 12 0017 MiTek Industries, Inc. Thu Dec 7 12:47:05 2017 Page i I D:ta7uotTo57oOtNCWmTn2mQyhggX-nlPgn?pl1 wLse0y032FOEaXB_BO?XtAzbe?PH IyBMpa 1..."1 0 0 4-11-8— S 5 2x4 -- 1.5x4 1 5x4 5-0-0 5-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TIC0.12 Vert(LL) 0.00 1 n/r 90 TCDL 10.0 Lumber DOL 1.25 BC 0.07 Vert(CT) 0.00 1 n/r 80 BCLL 0.0 Rep Stress Incr YES WB 0.10I Horz(CT) I 0,00 n/a n/a BCOL 10.0 Code FBC2017ITP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. re, that Stabilizers and required CMiTekcocrossbracing be installed during truss erection, in accordance with Stabilizer installation guide. REACTIONS. lb/size) 5 = 43/5-0-0 (min. 0-1-8) 2 = 169/5-0-0 (min. 0-1-8) 6 - 233/5-0-0 (min. 0-1-8) Max Horz 2 - 113(LC 12) Max Uplift 5 - 20(LC 12) 2 = 56(LC 8) 6 = 106(LC 12) Max Grav 5 - 43(LC 1) 2 = 169(LC 1) 6 = 233(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. WEBS 3-6=-206/325 NOTES- 1) Wind: ASCE 7-10; Vult=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 Extehor(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) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified building designer as per ANSI/TPI 1. 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) Gable studs spaced at 2-0-0 oc. 6) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ito uplift at joint(s) 5, 2 except (jt=lb) 6=106. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 21 Ib FT = 0% or't.t*WW 'N41r,. stairs tun4cme?a+s:nta" nr^. s:s .rr;!76a[+^a+. sin a,p ra. ,aw ac.w:. ,t°a ua **wno;wo++ .r?,xae r. m.0, a?e,n a a ak «w i¢€es.,tat 4atrna,Fy+tgKw:s r`•+ ,.* =a•Ursa,inn•sa soear.uw +n.gTyw,ana.n x phs,ar..o. , a*x+ yarn t e Anthony t-Tombo 111, 11,F, x+.rtanrhnw xaaq a,wnne n...arc ° u.p a pat .» es .s.a.r w aaa,a tn.nw e nt .a d t, astir .w . a.» aaka,M• n 280083 ieMigMExaM dA wa+:nnirtwr4e t tdrrynEErMdmsEM fgtrt}tnB itMx kut troe`, MtYANbt 7;ilNt ae dxtuNetpml Nkne Ptt Mtaei A.rry»rxaf tAK OM hnsle r,nr.)nnPss$E nanp'm kw.lu za..Mss 4451 St. Lucie 81vd, xknaufdMMire:wtsn q.amp+apyar a+ t.;es a Nvpbws<,: eoi fx haery s... [mshwatq aaga N. caaeas,w;ax:ma M+aar!€i. Fart pierce, FL 34446 topttifAt C. 316 A l toot lresw-Aatha{E. tooitflt, r.t. ttp*haeo 0 this iataatt. 4o411&*, is Ff k4ef.4Mai tho mote paoiss-itoeAI tw Im— Aotk"t 1. TWA. th, r_L WRE132CLM D06 I Monopitch 1 10 1 A0181005 n truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12 47:06 2017 Page i I D: to 7uotTo57oOtNCW m Tn2 mQyhggX-F xy3?L pwoDTjGAXComm Fno4lgbggG Lw6gl lyplyBMpZ 1-0-0-0 4-11-8 2x4 = 1.5x4 II 4 5 0-0 LOADING(psf) SPACING- 2-0-0 CSL DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.38 Vert(LL) -0.02 5-8 >999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.35 Vert(CT) -0.05 5-8 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017rrP12014 Matrix -MP Wind(LL) 0.05 5-8 >999 240 LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 20 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-11-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, iYV accordance with Stabilizer Installation guide REACTIONS. (lb/size) 5 - 190/Mechanical 2 - 259/0-8-0 (min.0-1-8) Max Harz 2 = 113(LC 12) Max Uplift 5 - 84(LC 12) 2 - 79(LC 12) Max Grav 5 - 190(LC 1) 2 = 259(LC 1) FORCES. (lb) Max. Camp./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 C; 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 81 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) 5, 2. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 20 lb FT = 0% naq nw,n.«su.r,«.^ure+laavant x^,a urwad„n nu srasraat axr'yuewor.tasr Rr. rmrtklv,„l w.nl.as nl,a srr4p;.awll,e.rrl.,r.m,rr!«sul.,sa.rr„ aws,.an,ms,me«a.l wr l4Err rlYxRx xMlc saAta.W Mar?ItRkrM 4lk fs6¢w}tKm u `4unlrFgRer;aud.sry t0&upmcwlawe aleredrk pMeswMY Yarl4ltt{a,RRRfrks+p rlkugy im h}uMgRe i@Q ph wpl llFL fk ksgl ns.Rp l. 46try tMrtbYr. saeRdm Yavxl and x, anaq l «»u., nee,@. .e. @.urs uK ,.R er er,pR..«rw,eanr a. prarxr s sr,ar»s rt. r,aamm.r.n usuear t ls... t it a...+„ss... r,d q k .,n nrd Anthony T. 80081 [ t[. R-E. M t*uM &fi lerMfNYWx AR eq rc u!Malk i@@Mta Mx MrnrX sdlxk rytrRrxenfhlr MxrnMMNlpNsbt. fRM51U .. reRpeNarp rtf .IfFt aflRes al asrw,MNn el nrMl 6n rrl As (3u6eqaWlr+naAAuwR.win4 4451 St i.ucie 81vd- Moeu NAxlh 1(wrKnRai e nmy y d W+Rl1lHI. iM arcs tgsa a Y,.[ A! WMa! 4wpn. x tin! Hnn Gpxx a Yf F nt<pMRM'xat a! tt tdaY R 9F1. C MDt@I@Fltaet 4rYsses-ARdroR EJsRs9e 11t P.€. Pe NW119116I1111S @RlY#Mt. iR YR fora, is oMlncl xd6Rul dro xrineR ersrssroekos F-I Loaf lnssas-te FortRterteji- 74440 Pr } M tAeYy (. taaER II€ P-E. t> Job truss —_ Truss Type Qly Ply RYAN HOMES / ESTERO BAY V2 WRE82GLM FG1C FLAT TRUSS 1 A0181006 3 Job Reference optional) _ Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:07 2017 Page 1 ID:ta7uotTo57o0tNCWmTn2mQyhggX-k8WRChgYZXbatK6PATHUK?cQQ?vY?ifG3yU VLByBMpY 3-7-9 6-11-7 10-3-4 _ 13-7-1 16-10-15 20-6-8 j — 3-7-93-$-93— { _ 3 313 3-3-13 m............_ 3-3-13 -- 3 7 9 Oead Load Deb. = 112 in 3x3 II 5x6 = axa `- vxa - 7x10 MT20HS= "" - 30 7-1 LOADING(psf) SPACING- 2-%O CS1. DEFL. in loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.00 TC 0.57 Vert(LL) 0.27 11 897 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.83 Vert(CT) 0.75 11 322 240 MT20HS 1871143 BCLL 0.0 ' Rep Stress Incr NO WB 0.42 Horz(CT) 0,08 8 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.28 11 866 240 Weight: 293 lb FT = 0% LUMBER - TOP CHORD 20 SP M 31 BOT CHORD 2x4 SP M 31 WEBS 2x4 SP M 31 `Except' W1: 2x6 SP No.2, W3: 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-10-10 oc puriins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 14 - 4025/0-7-4 (min. 0-1-8) 8 - 3985/0-7-4 (min. 0-1-8) Max Harz 14 = 42(LC 6) Max Uplift 14 - 195(LC 4) 8 - 274(LC 5) Max Grav 14 = 4025(LC 1) 8 - 3985(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-14=-3812/178,1-15=-10605/159, 15-16=-10605/159, 2-16=-10605/159, 2-17=-170601303,3-17=-17060/303, 3-18=-19411/419, 4-18=-19411/419, 4-19=-19411/419,5-19=-194111419, 5-20=-17164/297,6-20=-17164/297, 6-21=-10609/154,21-22=-10609/154, 22-23=-10609/154, 7-23=-10609/154, 7-8=-3774/257 BOTCHORD 14-24=-24/532,13-24=-24/532, 13-25=-159/10605, 25-26=-159/10605, 12-26=-159/10605, 12-27=-301/17140, 11-27=-301/17140, 11-28=-299/17084, 10-28=-299/17084, 10-29=-154/10609, 29-30=-154/10609,9-30=-154/10609, 9-31=-10/527, 8-31=-10/527 WEBS 1- 1 3=- 146110516, 2-13=-2828/0, WEBS 1-13=-146/10516,2-13=-2828/0, 2-12=-155/6754, 3-12=-168810, 3-11=-128/2379, 4-11=-1068/0, 5-11=-12512435, 5-10=-1692/0, 6-10=-149/6849, 6-9=-2825/0, 7-9=-150/10526 NOTES- 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 0-9-0 oc, 2x4 - 1 row at 0-7-0 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 (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S,Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., 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) All plates are MT20 plates unless otherwise indicated. 6) Plates checked for a plus or minus 0 degree rotation about its center. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 14=195, 8=274. 10) 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. 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 262 lb down and 154 lb up at 0-2-12, 143 lb down and 57 lb up at 1-0-0, 137 lb down and 33 lb up at 3-0-0, 211 lb down and 48 lb up at 5-0-0, 211 lb down and 48 lb up at 7-0-0, 211 lb down and 48 lb up at 9-0-0. 211 lb down and 48 Ib up at 10-3-4, 211 lb down and 48 lb up at 11-", 211 lb down and 48 lb up at 13-6-8, 211 lb down and 48 lb up at 15-6-8, 137 lb down and 33 lb up at 17-6-8, and 143 lb down and 57 lb up at 19-6-8, and 262 lb down and 208 lb up at 20-3-12 on top chord, and 137 lb down and 89 lb up at 2-0-0, 137 lb down and 89 lb up at 4-0-0, 137 lb down and 89 lb up at 6-0-0, 137 lb down and 89 lb up at 8-0-0, 137 lb down and 89 lb up at 10-0-0, 137 lb down and 89 lb up at 10-6-8, 137 lb down and 89 lb up at 12-6-8, 137 lb down and 89 lb up at 14-6-8, and 137 lb down and 89 lb up at 16-6-8, and 137 lb down and 89 lb up at 18-6-8 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.00 Plate Increase=1.00 Uniform Loads (plf) Vert: 1-23=-185, 7-23=-60, 8-14=-20 Concentrated Loads (lb) Vert: 1=-262 7=-262 3=-211 11=-275(B) 4=-211 5=-211 15 =-143 16=-137 17 =-211 18=-211 19=-211 20=-211 21=-137 22=-143 24=-137(B) 25=-137(B) 26=-137(B) 27=-137(B) 28=-137(B) 29=-137(B) 30=-137(B)31=-137(B) 2) Dead + 0.75 Roof Live (balanced) + 0,75 Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 1-23=-205, 7-23=-50, 8-14=-20 Concentrated Loads (Ib) Vert: 1=-213 7=-213 3=-184 11 =-237(B) 4=-184 5=-184 15=-120 16=-119 17=-184 18=-184 19=-184 20=-184 21=-119 22=-120 24=-118(B)25=-118(B) 26=-118(B)27=-118(B)28=-118(B)29=-118(B) 30=-118(B)31=-118(B) 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. metal=0.90 Uniform rack ( n lf t-onlnueo on page z., LuqWA N ?IFS ti''4ai:1 . ifPtu I'UK t QP flfdi 434€RM'.f1ll49ti^R[CFkMr Ixn Ixrtt +T l mflni M ml eM, a bE Rns kNIA Cn+q M M,f 1 Io M. r'M to'. t IaDuxwMx larstMlkmlYtbAC4k,aa. An hnseeu[ehpsa ,_1hoMt kNw.«pM mFaih spp,grcu+n eecn s+pw;wrta ev,x[rzspuatx.* Uft 006-0 ln-t to kuRna*p.es. 4"'.0,WT' owl? Mthonr T- Tombo III, R.E. a. sea«'«,,r«gwiMawf,ry.,+orao.a.a«.o,a.,« o saMac«aaah,[anus«..s«aseaao-r..asnr.rn.ww srt m-I. a.prrwaasror.w.rasn,aa cM,. arss aq,rge.,xr,«..w «ts,akas,,,H.,aoma 1 8008) M 1apryMgwM/wx«s«. F9aM sa sa.rsteMar NttMe, allaaaanaalN%+rsq«++, 4rM w«w ,xm ra axrn«a+xA xs,aa«N a pwapa«s.. mlaan x.•yw«ww,sao«ssawt,ns Rs @wr.'eti, a,q,ip+a.einssr.,aa«n.aks, 4451 St, Woe Blvd. aMae» i6aelk t,raK lrtaigr «nmry kN pMt iahM Ix hen Assp fpra «APTM MdkM An4ad-«Nn, 4sM« Sqn« Rw] 1- AX uMaaanx, we n MM «1fFi R FOR Fierce, FL 3440 aPpyta 261fA-I tootlsexes-AerAaryLlw«4o?ILP.E. tepraionianaldnloremw4fowPlosm.isP,oki4itetwapwtlte«rin«oPerissie«hosA-ItaaEGosses AdAwrClou4olll:tl. JQo truss truss type uty Ply RYAN HOMES / ESTERO BAY v2 WREB2CLM FG1C FLAT TRUSS 1 * A0181006 JInh t]ara.nnna /nninn ll 1 truss.com LOAD CASE(S) Standard Uniform Loads (plf) Vert: 1-23=-185, 7-23=-20, 8-14=-20 Concentrated Loads (lb) Vert: 1=-65 7=-65 3=-102 11=-122(B) 4=-102 5=-102 15=-52 16=-64 17=-102 18=-102 19=-102 20=-102 21=-64 22=-52 24=-61 (B) 25=-6 1 (B) 26=-61 (B) 27=-61(B) 28=-61(B) 29=-61(B) 30=-6 1 (B) 31 =-61 (6) 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 (plf) Vert: 1-23=-134, 7-23=-29, 8-14=-20 Horz: 1.14=31 Concentrated Loads (lb) Vert: 1=65 7=105 3=26 11=124(B) 4=26 5=26 15=37 16=20 17=26 18=26 19=26 20=26 21=20 22=37 24=62(8)25=62(B)26=62(B)27=62(B)28=62(8) 29=62(6)30=62(B)31=62(B) 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: 1-23=-134, 7-23=-29, 8-14=-20 Harz: 1-14=-8 Concentrated Loads (lb) Vert: 1=65 7=105 3=26 11=124(B) 4=26 5=26 15=37 16=20 17=26 18=26 19=26 20=26 21=20 22=37 24=62(B) 25=62(B) 26=62(B) 27=62(B) 28=62(B) 29=62(B)30=62(8)31=62(B) 17) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) 1st Parallel): Lumber lncrease=1.60, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-23=-134, 7-23=-29, 8-14=-20 Horz: 1-14=24 Concentrated Loads (lb) Vert: 1=65 7=105 3=26 11=124(B) 4=26 5=26 15=37 16=20 17=26 18=26 19=26 20=26 21=20 22=37 24=62(8)25=62(B)26=62(B)27=62(B)28=62(8) 29=62(6)30=62(B)31=62(B) 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: 1-23=-134, 7-23=-29, 8-14=-20 Horz: 1-14=-5 Concentrated Loads (lb) Vert: 1=65 7=105 3=26 11=124(B) 4=26 5=26 15=37 16=20 17=26 18=26 19=26 20=26 21=20 22=37 24=62(B) 25=62(B) 26=62(B) 27=62(B) 28=62(B) 29=62(B) 30=62(B) 31 =62(B) A Mr-IMUAwwpF n+dx Ae'LI p4gF`:tCS(t jifJ(t',, allhtif l:tM46I96Mefft (gSFgAi l4ffr'?1kRWiifltgfir bey INer eF yl p'NRMnt M,wl Meadt[ntt 0n!rp lnr y RQCj mI Ae NreihttMdN O. ri. tANwt4ivahbu nt MMtt Mom tRM <Ax 1p. •h bitetxinRr MAts ndkxM Nr ie 7Auk Md l.tt Rroceaup tgeaa Ott. `MIMFFpseaiMtdMwIO&.+Mmewe;l rAMrptRuaeAWMareievuns tf 4r to ktytdf¢s+MS.M1 aMalWah ute tR 1. ftkW nNM.tn+. Nq rxlrwec mMii x Anthony T. Tombo III, P. E. zt ABWdl a—OONahC"WOF*a..h.1,MRW 1ku.,+br...W A.k4otht p,.«Er,,,stw.aHnadat ,a :bw4tanxe.d.mr ort St_Jude 91vd. Port Pierce, Ft 34sQb KyrifM 37 Y@IA A l faef losses Antheey t tonAo lq: p E. 4piwoo. a al this daoopor io oey brat, is rloAiiw rio"t'lO, ' ka?MMMiO hoa A-1 fuel ttosses - Aothooy t. to*. III P V Jab1 Truss Truss Type Qty P 2Lb AN HOMES / ESTERO BAY V2 WREB2CLM FG2 Flat Girder 1 A0181007 Reference optionalj _ Al Roof Trusses, Fort Pierce, FL 34946, design(3altruss.com 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 17:13:51 2017 Page 1 ID:ta7uotTo57o0tNCW mTn2mQyhggX-82Yc50W IbmwouoaFibPUywSOEJ3_liwvAsGM3ZyBIvU 3-63 _ 7-0.5 10-6-B f-- 3.6-3 — t 3-6-3 3-6-363 I 2x4 II 2x4 II LOADING(psf) SPACING- 2-0-0 CSL DEFL. in loc) Ildefl L/d TCLL 20.0 Plate Grip DOL 1.00 TC 0.53 Vert(LL) O.06 6-7 999 240 TCDL 10.0 Lumber DOL 1.00 BC 0.75 Vert(CT) 0.12 6-7 974 240 BCLL 0.0 Rep Stress Incr NO WB 0.85 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 `Except` W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 5-8-7 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8 = 1925/0-7-4 (min. 0-1-8) 5 = 1626/0-7-4 (min. 0-1-8) Max Uplift 8 - 340(LC 4) 5 = 190(LC 4) Max Grav 8 = 1925(LC 1) 5 = 1651(LC 2) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 1-8=-1866/321, 1-9=-3632/335, 9-10=-3632/335, 2-10=-3632/335, 2-11 =-3632/335, 3-11 =-3632/335, 3-12=-3632/335,4-12=-3632/335, 4-5=-1543/131 BOTCHORD 6-7=-335/3632, 5-6=-65/332 WEBS 1-7=-365/3551, 2-7=-983/0, 3-6=-1067/62, 4-6=-283/3457 NOTES- 1) 2-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 0-9-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 20 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (6) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or B), unless otherwise indicated. 3) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); porch 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 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 340 lb uplift at joint 8 and 190 lb uplift at joint 5. 9) 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. 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 418 lb down and 277 lb up at 0-2-12, 142 Ib down and 53 Ib up at 1-0-0, 137 lb down and 30 lb up at 3-0-0, 210 Ib down and 129 lb up at 5-0-0, and 288 lb down and 168 lb up at 7-0-0, and 288 lb down and 168 lb up at 9-0-0 on top 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: 1-4=-185, 5-8=-20 Concentrated Loads (lb) Vert: 1=-418 3=-288 9=-142 10=-137 11=-210 12=-288 PLATES GRIP MT20 244/190 Weight: 92 lb FT = 0% Standard 2) Dead + 0.75 Roof Live (balanced) + 0.75 Attic Floor: Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (pit) Vert: 1-4=-205, 5-8=-20 Concentrated Loads (lb) Vert: 1=-356 3=-251 9=-120 10=-119 11=-183 12=-251 14) Dead: Lumber Increase=0.90, Plate Increase=0.90 Plt. meta1=0.90 Uniform Loads (pit) Vert: 1-4=-185, 5-8=-20 Concentrated Loads (lb) Vert: 1=-168 3-141 9=-52 10=-64 11=-101 12=-141 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 (plf) Vert: 1-4=-134, 5-8=5 Concentrated Loads (lb) Vert: 1=190 3=111 9=34 10=17 11=86 12=111 16) Dead + 0.75 Roof Live (bal.) + 0.75 Attic Floor + 0.75(0.6 MWFRS Wind (Neg. Int) Right): Lumber Increase= 1 A0, Plate Increase=1.60 Uniform Loads (plf) Vert: 1-4=-134, 5-8=5 Concentrated Loads (lb) Vert: 1=190 3=111 9=34 10=17 11=86 12=111 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 (pI0 Vert: 1-4=-134, 5-8=-20 Concentrated Loads (lb) Vert: 1=190 3=111 9=34 10=17 11=86 12=111 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 (pI0 Vert: 1-4=-134, 5-8=-20 Concentrated Loads (lb) Vert: 1=190 3=111 9=34 10=1711=86 12=111 zta fxw+as,py.a'a-tarvmsss uatnasuxFusciaaatnintm{ts0rruerc niowtxrra s"mr,gs w w,rt.r,i,„e<,gee sa4,ivatwe sm gtt»a-rtwem,ssa+n,. cr„«.,»+.a ea+h wtfas>.mx Me+, t.w to a loaknat to irrss eri4et is=`M+aR (epeu:Mudagii@ grcuusw«;nm,a a paa;,.+a nr raw= a. ksawd wtk M roa an.a ms[+o-gs s .x.* +r Anthony T. Tombo111, P& a,T,.a.radMawta,rs:we ae.a.>n,w+n. t.wd ae"arahga,,. «.as.,sasaM .a t r. r wq r,.amstr4rParwmw.aeru.uaee6.s:.aM+.+a.wq...,wsnw r,« ka, na;rfe A 60083 M ktMri« eer.,awr aeew sa Batik t M4Mwmn Mpxiewseaeewt G eM Sdrrt bbgmr?x$ipeasaHM[xMSlfi «: AzmM6rpp4 Fe y. Hsi ns ee nyaisi e+N saes Aee4ns Revprt tins engf N+_4451 St. Lude Blvd. aYueRrit fha:Malp6Ngw6rrtW¢}It a an Mtklnn At Ea eattii:FfeMillapenglN.a6ni4LLfehr MAtli enUNr l9 UtMia ttic. atttkMNeiry-I. I on Riefce, FL 34946 MpyUti f@I{Al raol LessesAaAaartlaesda iN. F.E, tepalwNaa al dis kcamees.(a eel bse.ispseAiNki aisAeat s4a sincewtix(aena A-Uaet (assesAa paelLlae4e ill, F.(. WREt32CLM FG2 Flat Girder Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.cam LOAD CASE(S) Standard Concentrated Loads (Ib) Vert: 1=190 3=111 9=34 10=17 11=86 12=111 1 2 Job Reference o banal 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc I D:ta7uotTo57oOtNC WmTn2mQyhggX-k8W RChgYZXbatK6PA Dec A0181007 ew1-fMsu MrpAhrow.a wt'FI MICE aif,iE ki:Er;NF{A{li{k4liarp00rt fi5tOM{ftklir;ArAG;fftUwrr w,r terlhkf4 pFl4uM,w:xeaw,«AitlmcQnq, htxtq T@a}Wnr wr,rgl [ewl&-rilAaw, UrolMee nt pdttt atet,e AMroMERI. „h WIe 14rtM lwrt twek,tM W UTK k".w. 4etm4{xut,flplftlr l.. aeRf1{IIR4ti.Ik SglNrp i{{q1.5,MeN;qew,/RXp,w'seMegeer},nnr:r+w, teMktgrdMtAIIFiM{IMXIweIwtB{1wf 01„I 1.tw wwp e;,lltrle4, wrtM (wwwr4 RRdt'At Anthony T. Tnmbo Ill, P.f. w.ua ,=n,r«wwa{nr,rtipr: ndra,,,r.ko,.M+ , uwq rrakw ee,.ea,ww,a.u.[.eaww Ea rq,naml. r""r 'fwtrow wkwm06,h.0 wa w4fal rwep ,wwr, worr,y,wrwr F,r.,m d 80083 b MAMq Dft w d(aFebe Alaht 4N AI M1R9Wlk NaNwaMryWt nsdwt dkhr(,arywtanMllmlMeiXSfl pMshxlw [KMAr{n,Me,aNNMp MpN,ne itFt leAw, Rt wygHilRa at hA,V kem4m lxtyro bsu k`+P INee Deft Ww.*. glwn 4451 St. lucie 61vd. Ne» ee Ma1lh,:uetl,larefer.r{M7,d rymes enwee tw Mess Msp FgemnKiM{ Ieyru eons kxwr Eryne B,n FYFnyMo-Nss, eenMxMwtR! tort Pierce, fL 14946 Cr} yrytrt92Wl{A-1 leof hrsses- 4*q#y LImOriA:f.t. hooay[b.411111. WREB2CLM IFL01E 0-1-8 Floor Supported Gable I 1 ss.cam Run: 8.120 s Nov 12 2017 3x6 FP- 1 2 3 Tt4 5 6 7 8 fa i+... fii3 STI Sri ST1 ST1 ST1 ST1 r+k'``c'SEYlvf'.'°'•'•• i.'%a'4#Y``. .j C Y.%i e;"A'w1Y+1s^:•irf>?'r xia x'aw?ic'•z•.6''YF 1:a S. RYAN HOMES / ESTERO BAY V2 1 A0181008 Job Reference o tional _ s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:08 2017 Page 1 mTn2mQyhggX-CK4pQ 1 rAKORVTgbkBojsD9inPQbkFxPHcE3udyBMpX 0-Ht-8 3x3 = 9 10 11 13 14 15 16 17 0T2 ST1 Wi/ ST1 ST1 ST1 ST1 ST1 ST1 Sit: 11 82 26 25 24 23 22 21 20 19 18 19-3-4 Plate Offsets (X Y)- l:E Q-0-121 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ltd TCLL 40.0 Plate Grip DOL 1.00 TC 0A8 Vert(LL) n/a n/a 999 TCOL 10.0 Lumber DOL 1,00 BC 0,01 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(CT) 0.00 18 n/a n/a BCDL 5.0 Code FBC20171TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP No-2(flat) BOT CHORD 2x4 SP No.2(Sat) 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 19-3-4, lb) - Max Uplift All uplift 100 lb or less at joint(s) 18 Max Grav All reactions 250 lb or less at joint(s) 34, 33, 32, 30, 29. 28, 27, 26, 25, 24, 23, 22, 21, 20. 19 FORCES. (lb) Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 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) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) 18. 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. LOAD CASE(S) Standard PLATES GRIP MT20 2441190 Weight: 86 lb FT = 0%F, 0%E IN;d:Nw+pa P6a mahnMfRMBRtrprdA. E.lhas in ',gwa::e.S N!+x.seawex l,gnranpx dwraax r,N,saM nip M'ke NrkupdNe pei*+t ltrl;N6NMI RN eM IK7. Nbsq —f- .0t. Anthony T. Iomb0111, U. a'rh,w.ettA4rea.wntar a«,w.aepn eta ag6.p+..»a.,.an 1tt.x,az..e an;zgwr mE.taps.i.ta:,.dar9,.;,.*aw+.,.m ro.rar»nr.y».wara 280063 e• ,Fapn MtOkNNI. IAeAtsN atnlSe 4#wt Au MxAt,t ,?Aa Wa}UwlRxN idFN bMrta.U54}FWSMb hef 4Y.lmidse edlu pMM rytlenn.Inz*W,Mt"Wmkoo' W PIN, 0M Nook". . a&st 4451 st iUoeOlvd- tan+ruMadurtaRVJrkM9nNaggn MN+mNa.'ff tmv „pE malfi>>#t bt6ngw.t rhwnhpma ry trtaq. F9 a k!rsal wAna Na,lnm.t. Fwt Pre[ce, FL 34946 i toptrirli$i4&Ik bl Raai lreYusWho! t toA6a 10, rt_ ,aoertom r,{rteMieittl•nbratIII. A loot inasEtAMAu1LGa6a M-P.k WREB2CLM FI-02 At Roof Trusses, Fort Pieres, FL 34 0-1-8 H 1.5x4 It 1.5x4 = 3x6 = buss type FLQOR t.uy rly 8 LRAN HOMES/ ESTERO altruss.com Reference1optional) Run: 8.120 s Nov 12 2017 Print: 8,120 s Nov 12 2017 MiTek Industries, Inc. Ti I D:ta7uotTo57oOtNCWmTn2mQyhggX-gWeBdNso58r17dFnluh 1.5x4 II 1.Sx4 II 3x4 = 34 FP= 3x4 = I.5x4 11 3x6 = A018100 " 19 2017 Page 1 0)340 Dead Load Deft. = 3/16 in 1,5x4 II 3x6 == g 20 )o 0 4 3x6 = 3x8 = 1,5x4 11 3x3 = 3x8 MT20HS FP= 3x8 = 3x8 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.58 TCDL 10.0 Lumber DOL 1.00 BC 0.90 BCLL 0.0 Rep Stress Incr YES WB 0.73 BCDL 5.0 Code FBC2017/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 = 1061/0-3-0 (min.0-1-8) 17 - 1074/0-7-4 (min.0-1-8) Max Grav 11 - 1061(LC 1) 17 - 1074(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3390/0, 34=-3390/0, 4-5=-426210, 5-6=4262/0, 6-7=4262/0, 7-8=-3465/0, 8-9=-3465/0 BOTCHORD 16-17=0/2008,15-16=0/4262, 14-15=0/4262, 13-14=0/4178, 12-13=0/4178, 11-12=0/2094 WEBS 9-11=-2284/0, 2-17=-2221/0, 9-12=0/1516, 2-16=0/1527, 3-16=-285/34, 7-12=-789/0, 4-16=-1171/0, 7-14=-259/534 NOTES- 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) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5) CAUTION, Do not erect truss backwards. DEFL. in (loc) I/deft Ud Vert(LL) -0.40 12-14 >584 360 Vert(CT)-0.5612-14 >419 240 Horz(CT) 0.08 11 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 99 lb FT = O F, O%E xenM-lMUIMwllgnaM M'4I Ix fgSS`3;'k`3fP;, 7GYA(Ii1NS l:sa liCW fg5i0Mi"t.;f}xRxta:[riMtxP btn tart leap pfa9M wt t/eMn atgh Irttt ksipxn. !t; else lmegl [tak W-R;k eut tM#kMt na aMttt Rnz,w rtM qlk IN-ntl Ix/utNMflkhs SKdkexglr4r`iBpklR1 At11rn59Rup[a arxnl.,SpaR fp p*,.MflMan FlO q'.anou,gnrF tbp,RifeWa iylupnt.Mk fh4 Irrt: x4neaa,ism .x, n ks war,aa,u.M.r»o..r<t„un.d k'g' xM ' 1 MM 7^anik Rdkq oss akatuwn#MM(. xe BtWkrkWk.IMrI<MeMifl-i. rk ypanaxkrlQ(iMMfM/.uMWMaedFmRt. tkkwnlet[.kNsgaes•ryxn.,.aeap y, s AnthonyTTonitho (R,>E- N Pl/M7 kuprq tMSM rtrekt[M wf xik 4aE n1#Nernm n/pa xandnkxxytrapaaa Sxa!±Naanka,xS6pMUMhIR/SIG x t lawsN p pwra pM ltm. Rtl i pwcM nyaciaAe+MfreM"a koMluNxaasxKPq.'rr xkwt4 txPraMlnrs 80083 aakW., Mn. wNfaatk iitMCipslNMter kal 4451 St- i.utie 8lvd- Ia,1 . relm aNatMtraxerprpamuxsrMkMaqanpqeteoS{px F ppx Rery gsMkl. W,pNhiH nn; ee as kaalx arl [.ItPteroe, EL 34946 zt w4ln6 20144-1taxllwo'-AelkxgElaaAx ltl, t.E-ttpoi vaa IAitdaaaeal.muy fvw is I"Wilitel xngovr ale win" jlvxisu"I'm 41 taxi rrassat AnlGogLlo-wM ilf rE. WREB2CLM FL03G Floor Girder 1 1 At Roof Trusses, Fort Pierce, FL 34946, design@a1truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s IN I D: to 7 uo tTo 57 o0tN C W m T n; 0-1-8 1.5x4 II 1.5x4 II J HOMES / ESTERO BAY v2 A0181Q10 Terence (optional 17 MiTek Industries, Inc. Thu Dec 7 12:47:09 2017 Page 1 X-gWeBdNso58rl7dFnIuKyPQihMoZTTU IYWGzcQ3yBMpW Dead Load Defl. = M in 19 3x6 = 3x8 = 1.5x4 11 1.5x4 II 3x8 MT20HS FP== 4x8 = 4x6 = 3x6 = LOADING(psf) SPACING- 2 0-0 CSI. DEFL. in (loc) I/defl L/d TGLL 40.0 Plate Grip DOL 1.00 TC 0.80 Vert(LL) 0.39 75-16 >605 360 TCDL 10.0 Lumber DOL 1.00 BC 0.86 Vert(CT) -0.54 15-16 >439 240 BGLL 0.0 Rep Stress Incr NO WB 0.92 Horz(CT) 0.08 12 n/a n/a BCDL 5.0 Code FBC2017/TPI2014 Matrix-S LUMBER - TOP CHORD 2x4 SP No.2(flat) `Except" 4) Recommend 2x6 strongbacks, on edge, spaced at T2: 2x4 SP M 30(flat) 10-0-0 oc and fastened to each truss with 3-10d BOT CHORD 2x4 SP M 31(flat) `Except` 0.131" X 3") nails. Strongbacks to be attached to B2: 2x4 SP M 30(flat) walls at their outer ends or restrained by other means. WEBS 20 SP No.3(flat) 5) CAUTION, Do not erect truss backwards. BRACING- 6) Hanger(s) or other connection device(s) shall be TOP CHORD provided sufficient to support concentrated load(s) 926 Structural wood sheathing directly applied or 6-0-0 oc lb down at 19-1-0 on top chord. The design/selection purlins, except end verticals. of such connection device(s) is the responsibility of BOT CHORD others. Rigid ceiling directly applied or 10-0-0 oc bracing. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). REACTIONS. (lb/size) 19 = 1112/0-6-14 (min.0-1-8) 12 = 1901/0-3-8 (min. 0-1-8) LOAD CASE(S) Max Grav Standard 19 = 1112(LC 1) 1) Dead + Floor Live (balanced): Lumber 12 = 1901(LC 1) Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) FORGES. (lb) Vert: 100 Max. Comp./Max. Ten. - All forces 250 (lb) or less except Loads (lb) Concentrated loads (Ib) Concentrated when shown. Vert: 10=-858(B) TOP CHORD 2-3=-3547/0, 3-4=-3547/0, 4-5=-3547/0, 5-6=-4518/0, 6-7=4650/0, 7-8=-4650/0, 8-9=-2991/0, 9-10=-2991/0 BOTCHORD 18-19=0/2089,17-18=0/4518, 16-17=0/4518, 15-16=0/4518, 14-15=014094, 13-14=0/4094, 12-13=0/1245 WEBS 2-19=-2310/0, 2-18=0/1611, 3-18=-266/25, 5-18=-1257/0, 10-12=-2272/0, 10-13=0/1931, 9-13=-262/0, 8-13=-1219/0, 8-15=0/615, 7-15=-334/4, 6-15=-343/547, 6-16=-265/66 NOTES- 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. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 101 Ib FT = 0%F, 0%E xwq-n»te a»tqut n.. M >,, req rsr 1 x arnt s.urs r Lrn4nxmasuur fdarr;uru:rleaurr krr, s«M»tit rumxfhr, w ".N »kt» ks mss kvpMakln@ij »f M swetr 1 La m a! uaeres 4MPMkn re. kMo «,« n»N n M Ir4.»k rarsswrcwMars:rmreaa>»r<?rexkta.urrsnsa F>p tuspan[ 'm"w. Too;" f.k+ydMs 01rm;Anthony T. Tombo III, P E wx cudkt ircnfxmbMlryitMHt»nkglydMO+u,M6.tr't Muu.Ntf"ex MtwMq le n kMwIMdMK.MdtMMbed'w!Mq"Iral 1p i. Mgrtgl6MtR!»I»/Mil nedMhntuMryMlkry sb,ktlu=Mw »i keysMkNMwYntiklilyd -80083 M kNkrkupx »tr (tWtl» 16»Rsu!Mk Mtl@nlSt MaausMgxedM+dMkiklq 4gnM 46th bMmlga 7lSt+rdF:k/NfM M4Kh ar,dannib pwdt cr. Mi MMsMmInvMMe+alaMtd MLntMwpw.`iats b"kynneN Lott W»k ,. W., 4451 St, Lucie BWl MMettlNkN 1FI(»tllR l}111fgna.:Rw lla1WW-49 lit 1- km k`iMittMnrktyiM.»kru4Wxft11»C.d»t ktMtM .UFarMNtN arts Ntt lllrNrAi Fort Pierce, FL 34946 p}sgM$?t41k R-I Red trrsses-FeAocyti wba itl, P.E. Repralaniw of tAis rblparon.N ny hre. is PtdliMel enReurtk.riMnyeraissal frakRlRad GMsser Whoyl.lmWil tt, WREB2CLM IFL04 0-1-8 H 1.5x4 II 1.50 = 3x6 = 1 2 021 20 e-uv A AVAvte. r ea r crtv or r vt Floor 1 1 A0181011 Job Reference o tional russ.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:10 2017 Page 1 I D:ta7uotTo57oOtNCWmTn2mQyhggX-BjCZrjtRsSz8knq_scrBxeEgxCu 1 C?Gil*9yWyBMpV Dead Load DeB. = 118 in 1,50 II 1.50 II 3x4 = 3x4 = 3x6 FP= 3x6 = 1.5x4 11 5x6 = 3 4 5 R 7 a n ,n „ 3x4 = 3x8 = 3x8 MT20HS FP-- 1.5x4 II 3x6 = 1.5x4 II LOADING (psf) SPACING- 2-M TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC20171TPI2014 LUMBER - TOP CHORD 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 2-2-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11 = 1029/0-3-8 (min. 0-1-8) 19 = 1029/0-6-14 (min. 0-1-8) Max Grav 11 = 1029(LC 1) 19 = 1029(LC 1) FORCES. (lb) Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3208/0, 34=-3208/0, 4-5=-3944/0, 5-6=-3656/0, 6-7=-3656/0, 7-8=-3656/0, 8-9=-1077/0, 9- 10=-1 077/0, 10-11=-1079/0 BOTCHORD 18-19=0/1914, 17-18=0/3944, 16-17=0/3944,15-16=013944, 14-15=0/3944, 13-14=0/2641 WEBS 2-19=-2116/0, 2-18=0/1430, 3-18=-286/12, 4-18=-1033/0, 11-13=011429, 8-13=-1730/0, 8-14=0/1122, 7-14=-318/0, 5-14=-703/134 NOTES- 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) 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. CSI. DEFL. in (loc) I/deft Lld TC 0.93 Vert(LL) -0.33 14-15 676 360 BC 0.91 Vert(CT) -0.46 14-15 492 240 WB 0.68 Horz(CT) -0.02 11 n/a n/a Matrix-S 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard ig PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 95 lb FT = 0%F, 0%E bp>t fleru pppaih rwxn Ra`LI /UnJ ?IFy$S'"St i El';_ olAi14! I!1MS l IIMadGAt iAtigd{'IA f,dClq Er61NFP brp IpAt kr,p rM,a+Mt M ,N pk, p Res Iptt OeyaA„q!tW; pf AM Adlpr 1 Isk !:. Mepc, SkF.lde, p,. kkn dbnnw,tdq p Ap a!, ph iMgt<pppxx p,tpdk,p/4!4'AEpkrM. As,Inn, Qyp E,dpxp elAa pR[µpe,t. Ala spEpMl tAA,preuaE{pMilppedp, pdtsuud pgppurpspeMa{bYletrydfk t9AltlmtNpMp MIA{Mr pM llll. IkkSlp hipltApt, Mkpi tplppt uM2 q 'Anthony T. Tombo 111, P.t. zt 80083we, AA,pp+pdrN.lktm, Qaip Eryaan NtAsawppA bpyprx Np, hsbp EaArn dp}kdltq .iq prpb:,A xxcn„klptixhl 4451St. Lude BlvdCe{}tHk 2dif A -I Roof UAsas-bA1baAl t. iapbo lll: rE. t4p4doctima k,WAopeq.{A rA1 Me,ispm4And ndbw *,rsift"rarpksaoo fi"411WI"IsA,-Axtbwrl. taebo>NJ.E. Fort Pierce, FL }4946 WREB2CLM IFL05G Floor Girder 2 Paltruss.com Run: 8.120 s Nov 12 2017 ID:ta7l 1-5-12 --- i 1 1.5x4 II 2 3x3 = I 5 3x3 = 3 1.50 II 4 3x3 date onsets h r - .t:q a u-u-zj LOADING (psf) SPACING- 2-0-0 CS1. DEFL, in (loc) I/dell L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0,44 Vert(LL) 0.00 5 ""' 360 TCDL 10.0 Lumber DOL 1.00 BC 0.43 Vert(CT) -0.01 4-5 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.34 Horz(CT) 0.01 4 n/a n/a BCDL 5.0 Code FBC2017(TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 - 942/Mechanical 4 = 942/Mechanical Max Grav 5 - 942(LC 1) 4 - 942(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. BOTCHORD 4-5=0/1199 WEBS 2-5=-1411/0, 2-4=-1411/0 NOTES- 1) Plates checked for a plus or minus 0 degree rotation about its center. 2) Refer to girder(s) for truss to truss connections. 3) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live (balanced): Lumber Increase=1.00. Plate Increase=1.00 Uniform Loads (plf) Vert: 4-5=-10, 1-3=-300(F=-200) Concentrated Loads (lb) Vert:2=-929 Inc. A0181011 10 2017 Paoe 1 PLATES GRIP MT20 244/190 Weight: 17 lb FT = 0%F, 0%uE aaaq M1araLagllt mwa Aa`4-! a> ilUSSiSj'S:UiT"i. t#Dfllt'W.M t 4AlfiiPNA ti41t!'7tl!tF7AfU4iY,ePGY:tC Ha 1n9 kip Ma rM oaf nks a rn'm} Fa a Aa+aNitRN,- W da Mkrr7! 3aeK IN t `. khaar 4tntMae m d&ai eriu UKeAx3a? adr rwte,a.arPas nrakmia t aia,qu tsrrnu sw ..`actdr;gneu .xr rarawltP grrwn. ara rx ARraraAa,q.+«a«,ymaamrar aupeer>wWT updiw e ttd.k w«ln i. it asga urwyras. Wtgs u«,..«mar. Anthony T. Tornbo 111, P.F. ran„a aaa}ssa nrww a a.« ftC--'..mWd.1hk*4h4«swp.cau w.,n..a us tie enotry •tCMUV. 1A wareM[78M:ar nawn.[pN n+e(a&dPagt sd r hkaRa t(;l uMkS}fa19 k—ftrxehrP-Of — FM1.r #awar „teams 6P+PmrPe+prn. h<s, ea>cau asMmin wMu aAr++.0 xaatrsuwaageu+N+eaaga wpa Wn(. .mi ktiT tpamna+ShA+ap"rsgra rrras;,w. kpea dan a aY. ka naa Mx*a; Aaa lRad slRL t r Woe Blvd. zt FtwwPierre, FC 34446 top. JtIC2416A-1Rwttnzses Ao"Y l-1¢ak Ni, t_E_ ReproMrctuaddisdaoawat.aaay fans is pruM bual .iMaltka.v ae rarerizzeaa Aon A -I Raol tncscs AaNraayt laaba Ol. Lt, rPm fly riy RYANOMES (ESTERO BAY v2WRE82CLMFL06FLOORTRUSSA0181013 ence (optional} At Roof Trusses, Fort Pierce, FL 34946, design(caltruss.com -- T - Run: 8.12Q s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:11 2017 Page 1 I D: ta7 uotTo57oOtN C W m Tn2 mQyhgg X-cvmy23t3d m5?MxPAPJ MQ Um3xcGa xRQ rzaSi VyyBMpU 0-1-8 H l-- 2-6 0 I F t 3 1 I 2 Q—t 2 --I Dead Load Defl. = 1/8 in 30 = 3x8 = 1.5x4 II 3x4 = 1.5x4 II 3x6 FP= i_5x4 II 3x6 = 3x6 II 5x6 = 3xfi = 3x8 MT20HS FP=. 3x3 = 1.5x4 II 3x6 = 5x6 = 3x8 = LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip OOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2017(TP12014 LUMBER - TOP CHORD 2x4 SP No.2(flat) *Except* T1: 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 5-3-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 - 108610-2-12 (min. 0-1-8) 20 = 1086/0-6-14 (min.0-1-8) Max Grav 12 = 1086(LC 1) 20 - 1086(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3464/0, 3-4=-3464/0, 4-5=-4395/0, 5-6=-4395/0, 6-7=-3934/0, 7-8=-3934/0, 8-9=-3934/0, 9-10=-1162/0, 10-11=-1060/0, 11-12=-1162/0 BOT CHORD 19-20=0/2036,18-19=0/4230, 17-18=0/4230, 16-17=0/4395, 15-16=0/4395, 14-15=0/2820 WEBS 2-20=-2251(0, 2-19=0(1578, 3-19=-255/0, 4-19=-848/0, 4-17=-162/606, 5-17=-305/43, 12-14=0/1543, 9-14=-1833/0,9-15=0/1232,8-15=-290/38, 6-15=-874/3 NOTES- 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) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 12. CSI. DEFL, in loc) I/deft L/d TC 0.66 Vert(LL) 0.35 17 682 360 BC 0.82 Vert(CT) 0.48 17 494 240 WB 0.75 Horz(CT) 0.02 12 n/a n/a Matrix-S 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) 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 PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 101 Ib FT = 0%F, 0%E wt,l,n.rnx pals ne6M•ul b'N'WukrM.kJmsDaag tyrue,r l,`huhtn—aw4at. WeMenn aiopslt :is".p rBPaaem t61. tk 4s4. ns.ryamr, Wdq nNwwt. m.MAry or. waw Lm 4s.x Mrggnae etpnudmar»6na. .0»,«•, xlwaH gnrx ua Besgllr,uMmlm dMlK.ktlrMAtrca x»uni wlarn-!. n.1q,..a Ada RI1MMfl1N xAM G.:r.. eOMur q A4. grlp, uuaMwwi w.q,ar=khn,i..+b+a,a Anthony T, 8Lo 00833 [[[, P.F. N1 Metlq 9 Up Rt(Mktdll tAMlt rx MRMIBCMbMKx sWM aind RMabi(lgrul hxn WnMe;pSGpW,pnkfhrrgixlnsaemp Mpq lpiMx. ihi afussll teuwWalW Mpix,a Aehnc dlxAan t,w,kvp;glh aain,s Wl.w:h,u aMr n4anu Muel!{ eilr»Rt •a! 4w a »iuq h 1d p u11hN Ik M:s A,s:p (aiur» n 6;t Mhflu! 9n,twt u kMt s.u1. E1pre Ra. /stNFA iA uiMIM u<u xe tt Mw1 a AFI 44$1 St, 4CIe 61Yd. zt FortPierce, FL 34144b WPHk 1QIA A t led Genec ArtrAaartlae4e tlLrE. R<prolulk»ol An iwcued.rA ray (era.i, paA liNl wltAout tin ralnl perelistiroaharw 4 1 AaotGnses-AeAoert. IC9QY ltl; 11. lob — -- Truss 4 Truss Type _ Ory Plv RYAN HOMES ! ESTERO BAY v2 NREB2CLM FL07G GABLE 1 1 A0181014 Job Reference (optional) At Root Trusses, Fort Pierce, FL 3494Vjesign—@altruss.com@aattruss.com Run: 8.120 s Nov 12 2617 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:12 22017 Page 1 I D:ta7uolTo57oOtNCWmTn2mOyhggX-45KKF PuhO3Ds_5_M21 tf 13KEAOengzV?CECG 1 OyBMpI 0-1-8 t-3-0 f t a p I—p 1+81-2_g 0-N-8 Dead Load Deft. = 1116 in 3x4 _ 3x6 FP= x4 = 3x3 II 3x6 = Q 1 2 3 4 5 7 T8 9 10 11 12 13 14 wi ST1'W4 STi ST1 STi ST1 ST1 29 0 z 25 24 1. 3x4 = 3x4 = 3x3 -- 3x8 == 3x3 3x6 FP-- 3x3 19-it-8 10-6-12 11-i Ll 13-3-8 14-7-8 15-11.8 17-3.8 18-7-8 19-it-0 10.6-12 1-4-12'-f _..i-4-0 1— il--- ; --F--i-4-0 i- 1-3-$ 0)-11 Plate Offsets jX Y - 1:Ed a 0-0-12 25 0=11-8xEdgeh [27:0-1-SJ0-0-12 29:0-1-8,0-0-12) LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl L./d PLATES GRIP TCLL 40.0 Plate Grip DOL 1.00 TIC 0.70 Vert(LL) -0.12 25-26 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.00 BC 0.70 Vert(CT) -0.21 25-26 >583 240 BCLL 0.0 Rep Stress Incr NO WB 0.44 Horz(CT) 0.02 23 n/a n/a BCDL 5.0 Code FBC20171TP12014 Matrix-S Weight: 98 lb FT = O%F, 0%E LUMBER - TOP CHORD 2x4 SP No.2(flat) 7) In the LOAD CASE(S) section, loads applied to the BOT CHORD 2x4 SP No.2(flat) face of the truss are noted as front (F) or back (B). WEBS 2x4 SP No.3(flat) OTHERS 2x4 SP No.3(flat) BRACING- LOAD CASE(S) TOP CHORD Standard Structural wood sheathing directly applied or 6-0-0 oc 1) Dead + Floor Live (balanced): Lumber purlins, except end verticals. Increase=1.00, Plate Increase=1.00 BOT CHORD Uniform Loads (pill Rigid ceiling directly applied or 10-0-0 oc bracing, Vert: 15-26=-10, i-14=-100 Except: Concentrated Loads (lb) 6-0-0 oc bracing: 22-23,21-22. Vert: 6=-842(F) REACTIONS. All bearings 9-5-12 except Qt=length) 26=0-6-14. lb) - Max Grav All reactions 250 lb or less at joint(s) 15, 22, 21, 19, 18, 17, 16 except 26=651(LC 1),23=1564(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown, TOP CHORD 2-3=-1562/0, 3-4=-1562/0, 4-5=-1562/0, 5-6=-156210 BOTCHORD 25-26=011115, 24-25=0H 562, 23-24=0/1156 WEBS 2-26=-1233/0, 6-23=-1860/0, 2-25=0/494, 6-24=0/553, 5-24=-318/0 NOTES- 1) All plates are 1.50 MT20 unless otherwise indicated. 2) Plates checked for a plus or minus 0 degree rotation about its center. 3) Gable studs spaced at 14-0 oc. 4) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 ec and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means, 5) CAUTION, Do not erect truss backwards. 6) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 842 lb down at 9-04 on top chord. The design/selection of such connection device(s) is the responsibility of others, mxxry-Muaxryxi tttx. M`tf tv%ilxSti `StitUS GmYF itxk lC .87ic;ll" ft';f rK4M t861reKr Ar+M:ryh ei.nn.rwfartmasmar Lnn 6eur sTM.t;I ',MhMaa! I. Veam.t! W—Awtft eu past rkaxssr cwMwar -- 1,. xanaiIRn'k"1,— ,`p r n k"0.fiP* "—1 0b—*n+.jwm.V.M..h' IN 1, :.aaae :,.. Anthony T.TamboIII, Pf. rep iMr:x m o w as n +agaa .,a.r apwna a a r.na .an:a 4, k «n aa a.4 re n naaa laaa. as as an,.. asp rwq Saar x x 8W83 e€ ee.rea nr ,emswax;.. a[stev 7Ral W.lneiAueluierr rK-; aan a, ratrx[n,p,rrn,atxmo nx a..Rns 4451 St, Lucie Blvd. Mxamo0Mkr( x0m*W"bamok0W"-*'t1.1— lnrhiaw n W 1, f«ki.14n7m. 1-tna. of. AiM*'**t'naaxoa tRE Fort Pierce, FL 34446 ztIoplrgMC71166-hoot tresses Amm"yl-Bola III, Lt, teproMxtioo of lh8loes t.doa{INA,"Pi44,w.4"114 aintx pamisim hart!-ltioihwti AAay1. TwA. IN, P_I. WREB2CLM FL08 I Floor 1 1 1 Y v2 A01810151 " S NOV 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:12 2017 Page I ID:ta7uotTo57oOtNCWmTn2mQyhqgX45KKFPuhO3Ds,_5—Mz 1111 3KDJOdEg?8?CECG I OyBMpT 1-_3-0 0-4- Dead Load Deft. - 1/16 in 1.5x4 11 3x4 = 1.5x4 11 1.5x4 11 5x6 = 1 2 3 4 3x3 = 5 6 7 3x4 = ULEdle 0-0-12] (7:0-1-_2 LOADING(psf) SPACING- 2-0-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.75 TCDL 10.0 Lumber DOL 1.00 BC 0.73 BCLL 0.0 Rep Stress Incr YES WB 0.27 BCDL 5.0 Code FBC2017fTP12014 Matrix-S LUMBER - TOP CHORD 2x4 SO No.2(flat) BOT CHORD 2x4 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) 7 475/0-3-8 (min, 0-1-8) 12 = 475/0-6-14 (min. 0-1-8) Max Grav 7 475(LC 1) 12 = 475(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-788/0, 3-4=-788/0,4-5=-432/0, 5-6=-432/0, 6-7=-43810 BOTCHORD, 11-12=0/735, 10-1 1=01788, 9-10=0/788 WEBS 2-12=-813/0, 7-9=0/573, 4-9=-695/0 NOTES- 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) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0. 13 1" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) Gap between inside of top chord bearing and first diagonal or vertical web shall not exceed 0.500in. 5) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard 9 9 DEFL. in (loc) I/defl L/d PLATES GRIP Vert(LL) -0.11 11-12 >915 360 MT20 244/190 Vert(CT) -0.18 11-12 >580 240 Horz(CT) 0.03 7 n/a n/a Weight: 46 lb FT = O%F, O%E Anthony T. 80083 Tomho 111, P,E. W"W" 1 4451. St, Lucie Blvd teptowl'" of th's d"~' 14 "y two, i5 P'44"til.040 *.*" liffoom I'm 4 1 loaf Imm MAnylAmboEh. !"J, Fat Pierce, r L 34 46 Job WREB2CLM At Roof Tnasse 0-1-8 H I-- 1.5x4 II Truss Truss Type Qty Ply RYAN HOMES / ESTERO BAY v2 FL09G Floor Truss 1 1 A0181016 Job Reference (optional z, FL 34946, design@altruss.cam Run: 8.120 s Nov 12 2017 Print 8.120 s Nov I2 2017 MiTek Industries, Inc. Thu Dec 7 12:47:12 2017 Page ID:ta7uotTo57oOtNCWmTn2mQyhggX-45KKFPuhO3Ds_5_Mz 1 tf 13KDQOePgyE?CECG 1 OyBMi 2.6-0 2-5-4 0 Yil Dead Load Deft. = 1/i6 in 1.5x4 II 3x4 = 3x6 = LOADING (psf) SPACING- 2110 CS'-DEFL. in loc) I/defl L/d TCLL 40.0 Plate Grip DOL 1.00 TC 0.74 Vert(LL) -0.19 7-8 >666 360 TCDL 10.0 Lumber DOL 1.00 BC 0.66 Vert(CT) -0.25 7-8 >493 240 BCLL 0.0 Rep Stress Incr NO WB 0.46 Horz(CT) 0,02 7 n/a n/a BCDL 5.0 Code FBC2017lTP12014 Matrix-S LUMBER - TOP CHORD 2x4 SP M 30(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) 'Except" LOAD CASE(S) W1: 2x4 SP No.2(flat) Standard BRACING- 1) Dead + Floor Live (balanced): Lumber TOP CHORD Increase=1.00, Plate Increase=1.00 Structural wood sheathing directly applied or 6-0-0 oc Uniform Loads (pI0 purlins, except end verticals. Vert: 7-10=-10, 1-6=-100 BOT CHORD Concentrated Loads (lb) Rigid ceiling directly applied or 10-0-0 oc bracing. Vert: 5=-842(8) REACTIONS. (lb/size) 7 = 1294/0-3-8 (min. 0-1-8) 10 = 690/0-7-4 (min. 0-1-8) Max Grav 7 = 1294(LC 1) 10 = 690(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1710/0, 3-4=-1710/0, 4-5=-1710/0 BOTCHORD 9-10=0/1214, B-9=0/1710. 7-8=0/1476 WEBS 2-10=-1342/0, 2-9=01813, 3-9=-424/0, 5-7=- 1927/0, 5-8=01258 NOTES- 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) Recommend 2x6 strongbacks, on edge, spaced at 10-0- 0 oc and fastened to each truss with 3-10d (0.131" X 3") nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4) CAUTION, Do not erect truss backwards. 5) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 922 lb down at 9-0-4 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). PLATES GRIP MT20 244/ 190 Weight: 53 lb FT = 0%F, O%E rx!-fM« M'«W}nu.+ke'4!MIN ?IkScS 14;_;Pi i4F'tAl I;tm3[. a.Tafa5tamilMfr?kn;RtEACmtf4r Yr«1«0. Mq1 r«r«>t«W«N mro,aAsEeeu k!gemaxq;P ofMlrinm[iwk ,!lIA«e«e SM«IMerx. kM«lMxex RMaMI.gp m1n<amnxAW +. wm, me ttank«w as.t«s t {t,< rt t wm ae;p umaa RMr u. * + a t + +h? ;tq ax taa.«mtnf n wry«,ge.e da Anthony T Tomtw 111, P.E. a.xaar.,; M>>x mrwgn4,«sx.«*nnae+a..«.a.a.+r',nt d,««m Muege«ga«.aar «a aa«4c.?a<<a 4 enq rt.w En?. a«gp«aenr m uanw.,.xarcnt. W"k"tq:hpr-1 8008) wt+sayae« paai trxn,n•r«taewaeMaamMe «+aye cw nu«n .p,a+:ns&r +4[nruun,ea a pzraWRt. Ent xaesae2y.,, ,ewaata,ttn;h, t,.nk tr eaetnxw.awn«u aNts 4451 St, Lucie Blvd. M«vnr idaMl,riraren petgnxrrogq,6rrte«mNnt ikkr+vAs+a[tpmxeR[ge kdaet C«t}«+.xlrnt tMr trryaxmbalq !&egmaiNme; «ettMweR1-I Fort Pierre, lL 34946 CaiyEyM S92AIhAita Grxses- Amboy Llamas III,tf. Reyr*"im at this iacsmat,imoyWm, rs pahiF4e1«gbamt 7Me mimnpamissisetrom 4 1 Intl .... it Who" L lamas i8, r.f. EB2CLM 0-1-8 FL10 IROOF TRUSS 10 1 1 A01810171 * - 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 17:14:08 - ID:ta7uotTo57oOtNCWmTn2mQyhqgX-8J41gqiyb_3NRPNWCgDT8VfKf9rlEVIP4 4-8 -1A 1.5x4 11 1 5x4 = 30 == 1,5x4 11 1.5x4 11 3x4 = 3x6 1 2 3 4 5 6 3X8 = 10-7-8 LOADING (psf) SPACING- 2-" CS1. DEFL. in loc) I/def! Ud PLATES GRIP TCLI 40.0 Plate Grip DOL 1.00000TC 0.42 Vert(LL) 0.19 7-8 669 240 MT20 244/190 TCDL 10.0 Lumber DOL 1 BC 0.79 Vert(CT) 0.09 7-8 999 240 BCLL 0.0 Rep Stress Incr Y Oso WB 0.39 Horz(CT) 0.02 7 n/a n/a BCDL 5.0 Code FBC2017/TP12014 Matrix-S Weight: 55 lb FT = O%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4SPNo.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 7-10-3 oc bracing. REACTIONS. ( lb/size) 10 = 571/0-6-14 (min. 0-1-8) 7 = 571/0-3-8 (min, 0-1-8) Max Uplift 10 =- 286(LC 8) 7 =- 286(LC 8) Max Grav 10 = 571(LC 1) 7 571(LC 1) FORCES. ( lb) Max. Comp./Max. Ten, - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-1188/1581, 3-4=-1 188/1581, 4-5=- 1188/1581 BOTCHORD 9-10=- 1146/ 944, 8-9=-1581/1188, 7-8=-1185/977 WEBS 2-10=-1044/1267, 2- 9=- 592/332, 5-7=-1071/1299,5-8=- 539/287 NOTES- 1) Wind: ASCE 7-10; Vult= 1 50mph (3-second gust) Vasd=116mph; TCDL=6,0psf; BCDL= 3.Opsf; h=15ft; Cat. 11; Exp C; Encl., GCpi= 0,18; MWFRS (envelope) and C-C Exterior(2) zone; porch left and right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=11.60 plate grip DOL=1.60 2) Provide adequate drainage to prevent water ponding. 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 nonroncurrent 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 286 lb uplift at joint 10 and 286 lb uplift at joint 7. 7) CAUTION, Do not erect truss backwards, LOAD CASE(S) Standard Anthony T. Tomixt III, P E, ft.'k4 a- w", 51 St' Lude Blvd. FWP*,ce, iI_ 34946 Zt (spy, 4111 D 2614 41lootGrierAo*ooy 1. lamb* In'ti, Urmim" of Ihos kowm..o 4.y two, 1s pithAtted xAwk aritkn ptroiWmifim 4 1 1W Innm Job Truss WREB2CLM 1FL12 Ai Roof Trusses, Fort Pierce, FL 34946, design@. 0-1-8 3x6 = Truss Type Qty Ply RYAN HOMES / ESTERO BAY v2 FLOOR 5 J A0181018 ob Reference Loptional) s.com Run: 8.120 s Nov 12 2017 Print 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:13 2017 Page 1 I D: to 7uotTo57oOtNC W mTn2mQyhggX-YI uiTkvJ9 N LibFZZXkOuZGs W pQ3wPOB8 RuxgZryBMpS 0-H-8 Dead Load Deft. = 1/16 in 3x4 = e S 3x6 FP= 3x4 R 7 R 9 3x6 =` 10 3x4 = 3x6 = 3x8 MT20HS FP_— 3x3 = 3x3 = 3x6 = 3x6 = LOADING(psf) SPACING- 1-41-0 CSI. TCLL 40.0 Plate Grip DOL 1.00 TC 0.25 TCDL 10.0 Lumber DOL 1 AO BC 0.38 BCLL 0.0 Rep Stress Incr YES WB 0.54 BCDL 5.0 Code FBC2017(TPI2014 Matrix-S LUMBER - TOP CHORD 20 SP M 31(flat) BOT CHORD 2x4 SP M 31(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard 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) 18 = 762/0-6-14 (min. 0-1-8) 12 = 757/0-3-8 (min.0-1-8) Max Grav 18 = 762(LC 1) 12 = 757(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-2467/0, 3-4=-2467/0, 4-5=-3244/0, 5-6=-3244/0, 6-7=-3244/0, 7-8=-3244/0, 8-9=-2487/0, 9-10=-2487/0 BOT CHORD 17-18=0/1436,16-17=0/3058, 15-16=0/3058,14-15=013244, 13-14=0/3068, 12-13=0/1465 WEBS 2-18=-1588/0, 2-17=0/1139, 4-17=-654/0, 4-15=-68/489, 10-12=- 1609/0, 10-13=0/1130,8-13=-642/0,8-14=-77/481 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1Qd (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. DEFL. in (loc) I/deft Ud Vert(LL) -0.2514-15 >999 360 Vert(CT)-0.3414-15 >733 240 Horz(CT) 0.06 12 n/a n/a PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 104 lb FT = 0%F, 0%E aaNAi Mmen.,npq rmw M'A-IIQ,D ?IRS Y`r;. iiHlAiItlRA:MW1ICy1SiiY5JpM l6t[riHRACi1l@Wtkr M Grh Nu*ryaaXMteArW Mswp,ln„OeuN W"!(t i,albrrMAlluNW f?kMn:t 1FM NM a. Sdit, Mwr a WMwMI. Wt IabA,aMdx Nrxs lMAkrsMMM116Rke .kamsBeyefhw.4.A.Srrcaq Egwtx;MA+deaq tOQ upea,fsaK;alraeMMpdepnW ar,gleu+*. wMakx}aM-sN+!!*+,w Mtp6.lr.nml nek yr nve ee,. wrp:ubn.u,ep0na. Anthony T_ Tombo III, P.E. wr.srdp,Ln,M.ntagybM e,prwwMwAM4wrt,1.Q.M+"o wN"aMGiMryinge..M kM OW f.req[wrhbnd 80083 h Ir.NRi Blt+IRer Nt lMr.(M. ea vM4 taMt Mi@G eMM Mttk.sN/pMIMtARe M Mq(.,rnr.i fEeglMmM.{gSPfgti'hrh(rwe}itA rr MatKMM p•xdM•••ItII Mst M•kyn.MlMn wlMMtdllro lrnt Ongru, S.0 M+R;ep.ta,a lnu and..Ma. a4xt 4451 St. Lucie Blvd, Mkam PFeeMrtr.Kts.rry arrcayk dFaarf anhK EF M1es,Msy. Egwa r,A3rdl kAlrKMf e.rtim;Smtdw rgMt d9rgMRNnrrt xenidM caet Fort Pierce, EL 341446 f trfnq(a+Pdlkklt albraes-FaAsaayLtan4ofq.LE. trflNaUarAthislarann.urxlta,F.a044 Hl 1.dowfAeaM"?"Wsuo1,eutttaalbraa-AalhagLlAhiA:f.[. WREB2CLM FL13 Al Roaf Trusses, Fort Pierce, FL 34 0-1-8 H 1.5x4 II 1.5x4 = 3x8 1 2 Floor truss.com 1.5x4 II 3 Qty Ply 5 RYAN HOMES / ESTERO BAY v2 _ A01810191 Job Reference (oQtionaq _.-_ s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:14 2017 Paae 1 1.5x4 11 3x4 -= 3x4 - 1.5x4 11 3x6 FP- 4 5 A 7 A Dead Load Detl. = 3116 in 1.5x4 II 3x8 -= 30 II o n .. 11 1L 34 = 3x8 = 3x12 MT20HS FP- 30 = 3x3 - 3x8 — 3x6 LOADING(psf) SPACING- 21%0 CSI. TCLL 40.0 Plate Grip DOL .00 TC 0.99 TCDL 10.0 Lumber DOL 1-00 BC 0,83 BOLL 0.0 Rep Stress Incr YES WB 0.79 BCDL 5.0 Code FBC2017/TPI2014 Matrix-R LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP M 30(flat) WEBS 2x4 SP No.3(flat) LOAD CASE(S) BRACING- Standard TOP CHORD Structural wood sheathing directly applied, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18 = 1126/0-6-14 (min.0-1-8) 12 = 1126/Mechanical Max Grav 18 - 1126(LC 1) 12 - 1126(LC 1) FORCES. (lb) Max. Comp,/Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3631/0, 3-4=-3631/0, 4-5=-4736/0, 5-6=-4736/0, 6-7=-4736/0, 7-8=-4736/0, 8-9=-3660/0, 9-10=-3660/0 BOTCHORD 17-18=0/2122, 16-17=0/4488, 15-16=014488, 14-15=014736, 13-14=-0/4502, 12-13=0/2167 WEBS 2-18=-2346/0, 2-17=0/1668, 3-17=-253/0, 4-17=-948/0, 10-12=-2385/0, 10-13=0/1651, 9-13=-252/0, 8-13=-932/0, 8-14=-131/662, 6-14=-297/20, 4-15=-119/673, 5-15=-302/16 NOTES- 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) 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. DEFL. in (loc) I/defl Ud Vert(LL)-0.4214-15 >579 360 Vert(CT)-0.5814-15 >421 240 Horz(CT) 0.09 12 n/a n/a PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 103 lb FT = O%F, 0%E aax rgauxa«qtk taka aa'F!t3R11Vi4!1 "Stt!.t"d&ftid'tEy1l(M41`x!"![ri.c:Uk7A1i8(xrtFw+S"dr ksye raaaa+ruad ie WnaasSmrBt:+p:txax{;I a{aa7,<paai.aar 4.tl kwasa Sak ktat ra. 8xau wa.;a uaeeaM`N. ah wia;waMt+asrsaknawart8kkaal r s.t,k,*tv",w . ,*.,** , %. *.afln,4,asa..r <akrws,awrga""4.wrlwmftvokr H,s ".*11n",. MI ?ra5P.n.!ae: *"wftn. wad ' MUonY T Tombo 111, P.E. as rxa rtx,wa rsra+ka as c h,ae«r.aa"row n"."a» am z w eaai„ay;a wmr tw xronawa we aA ,, r x «a u ,.amarkayu kar a 1 80083a&a pn a+Gwauaa>tiss:awaax r sapa.ma,aa pawa„rw rHxa aaaw au;raa amaesrrx.aaawwam.aeu,a,ry.a ,a tro, .eaa tm, tMswt+r«wa:rer aan.ak+ c0.r+ru frwdtr K arnf aFM yaaaLM1lrarWat#daL fa4nr Nuptgamar'J`krAq 3vu ra tmi4nkafrpertNaadla}a Iaa: ara Ryu1a1n1 445I $t. !-ucSe Blvd, CeFyrirM d,°191p Ad koal hassas A01i"y Llamlatli, F,E, kegahaiaa of Mfs dasaaat,dggfaxr, is prekibnn{.IMew!!Ae <riea vaissiomhsax A-t teat tnuas AaHexp l.leaba lk, l,E. Fort Pierce, FL 14946 Job Truss WREB2CLM FL14 Al Roof Trusses, Fort Pierce, FL 0-1-8 H 3x8 A0181! 1 12:47:14 2017 Pagel iu8nClgYhN5HyBMpF 0-Hi-8 Dead Load Deft. = 1/8 in Eel &l Floor Truss 6 1 Job Refemn, attruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 Mi I D: to 7uotTo57o0t NCW mTn2mQyhgg X-0 U I 2-1-0 fI_1-6-0 __A 3x4 = 3x4:= 3x6 FP= z d 5 6 7 8 9 3x6 = 3x8 = 3x12 MT20HS FP-- 3x3 = 3x3 = 3x8 = 3x6 = 1,5x4 SP= LOADING (psf) SPACING- 2-0-0 TCLL 40.0 Plate Grip DOL 1,00 TCDL 10.0 Lumber DOL 1,00 BCLL 0.0 Rep Stress Incr YES BCDL 5.0 Code FBC2017/TP12014 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 5-3-11 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 = 1136/0-3-8 (min.0-1-8) 18 = 1142/0-7-4 (min.0-1-8) Max Grav 12 = 1136(LC 1) 18 = 1142(LC 1) FORCES. (lb) Max, Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3700/0, 34=-3700/0, 4-5=4866/0, 5-6=486610, 6-7=4866/0, 7-8=-3729/0, 8-9=-3729/0, 9-10=-3729/0 BOT CHORD 17-18=0/2154, 16-17=0/4587, 15-16=0/4587, 14-15=0/4866, 13-14=0/4605,12-13=0/2199 WEBS 10-12=-241510, 2-18=-2382/0, 10-13=0/1691,2-17=011709,9-13=-25410, 3-17=-257/0, 7-13=-968/0, 4-17=-980/0, 4-15=-103/734, 5-15=-345/14, 6-14=-338/22, 7-14=-118/719 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.50 MT20 unless otherwise indicated. 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0-0 oc and fastened to each truss with 3-1 Od (0.131" X 3") nails. Strongbacks to he attached to walls at their outer ends or restrained by other means. CSI. DEFL. in (loc) I/defl L/d TC 0.66 Vert(LL)-0.4214-15 598 360 BC 0.85 Vert(CT)-0.5714-15 435 240 WB 0.81 Horz(CT) 0.10 12 n/a n/a Matrix-S 6) CAUTION, Do not erect truss backwards. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 104 lb FT = O%F, 0%E 11wNN-rlrw nwwhurrewr.M'lJrO:`!Ini 4'SE:ilP',;TA!tAt I:UASita I1C115,A{tOM{{'dRtrlllAA9it[@Wnr Mo InAl kse}frurMns •f rpf Masrdt H»s G+ryr Anxill frwt/M rNrw{I. kw5. tg -ar< ww— hkct MkN»a smN aMfN, khi4lurwr4xlkxsrx#keW Mwe tW kketl. Awrhxss hu't,—iFt..Spe t7frywmaseseA. W fit rsrarrk w1Ni11kwr AM 1,01 wl ggrmwFre!rxr IMf MMk'*0it1* sxh imslµeklast lriwk. wde IN . [k ksgA ns.Mwu1, MGM tplMrc;n1114m Anthony T. Tombo 111, P.E. W* 0k0 180083 Me tnNry&n+ruraftwwkr. @Mes sn MlYbIACMbepkkesrN pvtAMFrtMMiMr(groaFl tR klwmMalklApNtMfhlf MSxA wr,Aatw'HMpwxruMwe. iRI MweS PrnywsANMVMAb1,f Ae has Axwpar. tnn Anyriywrnw 6e,sMmMw+n. Wkss 4451 St, Lucie Blvd. Mn.ne frkMk,:rxnr pwrgw w.+.lryrf f0Ye4 #rMN. ik frns 6n:lr[rpRunF'db bMry An+{Aw.w 6xs U,kr lrylefe Kp!k+Mry. to+OrMxrxrmaaYaf •'Rt tort Pierce. FL 34946 anrgM Q tQlrfs-1 raA[osfrl-AadlaelL[mA4niU,Ff. teglefwliaA of AB daAAroq.in utt&In. isttaMda xlhaa,k"rityn pelshsinhos A-1 Raof Gwwes-dadoAlG(mie ik.fl. Juu — 1 cuss truss ypely HOM ES MESI ESTERO BAY V2 WRE62CLM FL15E A018 1021 1 _ F1oor' Truss 1 1 Job Reference 0 1 AtRoofTrusses, Fort PieicejrC 34946,—design@altruss.6om----R-ur—v,-8.f2O —sNov 12 2017 Pn nt; 8,120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:15 2017 Page 1 ID:ta7uotTo57oOtNCWmTn2mQyhqgX- Vg?SuQwZg_bRrYixe9QMehxu2DpEtQgRuCQweiyeMpQ N-8 O-A-8 3x3 = 3x6 FP= 3x3 1 2 3 4 5 6 TTt 7 8 9 10 P T 11 12 13 14 16 17 18 7F---:-'---7- J, STI Sit ST1 STI ST1 WY2 ST1 ST1 STI STI STI $Tl Ir ST1 Tri ST1 ST1 11 B1 0 P 111 B2 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP U3 30 21- 1- 0 Plate Offsets ( X,Y a_Ll EOAe, q-_O 2 L:7 0- -0-_12 0-1-8 0-0-14 LOADING(psn SPACING- 2-" CS1. DEFL. in (loc) I/clefi L/d PLATES GRIP TCLL 40. 0 Plate Grip DOL 1.00 TC 0.08 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10. 0 Lumber DOL 1.00 BC 0.01 Vert(CT) n/a n/a 999 BCLL 0. 0 Rep Stress Incr YES WB 0.03 Horz(CT) -0.00 19 n/a n/a BCDL 5. 0 Code FBC2017/TP12014 Matrix-S Weight: 96 lb FT = O%F, O%E LUMBER - TOP CHORD 2x4 SP No.2(flat) BOT CHORD 2x4 SP No.2(flat) WEBS 2x4 SP No.3(flat) *Except* W11: 2x4 SP No.2(flat) OTHERS 2x4 SP No,3(fiat) BRACING - TOP CHORD Structural wood sheathing directly applied or 10-0-0 oc purlins, except end verticals. BOT CHORD Rigid ceiling directly applied or 6-" oc bracing. REACTIONS. All bearings 21 -1 -0, lb) - Max Grav All reactions 250 lb or less at joint(s) 36, 19, 35, 34, 33, 32. 31, 29, 28, 27. 26, 25, 24. 23, 22, 21, 20 FORCES. (lb) Max, Comp./ Max. Ten. - All forces 250 (lb) or less except when shown, NOTES- 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) Recommend 2x6 strongbacks, on edge, spaced at 10-0- 0 oc and fastened to each truss with 3-1 Od (0. 13 1' X X) nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE( S) Standard ArOony T. TomW 111, F.E. 4451 St, [, ude Blvd, FW Pierce, FL 34946 tor'llki C 2016A i toll'"m Amboy I lookoill, t1' tepwodrtioe at Mis ixonuei,i4ovim" alyokkml dMaet fAe a,inea pemissiaahwn A I tael kasus At"l, Imyh.I11 N, f:Eel I 11 WREB2CLM FL16G IFLOOR GIRDER A0181022 on Pierce, FL 34946, design@aItruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc Thu Dec 7 12:47:15 2017 Page 1 1 D: ta7uotTo57oOtN C W mTn2mQyhggX-Vg?SuQwZg_bRrYjxe9QMehxl_Dd KtHQR uCQwejyB MpQ 600 = 6x10 = LOADING (psf) SPACING- 2-M TCLL 40.0 Plate Grip DOL 1.00 TCDL 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr NO BCDL 5.0 Code FBC20171TPI2014 LUMBER - TOP CHORD 2x4 SP M 31(flat) BOT CHORD 2x4 SP M 31(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) 14 = 3642/0-6-14 (min. 0-1-8) 9 = 3365/0-6-14 (min.0-1-8) Max Grav 14 - 3642(LC 1) 9 = 3365(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 8-9=-274/0, 2-3=-6763/0, 3-4=-6865/0, 4-16=-7644/0, 5-16=-7644/0, 5-6=-6014/0, 6-7=-6000/0 BOT CHORD 13-14=0/4318,12-13=0/7644, 11-12=0/7644, 10-11=017644, 9-10=0/3889 WEBS 2-14=-5497/ 0, 2-13=0/3342, 4-13=-1311/0, 7-9=-4951/0, 7-10=0/2864, 5-10=-2726/0, 5-11=0/544, 4-12=-607/0, 3-13=-867/0 NOTES- 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) 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. 6-10-8 CSI. DEFL. in loc) I/deft L/d TC 0.66 Vert( LL) 0.10 12 999 360 BC 0.77 Vert( CT) 0.13 12 840 240 WB 0.62 Horz( CT) 0.03 9 n/a n/a Matrix-S 5) Hanger( s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1106 lb down at 1-2-4, 1106 lb down at 2-64, 889 lb down at 3-4- 4, 1026 lb down at 4-64, and 1083 lb down at 6-6- 4, and 1107 lb down at 8-64 on top chord. The design/selection of such connection device(s) is the responsibility of others. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Floor Live ( balanced): Lumber Increase=1.00, Plate Increase=1.00 Uniform Loads (plf) Vert: 9-14=-10, 1-8=-100 Concentrated Loads (lb) Vert: 4=-842(B) 6=-1026(F) 3=-1026(F)15=-1026(F) 16=-1026(F)17=- 1027(F) PLATES GRIP MT20 244/ 190 MT20HS 187/143 Weight: 95 lb FT = 0%F, 0%E M.ay.r a gat a.w'aim+;dnr"u:3';.tcuart[rnrtawnca:a<tett m:nxcrarttaaurrre rn a„pra,aea;.[r,x.rt,.,tn„erur.arc..l;t;w.rmn r e ta,tw aa.«, ear„rtr,,,><m+a.,iw.war xaecaw.xM ,ruknaaa aeortia er. to,:e xpt e;i.a. ka*n [n h rya oe,pma •H nxa+raa tr wa«ra nmwn n kppak; t , ar[rs gh. nn. ok ten, +M, ,. xaaxq;an,. weave AnthonyT, Tombo [It, P.E_ w.Maa.+?M„!mwrryea», t.nvxneaa...a+o.e;,,e a r«n.t,aage., .4a;.a.aaa.ht.n.at.an.ar«uy a,wm.r h.yrr..aaanr.aMnw.,.aar,.,,.xe.aht+q,,r..,waeraaw«+rwnawarer.,aaa.a a 80063 M tWgbxe}erwinamn 16eeM sewsam rA6 name Kemre, wl pagMsaftkd4q Ga lSM: Mxnaxe7lS6l ,iNMrAMSKF .. <an bpcea pace. tRl Mrsaa+eywMAMVM kWca he,c brKa,?,nc k;; wa Lacs Ma Na-ed" 4451 St. Lucie Blvd- Ma.ne erMMeiMMnr}efgn a.;egn apan.wat n hm k,rretgnrnn t ae lWk4 Papa nh„sStu+n[.pen an. kdNp. W;paNaax; .ennMar?tt[ tort Pierce, FL 349,46 CatytNtt 19791i A -I tad6mnas AeMamyL[ae§m it>fE tttae(wRaa al ikn doccmaM-ia mnt Me.ls ttatl4cf nilgemt e,ameater!miuiomhae M[tad tnssaa M(tomrL[aeCm St; F1. 0-1-8 H 1 Dead Load Defl. - 118 in 3x8 1 2 3 3x4 3x4 = 3x6 FP= 3x8 4 5 6 7 R 9 in nr 3X6 = 3x8= 3x8 MT20HS FP-- 30 = 3x8 = 3x6 3x3 = LOADING (psf) SPACING- 2-0-0 TCUL 40.0 Plate Grip DOL 1.00 TC0L 10.0 Lumber DOL 1.00 BCLL 0.0 Rep Stress Incr YES BCDIL 5.0 Code FBC2017rTP12014 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(fiat) BRACING - TOP CHORD Structural wood sheathing directly applied or 5-5-0 oc purlins, except end verticals, BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12 1109/0-6-14 (min. 0-1-8) 18 = 1109/0-6-14 (min. 0-1-8) Max Grav 12 1109(LC 1) 18 1109(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3560/0, 3-4=-3560/0, 4-5=-4584/0, 5-6=4584/0, 6-7=-4584/0, 7-8=-4584/0, 8-9=-3558/0, 9-10=-3558/0 BOTCHORD 17-18=012084, 16-17=0/4376, 15-16= 0/4376,14-15=0/4584, 13-14= 0/4379, 12-13=0/2085 WEBS 2- 18- 2304/0, 2-17=0/1 632, 3-17=-257/0, 4-17=- 902/0,10-12=-2305/0. 10-13= 0/1629,9-13=-25510, 8-13=-908/0, 8-14=- 135/655, 6-14=-346/44, 4-15=- 135/660, 5-15=-351/43 NOTES- 1) Unbalanced floor live loads have been considered for this design, 2) All plates are MT20 plates unless otherwise indicated. 3) All plates are 1.5x4 MT20 unless otherwise indicated, 4) Plates checked for a plus or minus 0 degree rotation about its center. 5) Recommend 2x6 strongbacks, on edge, spaced at 10-0- 0 oc and fastened to each truss with 3-1 Od (0. 131 X 3') nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 2E 2 61— E 19' 0_11-8 0-0-_121j2_1 0-1 8 0-0:12L_ CS1. DEFL. in ( loc) I/defl L/d PLATES GRIP TC 0.63 Vert(LL) -0.38 14-15 >643 360 MT20 244/190 BC OAO Vert( CT) -0.52 14-15 >468 240 MT20HS 187/143 WB 0.78 Horz(CT) 0.09 12 n/a n/a Matrix-S Weight: 101 lb FT = O%F, O%E LOAD CASE(S) Standard 0. UAW I I"", f! Anthony T, Tombo 111, P E. 1 80083 ft 1" kj. . (.*. m go M MAX., r0-41. J-01M., 4451 St. Lucie Blvd. Fort Piefce, FL 34,)46 Zt (ofriil,1024164111-01-osm A-Ihogyt I-WILli-L teplimloalm 4 Ms d.VRW. Any tam. Is proFi4ifN ailponnMe INW rmsei ARIURYI.ImbsIll F.E. WREB2CLM IHJ5 I Diagonal Hip Girder A0181024 truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:17 201 ID:ta7uotTo57o0tNCWmTn2mQyhggX-R37DJ6ygCcr94stKmaTgk614f1 NQLJekMVvt 1-6-0 6-it 1 I- 1-6-0 - i-- --- 6-11-1 r Dead Load Deft. = 1 /8 in 3x4 = 6-11-1 6-11-1 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.71 Vert(LL) -0.09 4-5 >863 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.19 4-5 >420 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) -0.08 3 n/a n/a BCDL 10.0 Code FBC20171TPI2014 Matrix -MR Wind(LL) 0.11 4-5 >707 240 Weight: 25 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 6-0-0 oc purtins, except end verticals. BOTCHORD 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 = 32110-3-8 (min. 0-1-8) 3 - 171/Mechanical 4 = 74/Mechanical Max Harz 5 - 156(LC 4) Max Uplift 5 = 218(LC 4) 3 = 139(LC 8) Max Grav 5 = 321(LC 1) 3 = 171(LC 1) 4 = 122(LC 3) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-258/266 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical 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 nonooncurrent 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 218 lb uplift at joint 5 and 139 lb uplift at joint 3. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 95 lb down and 108 lb up at 1-3-7, 95 lb down and 108 lb up at 1-3-7, and 82 lb down and 18 lb up at 4-1-7, and 82 lb down and 18 lb up at 4-1-7 on top chord, and 11 lb down and 9 lb up at 1-3-7, 11 lb down and 9 lb up at 1-3-7, and 14 lb down at 4-1-7, and 14 lb down at 4-1-7 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-60, 2-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 6=72(F=36, B=36) 9=-2(F=-1, B=-1) k1ih'YMe M,wlNr naves As `A-I1?IIFSLi "k[P t rttAi lt4lSt COMdIUF115 iTtpM{491ir?xrACM:(BpLLMr Mn fMh Mira ,r{ml wnt M,tnn CeslpgengiiPtl)WMIMwrI taMt l4. Ft Irineen SYahlee eu hkcv ettns,x wNe/en Ae lal.nk Wlet tuenM inln uAkwf'wrx`r6pk Nd.keGAnthony T. Tombo ill, P.t. er.» aa,rn„w.raa,r rE r. nyeeu,uga a.M. ye n.«s, r+gn,unmt h, +a.a n waa<t,kar.r w.a.a ,aewrn-r n. q raane rar.4aaa nr wtnn.. a.rwwMy. ,nege..,m ea,w+a.,, as re.,aara 1 80083 qe rs eFH"^s Gma. 6hethsmMYM¢rce.ete Mw4ns nl paMRfdae kdty(Mwurt L4N WaMna4lSGr"sr 1r [R etl SIXA et s10ntNM, peat ,. 11FI(nMxMstep+uiAVee,Mdbtd h+s,Pxulae.'oa Wp 4#_wkns Wslnise.s&n nwadt: s:ne t N weM+a aa ryi++mMt tv r„nr,aw_ra.tae.. H>t, yw.[ e.wawx. aa,a;.. es ra.?ni a452 St. (,ude Blvd. I" ort Pierce, fl 34446 fappiRU 2@I{6d 1aa1 Lts+ez- Andwny[lanh9111J1. RepsMwuaw of dttlarrrrort. rn my Mn.isp,o ikle{wubaat slro wemeateraissiaahen Kl Rad firssrs "IWyIAmbatR,r.I. WREB2CLM rot v HJ6 Diagonal Hip Girder 2 1 A0181021Job Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12! e, FL 34946, design@altruss.com 2017 MiTlk 1 7 Page 1 10:ta7uotTo57o0NCWmTn2mQyhqgX-vFhbWSzSzv OiORWKH_3GJZCmRki4muta9fbE2yBMpN If1- 5-0 7-8-9 3x4 = LOADING ( pso SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.34 4-7 267 240 TCDL 10.0 Lumber DOL 1.25 BC 0.50 Vert(CT) 0.37 4-7 248 240 BCLL 0.0 Rep Stress Incr NO WB 0.00 Horz(CT) 0.00 2 n/a n/a BCDL 10,0 Code FBC2017ITP 12014 Matrix -MP LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP M 30 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in Laccordan- Lwlthstabihizor —Installation -guide__ REACTIONS. ( lb/size) 3 = 20 1 /Mechanical 2 430/0-10-15 (min. 0-1-8) 4 132/Mechanical Max Horz 2 = 75(LC 4) Max Uplift 3 = 124(LC 4) 2 4) 4 101(LC 4) Max Grav 3 = 201 (LC 1 2 = 430(LC 1 4 150(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= 1 16mph; TCDL=5.Opsf; BCDL=5.Opsf; h=15ft; Cat. 11; Exp C; 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 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 124 lb uplift at joint 3, 299 lb uplift at joint 2 and 101 lb uplift at joint 4, 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 43 lb down and 56 lb up at 4-10-15, and 43 lb down and 56 lb up at 4-10-15 on top chord, and 11 lb down and 23 lb up at 2-1-0, 11 lb down and 23 lb up at 2-1-0, and 23 lb down and 55 lb up at 4-10-15, and 23 lb down and 55 lb up at 4-10-15 on bottom chord. The design/ selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (8). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1.25 Plate Increase= 125 Uniform Loads (plf) Vert: 1-3=-60, 4-5=-20 Concentrated Loads (lb) Vert: 8=-8(F=-4, B=-4) 9=-21(F=-11, B=-1 1) 10=-36( F=-18, B=-18) Doff. = 3/ 16 in PLATES GRIP MT20 244/ 190 Weight: 25 lb FT = 0% W P' Al—t U h[*i k .0 1— ". f. W.0p. MIR I Anthony I Torntio 111, P E. fflw. o*t- W.4* " WW R WWI 8W83 4451 St. Lucie Blvd 4.0'. W.. of Anduvoeot.i—ylwa. Is pohilikil ohm 16 F"anu" hom A I 1W fmm ARIboylAmbelill"J, Fort Pierce, 1- L 34946 BAY Q WREB2CLM HJ7 (Jack -Partial Truss a1truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 1 12:1 ID:ta7uotTo57o0tNCWmTn2mQyhggX-vFhbWSzSzv_OiORW KH_3GJZImRj 1 1-6.0 4-10-8 4-10210- 3x10 II 1.5x4 II 30 = LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/defl Ud TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.04 7-8 999 360 TCDL 10.0 Lumber DOL 1.25 BC 0.51 Vert(CT) 0.10 7-8 999 240 BCLL 0.0 Rep Stress Iner NO WB 0.30 Horz(CT) 0.02 5 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MS Wind(LL) 0.02 7-8 999 240 LUMBER - TOP CHORD 2x4 SP No-2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP N0.2 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 5 = 156/Mechanical 2 = 459/0-3-8 (min. 0-1-8) 6 - 312/Mechanical Max Horz 2 = 203(LC 4) Max Uplift 5 - 78(LC 4) 2 = 232(LC 4) 6 = 81(LC 8) Max Grav 5 = 156(LC 1) 2 - 459(LC 1) 6 = 312(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 3-13=-557/94,4-13=-490/103 BOT CHORD 2-15=-216/486, 15-16=-216/486, 8-16=-216/486,8-17=-216/486, 7-17=-216/486 WEBS 4-7=-552/245 NOTES- 1)Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed; end vertical 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 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 78 lb uplift at joint 5, 232 lb uplift at joint 2 and 81 lb uplift at joint 6. 7) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 93 lb down and 108 lb up at 1-3-7, 93 lb down and 108 lb up at 1-3-7, 82 lb down and 18 lb up at 4-1-7, 82 lb down and 18 lb up at 4-1-7, and 55 lb down and 45 lb up at 6-11-6, and 55 lb down and 45 lb up at 6-11-6 on top chord, and 11 lb down and 9 lb up at 1-3-7, 11 Ib down and 9 lb up at 1-3-7, 14 lb down at 4-1-7, 14 Ib down at 4-1-7, and 35 lb down at 6-11-6, and 35 lb down at 6-11-6 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 8) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-5=-60, 6-9=-20 Concentrated Loads (lb) Vert: 3=72(F=36, B=36) 14=-81(F=-40, B=-40) 16=-2(F=-1, B=-1) 17=-50(F=-25, 8=-25) A0181026 PLATES GRIP MT20 244/190 Weight: 48 Ib FT = 0% nq n x rt«e.pet t:we. ae'klmat?1O5 fS;'S:3Er"i arnl Eron A.a ns+s: nm t nu raawter M+. rrmr rq lae,w,w stxatltat a,y.9n..E pua;w e Ewr! ha.r ,urswrtie,e.0 v nu ,a+rc. rst+h 1MFtttws+xr llMr[[I kttNfNttilB4kr1g1. Atahut Oxus Elr mn tt MaY4t tgM!r Nfetlwgib8 r>ANeMtset geMrdM pdrctwd MEMxNn:}tcalr[W MMsgldM ugk[rottlpRMURIb1 uq. Nnlhl. fk Mgtnnybwt, b4l txbNw4 MlMiq Anthony T. TotlihQ ill, P-E- Mneda<Lfltb,gteOSghNntsxcadh AAx O.er,bO.si txASlxN gKxsafN r9nTs.aR wlMdYx K.MA4NRAW S°4sFuN sl tlt.lT.W Wow row a'Awwoulm,*0"k Attsgx. +.td'Msfkartr rNNkMn:tstMMd 3t80083 Mt+ tl(ar+aitwea.Eae,xt sn eNiaxiDO s1ffisantrs nlp;[MedAt Mtiay lens+niti,uR pktmnea pttSFpW!Whtx!xN iiGn,eaxreE4r Ord raKu. ilFieons,a»ixx+++,NAendea6n;lespa. hntlnmt+M xt uc«Mn.Mess 4451 St, Lucie Blvd_ Ns1lnttMbahr. saxn xsMgsansz{pdgies a,d,N. iN Am M:pEgle. t lGt AxWMtAngxn.ai..0 SxiMf ts+ W:sMUN s+xt ex RllMNaTrI. ztFart Pierce, FL7444k CgpgM 2@IbA-1raoffaun-hilwaay[. mbeIA, 1, te¢tNwtiaaalUitdaiamaE.inamtom.isg eh4ircl,rdbau,bastftMnresftsaahasA-Itael6asses Aadaay(.{astir3N.fl. RY BAY WREB2CLM IHJ76 I Diagonal Hip Girder A0181027 34946, design@al truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:19 ID:ta7uotTo57o0tNCWmTn2mQyhggX-NRFzioz4kD6tKA0it?VlpX6Ulg4Ep9g 1 pl 4;9-10 9-6-13 9_-1-3 4 51 1'0-- 9-3 0-A-6 3x10 II 1.5x4 II 3x4 = 4-9-10 9-6-13 _9- -3 4-9-10 4-9-3 0- -6 LOADING (pso SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1,25 TC 0.48 Vert(LL) -0.04 6-7 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1,25 BC 0.45 Verl(CT) -0.09 6-7 >999 240 BCLL 0.0 Rep Stress Incr NO WB 0.29 Horz(CT) -0.02 4 n/a n/a BCDL 10.0 Code FBC2017frP12014 Matrix -MS Wind(LL) 0,02 6-7 >999 240 Weight: 45 lb FT = 0%w LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 SLIDER Left 2x8 SP No.2 1-6-0 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing MiTek recommends that Stabilizers and required 1 cross bracing be installed during truss erection, in TJaccordancewithStabilizerInstallationguide. REACTIONS. (lb/size) 1 = 378/0-1-12 min. 0-1-8) 4 = 145/Mechanical 5 - 300/Mechanical Max Horz 1 - 163(LC 4) Max Uplift 1 = 121(LC 4) 4 = 92(LC 4) 5 = 100(LC 4) Max Grav 1 - 378(LC 1) 4 - 145(LC 1) 5 = 300(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-12=-536/126,3-12=-471/129 BOTCHORD 1-14=-239/470, 14-15=-239/470, 7-15=-239/470, 7-16=-239/470, 6-16=-239/470 WEBS 3-6=-537/273 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5,Opsf; h=25ft; Cat 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical 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 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 at joint(s) 1. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 121 lb uplift at joint 1, 92 lb uplift at joint 4 and 100 lb uplift at joint 5. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 16 lb down and 16 lb up at 1-2-2, 87 lb down and 101 lb up at 1-2-2, 33 lb down and 48 lb up at 4-0-1, 82 lb down and 18 lb up at 4-0-1, and 58 lb down and 94 lb up at 6-10-0, and 55 lb down and 45 lb up at 6-10-0 on top chord, and 3 lb down and 0 lb up at 1-2-2, 11 lb down and 9 lb up at 1-2-2, 8 lb down and 1 lb up at 4-0-1, 14 lb down at 4-0-1, and 24 lb down at 6-10-0, and 35 lb down at 6-10-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (plf) Vert; 1-4=-60, 5-8=-20 Concentrated Loads (lb) Vert: 2=33(B) 13=-63(F=-23, B=AO) 14=0(F) 15=0(F=1, B=-1) 16=-31(F=-6, B=-25) 1leM}.firtutkrw F tnk 4e'kf tUtY ir4gS^ulirt, HkRN I?fMdfJMPlilinl4.7StQ11{W1;r}NdICi1EBGllifir Ma IMk ks9l rwwnemwm/a01 w0k Gxn ksfdx Axxw1;11diMAlkkMrE. [ax II.I. .kM tSketkM kknxdwnw t%4lwfk s wh-.. T...- Wtsx sawwss isws cwd k saf M nx ;IC kk exM. k x Gws dw+f fxMaw ca..'+wsdry fgxwu} M fw w xn frd gir:ms w walxwx f Mlssh;swstl wpaxsgsxxravanr k b kulx4 b swlis tsxs:Ia la w M Ilddr saw iF.i. (kwsgs wsswyms, nw*t swUnwc. cxgN?w y aw.s.,,r«,akaw xa ,aa,eka,a,.aa.»I,wxma m a, Anthony aaxMw4wmxgxMkudrlw. xw:xrtxtawtaewra unxaraa, +tr:mawyxaxxrwaw, xaw+aa+xp,feawk+ Icara+wqaswa,an ra.rwwwewak:,+l;xmu,rM.sr+xk>KxHxainrww,wgsaaa.+ negaxxxawaat twnpt arkaxtpwaetnnximkgaww.rs .Ml+rrwsalw.wvlxir acrMmx4dwoddekixsa sR.six..r.:xsks +R,wxwMwtkwa kinokxx tkx. xxynrn: neawnxauAnthonyT.t[t,R.E. t 80083k' 0tWn 4451 SC Lucie 61vd, Fat Pierce, rL 34446 kY@IF51tanlGems AaMn 1.1awRa iq, ti. Re Mxew ci ti i, damp. ie to It,*, is o6iliad wdgoa * wwiwaa %C<M wr !d y pl rtxwixsiwtrewlltae}Gnssec AalAe yt.Iaw9nlq:f.E. Job Truss FTruC sype 7PIY RYAN HOMES ! ESTERO BAY v2WRE62CLM J5Open71A018102$ FL 34946, design@a1 truss.co-m Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47:20 2017 Page 1 ID: ta7uotTo57oOtNCW mTn2mQyhggX-repLx8_iVXEkxJbvRiOXLkffEEUhYgOA2T8hJxyBMpL 4- 114 1 1-0-12 U6 it Plate Offsets X Y — f2:0-2-0,0.1 LOAOING( psf) SPACING- 2-0-0 CSI. OEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.50 Vert(LL) -0.02 4-5 >999 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.25 Vert(CT) -0.05 4-5 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.03 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.03 4-5 >999 240 Weight: 18 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 4-11-4 oc purlins, except end verticals. BOTCHORD 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 - 271/0-2-12 (min.0-1-8) 3 = 126/Mechanical 4 - 54/Mechanical Max Horz 3 - 128(LC 12) Max Uplift 5 = 141(LC 12) 3 = 38(LC 12) Max Grav 5 - 271(LC 1) 3 - 126(LC 1) 4 - 89(LC 3) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 5=-270/488, 2-3=-157/293 NOTES- 1) Wind: ASCE 7-W Vult=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 ; 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-" 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 at joint(s) 5. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 141 lb uplift at joint 5 and 38 lb uplift at joint 3. LOAD CASE(S) Standard AaM/- m- rreygrrte.. w,, INCt;dS(FS v7Erj, orw i!tvs iDioor@Rr? xWaa6A4r Mra wh knpr MtwaM W i.*,»tAh inn kultR+-1111Ci M r kh.l lwk kr: 10-14. kbr nr Ph,, A... .W. r tq.»tr IN1.+ Owknq&,' kt104k.04 Anthony T. Tombo [It, P-E M.udan r„„ ir„i„o.%yarn,r.ra+ntake.,r<.aa.,.,'rMln,d swan mkAMgangr«.aae,wm ace M. d. N(Mabra aM}<wwtµt 16e q Aa eHe N e4w ku rice A.[.u..a.fMq,. u.ry..,,a?aMab.n,w:kkn,r.,aoma t 80083 r kMq Mv+ pe,M taRaM 4a».ax sr rnart MEe Ms<Sm MrrmNxtanrla%ert.+A.ek1#nhMagae;ktiFHMskrq t!!ru 4NA ee,anae»h.pu re a tFlraNec r,er res,iipMn Mnnerar b+sr krpa: ;mn Ongrtgam Minn us..krinn.akss 445! St. :Ude Blvd. domMFMNrfa»Mq»arvrathdWWW1W1lk4asikdpEyamnA41r" A,ksraa4nSSi 140.a»}k"AI'Ro"am,»4nkrMm!i Fort Pierce, FL 74946 p1TMN$31WrSIlaolCosset-Aa4aoyf. tan4o111,F,E, tepralwtivaMAislocaaeal.Manlhr».isprati4Ral.agaatN»avirapxaasuoaGasA Itae(6rssas-AAAaroart.ta»9aiN,rE. Ype ury ply RYAN HOMES / ESTERO BAY v2 Jack -Open 9 1 A0181029 a , r,aaryrrdaa nr uaa.wr mun: n.izu s Nov tz zui t runt: U.12U s Nov 12 2017 MiTek Industries, Inc. T 1 D:ta7uotTo57ootNC W mTn2mQyhggX-Jq M k8T? KGq MbZTA5? P. i -0-0 5-6-0 i 3x4 = LOADING (psf) SPACING- 2-0-0 CS1. DEFL.. in (loc) I/def! Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) 0.16 4-7 >414 240 MT20 244/190 TCDL 10,0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.09 4-7 >727 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0,00 2 n/a n/a BCDL 10.0 Code FBC2017(fP12014 Matrix -MP Weight: 18 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 5-6-0 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 uide. REACTIONS. (lb/size) 3 = 139/Mechanical 2 - 283/0-8-0 (min. 0-1-8) 4 - 73/Mechanical Max Horz 2 - 75(LC 8) Max Uplift 3 - 87(LC 8) 2 - 196(LC 8) 4 - 60(LC 8) Max Grav 3 - 139(LC 1) 2 - 283(LC 1) 4 - 98(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=5.0psf; h=15ft; Cat. 11; Exp C; Encl., 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 87 lb uplift at joint 3, 196 lb uplift at joint 2 and 60 lb uplift at joint 4. LOAD CASE(S) Standard rMt-nwv aatyAprtrk>. ac bl InH tKst6; t£'. ft - i If:tA(IEYlS b nl n tl:ut;Mei U(1:`P? ue4)tuRfNtrr Mn igMr asy waanm dt w M, r air nst a,p.aexfK!iW;wM law! € tw4 nt 1, W_ tiurah..u. a4v a,aon n0.t n 4e nR..N, rNwt.axNrtMar,wlarxfMatlRgk M4. kalmsaFgaa'rte,aay Erpw.xlM rwlwa[Rl erp¢sah anrtp.aeAMpMrrseaq alawrgmps9dA}W rK aup Rile sap tm: prwwalnRah. ere ilFl [Se kupnrwrpwc, arat;aaarar, NMAq Anthony T. Tombo 111, P_F. w.rrArar'asrlaw Wdq rMmyaAMrr rla Q«n,a0ne'r wlamMepeaa Wortar+,aarranekak,ae nK wralrM aaMMlat wrfHk. ha gtmrtLae lR/w/wt aHntRa(r.sr. aOrty MAQ. rwryr,a4aaat Mrq rNlialh reangilryA a WRgasga M (waaa lllwa5 sn M a 80083aewrlaprimwrtxaberdp. Wat (aArew,4fep Naaaaa kS6pUAw y tb M Sxi a daatrrlx prra prbe.. IRV Mim a. 5 Nerae Mary uwixtgaer xwagyaKwa tnka 1F h.n leCp f.xMlEt ar xgasyra-e knr t • nMnYWtt wrRareF b¢gxirongra, ai.,, a„piya rl[ersl bra.wlrb 445i St Lucie Blvd, stnaa paa uw. h+N raeq.raN n.,E; wen watt rout Pierce, FL 34946CaRlrilbt&16 Rd Rae}lstas-RafAaalLta n9a UI>f-€. Reprliau6an st A4t laewea4 u al Mw.trproRaifel xifAwattb nfnea rn ituoa has R-lla/l&Iss¢s-Aallwey t.lawWiq, t-E. rWob Tn REB2CLM IJ7 RYAN truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 201 ID:ta7uotTo57o0tNCW mTn2mQyhgt 1-0-12 6-114 A0181030 Dead Load Defl. = 118 in 6-1 I A 6-1 f4 Plate Offsets (X,Y}— [2:0-3-0,0-1-8j LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 1.00 Vert(LL) -0.09 4-5 >862 360 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.55 Vert(CT) -0.22 45 >374 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0,09 4 n/a n/a BCDL 10.0 Code FBC20171TP12014 Matrix -MR Wind(LL) 0.13 4-5 >641 240 Weight: 25 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 or 10-0-0 oc bracing. MiTeIt recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. -- REACTIONS. (lb/size) 3 - 182/Mechanical 4 - 80/Mechanical 5 = 348/0-2-12 min. 0-1-8) Max Horz 3 = 176(LC 12) Max Uplift 3 - 57(LC 12) 5 - 180(LC 12) Max Grav 3 = 182(LC 1) 4 = 128(LC 3) 5 = 348(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-327/590, 2-3=-180/343 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; Cat. II; Exp C; 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) Bearing at joint(s) 5 considers parallel to grain value using ANSl1TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate at joint(s) 5. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 57 lb uplift at joint 3 and 180 lb uplift at joint 5. LOAD CASE(S) Standard WUi .««x dins udfkr«fM4ti1@«k .b,Jms9e«r.E.p.a tle_&«a.rEqu«t.esM«ar rob qmm,««,M..M6rbmnMWM.«,A rnakMgr laNM,gM11.uq.lmr Wax!«ba rQblgt. pro llt 1. rk «sR, nanpw,, Naq e«M«es. wWM+rtr Anthony T, Tombo 111, R.E. aa,,,,+««rum«fnr„vs«aanar.a.m.sb.+Ms e«adµr««waq «.s,«s.naa ,erflt.ia, anwyw,rmi rr..aew ..rmu.«dr tM,,.apt+w wrq...,r.w«sdw.«s,riak.y«+w p 180083 Aet l/ywtga.«4t«.geF..tMs triMi.xYI«I4f p«.e.rMpir et.Ik AdNb(.zP.W4%Rh.p...o.1(N NM9dNrRWSAFnrtk«2b krpmnfpWR, U4l mdet 9r ntilnuMkxt wl Nuc. tkgn,4Migw.`,xt, bnq. (.p«««i 4re,t 11.*w«. Nnt 4451 St. Lude 131A Mn•w ldaay si«aaNNq«. nsetk x0.ef.eMM rk lrm MssP t aeanlft e«Fa.(kwr o«spn.e Gry 4.,M. hpaa kar wYny IAw•+m •-r. Fort Pierce, FL J4946 Taub. 101, R.pimim"01 MSowcu ti...rWe..&ps.Gi44.t wNb..s Ab er(rro4twuniro. U.0 A-i teal Gsus A.A..r t. ImbolnFt. WREB2CLM Jack -Open v2 A01810311 ' Fort Pierce, FL 34946, design@altruss.com Run. 8.120 s Nov 12 2017 Print 8.120 s Nov 12 2017 MiTok Industries, Inc. Thu Dec 7 12:47:22 2017 Page 1 I D: ta7uotTo57oOtNC W mTn 2m4yhggX-nOw6MpOy 18 USBd IHZ73?R9ktv23MOatT VndoN pyBMpJ 6-9-12 6-9-12 4x6 500 MT20HS= LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in loc) I/deft Ud TCLL 20.0 Plate Grip DOL L25 TC 1.00 Vert(LL) 0.09 3-4 908 360 TCDL 10.0 lumber DOL 1.25 BC 0.62 Vert(CT) 0.20 34 388 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.11 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MR Wind(LL) 0.14 34 575 240 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. BOTCHORD 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 ugide. REACTIONS. lb/size) 2 - 183/Mechanical 3 = 81/Mechanical 4 = 264/0-1-4 (min. 0-1-8) Max Horz 2 = 149(LC 12) Max Uplift 2 = 71(LC 12) 4 - 127(LC 12) Max Grav 2 = 183(LC 1) 3 - 126(LC 3) 4 - 264(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-4=-259/453, 1-2=-165/282 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; 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) All plates are MT20 plates unless otherwise indicated. 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 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Refer to girder(s) for truss to truss connections. 7) Bearing at joint(s) 4 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 at joint(s) 4. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 71 lb uplift at joint 2 and 127 lb uplift at joint 4. LOAD CASE(S) Standard Dead Load Dell. - 118 in PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 23 lb FT = 0% RRR{ flau Rurrlil!tMin Pa "kl lflri4 illS$ci °"St;3li GR53A( IlA(S Sf 1dAffluYS (7ftAN{"INkP; lldlCR:f@GlfxF lMn XrRtbnq, lMdRritt M gal eRr rot lMs F`fARfrbt r{@; W M tA.t S. fMb IM1.} rlAeKKt SkatkMr eu Clkct RMwp tt6N er Re ib{. alr IF4nc+eiRrl trUwkfxi Mr Rs ilbabrdq. Atdtmz{nRr ERddro te_SrycRIffIMR,R;ik salwwf FM rpeaeMs a;gaRflMµRrwMrdpnetu{rula MW!PR#Mx ryiQe uq4 tmtbrroaiadro l nM aM illl lh¢ksiA t•V t. d4trrfrrs. F+MM7Re Anthony T. TQmho 111, P.E. rN+w.d4t Lrtr irc Rn Fklq tc Rs:r4w.ukMtrdM O.w.MU.rrt`taMtkf}adx Ra ikYGl Qnie,4Rs upmldM tr,dt ill sl RR{d drififl<fkMrRI. Oe yyd+NdRR IB{mfrybNd edOr f:nS, wtlNNIkdARl tMgr. LLxMWw aG keR/s11Rk Mir,Rt dMR!A =80083M{•bRldtgrdrRv(nRaw P.O. pMnlrd#r•S4kgkIRRWbiKS@plbtMdhf@MiQArdntRaMWpvilrMRda N4IddRdnbnywMBRfitkfeRetdRelntkwx,t rSxksgRigntaedirettRcwlxMxgki) ylji St_ LUCIe Md.n nu ffd<kAUi r.eaMR.,mlh r. wrxwtittm,{ec [epanKerr a<,rpR..a.uS a.t uada.r»uy.wMmk.4 •fnantesmiZt Fort Plerte, FL 34946 idtl'Stt{i i{{{.l tdRr l(l}fG5-AM{RRy LIJnbp Ul,It. tdNd{tl(NJR 01 I{U{WItIIIdRS. IR dR1 fttRl,ftttRb tld{x1166R1'{!w(1MRidfNi54NRfIpIR 4-I tddt tfRS6dt-.{dl{QRy t. l0Eb0 ib. r.1. Truss (Truss Type Qty Ply RYAN HOMES (ESTERO BAY v2 RT Jack -Open 7 1 A0181032 design@a1truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 METek Industries, Inc. Thu Dec 7 12:47:23 2017 Page i ID:ta7uotTo57o0tNCWmTn2mQyhggX-GDUUZ91 boSclonKU6gaEzNH57SPM117ckRMLwFyBMPI f-1--0-12i_._---2T11-4 +- 6-11-4 ---a 1-0-12 2-11-4 4-0-0 0mn 3x6 II 1.50 II Dead Load Defl. = 3/16 in 2-11-4 6-114 2-11 44-0 Plate LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.78 Vert(LL) -0.12 7 >660 360 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BC 0.63 Vert(CT) -0.29 7 >275 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.08 9 n/a n/a BCDL 10,0 Code FBC20171TPI2014 Matrix -MR Wind(LL) 0.26 7 >308 240 Weight: 29 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 "Except' B3: 2x4 SP No.3 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 10-0-0 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in aco rdance with Stabilizer Installation uide. REACTIONS. ( lb/size) 9 - 384/0-2-12 min.0-1-8) 4 = 174/Mechanical 5 - 100/Mechanical Max Horz 4 = 176(LC 12) Max Uplift 9 - 163(LC 12) 4 - 38(LC 12) 5 = 1(LC 12) Max Grav 9 - 384(LC 1) 4 - 174(LC 1) 5 - 138(LC 3) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 9=-375/459, 2-3=-305/398, 3- 4=-171/360 NOTES- 1) Wind: ASCE 7-10; Vuit=150mph (3-second gust) Vasd= 116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extenor(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 at joint(s) 9. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 163 lb uplift at joint 9, 38 lb uplift at joint 4 and 1 lb uplift at joint 5. LOAD CASE(S) Standard 1k, NM. MiwMf}rt„tt at'M I IQr6 !IK4fS "k:;r gr3FF litM51 i MBtOC:itOlillY{t9tf1'?NIN+ifOiN:fiT Mk tMF}(H paMrcr wl nN n, w c Fmc Gfq} M.y @6jNIM 4Mg 1 f We lB.}f teMew 4iu+idae x. kho e6nnx tt9MI w M IN W} f6lsiaeAr Msu}dk >M ie ilenkeaa.a,alt.:s Myefpsw,u.,`.}aMp EpraxMsaawmr tl@rgmsan•w}paa Myae,sxad p}ate},r.}.a+a dri. ksgaA4,yMtm,tnmNwMlAi nh wrtt}fl. tek q: n:nta,as. N ixeaes. u,kM+n Anthony T. Torribo 111, P.E. d exa MtLmMen MegaM,n}M4+la}aM6n,rt.M6 aa't xumsa ganxMka}an¢a abtwknaMIM MIKNMMa a°1<MrWtR 1.Req}n.14AMIIiMMMU neaMfnn. lelykaAq. Mga.a laMaadkaaa HNkMnp,eaata 80083 M leaig4exp Nt«a eb IaxxsmMkMtcads»r«am.t rnaz swa+rtw +u.afa.aa+. pr krnss s.,en,aaM+,rwtsa in-f ar es a.r«y,eaea x+a,M t„s,e :'nss te.gs i, r lnu e.'nm 4451 St Lucie61A, aflame kMNN}:Maaa qrN qns nsM,kal }Nau agfrea Ik Fnf'.M,pkplaulClMkkkl Myia.Khns Stika f.pkroaaR }axq. IA <paalxN anti ern kMNa T1. Fort Pierce, FL 34446 t 2@I6A ltaal6assas-Aa6ae Ltwace lR, f-E. As alartia rt6 bsaeaat. ie ae bm.is oA4rilal.Moet t4a Mmaa arwssroabea A -I teof6nsas-A 0 I-lame1lI t.E. tlP9cY4f1P ! aT Al u" 'rN ury r!y RYAN HOMES / ESTERO BAY Q L01G Hip Girder 1 *f A0181033 L Job Reference a tional)_ e, FL 34946, designipal tnuss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MTek Industries. Inc. Thu Dec 7 12 4T 25 2017 RanA 1 Dead Load Dell. = 112 in 26 27 .. 28 29 30 — 31 32 1.5x4 II 1.5x4 II 3x6 = 3x6 = 3xi0 =' Sx10 MT20HS= LOADING (pso SPACING- 2-0-0 CSI. TCLL 20.0 Plate Grip DOL 1.25 TC 0.58 TCDL 10.0 Lumber DOL 1.25 BC 0.96 BCLL 0.0 ' Rep Stress Incr NO WB 0.62 BCDL 10.0 Code FBC2017/TP12014 Matrix -MS LUMBER - TOP CHORD 2x4 SP No.2 'Except` T2: 2x4 SP M 30 BOT CHORD 2x4 SP No.2 'Except' 81:2x4SPM30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-5-13 oc purlins. BOT CHORD Rigid ceiling directly applied or 5-10-0 oc bracing. REACTIONS. (lb/size) 2 = 1953/0-8-0 (min, 0-1-8) 7 = 195310-8-0 (min. 0-1-8) Max Horz 2 - 28(LC 4) Max Uplift 2 355(LC 4) 7 - 1355(LC 5) Max Grav 2 - 1953(LC 1) 7 - 1953(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-6809/4685, 3-19=-9583/6633, 19-20=-9583/6633, 4-20=-9583/6633, 4-21=-9583/6633, 21-22=-9583/6633, 22-23=-9583/6633, 5-23=-9583/6633, 5-24=-9656/6683, 24-25=-9656/6683, 6-25=-9656/6683,6-7=-6798/4683 BOT CHORD 2-12=-4516/6574, 12-26=-4544/6608, 26-27=-4544/6608, 11-27=-4544/6608, 11-28=-6597/9611, 28-29=-6597/9611, 29-30=-6597/9611, 10-30=-6597/9611, 10-31=-4513/6603, 31-32=-4513/6603, 9-32=-4513/6603, 7-9=-4486/6570 WEBS 3-12=-267/418, 3-11=-2152/3170, 4-11=-547/330, 5-10=-552/329, 6-10=-2205/3247, 6-9=-265/418 NOTES- 21 DEFL. in (loc) I/deft Ud Vert(LL) 0.8910-11 >364 240 Vert(CT) -0.9410-11 >343 240 Hor-z(CT) 0.13 7 n/a n/a 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 B), 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=5.Opsf; h=15ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water pending. 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 3-6-0 tall by 2-0-0 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 1355 lb uplift at joint 2 and 1355 lb uplift at joint 7. PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 227 lb FT = 0% 11) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 242 lb down and 239 lb up at 5-6-0, 79 lb down and 98 lb up at 7-6-12, 79 lb down and 98 lb up at 9-6-12, 79 lb down and 98 lb up at 11-6-12. 79 lb down and 98 lb up at 13-6-0, 79 lb down and 98 lb up at 15-5-4, 79 lb down and 98 lb up at 17-5-4, and 79 lb down and 98 lb up at 19-5-4, and 242 lb down and 239 lb up at 21-6-0 on top chord, and 157 lb down and 213 lb up at 5-6-0, 58 lb down and 82 lb up at 7-6-12, 58 lb down and 82 lb up at 9-6-12, 58 lb down and 82 lb up at 11-6-12, 58 Ib down and 82 Ib up at 13-6-0, 58 Ib down and 82 lb up at 15-5-4, 58 lb down and 82 Ib up at 17-5-4, and 58 lb down and 82 lb up at 19-5-4, and 157 lb down and 213 lb up at 21-5-4 on bottom chord. The design/selection of such connection devices) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase= 1 .25 Plate Increase=1.25 Uniform Loads (plf) Vert: 1-3=-60, 3-6=-60, 6-8=-60, 13-16=-20 Concentrated Loads (lb) Vert: 3=-195(B) 6=-195(B) 12=-157(B) 9=-157(B) 19=-79(B) 20=-79(B) 21 =-79(B) 22=-79(B) 23=-79(B) 24=-79(B) 25=-79(B) 26=-53(B) 27=-53(B) 28=-53(B) 29=-53(B) 30=-53(B) 31=-53(B)32=-53(B) NfbfMeetnuMu.y Nh! a•. kte rcf tb3 Mar9 ,pIMn. YM, e« @, r swessI. LEpeKN Ailro-rr1Iakap.11.wa.1ea W. exrlsaetWF etnsog' aaesnse emaresarnnvraMreasamkxmtlkartueher,atr[ td., MLtAu,t`i: neaw, lari,, p6 a;,a. t. ea 9! r@cau,wot, EnFpitnutnt. er> wsMger asidm; a Mua.SertaNsinaa,' aeainnAcf" l;t[.AMtissnu+l*a; 0'mMg* umraenvrdeqi;utuK. uaerg.ewegneaflleOtM@ttew_wN7wpurco.am inatlhmpMr4rbaeMM. K4. t,a« ryFB,+eerMxxrlertw. h., krt4RhsMrwfwrMnuxxxOrid rousaeaa, eersronM rei rll sen epNxrxmrew.urRaeRey[ Minsnntitglepa. aann* s .laNso-nyMns/a6h.zdassybe. te[xakaM1n.dti. gr[aaynre4fiwwun4saoNnt}tew, ja, Aaewe sappr, re.' aw, wt. aiyal,yuaCwnrcetMirasMnteoao,an.es» SEa, wtlnl: D.ar4r, ty aw lth. 4anaeqM,x4eeiNsM1awLruwe.. f. n knrc. Mss>. swlqesga,ee« nuixgtuwne narnr.e,N.Ns Raaina,{rxns< seYieseMwssleMa. tM. rwoae. M. eaWahne rs Anthony T. Tombo [t[, RE t 80083WW—. AINa4451St, Lucie Bld. forkVierce<r[ 34416hkn 3.00 12 5x10 MT2014SG 1.5x4 II 5x10 MT20HSzz: 3 4 s 3x8 = 1.5x4 11 LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TP12014 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 3-2-15 oc purlins. BOTCHORD Rigid ceiling directly applied or 2-11-3 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 - 1140/0-8-0 (min. 0-1-8) 6 = 1140/0-8-0 (min. 0-1-8) Max Harz 2 = 34(LC 8) Max Uplift 2 = 757(LC 8) 6 - 757(LC 9) Max Grav 2 = 1140(LC 1) 6 - 1140(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3306/4618, 3-4=-3877/5446, 4-5=-3877/5446,5-6=-3306/4618 BOTCHORD 2-10=-4382/3175, 9-10=-4417/3189, 8-9=-4426/3189, 6-8=-4391/3175 WEBS 3-10=-455/300, 3-9=-929/928, 4-9=-384/309, 5-9=-928/928, 5-8=-455/300 NOTES- 1) Unbalanced roof live loads have been considered for this design. 5x8 = CST. DEFL. in loc) I/defl L/d TC 0.79 Vert(LL) 0.67 9 485 240 BC 0.67 Vert(CT) -0.58 9 558 240 WB 0.66 Horz(CT) -0.12 6 n/a n/a Matrix -MS 2) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=S.Opsf; BCDL=S.Opsf; h=1511; Cat. II; Exp C; Encl., GCpi=O.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed ; porch 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) All plates are MT20 plates unless otherwise indicated. 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 nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 757 lb uplift at joint 2 and 757 lb uplift at joint 6, LOAD CASE(S) Standard Dead Load Deft. = 5/16 in 3x8 = PLATES GRIP MT20 2441190 MT20HS 187/143 Weight: 109 lb FT = 0% r»Mt tbu1M1y11,rtM 6t'1I IO.M?Hitt ;'St;:}F';,p{FEAT IAk`tl+'EWfOfdM1:a}EON i'rAf:X'}A(S%GiiIlGNlkrlrr 1eHI{hurl tawrMttr rt mt»Rt A+s ltrtt 6s jt MtNp RF4`;wIM IMw(I.{e@t N.tt if#tt+ct ihk MMe eu tlrMttaM.x tAINSMEBi, wq iF1eu.na ptuankeMbrt;ICak rq_tu nets B,arM@,.Spti1}EeMwa;MtNw+R tDOigeteeraarteNaepNessNM pgemwArssrMat7a Mkv(!N{rsajtimslINxtkiCP. WxtlFl. tk argr »s.C,.Ntata«rc.,+alaw Anthony Tombo II[, P_E. WredtMhenkan NtYrybhaytrta bR rt atOaa,MO.teit eAtrtltttM»at MaFa}Frpert..MneMahrY.ad(NnFat>ribl»b wl R!-}IM trrtMEge IOF.IgfiNf.xaMtmr..»taagr»Ny. tatgt. intdkrWFna{Iatikb rtMrtMard 180083 r lwrttey,rwFtn¢eaMr. ser,<a, sa Mawe t¢u us hrpaaa, al pswwtNae rasy[++wwn>Pvy rasaae arwWFadktn ettx{mtnrem ar pears prat 11Ft afi{eae a,FxsiFMesMMasAM xrss Fewpa.'aslayp }gaax wllmsN Mam aMs 4451 St, LscieBh,d. Mx+rtu MfaNhrtxirngM gaa+twrol yMl ryarn keNeei IM fm BtOp Egiexn{Otgt 71»8p-a 6rtt site. Egla»aaiiwiq 1N IMItNara: atn MNNe'!N Fort Pierce, R M1,46 NriNkL 261FSd Rantfosses-Firboiy EJaiibo Sga.F. Repraduniai al sbh Fotrimit. ti ril forn,is ptilriFiuF aabeat?Mi aviRei Paaisziii 6nw,b-I tad 6rssnAathoilLlaribc lEt P.E. buss buss type aty Ply RYAN HOMES 1 ESTERO BAY v2 2CLM L03 Hip 1 1 A0181035 t-0 0 5-11-2 9-6-0 17-6-0 21-0-14 27-0-0 8-0 ----- r -QY... 2 1-005-11-2 3-6-14 8-0-0 3-6-14 51-0-0 5x 10 MT20HS= 3. 00 12 5x10 MT20HS= Dead Load DeB. = I M in 10 - 3x10 = 3x4 =:= 4x6 = 3x4 = 300 LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.88 Vert(LL) 0.50 11-14 645 360 TCDL 10.0 Lumber DOL 1.25 BC 0.81 Vert(CT) 0.76 11-14 426 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.20 Horz(CT) 0.12 7 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.66 9-17 488 240 LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing MiTe- 1k re ommends that Stabikzers and rsbracing beinstalledduringtrusserection, irdance withStabilizerInstallationguide. ) REACTIONS. ( lb/size) 2 - 1140/0-M (min. 0-1-8) 7 = 1140/0-8-0 (min. 0-1-8) Max Horz 2 - 42(LC 12) Max Uplift 2 - 749(LC 8) 7 - 749(LC 9) Max Grav 2 - 1140(LC 1) 7 = 1140(LC 1) FORCES. ( lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2- 3=-3408/4734, 3-4=-2960/4219, 4- 5=-2869/4163, 5-6=-2960/4219, 6- 7=-3408/4734 BOTCHORD 2- 11 =-4524/3289, 10-11 =-3984/2869, 9- 10=-3984/2869,7-9=-4536/3289 WEBS 3- 11=-582/633, 4-11=-700/432, 5- 9=-700/432, 6-9=-582/633 NOTES- 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=15ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Exterior(2) zone; cantilever left and right exposed; porch 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) All plates are MT20 plates unless otherwise indicated. 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 nonconcurrent with any other live loads. 7) ` This truss has been designed for a live load of 20. Opsf on the bottom chard in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 749 lb uplift at joint 2 and 749 lb uplift at joint 7. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 MT20HS 187/143 Weight: 103 lb FT = 0% a mq-nee sawlFFFrzar.Fa •F- m as'kdF[ ; GDl1utW°, uaaer+a:asroxcm;r°ruxFra:FacrFFrrFa, Fa+ar+r tr a,«<.F ,w ,n, b z«, i.,, a•rar.M Haan SFr rw.c r lam a-r=, r,a,„,. u,F, „, ews, tea.,,. Fa «Fa yea. wr 1Mtz, aw(la FMkt t.a keMpt at i1a kk nFL A, Ires AHgr ftpua (U_1 aaaF 1 am; as tW w w} taa,ehatMf ararrMtttM p°a:knM «#MxaFm/anaart M ar ksgr to imt FpbN a as ta@ Wf.,bbf Ikt [b khpl ess+apsf, aRa1,MA,et.,Mledar a u. aa„j,wanpaM+,ar,„,wresa.a,.ram',a,w ,mot +qa ,.aaw..,emNcaap[as,w up,w,.rrn.1.a,pr,,.aawraa.,.rare.,ramtm,:.o,aw,w.aw.,ar.nauw»awa w!wa. Anthony T.80083 I[, I.E. M toy kft(u wA(natla. la war u!MaIk IBOMae Frakn rN aMNMn,YwFliMa(»w,rreN Haq gNaa*s;llSa F°M+MFhrx.c}NA atiMreat&pwa rwn IM1I adMtMn ,aaun alada[ae 4ni N rr+rr+ ra s £}Ludo 4451St, Luc_!e 61vd, NnrwNaM1}r:«Iaea 4°KNM a.vaalhalMrax anbd Ipk»n an Fryara s Y'tMa+Nq lnyae aLns Sraa tgaaa #w°k;iaq Yl,pbarN irs4 atnlRxNstH 1. tort Piece, EL 34946 CMpitb92@IaA- I taal6assat-AaMoarLtaeaa lltf.E. teprNattlaa al Faniwameq.is aatbm,irpa6i1ital•YkaaF FAe.Fineareroixiaa lro Ad taofDnses MFaoar [. tanba lA; f.E. WREB2CLM MG7G Monopitch Girder 1 1 AQ181Q36 Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2Q17 MiTek Industries, Inc. Thu Dec 7 12:47:27 2017 Page 1 ID:ta7uotTo57o0tNCWmTn2mQyhggX-8_k?PX45sg6kHOdFLgeABDRvh3hRghUCf3LZ31 ySMpE 2-11-0 6-11-4 2-11-0 4-0-4 i 1 5x4 11 3 ME 2x4 11 7x6 = 4x4 = 2-it-0 6-t1-4 2-11-0 4-0-4 Plate Offsets X( ,Y)— 2 0-2-0 j5:0-3-0,0-4-8] _ LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC O.23 Vert(LL) -0.03 4-5 >999 360 MT20 244/190 TCOL 10.0 Lumber DOL 1.25 BC 0.94 Vert(CT) -0.06 4-5 >999 240 BCLL &0 ' Rep Stress Incr NO WB 0.68 Horz(CT) 0.01 4 n/a n/a BCDL 10.0 Code FBC2017fTP12014 Matrix -MP Wind(LL) 0.03 4-5 >999 240 Weight: 47 lb FT = 0% LUMBER - TOP CHORD 2x4 SP No.2 SOT CHORD 2x6 SP No.2 WEBS 2x4 SP No.3 `Except" W1: 2x6 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 4-4-8 oc purlins, except end verticals. BOTCHORD Rigid ceiling directly applied or 9-10-6 oc bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation ui to REACTIONS. lb/size) 6 = 2090/0-2-12 (min. 0-2-7) 4 = 1325/Mechanical Max Horz 6 = 149(LC 8) Max Uplift 6 = 474(LC 8) 4 - 440(LC 8) Max Grav 6 = 2090(LC 1) 4 = 1325(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 1-2=-1780/419, 1-6=-1288/315 BOT CHORD 5-8=-506/1575, 4-8=-506/1575 WEBS 2-5=-339/1405, 2-4=-1791/575, 1-5=-365/1636 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (envelope); cantilever left and right exposed ; end vertical 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-M 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 at joint(s) 6. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 474 lb uplift at joint 6 and 440 lb uplift at joint 4. 8) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 1285 lb down and 291 lb up at 1-0-0, and 803 lb down and 224 lb up at 3-0-0, and 803 lb down and 242 lb up at 5-0-0 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25 Plate Increase=1.25 Uniform Loads (pin Vert: 1-3=-60, 4-6=-20 Concentrated Loads (lb) Vert: 5=-803(F) 7=-1285(F) 8=-803(F) 6Rwry-1#nr#vupMcnx M'41#SWc`ikA4i t'StUfr", dUkik ttaNt£. tC11ik"Vf-i!";SfUa£Yi{XMiMr 4 aia'bht;lM^wNnirtimt ak:akf ius 6e kiaaq El wlM hMyE. 3daa li UMan}W1MMe•u MUA •at tMu/eAe f.wh, w!x,.e p rns k xrra t xM.ar e, £=a,aeq(. a..: ?i ,e«:m wa«rtpm r •+r+^•mr.+xu«ahp+mxl•nw+a n«aemq+,a aM :nrr n„wini. £tek++pn a pew ,.. Anthony T. Tombo IN. U. and ry.,Ya «.amMgnx. m.+w::wwwnx a««,. »u .«t m.w Me.s, waalb a..r .amet .we«n reade ptat.+ma. t waarim«wsaw eee+ni. «anw w ,.,nr.oaa.u wuaar n. M s W83 seMdlfq Gupr r(n me ANarasfara Q.H@wt ke Nxrsn ae kNxrAbhN+e}U.vtaxaF SkAR Mxaw»p(ShKUs1Nk`r M4xt m daetdxrNwk piM.t Rttldan+lk w4uu dmrF .f freesdtx Fen slp lrar 8s fryw M'nsrMMnma. aX+t 4451 St. L,xie Blvd. span Mknfhr(uq eln.r ggrp pnw.sd. M4nr kup Fpern a72; 4r 4roapatmti`ixa F M«n aen teas{. kFvrykmlld s+mr MMk 7ra. Fort Fierce, Ft 34946 C t9i6A-I toaltmsa6mke 1.laadp llt, P.t. t aian pf Misdxeauxt 7no faa.n oA4fted.rtA rrAe xdnen suptfioa ki tepttnnpsAerhpa l.lxxMiU, rt, r FUSS r russ I ype city Ply RYAN HOMES ( ESTERO BAY v2 _— V06 Valley 1 1 AO 1810317 iesign(c,pattruss. com Hun: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, In< 10: ta 7uotTo57oOtN C Wm Tn2mQyhggX-8_k? PX45sg6kHOd 3- 0-0 3x4 Plate onsets (XrY)-- I2:0-z— _tlget_____ LOADING ( psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Vert(LL) n/a n/a 999 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.29 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix-P Weight: 17 lb FT = 0% LUMBER - TOP CHORD 2x4 SIP 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_gyde. _ REACTIONS. ( lb/size) 1 = 19015-11-0 (min.0-1-8) 3 - 190/5-11-0 (min.0-1-8) Max Horz 1 = 23(LC 9) Max Uplift 1 = - 54(LC 12) 3 = - 54(LC 13) Max Grav 1 = 190(LC 1) 3 - 190(LC 1) FORCES. ( lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10, Vult=150mph (3-second gust) Vasd= 116mph; TCDL=5.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 ; end vertical 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) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20. Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 54 lb uplift at joint 1 and 54 lb uplift at joint 3. LOAD CASE(S) Standard Mrmry-% 4W-tw'—*1'AIV0W115iNtEP VIKW'Wtca"TfwsA`.1°Xgr":iW*"%KWr Me.** k,* W 'w('WWeaMinxkv-.41w,; W141*W r',t I: et W—*0k%.a ft.. 0— NM MM Wig, w; r:x.«vpsspek+xNa rotrr,W.k rsirsgal.pam?..kuwri+e„m,s.riW,grar, a.aaa ra uwn,rsrwi!*p,kekar ugkkn,wwt3Paa.wrxilR.;rk,yA«+«gals. aaky,wa«'..ra m.T. r rsarat , awe kakg:,+a.GM,,::kr,,,a,;:.a ae«x:mua;«a+x k tww q rr„p....k<„a near r.r.f a, a a waeaq,w,r m.. rxar«dxe.ra.,r aw«ux a?,.,. sewst+a+u .a,aaw».M k.ra,kekaw „q,.,a nd AnFhonY Jr 00 3 [i., P.F. xat. aawtm ar. aana<z,a a.aakln.usr a aex.acawnkaaarnr;uu pm okmnwsxrm,auauxaFp.,. n.;k naa. 8) nu kaaNrKMtM {+al m eatmq k RMra.,a.k tr lsax k+trfµ!as r. w`;h kr Imtt 4nka' yworA.+ ntNw,xq. kn sesgw.rm'8.rc fgMma`ranenlunrs uwr 44SL $ t. tucse Blvd. kartqaa-• „+a akaraa u++aram a a a,knaaarki cppilklR9lAkltaaf ta4sesAnlAaetUe 6e 114 P,t tep edart.dMislnwrat. is aatfxe,ispra4ibual.dMasr tqe krinea perxiifias A-1 twllncsns-AniMaeptlala i%. P,F pout Pierce, FL 34946 0 10-0-0 F--. 5-M —' — t -- — 5-0-0 Q 0 4x4 - 2 6.00 12 T1- Ti 2x4 , 7.5x4 4 2x4 <. 0-0-8 10.0-0 0-0-8 9-11-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in lac) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.30 Ved(LL) n/a n/a 999 MT20 2441190 TCDL 10.0 Lumber DOL 1.25 BG 0.19 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.09I Horz(CT) 0.00 3 n/a Na BCOL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 32 lb 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 puriins. BOTCHORD 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 Installatioide. REACTIONS. (lb/size) 1 = 159/9-11-0 (min.0-1-8) 3 = 159/9-11-0 (min.0-1-8) 4 - 38019-11-0 (min. 0-1-8) Max Horz 1 = 42(LC 11) Max Uplift 1 = 01(LC 12) 3 = 68(LC 13) 4 = 77(LC 12) Max Grav 1 - 161(LC 23) 3 - 161(LC 24) 4 - 380(LC 1) FORCES. (lb) Max. Camp./Max. Ten. - All forces 250 (lb) or less except when shown. WEBS 2-4=-252/299 NOTES- 1) Unbalanced roof live toads 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 C; Encl., GCpi=0.18; MWFRS (envelope) and C-C Extehor(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 3) Plates checked for a plus or minus 0 degree rotation about its center. 4) Gable requires continuous bottom chord bearing. 5) This truss has been designed for a 10.O psf bottom chord live load nonconcurrent with any other live loads. 6) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 61 lb uplift at joint 1, 68 lb uplift at joint 3 and 77 lb uplift at joint 4. LOAD CASE(S) Standard ir'sRt-M1mEa.w}h[Mna Mott rul IIriS*T s"SiL`litE4RHt'.ftKS ttQ T:&4RY1,"t@!€Y:F'.AFSF".29611/4rPn. kN[Msq M s M itM oast av tntt "a+•i+Ai1 NMMSW I.l"Rill .oft-A.W. tu. AeMu eker;N cxelwEs?: mil+ —. xxa:aanr fw'wowA* Mlpxll wt asat,a asq *;. r^N^ x wgi mnwre.aaMw satµk:wate mxry a,eaatRr [ea.acpdc«r r7*u tq frae r79e#. aVta. Skkrgrn+eapaa babt M a^+.0 m! Anthony T. Tombo11i, P.E. twexa,a 6..aaegn+,rx80083 EFhraq aW.nxar. Aa eafMM>M19teN k Maan w tw~0ar Mln}fpMootsQbr7ft d SKI —$—W.two paw 445E St..4,ww Blvd. ftxt Piefce, K 34946 tnry[ i/AI 2916 h-I tad 6rpsrx-Adbaay l.le.ba lW Fi, fap aduitreadB+t lxanwti, is antfww,npalib l wiNkat n adiM per.itsienhn. kl tad GauasFatRMtl, taalo dl,Lt. Truss buss type utY PIY :YAN HOMES / ESTERO BAY v2WREB2CLMVM2Valley11A0181039 b Reference (optional) Al Roof Trusses, Fort Pierce, FL 34946, design@altruss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiTek Industries, Inc. Thu Dec 7 12:47,28 2017 Page t I D: to 7uotTo57o0tNC W mTn2mQyhggX-cAI Nct4jc_E bvYCRvQ9PgQ_7J S F 7P IM Luj46bTyBMp D 2-0-0 i2-" 2x4 r LOADING (psf) SPACING- 2-" CSI. DEFL. in (loc) 1/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.04 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 115 BC 0.02 Vert(CT) n/a n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 2 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-P LUMBER - TOP CHORD 2x4 SP No.2 BOT CHORD 2x4 SP No.2 BRACING - TOP CHORD Structural wood sheathing directly applied or 2-0-0 oc purlins. BOTCHORD 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) 1 - 55/1-11-8 (min.0-1-8) 2 = 41/1-11-8 (min. 0-1-8) 3 = 14/1-11-8 (min, 0-1-8) Max Horz 1 = 33(LC 12) Max Uplift 1 - 11(LC 12) 2 - 35(LC 12) Max Grav 1 = 55(LC 1) 2 = 41(LC 1) 3 = 27(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.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 ; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) a 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) Bearing at joint(s) 2 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 11 lb uplift at joint 1 and 35 lb uplift at joint 2. LOAD CASE(S) Standard PLATES GRIP MT20 244/190 Weight: 5 lb FT = 0% Ilwq-tWsr 9riifie rate tM'61RAYtkFiZ"At'r,, vim "ImI :p11FMt"H"fY.kilx,'?@NlElr Mns led.kNrpmnrr aiettir eea wdb',rtn `x+"Wi[,MMbo !I.; w Mil.IdetmeitMMbr n+. deku Re.ia ualaae?dk + x1lM iantM rkOvc Yii FF.nC7l4 dtI Ml4 rd+A! rRf9°r^ ..}P AtfTsNrM snip RrltlaelN!pbSErbxfrt91Il1AtiWlM arrufYed rtfiPiYMllM bt Ff AM h wa" AnthonyF TomtwIll, P.E. pr- a r.gweipJ-tM ytadd M19da/mWM.tAte unr-waa}sMak.wnN. i!pinn+rtkrq!Miq i+n iwvHsat/ bl llq Peu}m M(waa e. l wxs rx Ma tsarii K«ar+.e p> ,FMb ariayn +saxr alraw tiff rwe+ asn sAR 4ltrmr aax p.w,d e. 4M.ii mAn np»,a rer m, e eim,a:,y... [r«r 9ev rt n.e parrwm. K,+w,c 80083 Mrceia hew ru+ax+ip+a Mna a!ap 4}rRpAXti avhrd b6ur te+ hpmr sits#MSd deuryr.efnn inm Lpwa Nan NM1p. ;$atakAN+ar,«ra M+xfalki_ oast er lode 61vd, f ripyrryit 4t'Y01A A -I raftriiW, Win! L4.1to III,P,t. rcpre/areidlkicdueawM.ii»yfori, is pral aei.eiwf duo er rii pnedcsiaafiwn A-k tat hisses Aowrl,l leid i Ill ri. Fort Pierce, Ft 1d48F RO BAY v2 WREB2CLM VM4 Vaile 1 1y Job Reference At Roof Trusses, Fort Pierce, FIL 34946, design@a1truss.com Run: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 2017 MiT I D: ta7 uotTo57o0tNC W mTn2mQyhggX-4N 4-0-0 3 6.00 Fi2 L5x4II 2 o T1. ry W7 B1 y L 00 5 4 2x4 !. 1.5x4 It I LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.09 Vert(LL) n/a n/a 999 TCDL 10.0 Lumber DOL 1.25 BC 0.04 Vert(CT) n/a n/a 999 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017IfP12014 Matrix-P 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 4-0-0 oc pudins, except end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oe bracing. MiTek recommends that Stabilizers and required cross bracing be installed during truss erection, in accordance with Stabilizer Installation guide. _ REACTIONS. (lb/size) 1 = 78/3-11-8 (min.0-1-8) 3 = -0/3-11-8 (min, 0-1-8) 5 = 193/3-11-8 (min.0-1-8) 4 --1/3-11-8 (min. 0-1-8) Max Horz 1 = 82(LC 12) Max Uplift 5 = -97(LC 12) 4 - -1(LC 3) Max Grav 1 = 78(LC 1) 5 = 193(LC 1) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-162/290 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; 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) Gable requires continuous bottom chord bearing. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 97 lb uplift at joint 5 and 1 lb uplift at joint 4. LOAD CASE(S) Standard A0181040 PLATES GRIP MT20 244/190 Weight: 13 lb FT = 0% ae+ri-lbmens-IM,r+wXe"4}q F Ak55tS^5EU?bGfl iN fltX64SUt9tkEM:flls_*"l9r[t';F{cr'URkK>INMC Aaa Md:h I roaat wd,M wnaa!s`nrtPe«R pt M 7m.tiwdslW.ki MttarSA Mxe ee. Wknt d4xar naN h,lr iN. Me f4Ek.laxtM pr#;dRk.ud la ael rk l:r G.ss. trsgrfgwn lx.. Sl«"a+tor« ,MMwf 1F0++Fea«fnkt re4due zrkt:aad wpmp:e+M+ !«MekWrd&+hMi n, xp ndaMf aar. rMe. lln. ik kqr Mixryws. 4kaq trwteknt... uedR1! Miiony T. Tombo I::, P.E, windan rrn.kla adrgna,rrr+tw«rser Lvw.rx Cwa'taA«mepH+h kd4y krq,.,rbneax+d Se M.r/ratM Wdlraar{,da ad?fl+. lie gpHddlM i»ak an kk rhdaelmt arbM rMra+rrT. «!MFraw waMerra rMCkPtreyw,aed A 80083 4hMbq 4esr p N(Mr-aN rximxteae tiPW brpxaea Mr^btdMkt{SAan aars nwShpFwlk 7n «d sU.F m,AaottrM padre nF;hrw,MmtpeuukbNsr adze, dAe6m srsgrr. hx, asgrfr«I lrGt w.+Mnrce..Mes 4951 St.:uca Blvd. aFa.rr 1r u r i«WM qNe qw.4 nAq k Rl rrt'k dal lmet inrp tgnu a aII as barxi k+4"u « rrxtSnka Esyna dw. ir! 1r aWdrzkaa<xr a idag a M. Fact Pierce, Fl, 34946 loptri wt ,"- t416 Ml taaf hrssas AmMeaf L laarlo 11i, rt. taproMnriea rd rMB dwneat. d art faw4 rc paA lnad+aMarr iM asgrea pernitsiaa ban kl Paat trrssss Aaraaap 1.lamia ik, F.E_ 0 WREB2CLM JVM6 galtruss.com Kun: 8.120 s Nov 12 2017 Print: 8.120 s Nov 12 20V I D: to 7uotTo57oOtNC W mTn2mQyhgt 6-0-0 6-" 3 1,50 11 6.00 12 2 R T1 r W4 1 40 2z4 i 5 4 3x6 II LOADING(psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 10.0 Lumber DOL 115 BCLL 0.0 Rep Stress Incr YES BCDL 10.0 Code FBC2017/TPI2014 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 6-0-0 oc purlins, except end verticals. BOTCHORD 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 Installatian_guide__ _ REACTIONS. (lb/size) 1 - 140/5-11-8 (min. 0-1-8) 3 - 85/5-11-8 (min. 0-1-8) 5 = 404/5-11-8 (min.0-1-8) 4 = 2915-11-8 (min.0-1-8) Max Horz 1 - 130(LC 12) Max Uplift 1 - 6(LC 12) 3 = 85(LC 1) 5 - 203(LC 12) 4 - 59(LC 3) Max Grav 1 - 140(LC 1) 3 = 71(LC 12) 5 - 404(LC 1) FORCES.. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-5=-333/594 NOTES- 1) Wind: ASCE 7-10; Vult=150mph (3-second gust) Vasd=116mph; TCDL=5.Opsf; BCDL=5.Opsf; h=25ft; Cat. 11; Exp C; 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) Gable requires continuous bottom chord bearing. A01810411 + CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TC 0.35 Vert(LL) n/a n/a 999 MT20 2441190 BC 0.16 Vert(CT) n/a n/a 999 WB 0,00 Horz(CT) -0.00 3 n/a n/a Matrix-P Weight: 21 lb FT = 0% 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Bearing at joint(s) 3 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 6 lb uplift at joint 1, 85 lb uplift at joint 3, 203 lb uplift at joint 5 and 59 lb uplift at joint 4. LOAD CASE(S) Standard Mne mn+M'AJituSki°Sfl.Zr; iEM<IA4 iNACi N.,§S[Gil('f Fr'?ltAo'JiP,H6@7tCp h fi kpA Wr*eMiart ax a wnn 8 s4rnM +gik?alMtaM aJad t3.t aRt list M eteu. Rax a<au c#nl'.ta eb Wlk:nenb pen tMa k'..xib Me leM.bd r t+nh:e',p.&„prarte iipxe,.a wia 166rwaurea menstl epmM rgznrNxMkrMr 1N.0 den lnxsM wf DAfngrr ae ;sean det S x.eeaunt aSn+nt rpeeM pdbq Are Whi ,rgxMlnMFi@nk. +eae llfl ibtnryrn wt.4ARieMeMs uiWert Anthony T. TGmbo UI. P.E. a kr,Mte lAn p. #e air IkMY MPrp=tlea[3nJ. [M ypwl a m t66wdnn'x!( ,e d# Gur.m+.gaMy.', *x hmM. mrMrq W! 4 ee x,p,m A lrt 6 xr mt(arnar Id t+tatM.A4 naaae m prtr „row te gtagrwasart mea;avr wamar uamidweaatapx+rep a m-sf ,pnq„:al iwt aFknt fww+. lni, ar t x 44$1 St. woe8rieoesa.evu wNhFFr sp,aq«eumrNmpmu.n n!?M arm tr+lp hycmnMIIi tr pa l„r-nimF4grtua ignrxkae lexYp. kS npau+dma:mul elnix.L A*n*.a ims M.nMmn mien 6tvd. toptilkit 2016A-I9oe11mm, Askoyf lom6oi8, P1 toprdaaiaa4t6ts drewKat, iext faA, Bpe bOmi.N6a14ex R"pamissiee ho. A-Iteotlnuns AMhapl.lamlw tlt P,F. RwtFierce, kL 34916 JANUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772409-1010 TYPICAL HIP / KING JACK CONNECTION I STDTLOI CORNERSET GENERAL SPECIFICATIONS MAX LOAD: 55 psf Roof Load, 175 mph, ASCE 7-10, Exp. B, C up to 60' Mean Roof Height and Exposure D up to 30' Mean Roof Height. Attach End Jack's w/ (4) 16d Toe Nails @ TC 3) 16d Toe Nails @ BC Attach King Jack w/ (3) 16d Toe Nails @ TC & 24" Strap w/ (6) 10d x 1.5" ea. end @ BC 0 t~ ttach Corner Jack's r/ (2) 16d Toe Nails @ TC & BC (Typ) Attach Corner Jack's w/ (2) 16d Toe Nails @ TC & BC (Typ) artwt-tieaetMw M+a+Re'0ION'iSfi4 d31i[",.GIB'4i'W,t4 MiR'^ESLSm'4l, k'twWf.El4xw.E"iva 1ef,ksp jaf<wfwwwknMn4r# f@ j.elAtlMYMfFixAr#.!; laMeaRiwK:Mkmrt+a w M1{lAlFNaMNw}pi(&.M{ i+uaKa s eax.n+a a+?PAnh+enf t,ran oF r ge, asR *. a+,r4w,n=,h= ,.«u se €a»p,+n,aw a anpac cw, awa*a .e war Ra. ma,q a*+ s, Fwew. Aein T. TrmU4111. F.E. wn<rtaatwa?ww,k }s±aew:pa?Nwar.a.anre+,us # aelo srarf q9e ,n4ewxedxel,hY,wfAe(ad mwwrw+r,h gdam .a sdt+x a,+mx+wy *,mvrawahaga. areaw+raana 2$0083 a«s. een>finw€wa aa. x ,s6ertwbrs wl n,w++x p aa.t. ra a+.a« rah er".t aa•..a r na3 «a =gin*,» +f as +em-sxte a,p! a a.,a+w .,, 4451 St Lwe Hhd_ awz.ns dxethr. sm+Yat+twu.+agN a s en rn sgriap.a 'aa ..N.t n.F ta:sa afar _ne e xbM.. het Fort Nice, FL 34946 Fria 0?Olt k Itw trc3uc Aahaer F. ta+Ee6l, FT.4111, F.E. FEBRUARY 17, 2017 ( ALTERNATE GABLE END BRACING DETAIL 1 STDTL03 A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772.409.1010 ALTERNATE DIAGONAL BRACING TO THE BOTTOM CHORD F-3'MAX. OIAG. BRACE AT 1/3 POINTS IF NEEDED IT IS THE RESPONSIBILITY OF THE BLDG. DESIGNER OR THE PROJECT ENGINEER/ARCH TO DESIGN THE CEILING DIAPHRAGM AND IT ATTACHMENT TO THE TRUSSES TO RESIST A OUT OF PLANE LOADS THAT MAY RESULT FF THE BRACING OF THE GABLE ENOS. 2X6 DIAGONAL BRACE SPACED 48' Q.C. ATTACHED TO VERTICAL WITH 4) - 16d NAILS, AND ATTACHED TO BLOCKING WITH (5) - 10d COMMONS. NAIL DIAGONAL BRACE TO PURLIN WITH TWO 16d NAILS. 2X4 PURLIN FASTENED TO FOUR TRUSSES WITH (2) - 16d NAILS EACH. FASTEN PURLIN TO BLOCKING W/ (2) - 16d NAILS (MIN.). PROVIDE 2X4 BLOCKING BETWEEN THE TRUSSES SUPPORTING THE BRACE AND THE TWO TRUSSES ON EITHER SIDE AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH 5) - 10d COMMON WIRE NAILS. 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 NAIL SCHEDULE. METHOD 2: ATTACH 2X- SCABS TO THE FACE OF EACH VERTICAL MEMBER ON THE STRUCTURAL GABLE PER THE FOLLOWING NAILING SCHEDULE. SCABS ARE TO BE OF THE SAME SCAB ALONGSIZE, GRADE, AND SPECIES AS THE TRUSS VERTICALS. VERTICALNAILINGSCHEDULE: FOR WIND SPEEDS 120 MPH (ASCE 7-98, 02, OS), ISO MPH (ASCE 7-10) OR LESS, NAIL ALL MEMBERS WITH ONE ROW OF 10d (.131' X 3') NAILS SPACED 6' O.C. FOR WINO SPEEDS GREATER 120 MPH (ASCE 7-98, 02, 05), 150 MPH (ASCE 7-10) NAIL ALL MEMBERS WITH TWO ROWS OF IOd 131'X3') NAILS SPACED G' O.C. (2X4 STUDS MINIMUM). STRUCTURAL GABLE TRUSS MAXIMUM STUD LENGTHS ARE LISTED ON PAGE 1. ALI BRACING METHODS SHOWN ON PAGE I 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. NOTE: THIS DETAIL IS TO BE USED ONLY FOR STRUCTURAL GABLES WITH INLAYED STUDS. TRUSSES WITHOUT INLAYEO 7S ARE NOT ADDRESSED HERE. / STANDARD GABLE / TRUSS UKAL TRUSS 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 VERTICAL/STUDS ONLY. JULY 17, 2017 STANDARD PIGGYBACK TRUSS STDTL04 CONNECTION DETAIL THIS DETAIL IS APPLICABLE FOR THE FOLLOWING WIND CONDITIONS: s 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. a w ^ NOTE: THIS DETAIL IS VALID FOR ONE PLY TRUSSES SPACED 24" O.C. OR LESS. A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 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 .MINT. ATTACH PIGGYBACK TRUSS TO THE BASE TRUSS WITH 2' X 8' TEE -LOCK MULTI -USE CONNECTION PLATES SPACED 48" Q.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" X 0.099') NAILS IN EACH PLATE TO ACHIEVE A MAXIMUM UPLIFT CAPACITY OF 377 LBS. AT EACH 2" X 8' 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. aaeq reeuneeq wx«ae ti Ftt(S'a.,,y";.{;(.y.'ttas 4:.Th"f&i7;a^i51tC}L,WW!ZYMfEr dea ie k w,ear, swi fwm»as tw.dn&au"Ft,W 3rtari i+A ih,i'.. tasnnNrn M«t Ma. 3iesamnnts te.Natk tBk. rd_r x?arc, ,aa=s4sw eni4aer rea.aa+ lax &urfagar. r«x "g.,«; aa daeset pm s +gakEan.paasswae ,ny.,+ir. aeg q=aa+e wpa "a: kpaas me tni is. ae+4rn `.w =,ewa+c,*at r Antbwyl lomboIN, i=F_ A+ waan eusmasM am. =e 7 nMtrsse . 2e,..e, rv4a a r?u kaf Seeq=a,>a. waacase .a. KA zab trA :w,w iti ta=apar amr wrr.mx+ua mc. arhRgzM .ua q.. n,al a yw ra n:psaisr6 80*3 w as ua: c« rx aaa aam rm: w a tx st x. a ana4 - xara rw xa.=daa q yne p : m a+:n =< .aa as u=§ » >waa any. 4451 St :Uoe Blvd. a. rtia eth eCeePad qeM ga++rpk epo" erkN f:xt Jerre, PL 34945 tFte' t966 A-t (cvlintiux-hRlSrn i. €aeMtiq. F.i. Eapalatandt4Ss Eotaem t.i: a7 ferxssp aAiiael.akardrt rrilMn ppwsduehaaAi teoftns_Am6eal Ltembe,P1. DETAIL - SHEATHED STDTL05 VALLEY SET DJULY17, 2017 TRUSSED lGENERALSPECIFICATIONS: A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD- FORT PIERCE, FL 34946 772-409-1010 SECURE VALLEY TRUSS W1 ONE ROW OF 10d NAILS 6"O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS 1. NAIL SIZE = 3" X 0.131* = 10d EQUIVALENT. 2. WOOD SCREW = 4.5"WS45 USP OR3. INSTALL SHEATHING TO TOP CHORD OF BASE TRUSSES. 4. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) ANDSECURETOBASETRUSSESASPERDETAIL 'A'. 5. 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. ATTACH 2X4 CONTINUOUS #2 SYP TO THE ROOF W1 TWO USP WS45 (1/4' X 4.5') WOOD SCREWS INTO EACH BASE TRUSS. GABLE END COMMON TRUSS, OR END, TRUSS TRUSS C - RITERIA: 8, ASCE 7 02, ASCE 7-05:146 MPHWINDDESIGNPERASCE7-9WINDDESIGNPERASCE7-10! 170 MPH MAX MEAN ROOF HEIGHT = 30 FEETROOFPITCH = MINIMUM 3/12 MAXIMUM 6112 CATERGORY 11 BUILDING EXPOSURE CWINDDURATION OF LOAD INCREASE: 1.60 MAX -fop CHORD TOTAL LOAD = 50 PSFMAXSPACING = 24'O.C. (BASE AND VALLEY) MINIMUM REDUCED DEAD LOAD OF 6 PSF ON THE TRUSSES. DETAIL A T. Tomb(I 111. ?E. 7_1'7.7._.,,,a,-—- 348008 Fvt 34946 4451 S- j une Blvd, tw It s- 61*01 JULY 17, 2017 1 TRUSSED VALLEY SET DETAIL I STDTL06 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772A09.1010 SECURE VALLEY TRUSS Wl ONE ROW OF 10d NAILS 6" O.C. GABLE END, COMMON TRUSS, OR GIRDER TRUSS ATTACH 2X4 CONTINUOUS #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. GENERAL SPECIFICATIONS: 1. NAIL SIZE = 3' X 0.131" = 10d 2. WOOD SCREW = 3"WS3 USP OR EQUIVALENT. 3. INSTALL VALLEY TRUSSES (24' O.C. MAXIMUM) AND SECURE PER DETAIL A'. 4. BRACE VALLEY WEBS IN ACCORDANCE WITH THE INDIVIUAL DESIGN DRAWINGS. 5. BASE TRUSS SHALL BE DESIGNED WITH A PURUN SPACING EQUIVALENT TO THE RAKE DIMENSION OF THE VALLEY TRUSS SPACING. 6. NAILING DONE PER NDS - 01, 7. VALLEY STUD SPACING NOT TO EXCEED 48" O.C. WIND DESIGN PER ASCE 7-98, ASCE 7-02, ASCE 7-05: 146 MPH WIND DESIGN PER ASCE 7-10: 170 MPH MAX MEAN ROOF HEIGHT = 30 FEET ROOF PITCH = MINIMUM 3112 MAXIMUM 6112 CATERGORY II 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. Arttvny T. Tombo iiI, P.k_ M4rw,t xaaw""r..4.mwgo. ftolax 800d3 s« kMiazge.atiaewMr e+xez utxeeAnMeentr e(1aade,rnee0e;s.%iX tm4+e. f$aatil[Fittnxixl %rt'+ mneas Fs e raaadeskn;kxa. S s:9eibtEae!rN Aeukr. a'ms445I St Eueie 0Nd xex. w+e!a4rtm«samaga..e pNap.e aa ru wna.,p!,}.rcnc3l ac[.r. arrnc k.a:+ma.rca h+ae M,c.xa7N r e; fat Pere. Ft 3494fis 4WIM0Ntd A-Iteeflm— mi"i'll"le to, 7.E_ Aeq.,q L fmb#It. RT. JULY 17, 2017 1HIGHWINDVELOCITY) STDTL07 A wen" A- I ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772-409-1010 ATTA( WIND DESIGN PER ASCE 7-98. ASCE 7- WIND DESIGN PER ASCE 7-10: 170 MPI MAX MEAN ROOF HEIGHT = 30 FEET CATERGORY 11 BUILDING EXPOSURE 8 OR C WIND DURATION OF LOAD INCREASE: MAX TOP CHORD TOTAL LOAD = 50 PSI MAX SPACING = 24"O.C. (BASE AND VP J -UM I INI MUaJCO UIMC4 I LT UNUCM V/ LLCT I MU0000 MU01 OM DESIGNED WITH A MAXIMUM UNBRACED LENGTH OF 2'- 10* ON AFFECTED TOP CHORDS. NOTES: 1. SHEATHING APPLIED AFTER INSTALLATION OF VALLEY TRUSSES. 2. THIS DETAIL IS NOT APPLICABLE FOR SPF-S SPECIES LUMBER. FOR BEVELED BOTTOM CHORD, CLIP MAY BE APPLIED TO EITHER FACE. CLIP MAY BE APPLIED TO THIS FACE UP TO A NON - BEVELED MAXIMUM 6/12 PITCH BOTTOM CHORD H NON -BEVELED BOTTOM CHORD CLIP MUST BE APPLIED TO THIS FACE WHEN PITCH EXCEEDS 6/12 (MAXIMUM 12/ 12 PITCH) 4— ft *4 4 W wl*"*%ifr';, UVIA "for, 4 iPwm awa'--wr gowmww %e 411* *"r t. I— A*- I I.- * P I IWO— 4ww- W.. wk, 94 Al 590. f. . m U'-qw'.o. "d 0—IA. R«+ ". ft M a w -61- Ant my T. Tmho Fit, P.E. r $ 0083 4451 SL Lucie Blvd, owo1ffwv4k1kw1v""` ftk#ow-bw Nf-"f"KJWww"l"1•rw Fort Petm FL 34946 ap7' o 2116 A,l 160Tewo hoo" 1, twolif 1111`1' 404am ol 161 Aumv, may W., +t ppoh4m .040 fowip" pem.im kom 4.1 IW Imm A-11i"y I 14ok 11, PI FEBRUARY 17, 2017 A-1 ROOF TRUSSES 4451 ST, LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 STANDARD GABLE END DETAIL TYPICAL 2X4 L-BRACE NAILED TO 2X4 VERTICALS 7z; VERI STUD SECTION B-B TRUSS GEOMETRY AND CONDITIONS SHOWN ARE FOR ILLUSTRATION ONLY. STDTL08 VERTICAL 2X6 SP OR SPF STUD 2 DIAGONAL BRACE 4) - 16d NAILS 16d NAILS SPACED 6' O.C. 2) lOd NAILS INTO 2X6 2X6 SP OR SPF #2 2X4 SP OR SPF #2 TYPICAL HORIZONTAL BRACE NAILED TO 2X4 VERTICALS SECTION A -A W/(4) - tOd NAILS DIAGONAL BRACE 4' - 0' O.C. MAX. SEE INDIVIDUAL ENGINEERING DRAWINGS FOR TRUSS DESIGN CRITERIA. 12 PROVIDE 2X4 BLOCKING BETWEEN Q VARIES TO COMMON TRUSS THE FIRST TWO TRUSSES AS NOTED. TOENAIL BLOCKING TO TRUSSES WITH (2) - 10d NAILS AT EACH ENO. ATTACH DIAGONAL BRACE TO BLOCKING WITH (5) - 10d NAILS 4) Eld NAILS MINIMUM ROOF B* 3X4= PLYWOOD STD SPFIBLOCTdK A I SHEATHING is DIAGONAL BRACING ic* L - BRACING REFER REFER TO SECTION A -A TO SECTION B-B 24' MAX. 1. MINIMUM GRADE OF #2 MATERIAL IN THE TOP AND BOTTOM CHORDS. 2) - LOd 2. CONNECTION BETWEEN BOTTOM CHORD OF GABLE END TRUSS AND WALL TO 12' MAX, NAILS BE PROVIDED BY PROJECT ENGINEER OR ARCHITECT. 3. BRACING SHOWN IS FOR INDIVIDUAL TRUSS ONLY. CONSULT BLDG. ARCHITECT OR ENGINEER FOR TEMPORARY AND PERMANENT BRACING OF ROOF SYSTEM. ix4. L' BRACES SPECIFIED ARE TO BE FULL LENGTH, SPF OR SP #3 OR BETTER WITH ONE ROW OF 10d NAILS SPACED 6' D.C. TRUSSES 0 24' O.C. 5. DIAGONAL BRACE TO BE APPROXIMATELY 45 DEGREES TO ROOF DIAPHRAGM AT4'-0'O.C. 6. CONSTRUCT HORIZONTAL BRACE CONNECTING A 2X6 AND A 2X4 AS SHOWN 2X6 DIAGONAL BRACE WITH 16d NAILS SPACED 6' O.C. HORIZONTAL BRACE TO BE LOCATED AT v SPACED 48' O.C. ATTACHED THE MIOSPAN OF THE LONGEST GABLE STUD. ATTACH TO VERTICAL GABLE TO VERTICAL WITH (4) - STUOS WITH (3) 10d NAILS THROUGH 2X4 (REFER TO SECTION A -A) 16d NAILS, AND ATTACHED 7. GABLE STUD DEFLECTION MEETS OR EXCEEEDS L/240. TO BLOCKING WITH (5) - 8. THIS DETAIL DOES NOT APPLY TO STRUCTURAL GABLES. OIAG. BRACE 10d NAILS. 9. DO NOT USE FLAT BOTTOM CHORD GABLES NEXT TO SCISSOR TYPE AT 1/3 POINTS TRUSSES. IF NEEDED 10. 10d AND 16d NAILS ARE 0.131'X3.0' AND 0.131'X3.5' COMMON WIRE NAILS HORIZONTAL BRACE RESPECTIVELY. SEE SECTION A -A) 1t. SOUTHERN PINE LUMBER DESIGN VALUES ARE THOSE EFFECTIVE 06-01-12 BY SPIB/ALSC. ENO WALL MINIMUM STUD SIZE SPECIES AND GRADE STUD SPACING WITHOUT BRACE 2X4 L - BRACE DIAGONAL BRACE 2) DIAGONAL BRACES AT t/3 POINTS MAXIMUM STUD LENGTH 2X4 SP #31 STUD 12' O.C. 3-8-10 5.6-11 6.6-11 11•1.13 2X4 SP #31 STUD 16' O.C. 3-3-10 4-9-12 6.6-11 9-10-15 2X4 SP #31 STUD 24' O.C. 2-8.6 3-11.3 5.4-12 B-1-2 2X4 SP #2 12' O.C. 3.10.15 5.6-11 6.6-11 11-8.14 2X4 SP #2 16' O.C. 3-6-11 4-9-12 6-6-11 10-H 2X4 SP #2 24' O.C. 1 3-14 3-11-3 6-2-9 1 9-3-13 DIAGONAL BRACES OVER 6' - 3- REDUIRE 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 10d NAILS 6' O.C., WITH 3' MINIMUM ENO DISTANCE. BRACE MUST COVER 9('/. OF DIAGONAL LENGTH. T OR I BRACES MUST BE 2X4 SPF #2 OR SP #2. MEAN ROOF HEIGHT = 30 FEET SURE B OR C 7.10 190 MPH STUD DESIGN IS BASED ON COMPONENTS AND CLADDING. 1TION OF LOAD INCREASE :1.60 CONNECTION OF BRACING IS BASED ON MWFRS. T-BRACE / I -BRACE DETAIL FEBRUARY 17, 2017 WITH 2X BRACE ONLY STDTL09 NOTES: T-BRACING / I -BRACING TO BE USED WHEN CONTINUOUS LATERAL BRACING IS IMPRACTICAL. T-BRACE / I -BRACE MUST COVER 907 OF WEB LENGTH. nw. THIS DETAIL NOT TO BE USED TO CONVERT T-BRACE / I -BRACE WEBS TO CONTINUOUS LATERAL BRACED WEBS. w.i.e A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 NAILS k SPACING A k WEB T-BRACE / [-BRACE MUST BE SAME SPECIES A AND GRADE (OR BETTER) AS WEB MEMBER. k A T-BRACE NAILS NAILS WEB NAILS WEB I -BRACE T-BRACE SECTION OETAILS NAILING PATTERN BRACE SIZE FOR ONE -PLYBRACESIZEFORONE -PLY TRUSS 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 2X6 1-BRACE 2X8 2X8 T-BRACE 2X8 1-BRACE FEBRUARY 17, 2017 LATERAL BRACING RECOMMENDATIONS I STDTL10 TO MINIMIZE VIBRATION COMMON TO ALL SHALLOW FRAMING SYSTEMS, 2X6 'STRONGBACK' IS RECOMMENDED, LOCATED EVERY 8 TO 10 FEET ALONG A FLOOR TRUSS. 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 A-1 ROOF TRUSSES OF THE METHODS ILLUSTRATED BELOW. 4451 ST. LUCIE BLVD. FORT PIERCE. FL34946 NOTE 2: STRONGBACK BRACING ALSO SATISFIES THE LATERAL BRACING REQUIREMENTS FOR THE 772.409.1010 BOTTOM CHORD OF THE TRUSS WHEN IT IS PLACED ON TOP OF THE BOTTOM CHORD, IS CONTINUOUS FROM END TO ENO, CONNECTED WITH A METHOD OTHER THAN METAL FRAMING ANCHOR, AND PROPERLY CONNECTED, BY OTHERS, AT THE ENDS, INSERT WOOD SCREW THROUGH OUTSIDE FACE OF CHORD INTO EDGE OF STRONGBACK (DO NOT USE METAL FRAMING ATTACH TO VERTICAL ATTACH TO VERTICAL USE DRYWALL TYPE SCREWS) ANCHOR TO ATTACH WEB WITH (3) - lOd SCAB WITH (3) - lOd TO TOP CHORD NAILS (0.131' X 3') NAILS (0.131' X 3'). ATTACH TO VERTICAL NAIBLS (01313WITH )X 3') BLOCKING BEHIND THE VERTICAL WEB IS RECOMMENDED WHILE NAILING THE STRONGBACK ATTACH 2X4 VERTICAL TO FACE OF TRUSS. FASTEN TO TOP AND BOTTOM CHORD WITH 2) - 10d NAILS (0.131' X 3') IN EACH CHORD ATTACH TO CHORD WITH ( 2) #12 X 3' WOOD SCREWS 0. 216' DIAJ USE METAL FRAMING J ATTACH TO VERTICAL L ATTACH TO VERTICAL L INSERT SCREW THROUGH ANCHOR TO ATTACH WEB WITH (3) - 10d SCAB WITH (3) - 10d OUTSIDE FACE OF CHORD INTO TO BOTTOM CHORD NAILS (0131' X 3') NAILS (0.131' X 3') EDGE OF STRONGBACK (DO NOT USE DRYWALL TYPE SCREWS) TRUSS 2X6 4' - STRONGBACK ( TYPICAL 0' SPLICE) ( BY WALL BLOCKING OTHERS) ( BY OTHERS) THE STRONGBACKS SHALL BE SECURED AT THEIR ENDS TO AN ADEQUATE SUPPORT, DESIGNED BY OTHERS. IF SPLICING IS NECESSARY, USE A 4' - 0' LONG SCAB CENTERED ON THE SPLICE AND JOINED WITH (12) - 10d NAILS (0.131' X 3') EQUALLY SPACED. ALTERNATE METHOD OF SPLICING: OVERLAP STRONGBACK MEMBERS A MINIMUM OF 4' - 0' AND FASTEN WITH (12) - 10d NAILS (0.131' X 3') STAGGERED AND EQUALLY SPACED (TO BE USED ONLY WHEN STRONGBACK IS NOT ALIGNED WITH A VERTICAL). FEBRUARY 17, 2017 1 LATERAL TOE -NAIL DETAIL I STDTL11 NOTES: w 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 45• WITH THE MEMBER AND MUST HAVE FULL WOOD SUPPORT (NAIL MUST BE DRIVEN THROUGH AND EXIT AT THE BACK CORNER OF THE MEMBER ENO AS SHOWN). 2. THE ENO DISTANCE, EDGE DISTANCE, AND SPACING OF NAILS SHALL BE SUCH AS TO AVOID UNUSUAL SPLITTING OF THE WOOD. A-1 ROOF TRUSSES 3. ALLOWABLE VALUE SHALL BE THE LESSER VALUE OF THE TWO 4451 ST. LUCIE BLVD. SPECIES FOR MEMBERS OF DIFFERENT SPECIES. FORT PIERCE. FL 34946 772.409-1010 TOE -NAIL SINGLE SHEAR VALUES PER NOS 2001 (LO/NAIL) DIA SP OF HF SPF SPF-S 131 88.0 80.6 69.9 68.4 59.7 o.135 J 93.5 85.6 74.2 72.6 63.4 162 108.8 99.6 86.4 84.5 73.8 128 74.2 67.9 58.9 57.6 50.3 p J 131 75.9 69.5 60.3 59.0 51.1 0N 148 81.4 74.5 64.6 63.2 52.5 i VALUES SHOWN ARE CAPACITY PER TOE -NAIL. APPLICABLE DURATION OF LOAD INCREASES MAY BE APPLIED. EXAMPLE: 3) - 16d NAILS (0.162' DIA. X 3.5') WITH SPF SPECIES BOTTOM CHORD FOR LOAD DURATION INCREASE OF 1.15: 3 (NAILS) X 845 (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 IS ONLY APPLICABLE TO THE THREE ENO DETAILS SHOWN BELOW. VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLY. SIDE VIEW 2X3) 2 NAILS NEAR SIDE NEAR SIDE SIDE VIEW 2X4) 3 NAILS i NEAR SIDE NEAR SIDE NEAR SIDE 45.00' SIDE VIEW 2X3) 2 NAILS i NEAR SIOE i NEAR S[OE NEAR SIDE NEAR SIDE ANGLE MAY VARY FROM 30' TO 60' 45.00' FEBRUARY 17, 2017 UPLIFT TOE -NAIL DETAIL I STDTL12 TOE -NAIL WITHDRAWAL VALUES PER NOS 2005 (LB/NAIL) OIA. SP OF HF SPF SPF-S La z .131 59 46 32 30 20 0 135 60 48 33 30 20 A-1 ROOF TRUSSES Lr) —7 254451ST. LUCIE BLVD. 7-2 FORT PIERCE, FL 34946 . 162 772-409-1010 128 54 42 28 27 19 F- z LO 0 .131 55 43 29 28 19 z Lu j J48 62 48 34 31 21 A20 51 39 27 26 17 z 0 THIS DETAIL SHALL BE USED FOR A CONNECTION z 0 . 131 51 39 27 26 17 0 A28 49 38 26 25 17 RESISITING UPLIFT FORCES ONLY. BUILDING DESIGNER IS RESPONSIBLE FOR LOADS IN OTHER DIRECTIONS. 148 57 44 31 28 20 NOTES: 1. TOE -NAILS SHALL BE DRIVEN AT AN ANGLE OF 30' WITH THE MEMBER AND STARTED 1/3 THE LENGTH OF THE NAIL FROM THE MEMBER ENO 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 (0.162' DIA. X 3.5') WITH SPIF SPECIES TOP PLATE FOR WIND DOL OF 1.33: 3 (NAILS) X 37 (LB/NAIL) X 1.33 (OOL 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 LS MAXIMUM ALLOWABLE UPLIFT REACTION DUE TO WIND IF THE UPLIFT REACTION SPECIFIED ON THE TRUSS DESIGN DRAWING EXCEEDS 147 LES (177 LBS) BUILDING DESIGNER IS RESPONSIBLE TO SPECIFY A DIFFERENT CONNECTION. USE (3) TOE -NAILS ON 2X4 BEARING WALL USE (4) TOE -NAILS ON 2X6 BEARING WALL VIEWS SHOWN ARE FOR ILLUSTRATION PURPOSES ONLYI NEAR SIDE NEAR SIDE 30' TOP PLATE OF WALL L FXI' IIJV'OR NAIL FUR-73.25' NAIL FAR SIDE 1-3/16' FOR 3.5' NAIL 510E VIEW END VIEW FEBRUARY 5,2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD, FORT PIERCE, FL 34946 772409-1010 1.0 x 4 TYP W NAILER ATTACHMENT STDTL 13 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. April 11, 2016 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772-409-1010 TYPICAL ALTERNATE BRACING DETAIL FO EXTERIOR FLAT GIRDER TRUSS 4) 12d TRUSS 2411 O.C. UPLIFT CONNECTION SEE ROOF TRUSS) EXTERIOR FLAT GIRDER 12 VARIES [:: STDTL 14 Ems MAX 30" (2'-6") 2x6 #2 SP (Both Faces) 24it O.C. SIMPSON H5 zj wm.i .«w•t; r>r mcus ,t u^.r nr ts es :. €.rnsa'?wutrsaw r a..rya»+r,.**••w•w«ns.r c a..+a sae;.na+.n.ka,.exe„,.a. .we.z,i mwt+,. wa.n..a, AtNt Y/mi ti tR uefMl4 tR+b r.art hatm;inq ti}we. $u t*++"'!hwm<; Le Ner?W eyn«mns.tgaue s+'**+N"••t etne+s.; 4. neMq a.e wrtk sfeaMawtw.ay mla to 1, lsa4p e+aryan.-MAq txteewa. anthOnv 1 rOrn(M: Sit. P.E. WeuN +b +.iMWaMtey.raW#tCM Cwe¢-Miawiwllau,'efwrtrS. MhN}eiryAnnSt w.eR.. il,`Pail?+a/4batkWa,uleMlMt Me..rm t ae RQ e/+R tk tthi tt+u•4++ti Ufa.0...ixt finer.rt^mhti.Sb4.+yne hE ffB ilA3 n. MilavPr .et«..r Nek, sBw eAe v.,fsrlr+a...E+.d«v kas+d+n t.n +saa.r..e.pn.JCUs MaW,eh FR wt,t..,mmadoaa 'M.!, nki+ r,..£.n>.krwmt er a..,k M=ra. d«p ha.W+w+t ai+ns+MM,+..e.,«kst 4a51 St Ltx3t<P t_ m ..i<aerta...asN ++•++ tk W+e+t+a.:»n,.a.&as+en t+p a+a+`U wawee ehn.. kua h w+rem Fw wrrt mwon wf.mV FW,, NMI., Ft 34V..6 Pf jm a" XI d-t AM R....... ka+5sc( t. [a!do i8, t.E. ttgeNenian dtlit hsxwal, b MnT krw. h gro4il,M wMw @e wman pnl4 ituart Mwn#-! R.dltusec-A.Mee71. (am4a 01,t.k FEBRUARY 17, 2017 I STANDARD REPAIR DETAIL FOR BROKEN CHORDS, WEBS, AND I STDTLI5DAMAGEDORMISSINGCHORDSPLICEPLATES A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE. FL 34946 772409.1010 TOTAL NUMBER OF NAILS EACH SIDE OF BREAK X INCHES) MAXIMUM FORCE (LBS) 157 LOAD DURATION SP OF SPF HF 2X4 2X6 2X4 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 4347 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' QC. AS SHOWN (.131' DIA. X 3'). STAGGER NAIL SPACING FROM FRONT FACE AND BACK FACE FOR A NET 2' O.C. SPACING IN THE MAIN MEMBER. USE A MIN. 3' 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 10d NAILS NEAR SIDE 10d NAILS FAR SIDE TRUSS CONFIGURATION AND BREAK LOCATIONS FOR ILLUSTRATIONS ONLY THE LOCATION OF THE BREAK MUST BE GREATER THAN OR EQUAL TO THE REQUIRED X 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 REQUIRED 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 APPLYING 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. 5. 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. I FEBRUARY 17, 2017 ( SCAB APPLIED OVERHANGS I STDTL16 A-1 ROOF TRUSSES 4451 ST. LUCIE BLVD. FORT PIERCE, FL 34946 772.409-1010 TRUSS CRITERIA: LOADING: 40-10-0-10 DURATION FACTOR: 115 SPACING: 24' O.C. TOP CHORD: 2X4 OR 2X6 PITCH: 4/12 - 12/12 HEEL HEIGHT: STANDARD HEEL UP TO 12' ENERGY HEEL END BEARING CONDITION NOTES: 1. ATTACH 2X SCAB (MINIMUM #2 GRADE SPF, HF, SIP, OF) TO ONE FACE OF TRUSS WITH TWO ROWS OF tOd COMMON WIRE NAILS 048' OIA. 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 SC 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 12112 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 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 "SCSI 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, cupola, 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. 1 2) 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.A I truss.com us STRUCTURAL CONNECTORS A MiTek Gxrlariy Hangers Allowable Load (lbs) DF-L J SIP LSL LVL PSL SPF I -JOIST 160% USP Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T1 JUS24 1881, 655 750 820 510 4) - 10d (Header) FL821.39, 2) - 10d (Joist) 11- 0510.01, RR 25779 1US24 670 765 25 490 4) - 10d (Header) 2i - 10d (toist) T2 JUS26 1881, 850 975 1060 1115 4) - 10d (Header) FL821.42, 2) - 10d (Joist) 11- 0510.01, RR 25779 WS26 865 990 1070 1165 14) - 10d jHeoder) 2) - 10d/foist) T3 MSH422 1831, 2025 2025 2025 22) - 10d (Face - Face Max Nailing) FL822.36, 6) - 10d (Face - Top Max Nailing) 08- 6) - 10d (Joist - Face Max Nailing) 0303.06, 6) - 10d (Joist - Top Max Nailing) RR 25836 4) - 10d (Top - Top Max Nailing) 13116-R THA422 2245 2245 2245 fb) ]bd (Carried Member -Foce Mount) 16). 10d (Carried Member- Top Flange) 122) -16d (Face - Face Mount) 2) - I6d (Face - Top Flange) 4) - 16d (Top - Top Flange) THA1422 1835 1835 1835 2)-10dx1-112ar2-10dx1-112(Called Member) 20) - 10d or (2) - 10d (Foce) 4) - 10d jTop) T4 THD26 1781, 2485 2855 3060 2170 18) - 16d (Face) FL13285.35, 12) - 10d x 1-1/2 (Joist) 06- 0921.05, RR 25843 HTU26 2940 3340 36M 1555 11) - 10d x 1 a/2 (Carried Member) 20) -10d x 1-112 (Carded Member - Mox N.dmg) 120) - 16d x Id12 (Carrying Member) 20) -16d x 1-112 jCarrying Member Max No9ing) us P STRUCTURAL CONNECTORS' fi tvldTak- t?ft1jDdilY Hangers Allowable Load (lbs) DF-L/ SP LSL LVL PSI. SPF IJOIST 160% USP Label Stock No. Code Reports 100% 115% 125% Uplift 100% 100% 100% 100% 100% Fastener Schedule T5 THD26-2 1781, 2540 2920 3175 2285 18) - 16d (Face) FL13285.35, 12) - 10d (Joist) 06- 0921.05, RR 25843 13116-R HHU526-2 2785 3155 3405 1550 114) 16d (Face) 6) -16d f )0,51) HTU26 2 2940 3340 3600 2175 120) -10d {Caned Member - Max Nailing) 20) - 16d (Carrying Member . Mar Nailing) T6 THD28 1781, 3865 3965 3965 2330 28) - 16d (Face) FL13285.35, 16) - 10d x 1-112 (Joist) 06- 0921.05, RR 25843 HTU28 3820 4340 4680 2140 2b) - 20d x 7-]/I jCnrried frlrmber Max Naitingj 26) 16d (Corryrng Member - Mox Noiling) T7 THD28-2 1781, 3950 4540 4935 2595 28) - 16d (Face) FL13285.35, 16) - 10d (Joist) 06- 0921.05, RR 25843 13116-R HHU528-2 4210 4770 5140 2000 22) - 16d (Face) 8) - 16d (Jw,t) HTU28-2 3820 4340 4680 3485 26) - 10d (Carried Member - Max Noiling) 126) -16d (Carrying Member - Mox Nailing) T8 THD46 1781, 2540 2920 3175 2285 18) - 16d (Face) FL13285.35, 12) - 10d (Joist) 06- 0921.05, RR 25843 13116-R HHU546 2790 3160 3410 1550 14) - 16d (Face) 6) 16d poise) usP STRUCTURAL CONNECTORSS; o- A MTek'Gotnparty Hangers Allowable Load (lbs) DF-L J SIP LSL LVL PSI SPF I -JOIST 160% USP Label Stock No. Code Reports 100% 115% 125% Uplift 100°% 100% 100°% 100°% 100% Fastener Schedule T9 THD48 1781, 3950 4540 4935 2595 28) - 16d (Face) FL13285.35, 16) - 10d (Joist) 06- 0921.05, RR 25843 13116-R HHU548 4210 4770 5140 2000 122)-16d(Face) 18) - 16d {foist/ T10 THDH26-2 1881, 3915 4505 4795 2235 20) - 16d (Face) FL821.75, 8) - 10d (Joist) 06- 0921.05, RR 2S779 13116-R HGU526-2 4355 4875 5230 2155 120) - 16d jFme) 8) - 16d (foist) T11 THDH26-3 1881, 3915 4505 4795 2235 20) - 16d (Face) FL821.75, 8) - 10d (Joist) 06- 0921.05, RR 25779 H6U526-3 4355 4875 5230 2155 120) 16d1Foce) 8) - 16d (foist) T12 THDH28-2 1881, 6535 7515 8025 2665 36) - 16d (Face) FL821.77, 10) - 16d (Joist) RR 25779 13116-R H6US28-2 7460 7460 7460 323S 36)-16d(Foce) 12) 16d (Joist) T13 THDH28-3 1881, 6770 7785 8025 2665 36) - 16d (Face) FL821.75, 10) - 16d (Joist) 06- 0921.0S, RR 25779 HGUS28-3 7460 7460 7460 3235 36) - 16d (Face) 12) -16d Dols() USP STRUCTURAL CONNECTORS A M Tek' Co parry Fastener Comoarison Table Connector Schedule Group Label LISP Stock No Required Fasteners Reference No Required Fasteners 4) - 10d (Header) 4) - 10d (Header) Tl JUS24 LUS24 2) - 10d (Joist} 2) - 10d (Joist) 4) - 10d (Header) 4) - 10d (Header) T2 JUS26 LUS26 4) - 10d (Joist) 4) - 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) 2) - 16d (Face - Top Flange) 4) - 10d (Top - Top Max Nailing) 4) -16d (Top - Top Flange) 11) - 10d x 1-112 (Carried Member) 18) - 16d (Face) 121 - 10d x 1-1/2 (Joist) 20) - 10d x 1-1/2 (Carried tvlember - Max Nailing) T4 THD26 HTU26 20) -16d (Carrying Member) 20) -16d (Carrying Member -Max Nailing) 18) - 16d (Face) 14) - 16d (Face) T5 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-I/2 (Carrying Member - Max Nailing) 28) - 16d (Face) 22) -16d (Face) T7 THD28-2 HHUS28-2 16) - 10d (Joist) 8) - 16d (Joist) 18) - 16d (Face) 14) - 16d (Face) T8 THD46 HHUS46 12) - 10d (Joist) 6) - 16d (Joist) 28) - 16d (Face) 22) - 16d (Face) T9 THD48 HHUS48 16) - 10d (Joist) 8) - 16d (Joist) 20) - 16d (Face) 20) - 16d (Face) T10 THDH26-2 HGUS26-2 8) - 16d (Joist) 8) - 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 THDH2$-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 STRUCTURALMilCONNECTORS' A MiTek'Company REPAIR REQUESTS When sending in repair requests, please use engineering.sheets to dcscril-)c the issue or damage, and email to design@a1trUSS.Corn. Engineering sheets correctly marked with the issue / damage are required. NOTE: Photos of the issue / damage can he included with the engineering sheet, but pictures by themselves are in most cases not very helpful, 1. Do not attempt to repair truss, until contacting truss manufacturer for rccoininciii-Iccl repair. 1 If there are any special circumstances (sheeted, ductwork orsiiiiil.ti-ol-,,,trLiCtiOlIS, CtC.) please make Sure you note it on the drawing oremail request. 3. We cannot provide scaled drawings for 'field built' ti-LISSCS. 4. See example markup details helow. BREAK: Use a line to denote the MISSING I DAMAGED PLATE: exact location of the break CiWe Missmg or Damaged Plate 2 3 s. 5 7 T1 Ti 2 '2 21 20 ALTERNATE I REVISED BEARING LOCA711ON: 7 Draw in new location of bo-aring and provide dimension of it's iocsl'on MISSING PIECE: 11there are multiple breaks resulting in missing Is 2 3 SFUTICFLACK: De—teiix.R,--'-.t damage, and p4owde le,< 11 if qie';i— — 1 1" out of plane 7 BREAK: Use a line to denole exact location of break TRUSS MODIFICATION: If truss is too long I short pto,,,ide detailed sketch arid Vav,,le dimensions as needed MIS SING f DAMAGED PLATE: Circle Missing or Darriapirl Plate- DEFLECT10N I CROWN: Denote exact location of where the start and stop of this tssue as well as dfmcrtsions of vrhefa the !SSU9 0,-CU(S 0 Notify truss manufacturer if material is other than shingle. HATCH LEGEND 12" COFFER 8 - 8" / 9' - 4" A.F.F. 18' -1 7/8" / 38' - 9 7/8" A.F.P. I, 6r x, m NOTE. 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 REPSONSIBLE FOR THE STRUCTURAL STABILITY OF THE ENTIRE STRUCTURE. REFER TO THE INDIVIDUAL TRUSS ENGINEERING DRAWINGS FOR GRAVITY AND UPLIFT LOADS. FOR BRACING & ERECTION DETAILS REFER TO BCSI-03 ANDtOR ENGINEER OF RECORD Q ^ REPRESENTS THE LEFT SIDE OF EACH TRUSS DRAWING A) JUS24 Hi THD46 BJ JUS26 J :I MS0422 THD26 MUS26 III, o; THD28 ND48 THD2IF2 A1,' THOH48 P; ( TEW&2 Ni jj THOH28-3 G; JU l;O; t1Bs i HANGER BY BUILDER LOAOI.NG _; ROOF FLOOR j WIND LOAD LIVE LOAD 20 40 ASCIE 710 10 s=i DEAD LOAD 30 10 150 MPH E%P C LIVE LOAD 10- 0 1 CATEGORY II m = DEAD LOAD; 30 5 ENCLOSED TOTAL LOAD 40 55 F FBC-2017 G DURATION FACTOR f L25 100 j TPI - 2014 GREY D By ! REMARKS 01 Au 18/20171 A MODIFY FLOOR END CONDITION (Z,6 8C 8N) 02 12/07/20171 1T i-CODEUPDATE It Ss understood that above conditions have been reviewed -' APPROVED are acceptable for the fabrication at trusses. U APPROVED AS NOTED e#--ations,prtches. Overhangs, r-..... fasc,as,ce,hng ! REVISE AND RESU8An1': elevaWnslpAches. bearing i" REJECTED xrnditions & ail deta8 pertain" 10 this truss placement Plan. No back charges .0 be accepted without previous written DATE approval from an A-T Roof T. PLAN DATE ARCH: aJSTOMER RYAN HOMES JOB NAME ESTER08AYv2'C' aAl,,B£RNaN1 OPTiOMS) OrTIANAIi MASTERTRAY COMMNTY LOT # BLDG BLDG TYPE s JOB It MASTER WRE82CUd DRAWN SCALE DATE 08/25/2016 I! NT,S 4 n E = c z aR AREA. CALC A- 1 ROOF t' £ 1- ROOF 2795.1 i TRUSSES z FASCIA 376, e MP LINE A FLORIDA CORPORATION f Is VALLEYLINE29 •. a ALLEY LINE j Ph 772 409-1010 J Fax 772-409-1015 4 0 4 o Sanfordo4 i L w Building and Fire _ Preventionn~~.~ Product Approval Specificationv m x x *o,u K xu- _ w n[l w . Project Location Add As required by Florida Statute 553.842 and Florida Administrative Code 9N-3, please provide the information and product appnovalnu0ber(s) on the building components listed below if they are to be utilized onthe construction project forwhiohynuonaapphingforabu/|dingpannUL VVerecommend that you contact your local product supplier should you not know the product approval number for any of the applicable listed products. Beaware that windows, skylights, and exterior doors must batested in accordance with the Florida Building Code, Section 1714.5. More information about Statewide Product Approval can beobtained at The following information must beavailable on the 'c^bsitefor 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 Roll Up Automatic Other 2. Windows Single Hung Ply Gem 1500 6103 Horizontal Slider Casement Double Hung Fixed Ply Gem 1500 16104 Awning Pass Through Mullions - Ply Gem 1500 Wind Breaker Dual Action Other June2O14 1 Categoryl Subcategory Manufacturer Product Description Florida Approval # including decimal) 3. Panel Walls Siding Soffits Aluminum Coils Inc. Aluminum Soffit Panels 12194 - R5 Storefronts Curtain Walls Wall Louver Glass block Membrane Greenhouse E.P.S Composite Panels Other 4. Roofing Products Asphalt Shingles CertainTeed Corp. Certain -Feed Asphalt Roofing Shingles 5444 - RII Underlayments InterWrap Inc. Rhino Roof Underlayment 151216 - R2 Roofing Fasteners Nonstructural Metal Roofinq 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 Millennium Metals Inc. MMI-213 Off Ridge Vent 16568.2 - R1 Other L June 2014 Category/Subcategory Manufacturer Product Description Florida Approval # include decimal 5. Shutters Accordion Bahama Colonial Roll up Equipment Other 6. S!alights Slights Other 7. Structural Components Wood Connectors Anchors Truss Plates Engineered Lumber Railing Coolers/ Freezers Concrete Admixtures Precast Lintels Lofts Concrete Products Lintel 17867 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 Coristructionl Prod is 1. Product Name Grace Vycor® Plus Self -Adhered Hashing 2. Manufacturer Grace Construction Products 62 Whittemore Avenue Cambridge, MA 02140 866) 333-3SBM (3726) Fax: (410) 431-7281 www,graceconstrucfion.com www,graceathome.com 3. Product Description BASIC USE Grace Vycor® Plus Self -Adhered Hashing is a self-sealing, fully adhered, composite flexible flashing designed to protect crifical non -roof details from air, water and moisture infiltration. It provides an excellent positive seal around the outside and inside of doors and windows and can be used to seal joints, seams, holes and other undesirable openings in wall systems. COMPOSITION & MATERIALS Grace Vycor Plus Self -Adhered Hashing is a 25 mil (0.64 mm), cold applied, self -adhering - membrane consisting of a 3 mil (0.07 mm) high density, cross -laminated polyethylene film coated on one side with a 22 mil (0.56 mm) layer of rubberized asphalt adhesive. For ease of application, the rolls are interwound with a disposable silicone coated release sheet, The flashing is a dark gray -black. Grace 'Vycor Plus Self -Adhered Hashing is now available with RIPCORD1h° a cord embed- ded in the adhesive layer that allows split release on demand. RIPCORD makes the mem- brane installation faster and easier and enables proper integration with the other waterproofing elements of the wall system. Priming is generally not required for most substrates provided they are dean and dry. However, oh concrete, masonry and DensGlass Golds apply Perm -A -Barrier® WB Primer. If adhesion is found to be marginal, also prime wood composition and gypsum sheathing with Perm -A Barrier WB Primer. The coverage rate for Perm-A-Barrier.WB Primer is 250 - 350 ft2/gal 6 - 8 rr?/L). SIZES Grace Vycor Plus Self -Adhered Hashing is available in 75 (229 m) rolls in widths of 4", 6", 9" and 12" (100,150, 225 and 300 mm). The 4" 100 mm) width is packaged 18 rolls per car- ton; the 61 (150 mm) is packaged 12 rolls per carton; and the 9" and 12" (225 and 300 mm) are packaged 6 rolls per carton. LIMITATIONS Grace Vycor Plus Self -Adhered Hashing must not be applied in areas where it will be per- manently exposed to sunlight, and must be covered within a reasonable amount of time not to exceed 30 days. Grace Vycor Plus should not be used in hot desert areas in the southwestern United States. The following sealants are chemically com- patible with the adhesive side of Grace Vycor Plus Self -Adhered Hashing if the specific formu- lation does not contain hydrocarbon solvents: silicone, acrylic, butyl, I -part polyurethane and 2-part polyurethane. This flashing is incompati- ble with creosote; joint sealants containing polysulfide polymer or hydrocarbon solvents; products manufactured from EPDM and flexi- ble PVC; and certain caulks. For more informa- tion, refer to Technical Letter 1, "Chemical Compatibility with Other Building Materials and Sealants." Grace Vycor Plus Self -Adhered Hashing is designed for NON -ROOF flashing applications. The membrane is slippery - do not use on the roof. DO NOT walk on the membrane. 4. Technical Data APPLICABLE STANDARDS ASTM International ASTM C836 Standard Specification for High Solids Content, Cold liquid -Applied 8astomeric Waterproofing Membrane for Use with Separate Wearing Course ASTM D412 Standard Test ' Methods for Vulcanized Rubber and Thermoplastic Rubbers and Thermoplastic Bastomers-Tension ASTM D570 Standard Test Method for Water Absorption of Hastier ASTM D903 Standard Test Method for Peel or Stripping Strength of Adhesive Bonds ASTM D1876 Standard Test Method for Peel Resistance of Adhesives Peel Test) ASTM D1970 Standard Specification for Self - Adhering Polymer Moclfied Bituminous Sheet Materials Used as Steep Roofing Underloyment for Ice Dam Protection AS1M D3767 Standard Practice for Rubber - Measurement of Dimensions FLEXIBLE FLASHING 07650 Grace Construction Products PHYSICAL/CHEMICAL PROPERTIES See Table 1. 5. Installation STORAGE Protect materials from rain and physical dam- age. Pallets of Grace Vycor Plus Self -Adhered Hashing should not be double stacked on the jobsite. Provide cover on top and all sides, allow- ing for adequate ventilation, Store this product in its original, unopened packaging at ambient temperatures between 40 - 90 degrees F (5 - 32 degrees C), under dry conditions and away from exposure to direct sunlight. Store all prod- ucts in a dry area away from high heat, flames or sparks. Store only as much material at point of use as is required for each day's work, ENVIRONMENTAL CONDITIONS Grace Vycor Plus Self -Adhered Hashing can- not .be applied to moist or damp surfaces. After precipitation, allow a minimum of 24 hours for drying before installing the flashing, Grace Vycor Plus Self -Adhered Hashing can be applied at air and surface temperature of 25 degrees F (4 degrees C) and above. APPLICATION MEMODS Surface Preparation Substrate must be smooth, clean, dry and free of voids, spolled areas, loose substrate, loose nails, other sharp protrusions or other matter that will hinder the adhesion or regularity of the flashing installation. Clean loose dust or dirt from the surface wherever Grace Vycor Pius Self -Adhered Hashing is to be applied by wip- ing with a clean dry cloth or brush. If the flash- ing does not adhere properly to the substrate, apply Perm -A Barrier WB Primer at a coverage rate of 250 - 350 ftz/gal (6 - 8 mz/L). Allow primer to dry completely, approxi- mately I hour depending on weather condi- tions, before application of flashing. Excess primer will not improve the adhesion of the flashing. The primer is considered dry when the substrate returns to its original color, mini- mum 1 hour. If primed areas are not covered that day, reprirne area if there is significant dust or dirt contamination. Hashing Application Install the membrane following the shingle principle: Apply the top membrane layer over the bottom layer so that the system sheds water. For ease of installation,. Grace Vycor Plus Self -Adhered Hashing has measure mark- ings at 6" and 12" (152 and 305 mm) intervals. Girt Vycor Plus into appropriate lengths, exr_nnrn E-l rootn,metMhw erfitoriol stvM ARaAd (-nncfrnrfinn Use RIPCORD to split the release paper and adhere half of the membrane, if necessary. Peel release paper from roll to expose rub- berized asphalt and position flashing to cen- ter over joint location before applying. Move along opening or joint, being coreful to put flashing as evenly as possible over the open- ing and avoiding fishmouths along the edges. Roll flashing firmly into place to ensure confln- uous and intimate contact with the substrate. if wrinkles develop, carefully cut out affect- ed area and replace in the similar procedure outlined above. The repair piece also must be pressed into place as soon as possible to ensure continuous and intimate contact with the substrate, Grace Vycor Plus Self -Adhered Hashing must be continuously supported by the sub- strate and must not span or bridgb joints, gaps or voids in excess of 1/4e (6A mm). End laps that occur in subsequent lengths must maintain a minimum overlap of 3° (75 mm). PROTECTION Grace Vycor Plus Self -Adhered Hashing must be protected from damage from other trades or construction materials. SAFETY, STORAGE & HANDLING Grace Vycor Plus Self -Adhered Hashing prod- ucts must be handled properly, The best infor- mation on safe handling, storage, personal protection, health and environmental consid- erations has been gathered. Material Safety Data Sheets (MSDS) are available from the manufacturer upon request. All users must acquaint themselves with this information. Carefully read detailed precaution statements on product labels and MSDS before use. 6. Availability & Cost AVAILABILITY A nationwide network of distributors carries Grace Vycor Plus Self -Adhered Hashing prod- ucts, Contact a Grace Construction Products representative for ordering and delivery information, COST Grace Vycor Plus Self -Adhered Hashing is competitively priced, For specific information, contact a Grace Construction Products repre- sentative. FLEXIBLE FLASHING 07650 Grace Construcfion Products TABLE 1 TYPICAL PHYSICAL PROPMES OF GRACE VYOOR PLUS SELF -ADHERED FLASHING Property & test Typical value Color Gray -Black Thickness, ASTM D3767, Method A Low temperature flexibiftty, ASTM D1970 25 mil (0.64 mm) Unaffected at -45°F (-43°C) Elongation, ultimate failure of rubberized asphalt, per ASTM D412 200% minimum Cracked cycling 100 cycles per ASTM C836 Unaffected at -25°F (-32°C) Lap adhesion at minimum application temperature, ASTM D1876 Modified 60 plf (875 N/m) width Adhesion to concrete at minimum application temperature, 60 plf (875 N/m) width ASTM D903 7. Warranty Grace Vycor Plus Self -Adhered Flashing is war- ranted at the time of shipment to meet Grace's published specifications. 8, Maintenance Grace Vycor Plus Self -Adhered Hashing, when installed in accordance with manufacturer's recommendations, will not require maintenance, 9. Technical Services Full-time, technically trained Grace Construction Products representatives and technical person- nel, backed by research and development staff, provide support. 10. Filing Systems First Source'" Additional product information is available from the manufacturer, W. R. Grace & co. -coo hopes the information here will be helpful, it is based upon data and knowledge considered to be true and accu- rate and is offered for the users' consideration, investigation and ver- iflcotion but we do not warrant the results to be obtained Please read of statements remnmendatbm and suggestions in conjunct tion with our conditions of sale, wtdch apply to all goods suppled by us. No statement, recommendation or suggestion is intended for any use vfich would Infringe any patent or copyright. W. R Grace & Co. Cana, 62 WtdttwTm Avenue, Comixidge, MA 0214a In Canada, Grace Condo Inc. 294 aemerds Rood West. A t= Ontaria Canada LiS 3U anuthene, Perrn-A-sorrier and vycor are regisered trademarks and WCoRD is a trademark of W. P. Grace & Co. -Conn DensGo s Gold is a registered trademark of GeorgiaPaciflc CorpaaPiart copyright 2004 W. R. Grace & 0D.-Cann. TP-093E . Printed in the U.S.A. 3/04 Ai$/U/3M f oean gw.da, W_ The ten oarf SPFGDATA format contornu to the eddodat style 0 Reed Construction Flashing Application Instructions for Windows WINDOW INSTALLATION METHOD A: BEFORE WEATHER -RESISTIVE BARRIER Based on the climatic conditions and the exposure of the window, there are a number of different flashing options. The method below is only one of the recommended options (see Detail VCRDET-102) which meets AAMA criteria. Refer to the subsequent details (VCRDET-100 to 106) for additional flashing options located on pages 27-33. Step One: Pre-cut the Grace Vycor Plus flashing using the measurement markings. The length of the flashing should extend beyond the sill equal to the width of the jamb flashing (see Table 1, page 8). Step Two: Before installing flashing on sill and iambs, locate the RiPGDRD. 13 Step Three: Rewind the pre-cut flashing. Position inside rough opening on the vertical jamb 9 inches up on each side. Apply to win- dowsill, removing half the release paper and exposing the adhesive. Roll firmly into position. Make vertical relief cuts starting from corner of win- dow sill upward. Roll firmly into place as necessary. Vote; Do not remove the release paper on the bottom half of the flashing until future tie-in with the weather -resistive barrier. Split the release paper Install window as per manufacturer's recommendation. in half allowing for easy If sealant is used, ensure all excess sealant is removed from installation. nailing flange and surrounding area to provide a smooth con- tinuous substrate. (ASTM does not require a sealant on top of window flange when using self -adhered flashing.) 1101 flashing Application Instructions for Windows WINDOW INSTALLATION: METHOD A BEFORE WEATHER -RESISTIVE BARRIER (continued) Step Four: Apply the pre-cut jamb flashing onto the nailing flange. Position above the head flange. Unroll flashing and expose adhesive by removing the release paper. Roll firmly into place as necessary. Repeat on the other side. 11 Step Five: Install the pre-cut flashing over window head flange by removing release paper. Roll firmly into place. Mechanically fasten head flashing at top outermost corners, as necessary. Step Six: Install weather - resistive barrier as per manufacturer's recommendations. position weather - resistive barrier under sill flashing. Remove remaining half of the release paper from the sill flashing. Adhere to weather -resistive barrier to ensure a water shedding tie-in. Hashing Application Instructions for Windows WINDOW INSTALLATION METHOD B: AFTER WEATHER -RESISTIVE BARRIER In this option (see Detail VCRDET-100) the weather -resistive barrier has already been installed before the window and flashing. 113 Step One: Cut and remove weather - resistive barrier from rough opening of window sill. Secure, if necessary, to face of sill. Score and fold weather - resistive barrier above header. Temporarily secure to allow for flashing installation. Step Two: Pre-cut the Grace Vycor Plus flashing using the measurement markings. Use caution when cutting the membrane. Step Three: Before installing sill flashing, locate the RIPCORD. Split the release paper in half allowing for easy installation. 14 Flashing Application lastructians for Windows WINDOW INSTALLATION: METHOD B AFTER WEATHER -RESISTIVE BARRIER (continued) L3 Step Four: Reroll the pre-cut flashing. Position inside of rough opening on the vertical jamb. Apply flashing to window sill by removing half of the release paper and exposing the adhesive. Roll firmly into position. Make vertical relief cuts starting from corner of window sill upward. Roll firmly into place as necessary. Note: Do not extend sill flashing beyond outside edges of jamb flashings. install window as per manufacturer's recommendation. If sealant is used, ensure all excess sealant is removed from nailing flange and surrounding area to provide a smooth continuous substrate, 15 Step Five: Apply the pre-cut flashing onto the nailing flange after window has been installed. Position jamb flashing above the head flange. Note: Do not remove the release paper on the other half of the flashing if future tie-in with top of vinyl sid- ing is required by others see Detail VCROET 107). Unroll flashing by removing the release paper exposing the adhesive. Roll firmly into place as necessary. Repeat on other side. lashing Application Instructions for Windows WINDOW INSTALLATION: METHOD B AFTER WEATHER -RESISTIVE BARRIER (continued) In Step Six: Install pre-cutflashing over the window head flange by removing release paper, exposing the adhe- sive. Roll firmly into place. Mechanically fasten head flashing at top outermost corners, as necessary. 7 Step Seven: 7 Remove temporary secure Mont of weather -resistive barrier above header. Fold over head flashing. Seal with weather -resistive barrier seam tape. Install siding and flashing below window as per siding manufacturer's or Vinyl Siding Institute recommendations. 18 Step Eight: Flashing should be long enough to direct water over the nailing flange of the last course of siding see Detail VCRDET-107). Trim excess flashing that hangs below the nailing flange. Discard in appropriate manner. Note: These same steps can be used for other accessory openings i.e. under doors, electrical outlets). El flushing Application lnstrOctions for Roars DOOR INSTALLATION Like flashing windows, Grace Vycor Plus is also the product of choice for flashing around doors. Step One: Using the measurement markings, pre-cut a 12 inch piece of Grace Vycor Plus. install onto ledger board. 11 13 Step Two: Install the weather - resistive harrier as per manufacturer's recom- mendation. Gutoutthe weather -resistive barrier from rough door opening. Remove also from inside bottom of sill. Step Three: Install corner patch under- neath the weather -resistive barrier as per Detail VGRDET 201. Repeat on other side. Note: Bowtie corner patch option is shown in photo. For door installation detail refer to page 35 (VCRDET 200). For deck installation detail refer to page 37 (Detail VCRDET- 300). For complete deck installation guidelines consult the deck section of this book. Head flashing tie-in instructions: Flanged K8 y vCnoBl m|xo 1 0¢upm m mh m wea apmc i*abu erub oheauurt» Flashing Installation After Weather -Resistive Barrier allow for flashing installation oecmrP|uxhoodUaohinQom2. Install Grace rum eN pomupws xs ZX FASTEN WEATHER- und w ha ur AS NECESSARY IN MECHANICALLY TEMPORARILY SECURE 3 Fn|dwo be riohveborharbackove/ B"``E` head flashing and seal with tapeGRACE 0utom EXTERIOR 1. For the most current details, installationZ SHEATHING and SILL PLATE mwwx m m|on.00m TAPE xsE»onoET-106 FOR OPTIONS) 2rowR|pCORDm(Sp|Ra|oaxonnDomaod}con be removed from Grace VyoorPlus for 01 ease ufinstallation 3. Remove weather -resistive barrier from top ox o v,uon p uo ofwlodmxxiUp|utu 4. Install Grace VymorPlus inorder shown hynumbers DO NOT FLASH CR soTTOM NAU°en^ was `u 5. Install Grace Vyoo/Plus and weather - resistive barrier tnform water -shedding laps G.Detail also relevant for Grace VyunrV4U Flanged WindowVCRDET-101 Option I - Low Exposure Notes: eXremouTHIN7 1. For the most current details, installation video andpmdu i bnmadon.mmourweb oat NAILING ouun uodun vww g . com MECHANICALLYFASTENAS 2 RIPCORD' (Split Release onDemand) can ba NECESSARYGRACEVyQOePLUS SILL PLATE mmovohomG ooy u* Plus for case «f SEEVCRDET-106 insta\\mdon FOROPTIONS) 3. Install Grace VycurPlus inorder mxshown by numbers 4\fapplicable, leave m|aauepaper nnlower half ofsill flashing until future fie -in GRACEGRACE o°p uu |n|GmcmVy rP|uxandweu o mxio ve ba tuform wm p hodding laps G. Detail also relevant for Grace VycorV4O ooNOT FLASH OVER J BOTTOM NAILING FLANGE Flanged WindoWVCRD[ s»rsmnnSH ATHIN7 1. For the most current details, installation video a h mm rw s NAILING,FLANGE www.graceconstruction.com MECHANICALLY FASTEN AS l R COROm pU R ua unDemand) «a»bo NECESSARY IN GRACE VYCOe PLUS mmuvodhomG ceVy/°p|uof»r»»»of installation 3. Install Grace VymnrPlus inorder shown by numbers 4. Ifapplicable, leave release paper nnlower ho|fofxiUUaoNngund|futureb*io GRACE J GRACE pcua VYCOROPLUSvvoon— Install Grace acnrMmandwau*wio»e barriertoform water -shedding laps G.Detail also relevant for Grace VycorV4U IDO NOT FLASH OVER BOTTOM NAILING FLANGE EXTERIOR MECHANICALLY FASTEN SHEATHING 1. For the most current details, installation NECESSARY IN CORNERS video and product information, see our web site at www.grac 2. RIPCOBD" ( Split Belease on Demand) can be SILL PLATE r Plus for ease of removed from Grace Vyco FOR OPTIONS) installation 3. Install Grace Vycor Plus in order shown by numbers GRACE 4. if applicable, leave release paper on lower GRACE,j VYCORO PLUS half of sill flashing until future fie -in VYCOR PLUS 5. Install Grace Vycor Plus and weather tive barrier to form water -shedding laps 6. Detail also relevant for Grace Vyco DO NOT FLASH OVER—^ gA=Uf Pound WindowVCRuoRo* Option I - LOW to Moderate xposure ExTERIOR SHEATHING_\ REFFRTO TECHNICAL LETTER#1 ON CHEMICAL coMpAnsiuTYwITH NAILING FLANGE DO NOT FLASH OVER E30TTOM NAILING FLANGE GRACE vyco o PLUS Half Round WindowVC11DET-105Eyp`o"sure EXrMOR SHEATHING REFER TO HNICAL LEITER #1 ON CHEMICAL NNUNG FLANGE FOR OP'nONS) GRACE VYCORO Notes: 1 Fmdmmo xmmn do i|u.installation video SILL unPLATE ondpmdu i onna on.onnourwmbxMaat pEs«""="'-' vwmmQ .o»mwww.graceconstruction.com 2. R|PCORDw(Split Release uoDemand) can ba removed from Grace VymoroPlus for ease of installation 3. Install Grace VymorPlus \norder oxshown by numbers op^CE= k auhanioaUyfa onoxnooexnm Rnu* 5|fapplicable, leave release paper onlower Notes: 1 Rnt m. ad our * mbsite at ondomdu i bnn oo.oaa vwww.Qracnuonstoctmn.oum 2 RIPCORD Sp| Release onDemand) can bo Fl.' remove installation insto||sdnn P|ux mdaruhn n 3.o\|Geouv o CET by numbersonuu4. Mechanically fastenaonecessary5. |fapplicable, leave release paper onlower half ofsill flashing until future de -in O.Install Grace VymorPlus and waather-msisfivo barrier toform water - shedding laps 7. Detail also relevant forGrace Vyoor\ 4U UU U v" Plate ~~ OPTION - A GRACE v,00nSPLUS WOODEN SIDING SILL PLATE WALL SHEATHING OPTION - B SEENOTE#2_ WALL SHEATHING Tie-in with Vinyl Siding at Wind CORNER PATCH on COMPATIBLE SEALANT SILL PLATE Notes: 1.For the most current details, insta|ladon video and product information, see our web site atvwwwgmuenonstmction unm 2. R|PCOROm(Split Ro|oao Demand) can heremoved from Grace Vymm~Plus for ease ufinstallation 3. Rumovuweather-resistive barrier from top ofwindow sill plate 4.Install sill flashing anshown atleft 5.Install Grace Vycor Plus around remaining window unit per Grace Window Details VCRDET-100tn105) 8,Install Grace VycorPlus and weather - resistive barrinrtofnnmwatee6adding laps 5, OphnnG: Install wooden furring strip nn top ofwooden siding prior toGrace Vynor Plus6. Detail also relevant f or Grace VycorV40Notes: 1.For the most current details, installation video and product information, see our web site atvnww.Qmouconstruuon. um// 2. 0PCORUw(Split Release onDemand) can beremoved from Grace VycormPl-uxfor ease ofinstallation 3|ns||Geue morPlus and wethanrexi kmbu ior1nform RD@ watupoheddinQ laps RELEASE oNosMANo^> 4. Remove weather -resistive barrier from top ofwindow sill plate SILL PLATE 5 Leave m|eaxepaper unlower half ofGmoo mmPlus SiU aEEVCRDEF1» n Flashing until future tio-in FOR OPTIONS) 8. Extend Grace VymnrPlus over nailing flange ofthe last com- plete onumoofxidiogpaoa| and trim Grace VynurPlus to L8HEArH|NG protect from permanent exposure toUV 7.Install Grace VymurPlus around remaining window unit per Grace Window Details (VCRDET-10Oto106) NEATHER'RES|Sr/ VE aARR|ER(OPOOwAl) 8.Detail also relevant for Grace VymurV4U 8. Leave release paper onnrother bond breaker between Grace VymorPlus and vinyl Outside CorKNervd9oET-50o BARRIER(OPTIOV GRACE VYCO0 PLUS 0 8K.0.K oll outside W"r0\r VCnoE s / Notes: 1.For the most current details, installation video and product information, see our web site at vwmw.gmcaoonstructinn.nom lEATHiN8 2, 0PCORDm(Split Release unDemand) can ba removed from Grace VynursPlus for ease uf installation 3. Install Grace VyomPlus inorder anshown by numbers 4. Mechanically fasten annecessary 5, Install Grace VycurPlus and weather -resistive barrier tnform water -shedding laps GRACE VYCOR=PLUS 6' Detail also relevant for Gm uacorV40 ET-5O4FOR OPTIONS) R is Notes 1. For the most current details, installation video and product information, see our web site otvmww.Qrammoostmooun com 2. R| PCOROm(Split Release onDemand) can boremoved from Grace VycurePlus for ease ofinstallation 3.Install Grace VymorPlus and weathaneois- tivobaninrtofunnwater- ohodding|opx 4.Extend Grace VymorPlus beyond joint between siding and corner post/boards ' 5.Install Grace VymurPlus onoutside corner for the height ofthe wall Inside Cor0er VCnVcFs02 RUBBE ASPHA RUBBERIZED ASPHALT ADHESIVE BEFORE FoLD114G. SCORE RELASE PAPER To EXPOSEADHESNE AS SHOWN) Y FASTEN AS NECESSARY IN Notes: 1. For the most current details, installation video and product information, see our web site a1vwwwgmummnotruobunxmn 2. R|PCORDw(Split Release noDnmand)can be removed from Grace Vy o"P|uxbraaneuf installation 1 Use usquare piece ufmembrane (3inches x 3inches minimum) for inside corner 4. Use RIPCORD (Split Release nnDemand) Jorease nfinstallation and tominimize scoring release paper 5, Fold aushown hyarrows 8.Angle ufcorner may vary, adjust folding of the membrane accordingly 10fit tightly tu cumm . 7. Install Grace VycorPlus and weather-mdstivebar- hertobnnvatepdhedding| opo O, Deto|!also relevant for Grace VymnrV4O 503 Wall -to - Wall Inside CornerVCRDET Notes: VINYL SI 21NG 1. Forthemostcurrentdetails, installation video and product information, see our web site stvmmmQmuounstmohun.00m 2 R|PC0R. (Sp|Re|aaxuonDamund)can Plus r hommovodfmmG oeVy ease ofinstallation 8. Install Grace VymnrPlus and weather - resistiveburrier1mfonnwatepshnddioglaps 4LExtend u Vymx Plus G P| beyond joint between siding and corner post/boards 5.InstallGraceVymorPlus oninside corner for the height ufthe wall G. Detail also relevant for Grace VyunrV4U Corner Detailing match options VCRDET-504 Notes: 1. For the most current details, installation video and product information, see our web site at www.graceGonstructiorixom 2. RIPCORD" (Split Release on Demand) can be removed from Grace Vycor* Plus for ease of installation 3. Remove release paper at time of installation of corner patch 4. Nominal patch size is 3 inches x 3 inches 5. Detail also relevant for Grace Vycor V40 option -A F—T, --1 j-/-k I "' Fl -1--\ option-B PATCH-BQ option-C I- r-^ I I I-- RELIEF CUT r/A I j r- INSTALLED AT CORNER INSTALLED AT CORNER I PATCH-C INSTALLED AT CORNER Foundation S^KU Q*U*Ktm vonosF505 Option I BARRIER (OPTIONAL) m EXTERIOR - GRACE VYCOR Foundation SKKUPfnte VCmET-506 Option 2 BARRIER (OPTIONAL) STUD WALL SILL SEAL 2R'OR- A STUD HiNG SILL SEAL Notes: 1. For the most current details, installation video and product information, see our web site atvmwwgraxoonnstmctmn.oum 2. R|PCURD=(Split Release unDemand) can be removed from Grace VYcomPlus for ease ofinstallation 3, Install Grace VycorPlus ioorder shown by numbers 4.Install Grace VycorPlus and wouther-mcis- tivebuniu/tufnrmwotemhoddinQ|opx 5. |fpriming isnecessary, use Pann4, Bunier"' WBPrimer topromote adhesion toconcrete 6. Detail also relevant for Grace Vycor V40 Notes: 1. For the most current details, installation video and product information, see our web site a1 vwxmuQraoeconstmutmn. com 2, R|PCORD°(Split Release unDemand) can be removed from Grace Vymor"Plus for ease of installation ' 3. Install Grace VycurPlus inorder shown by numbers 4. Install Grace VyconPlus and weather -resistive barrier to form water - shedding laps 5. Ifpriming isnummxary use Ponn,A- 8anurm N0Primer topromote adhesion 1oconcrete G. Detail also relevant for Grace VycorV4U 416- Georgia-Pacific DensArmorPlus Technical Service Hotline 1.800.225.6119 or Interior Panels www.gpgypsum•com Manufacturer Georgia-Pacific Gypsum Georgia-Pacific180MeadowvalenadaBoulevard, Suite 200133PeachtreeStreet Atlanta, GA 30303 Mississauga, ON L5N 5S3 Technical Service Hotline: 1-800-225-6119 Description DensArmor Plus® Interior Panels are noncombustible (as defined and tested in accordance with ASTM El36 or CAN/ULC S114) interior panels that consist of a moisture -resistant gypsum core with coated fiberglass mats. The fiberglass mats provide superior protection from incidental moisture. DensArmor Plus Panels arehighlyresistanttothegrowthofmold, and have scored a 10, the highest level of performance for mold resistance under ASTM 032.73 test method. The core of DensArmor Plus panels is reinforced with fiberglass, increasing the product's strength. The treated core and the coated facings made with fiberglass offer greater moisture resistance and improved dimensional stability than regular gypsum board. The product resists warping, rippling and buckling. They have a tapered edge to receive joint treatment. The field of the board can be finished in the same manner as regular gypsum board. DensArmor Plus Interior Panels are GREENGUARD and GREENGUARD Gold Certified for low emissions of volatile organic compounds (VOCs) by a leading third -party organization, UL Environment. In addition, DensArmor Plus Interior Panels are listed as GREENGUARD microbial resistant. This listing means DensArmor Plus Panels, which feature fiberglass mats instead of paper facings used on the surface of traditional gypsum board products, resist mold growth. The microbial resistant test is based on ASTM D6329, a testing standard set by ASTM International, which develops testing guidelines and procedures for building materials, products, systems, and services. DensArmor Plus Panels also are listed in the Collaborative for High Performance Schools' (CHPS®) High Performance Products Database for low emissions of VOCs. CHPS is a national non-profit organization that works with school districts and their design teams to improve the quality of education by using products that have met requirements to receive CHPS credits. Primary UsesDensAmnorPlus Interior Panels are an interior wall or ceiling covering material for use in new construction or renovation work. They are designed for direct attachment wit r strbws or nails to wood and metal framing or existing surfaces. They may be used as a covering material for flat or curved structures. DensArmor Plus Panels are manufactured with fiberglass mat surfaces. They have a tapered edge to receive joint treatment. Use on interiors of exterior walls, where moisture intrusion is most likely. Use in pre -rock areas, where the windows, doors or roof have not beeninstalledmakingmoistureintrusioninevitable. DensArmor Plus Panels come with a limited warranty against delamination and deterioration for up to 12 months of exposure to normal weather conditions." Use in wet areas behind tile, such as tub and shower areas, where ASTM C1396, Section 7 is allowed by code. For complete warranty details, visit www.gpgypsum.com. Submittal Job Name Approvals Contractor Date Limitations DensArmor Plus Interior Panels are a non-structural product and should not be used as a nailing base to support heavy wall -mounted objects. Intended for interior applications and soffits in protected areas, DensArmor Plus Panels must be kept dry during storage and handling. Do not use DensArmor Plus` Fireguard° (per ASTM C165B) Panels where there is prolonged exposure to temperatures exceeding 125' F (52'Cl, e.g. adjacent to wood burning stoves, heating appliances, saunas or steam rooms. Technical Data Flame spread and smoke developed rating of 0/0 when tested in accordance with ASTM E84 or CAN/ULC S102. Noncombustible as described and tested in accordance with ASTM E136 or CAN/ULC S114, 5/13" DensArmor Plus Fireguard panels are UL and ULC Classified Type DAP. 1/2" and 5/8" DensArmor Plus' Fireguard CO panels are UL and ULC Classified Type DAPC. Decoration DensArmor Plus Interior Panels are designed to accept most types of paints, textures and wall covering materials. Because of the enhanced moisture- and mold -resistant properties of DensArmor Plus Panels, drying times for both joint compound and wall coverings may vary. Always follow paint or wall covering manufacturer's installation instructions when applying either of these finishes. Georgia-Pacific Gypsum strongly recommends priming the surface of DensArmor Pius Panels with a quality, high solids primer/sealer before applying a final decorative material. Priming will equalize the suction variations between the joint compounds and the fiberglass surfaces. If glossy paints are used in such areas as kitchens or bathrooms, skim coat joint compound over the entire surface of DensArmor Plus Panels to reduce highlighting or joint photographing. This method is also recommended in areas with severe natural or artificial side lighting. Handling and Use —CAUTIONThisproductcontainsfiberglass facings which may cause skin irritation. Dust and fibers produced during the handling and installation of the product may cause skin, eye and respiratory tract irritation. Avoid breathing dust and minimize con- tact with skin and eyes. Wear long sleeve shirts, long pants and eye protection. Always maintain adequate ventilation. Use a dust mask or NIOSH/MSHA approved respirator as appropriate in dusty or poorly ventilated areas.. Stack DensArmor Plus Interior Panels flat on a level surface. As individual sheets are removed for installation, they should be raised up on edge carefully and carried in a vertical position. Appropriate handling for gypsum board is also outlined in Gypsum Association Publications GA-216 and GA 801. Take care to avoid impact, undue flexing and subsequent damage to board edges, ends and comers. Material Safety Data Sheet (MSDS) is available at www.buildgp.com/safetyinfo or call 1-404-6525119, Applicable Standards Manufactured to meet ASTM C1658, ASTM C1396 Section 7 and ASTM C1177. continued -- - 1;a drhl p dI SKr Georgia-Pacific DensArmor Pl ` !s Technical Service Hotline 1.800.225.6119 or Interior Panels W W W, g P gyPS U M. C 0,M Sixes and Edges DensArmor Plus Thickness: 1/2" (12.7 mm); Width: 4' (1219 mm); Lengths: 8'-12' (2438 mm-3658 mm); Edges: Tapered DensArmor Plus Fireguard C Thickness: 1/2" (12.7 mm); Width: 4' (1219 rum); Lengths: 8'-12' (2438 mm-3658 mm); Edges: Tapered DensArmor Plus Fireguard Thickness: 5/8" (15.9 mm); Width: 4' (17.19 mm); Lengths: 8'-12' (2438 mm-3658 mm); Edges: Tapered DensArmor Plus Fireguard C Thickness: 5/8" (15.9 mm); Width: 4' (1219 mm); Lengths: W-12' (2438 mm-3658 mm); Edges: Tapered Physical Properties installation DensArmor Plus® Interior Panels should be installed according to the most current versions of Gypsum Association Publication GA-216 "Application and Finishing of Gypsum Board for Nan -Fire -Rated Construction." For fire -rated installations, the installation and details shall be in conformity with those assemblies published in the Gypsum Association Fire Resistance Design Manual GA-600, UL and ULC Fire Resistance Directories. Thickness, nominal 4 1/2" (12.7 mm) 1/2" (12.7 mm) 0.4 mm) 5/8" (15A mm) 1/64" (0.4 mm) 5/8" 05.9 mm) 1/64" (0.4 mm) t 1/64" (0,4 min) Width, standard 4 4' (1219 mm) 1/64" 4' (1219 mm) 3/32" (2.4 mm) 4` (1219 mm) 3/32" (2.4 mm) 4' (1219 mm) t 3/32" (2.4 mm) t 3/32" (2.4 mm) Length, standard' 81(2438 min) to 6' (2438 mm) to 12' (3658 mm) 81(2438 mm)to 12' (3658 mm) 81(2438 mm)to 121 (3658 mm) 12` (3658 mm) t 1/4" 16 4 mm) t 1/4" (6.4 mm) t 1/4" (6.4 mm) t 1/4" (6.4 mm) Weight', nominal, lbs./sq. ft.. (Kg/m2) 2.0 (9.8) 2_A (9.B) 25 (12.2) 2.4 (12.1) Tapered Edges0 Tapered Tapered Tapered 10 (570) i 0 (570) Permeanca', Perms (ng/Pa • s • mT) 10 (570) 10 (570) Linear expansion with moisture change, 6.25 x 10 6.25 x 10' 6.25 x 10" 6.25 x 10` m in/in %RH (mm/mm %RH) Coefficient of thermal expansion, infin/°F(mm/mm/°C) 8.5 x 10-6 (15.3 x 10") 8.5 x 10-1 (15.3 x 101 8.5 x 1 V (15.3 x 1 V) B.5xt0aI15.3x10 flexural strength, parallel, Ibf.'•" (N) z(356) z80 (356) z100 (444) z 100 (444) 80 z140 (622) Flexuial strength, perpendicular, Ibf.'"(N) z100(444) z100(444) z140 (622) 0.118) R Values, ft:• °F• hr/STU (m2• K/W) 56 (0.099) 5G (0.099) 67 (0.118) Noncombustible 67 Noncombustible Noncombustible Noncombustible z90 (400) z90 (400) Combustibilitys Nail pull resistance, Ibf.'•" (N) 40 (356) zBO (356) al (67) 15 (67) Hardness core, edges and ends, Ibf. (N) z15 (67) z15 (67) 5 Water absorption (% of weight) '•° 5 5 5 1 1.6 grams 1.6 grams 6 grams Surface water absorption3.4 1.6 grams Surface burning characteristics per ASTM E84 or CAN/ULC S102): 0/0 0/0 0/0 flame spread/smoke developed 0/0 st/fl" (3 mm) s1/8" (3 mm) Humidified deflection3.4 -.5 (6.4 mm) s2/8" (6.4 mm) Bending radius' 6' (1829 mm) 6' (1829 mm) 8' (2438 mm) 8' (2438 mm) t Represents approximate weight for design and shipping purposes 5 Double fasteners on ends as needed 2 Tested in accordance with ASTM C516 6 As defined and tested in accordance with ASTM E136 or CAN/ULC S 114. 3 Tested in accordance with ASTM C473 ' Tested in accordance with ASTM E95 (dry cup method) Specified values perASTM C1658 and ASTVI C1177 Georgia-Pacifiic Gypsum U.S.A. Georgia-Pacific Gypsum LLC Georgia-Pacific Gypsum II LC Canada Georgia-Pacific Cahada LP SALES INFORMATION AND ORDER PLACEMENT USA West 1-800-824-7503 Midwest 1-800-876-4746 South Central: 1-BOO-231-6060 Southeast 1-800-327-2344 Northeast 1-800-947-4497 CANADA Canada Toll Free:1-800-387-6823 Quebec Toll Free: 1 -800-361 -0486 TECHNICAL INFORMATION U.S.A. and Canada:1-800-225-6119, www.gpgypsllm.com 02014 Geargia4laafic Gypsum LLC. All rights reserved.1/14. GF TM nL Item 0532248. TRADEMARKS Unless otherwise noted, all trademarks are owned by or licensed to Georgia-Pacific Gypsum LLC. Collaborative for High Performance Schools and CHPS are trademarks owned by Collaborative for High Performance Schools Inc. WARRANTIES, REMEDIES AND TERMS OF SALE For current warranty information for this product, please go to www,gpgypsum.com and select the product for warranty information. All salesofthisproductbyGeorgia-Pacific are subject to our Terms of Sale available at www.gpgypsum.com. UPDATES AND CURRENT INFORMATION The information in this document may change without notice. Visit our websita at www.gpgypsum.com for updates and current information. CAUTION For product fire, safety and use information, go to WvvW.buildgp.cam/safetyinfo or call 1-800-225=6119, FIRE SAFETY CAUTION Passing a fire test in a controlled laboratory setting and/or certifying or labeling a product as having a one -hour, two-hour, or any other fire resistance or protection ratingand, therefore, as acceptable for use in certain fire rated assemblies/systems, does not mean that either a particular assembly/system incorporating the product, or any given piece of the productitself, will necessarily provide one -hour fire resistance, two-hour fire resistance, or any otherspecifiedfireresistanceorprotectioninanactualfire. In the event of an actual fire, you should immediately take any and all actions necessary for your safety and the safety of others without regard for any fire rating of any product or assembly/system. Alk Georgia-Pacific DensGlass' Sheathing Manufacturer Georgia-Pacific Gypsum Georgia-Pacific Canada 133 Peachtree Street 2180 Meadowvale Boulevard, Suite 200 Atlanta, GA 30303 Mississauga, ON L5N 5S3 Technical Service Hotline: 1-800-225-6119 Description DensGlass® Sheathing is a gypsum panel made of a treated, water-resistant core, surfaced with fiberglass mats and a GOLD colored primer coating. Providing superb protection from the elements, DensGlass Sheathing is resistant to delamination and deterioration due to weather exposure —even during construction delays that last as long as twelve months after installation and are backed by a limited warranty against delamination and deterioration for up to 12 months of exposure to normal weather conditions * DensGlass Sheathing panels are also mold -resistant, and have scored a 10, the highest level of performance for mold resistance under ASTM D3273 test method. DensGlass Sheathing exhibits a dimensional stability that assures resistance to warping, rippling, buckling and sagging for a flat and even substrate and is noncombustible as defined and tested in accordance with ASTM E136 or CAN/ULC S114. Since DensGlass Sheathing is strong in both directions, it may be installed either parallel or perpendicular to wall framing members (always follow specific assembly installation instructions). Primary Uses Because of the superior performance of DensGlass Sheathing, it is specified for exterior walls, ceilings and soffits in a wide variety of applications. These include exterior insulation and finish systems (EIFS); cavity brick or stone veneer applications; cladding such as wood siding, vinyl siding, composition siding, wood shingles, shakes, conventional stucco systems, plywood siding panels; and interior finish systems that require a substrate panel with superior fire and moisture resistance. For EIFS applications, DensGlass Sheathing is an ideal substrate for adhesive or mechanical application of expanded polystyrene or extruded polystyrene insulation, and is recommended in all climate zones. Manufacturers of water and air resistive barriers, which include attached flexible membranes, self -adhered membrane and liquid applied, have found DensGlass Sheathing to be a suitable substrate for their systems. DensGlass Sheathing is an ideal product for exterior ceilings and soffits for both cold and warm climate zones. It resists sagging, even under exceptionally humid conditions. Panels are applied directly to structural framing. Surface and joints may be finished and painted, or surfaced with an exterior finish system. Limitations DensGlass Sheathing is resistant to normal weather conditions, but it is not intended for immersion in water. Cascading roof/floor water should be directed away from the sheathing until appropriate drainage is installed. Avoid any condition that will create moisture in the air and condensation on DensGlass Sheathing. The use of forced air heaters creates volumes of water vapor which, when not properly vented, can condense on building materials. The use of these heaters and any resulting damage is not the responsibility of Georgia-Pacific Gypsum. Consult heater manufacturer for proper use and ventilation. For complete warranty details, visit www.gpgypsum.com. Submittal Job Name Approvals r'nntrnrtor Date Technical Service Hotline 1.800.23.6119 or www.gpgypsum.G0M When DensGlass Sheathing panels are used in slanted wall applications, that portion of the wall must be temporarily protected from the elements. Do not allow water to pond or settle on sheathing. Also, exposed wall ends must be covered to prevent water from infiltrating the cavity. Georgia-Pacific Gypsum does not warrant and is not responsible or liable for the performance of the cladding or exterior systems applied over DensGlass Sheathing. The suitability and compatibility of any system is the responsibility of the system manufacturer or design authority. Do not laminate masonry surfaces to DensGlass Sheathing; use furring strips or framing. DensGlass Sheathing is not intended for roof applications. For roof applications, consult our DensDeck® Roof Board brochure. DensGlass Sheathing is not intended for interior or exterior tile applications. For interior tile applications, consult our DensShield® Tile Backer brochure. DensGlass Sheathing should not be used in lieu of plywood where required. Do not apply DensGlass Sheathing below grade. For all installations, design details such as fasteners, sealants and control joints per system specifications must be properly installed. Openings and penetrations must be properly flashed and sealed. Failure to do so will void the warranty. Do not use DensGlass Sheathing as a base for nailing or mechanical fastening. Fasteners should be flush to the face of the board, not countersunk. Technical Data DensGlass Sheathing is noncombustible as described and tested in accordance with ASTM E136 or CAN/ULC S114. DensGlass Sheathing exceeds ASTM C1396 sheathing standards for humidified deflection by a factor of 10 in tests over the standard for regular gypsum sheathing. 5/8" (15.9 mm) DensGlass" Fireguard® Sheathing is UL and ULC classified Type OGG. DensGlass Sheathing is manufactured to meet ASTM C1177. Flame spread and smoke develop rating of 0/0 when tested in accordance with ASTM E84 or CAN/ULC S102. Handling and Use —CAUTION This product contains fiberglass facings whichmay cause skin irritation. Dust and fibers produced during the handling and installation of the product may cause skin, eye and respiratory tract irritation. Avoid breathing dust and mini- mize contact with skin and eyes. Wear long sleeve shirts, long pants and eye protection. Always maintain adequate ventilation. Use a dust mask or NIOSH/ MSHA approved respirator as appropriate in dusty or poorly ventilated areas. Material Safety Data Sheet (MSDS) is available at www.buildgp.com/safetyinfo or call 1-404-652-5119. Product Data Thicknesses:1/2"(12.7 mm); 5/8" (15.9 mm) is Type X (ASTM C1177) Width: 4' (1220 mm) standard, tolerance up to t 1/8" (3.2 mm) Lengths: 8' (2438 mm), 9' (2743 mm) or 10' (3048 mm) standard Edges: Square continued— Y Georgia-Pacific V e nJG .5 Technical Service Hotline 1.800.225.6119 or Sheathing I www.gpgypsum.com al Properties Width, nominal 4' (1219 mm) ± 1/8" (3 min) 4' (1219 mm) ± 1/8" (3 min) Length, standard 8' (2440 mm), 9' (2743 mm), 8' (2440 mm), 9' (2743 mm), 10' (3048 mm), ± 1/4" (6 mm) 10' (3048 mml, ± 1/4" (6 mm) Weight, nominal, lbs./sq. ft. IKg/m21 1.9 (9) 2.5 (12) Bending radius' 6' (1829 mm) 8' (2438 mm) Racking strength', lbs./ft. (dry) Writ), Ultimate -not design value >540 (7878) >654 (9544) Flexural strength74, parallel, l6f. (Nj, 4' weak direction 280(356) ;:100 (445) Compressive strength min. 500 psi (3445 kPa) min. 500 psi (3445 kPa) Humidified deflection'.' <2/8" (6 mm) <1/8" (3 mm) Permeance2,Perms (ng/Pa•s•m2) >23(1300) >17(970) _ R Value', ft2-* F•hr/BTU W-K/W) .56 (0.099) 67 (0.118) h1„ .mh„o+ih1. Noncombustible Linear expansion with moisture change, in/in %RH (mm/mm %RH)' 6.25 x 10' b.n X I u Surface burning characteristics per ASTM E84 or 0/0 0/0 CAN/ULC S102: flame spread/smoke developed Coefficient of thermal expansion, 8.5 x 10' 8.5 x 101 in/in/°F(mm/mm/Irl 05.3 x 101' H5.3 x 101)1 Tested in accordance with ASTM C473 5 Double fasteners on ends as needed 3 Tested in accordance with ASTM E96 (dry cup method) 3 Tested in accordance with ASTM C518 (heat flow meter) Tested in accordance with ASTM E72 7 As defined and tested in accordance with ASTM E138 or CANNLC S114 4 Specified values perASTM C1177 a As stated by Gypsum Association GA-235 3 Tested in accordance with ASTM E228Z Georgia-Pacific Gypsum U.S.A. Georgia-Pacific Gypsum LLC Georgia-Pacific Gypsum II LLC Canada Georgia-Pacific Canada LP SALES INFORMATION AND ORDER PLACEMENT U.S.A West 1-800-824-7503 Midwest 1-800-876-4746 South Central: 1-800-231-6060 Southeast 1-800-327-2344 Northeast 1-800-947-4497 CANADA Canada Toll Free:1-800-387-6823 Quebec Toll Free:1-800-361-0486 TECHNICAL INFORMATION U.S.A. and Canada:1-800-225-6119, www.gpgypsum.com 02014 Georgia-Pacific Gypsum LLC. All rights reserved 1/14. GFTM Lie Rem r632250. TRADEMARKS Unless otherwise noted, all trademarks are owned by or licensed to Georgia-Pacific Gypsum LLC. WARRANTIES, REMEDIES AND TERMS OF SALE For current warranty information for this product, please go to wvvw,gpgypsum.com and select the product for warranty information. All salesofthisproductbyGeorgia-Pacific are subject to our Terms of Sale available at www.gpgypsum.cOm. UPDATES AND CURRENT INFORMATION The information in this document may change without notice. Visit ourwebsite at www.gpgypsum.com for updates and current information. CAUTION For product fire, safety and use information, go to wvvw.buildgp.comJsafetyinfo or call 1-800-225-6119. FIRE SAFETY CAUTION Passing a fire test in a controlled laboratory setting and/or certifying or labeling a product as having a one -hour, two-hour, or any other fire resistance or protection ratingand, therefore, as acceptable for use in certain fire rated assemblies/systems, does not mean that either a particular assembly/system incorporating the product, or any given piece of the product itself, will necessarily provide one -hour fire resistance, two-hour fire resistance, or any otherspecifiedfireresistanceorprotectioninanactualfire. In the event of an actual fire, you should immediately take any and all actions necessary for your safety and the safety of others without regard for any fire rating of any product or assembly/system. Page 1 of 1 Florida Building Code Online 2 ' A OPla4>'f:aA BrYrtess ; prafess orial Regs u tron r . Y x ^ ,i •e w Florida r ti rctt=+A' Krti4¢.ty+ Product Approval USER: Public user Produa Aooroval Menu > Product or Aooi' ation Search > Application List Search Criteria Code Version 2014 Application Type ALL Category ALL Application Status ALL Quality Assurance Entity ALL Product Model, Number or Name ALL Approved for use in HVHZ ALL Impact Resistant ALL Other ALL FL# I Typ-- I Manufacturer Refine Search 14634 FL# ALL Product Manufacturer ALL Subcategory ALL Compliance Method Assurance Entity Contract Expired ALL Quality ALL Product Description ALL Approved for use outside HVHZ ALL Design Pressure FL14634-R2I Revision I Ply Gem Windows Category: Exterior Doors Hi to Subcategory: Sliding Exterior Door Assemblies Validated By Status Locke Bowden I Approved 334)'300-1800 necessary. a 0-1824 ontact Us :: 601 Blair n Road Tallaha«ee FL ZM Phon ri.- 487nr v IbiliN Sta nt a rand Statement The State of Florida is an AA/EEO employer. Coovriaht 13 M MAfforida. ;: Priv m ntto ddress eased In e to a c-records request, do not Under Florida law, email addresses are public aoFfi if by you do Phone no by traditional mail. Iftyoure-mall a, you havie any questions, please pcontact 50.487.1 45, *Pursuant to electronic mail to this entity. effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if Section 455.275 Th Florida Statutes, they have one. The ernails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish osupplyapersonaladdress, please provide the Department with an email addresss Wph ch can be made lease cldoh available to the public To determine if you are a licensee under Chapter Product Approval Accepts:© I 901 rcuritcelt rl rt, Page I of 2 Florida Building Code Online T-T Hot Topics Submit Surcharge I Stats & Facts Publications BCJS dameLog In •1 User Registration Honda Product ApprovaldbwrusER: Public User AQQL'ODQa1l.8 , Application Detail jn > Product or 62RLIO-tOD-5-0—LO FL # FL14634-R2 Application Type Revision Code Version 2014 Application Status Approved Comments 0 Archived Ply Gem Windows Product Manufacturer 433 N. Main St. Address/Phone/Email Rocky mount, VA 24151 614) 532-3596 luanne.harris@piygern.COM Authorized Signature Adam Blomberg ablomberg@plygemwindows.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Exterior Doors Category Sliding Exterior Door Assemblies Subcategory Evaluation Report from a Florida Registered Architect or a Licensed Compliance Method Florida Professional Engineer R Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Hermes F. Norero, P.E. the Evaluation Report PE-73778 Florida License National Accreditation & Management Institute Quality Assurance Entity Quality Assurance Contract Expiration Date 12/31/2018 Locke Bowden Validated By gj Validation Checklist - Hardoopy Received 15-02-1-9 Pff Certificate of independence yeor Referenced Standard and Year (of Standard) 5tandarWd 1997 AAMA/ NWDA 101/1.S.2 2002 ASTM E 330 Equivalence of Product Standards Certified By Sections from the Code Product Approval Method Method 1 option D Florida Building Code Online Page 2 of 2 Date Submitted 04/22/2015 Date Validated 04/30/2015 Date Pending FBC Approval p /12/2015 Date Approved 056/ 12/ 23/2015 Date Revised 201 of Products Model, Number or Name 14634.1 Builder Series 4780 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25/-50 other: Without sill riser 14634.2 ! Builder Series 4780 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +50/-50 Other: With sill riser 14634.3 I Builder Series 4780 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +30/-30 other: Non -reinforced. See installation detail for available sizes and configurations. Builder Series 478014634.4 I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +35/-35 other: Reinforced. See installation detail for available sizes and configurations. Description Sliding Glass Door (XX) Installation Instructions r-i 4 R2 II PCW063 S 7 -OS-02,odf Verified By: Hermes F. Norero, P.E. Florida P.E. #73778 Created by Independent Third Party: Yes Evaluation Reports Ft 4634 R2 AE PER3Q54 SS 20IS-01-02.od_f Created by Independent Third Party: Yes Sliding Glass Door (XX) Installation Instructions FI 464 R2 II PGW063 SS 2011 0 .odf Verified By: Hermes F. Norero, P.E, Florida P.E. #73778 Created by Independent Third Party: Yes Evaluation Reports FL 46 4 R2 AE PER3054 cc 7ni -01-02 Ddf Created by Independent Third Party: Yes Sliding Glass Door Installation Instructions m S-n1- 2 odfFI14r4R2IIPGW064SS Verified By: Hermes F. Norero, P.E. Florida P.E. #73778 Created by Independent Third Party: Yes Evaluation Reports g6 AE PER305S 5 , k01-02.adf Created by Independent Third Party: Yes Sliding Glass Door Installation Instructions 7015 O1 02.odfFL144R2IIPGWQ65 Verified By: Hermes F. Norero, P.E. Florida P.E. #73778 Created by Independent Third Party: Yes Evaluation Reports F 14¢4 R2 AE PER3Q56 S?015-01-Q2 odf Created by IndependentThird Party: Yes Back Nez tact t)s ;; 7 01 Blair Stine Raa_d Taliaha a FL 32399 Phon850-a87-1824 The State of Florida is an AA7EE0 employer. o r'oht 2007 2013 State of Florida.:: Priv-cv Statement :: AS_cSS-bliiN tdLemgnS " IiCfSJ.04 SCBS'^"*Sp l y y y lease contact 850.487.1395. `Pursuant to UnderFloridalaw, email addresses are public records. If you do not want your e-mail address releasd in response to a public -records request do not send electronicmailtothisentity. Instead, contact the office by phone orb traditional mail. If you have an questions, p email they have ne.IThe emalls provid d maybe used fa ofcialber 1, icommuniraties iicensed onnwiththelicensee. Her roweveremailddressesarepublirecord.'Iff you do not address shtof supply a personal address, please provide the Department with an email address which can dick made here , available to the public To determine if you are a licensee under Chapter Product Approval Accepts:: IM Credita Safe rcurit alLxxu INSTALLATION NOTE51 1. TWO (2) INSTALLATION ANCHORS ARE REQUIRED AT EACH ANCHOR LOCATION SHOWN, 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 TOLERANCE OF t1/2 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 BERS1/4 INCH. SHIM WHERE SPACE OF 1/16 INCH OR GREATER OCCU. SHIM( S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER. S. FOR INSTALLATION INTO WOOD FRAMING, USE N11 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 11/2 INCH MINIMUM EMBEDMENT. 6, FOR INSTALLATION THROUGH 1X BUCK TO CONCRETE/MASONRY, OR DIRECTLY INTO CONCRETE/MASONRY, USE 1/41NCH ELCO TAPCONS OF SUFFICIENT LENGTH TO ACHIEVE 21/2 INCH MINIMUM EMBEDMENT. 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 MADE OF CORROSION RESISTANT MATERIAL OR HAVE A CORROSION RESISTANT COATING. 9. FOR GROUT FILLED BLOCK, DO NOT INSTALL INSTALLATION ANCHORS INTO MORTAR JOINTS. EDGE DISTANCE 15 MEASURED FROM FREE EDGE OF BLOCK OR EDGE OF MORTAR JOINT INTO FACE SHELL OF BLOCK. 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 0.55. B. CONCRETE -MINIMUM COMPRESSIVE STRENGTH OF 3000 PSI. C. MASONRY- STRENGTH CONFORMANCE TO ASTM C-90. MINIMUM COMPRESSIVE STRENGTH OF 1500 PSI. PLY GEM WINDOWS BUILDER SERIES 4780 ALUMINUM SLIDING GLASS DOOR (2-PANEL) GENERAL NOTES: 1. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WITH THE CURRENT FLORIDA BUILDING CODE, EXCLUDING HVHZ. AAMA/ NWWOA 101/I.S.2 -97 2. ADEQUACY OF THE EXISTING STRUCTURAL CONCRETE/ MASONRY, 2X AND STEEL 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 (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. 5, APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED TO PROTECT THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE, 6. DOOR FRAME MATERIAL ALUMINUM 6063-T6 7. GLASS MEETS THE REQUIREMENTS OF ASTM E1300 GLASS CHARTS. SEE SHEET 4 FOR GLAZING DETAILS. B. DESIGNATIONS "X" AND "O"STAND FOR THE FOLLOWING: X: OPERABLE PANEL 0: FIXED PANEL KREVtSION bESCRIPTION TS ESCRIPTION 6 GENERAL NOTES ANCHOR LAYOUTL SECTIONSIONS h GLAZING DETAIL A24 PLY uGG 433 N. MAIN ST. PO BOX 519, ROCKY MOUNT, VA 1415t PH: 540-484.6348 FX: 540-464.6693 03 M VI m W G Z lU OL C K y CD m o Digitally signed by Hermes F Norero, P.E. Reason: I am approving this document Date: 2015.01.02 13:02:52-05'00' n9— am PRF6SURF RATING SIZE SILL, OPTION DESIGN PRESSURE MISSILE IMPACT RATING 96" X 96" W/O SILL 25/-50 P5F NOT RATEb RISER 96" X 96" W/ SILL 50/-50 PSF NOT RATED RISER 11 " t • A 0, C(` F- • r aP? vJ S uj UU1 DWG #: PGW063 SHEET: q OF 4 r ELEVATION 20.75" MAX. O.C. TYP 00" MAX. FROM CORNERS TYP. X" X s 20.75" MAX. O.C. TYP. ANCHOR LAYOUT 6,00" MAX. FROM CORNERS TYP. INSTALLATION ANCHOR PLX1 433 14. MAIN ST„ PO BOX 559, AOCXY MOUNT, VA 24151 PFt: 540-484.6149 FX: 540.464-6683 r d Ol tt1 Z O CA m m H m YaW d d d< u ¢ m =d a uj a. h Ka J} Z O o H Lu Y d 0. V T CdZ F uS 2 u Z DWG #: PGW063 SHEET: 2 OF 4 1/4" ELCO TAPCON - INSTALLATION ANCHOR CAULK BETWEEN - CONCRETE/MASONRY& tX WOOD BUCK BY OTHERS EXTERIOR FINI5H - BY OTHERS PERIMETER CAULK BY OTHERS I Ix WOOD BUCK O.A. DOOR BY OTHERS HEIGHT SEE GLAZING 1 DETAIL 1 2 1/2" MIN. EDGE 015TANCE CONCRETE/MASONRY BY OTHERS 2 1/2, MIN. EMBEDMENT 1/4" MAX. SHIM SPACE 1501 EXTERIOR VERTICAL SECTION 3 HEAL) -CONCRETE(MASONRY INTERIOR 12 WOOD SCREW INSTALLATION ANCHOR Bd ROOFING NAIL INSTALLATION ANCHOR OPTIONAL) CAULK BETWEEN FIN & ZX WOOD STUD BY OTHERS CAULK BEHIND FLASHING & OVER NAILS BY OTHERS EXTERIOR FINISH BY OTHERS PERIMETER CAULK BY OTHERS O.A. DOOR HEIGHT EXTERIOR i INTERIOR EXTERIOR O.A. DOOR SEE GLAZINGHEIGHT DETAIL 1 PERIMETER CAULK BY OTHERS PERIMETER CAULK BY OTHERS 2 1/2" MIN. CONCRETE/MASONRY EMBEDMENT BY OTHERS 3_ 3•' `. , ,. 4.. 1/4" ELCO TAPCON 1 :'• • ' ; INSTALLATION ANCHOR 2 1I2" MIN. EDGE DISTANCE A VERTICAL SECTION_ 3 SILL-CONCRETE(MASONRY SEE GLAZING DETAIL i 3/4" MIN. EDGE DISTANCE 2X WOOD FRAME BY OTHERS 11/2" MIN. EMBEDMENT 1/4" MAX. SHIM SPACE C VERTICAL SECTION HEAD. 2X WOOD FRAME INTERIOR PI+:y GEMDOWS 433 N.M NST., PO BOX 554, ROCKY MOUNT, YA Z4151 PH: 540-464-6346 FX: 540-464.6663 w o M m 0 M v O n. w a<_ US m HOtaoz Llja Ha< w C, m K "' Y a Z O Za LU 1Y - a c•0 ` a331, k PR a z h y= ¢ N Z DWG #: PGW063 SHEET: 3 OF 4 I I/2" MIN. f/4" MAX. EMBEDMENT SHIM SPACE 912 WOOD SCREW IN5TALLATION ANCHOR 3/4" MIN. EDGE DISTANCE i 2X WOOD FRAME BY OTHERS' Bd ROOFING NAIL INSTALLATION ANCHOR" OPTIONAL) CAULK BETWEEN FIN & 2X WOOD STUD BY OTHERS EXTERIOR FINISH BY OTHERS CAULK BEHIND FLASHING & OVER NAILS BY OTHERS PERIMETER CAULK BY OTHERS SEE GLAZING DETAIL E HORIZONTAL SECTION JAMB -ZA WOOD FRAME HORIZONTAL SECTION 4 INTERLOCK 1/4" MAX. B [- LY G E V 1 SHIM SPACE Y`1t4WCi1JY S 2 1/2" MIN 433 N. MAIN ST.. PO BOX 554• ROCKY MOVNT, VA 240L EMBEDMENT 2 1/2" MIN, EDGE PK 510.484.6546 fX: 540-464-6663 DISTANCE W Z #. o t µm d' V 0. m LL S: Ln CK GCONCRETE/MASONRY Lu^ F w a wBYOTHERS 1/4" ELCO TAPCON w m m m a INSTALLATION ANCHOR wa o < Z CAULK BETWEEN IX WOOD SUCK & m ( a CONCRETE/MASONRY BY OTHERS f ' . '' EXTERIOR FINISH BY OTHERS PERIM ETER CAULK BY OTHERSSEEGLAZINGDETAIL1 7O.A. tpNbookamWIDTH HORIZONTAL SECTIONECTION U( JAMB - MASONRY/CONCRETE UJ j a 5/8" O.A. INSULATED GLASS Z EXTERIOR q, P INTERIOR 10 75" CLASS N3 BITE . `•. € k"o Lmm ZN uuz GLAZING DETAIL 1 GLO ASSTHICKNESS AND TYPE o o 6 SHALL COMPLY WITH AST- E 130D DWG #: REQUIREMENT GLA55 CHARTS. P G ` ,J ` O 6 3 SHEET: 4 OF 4 Florida Building Code Online Florida V1 nlrlriKkftr:C Page 1 of 1 t' Aiifl ".asrnitTsarss e,@4tucstb '.,f.T,D.$4 Product %rava( ii USER: Public Useer prodq,Q ADnrQVdl Menu > Pro uct or Aooli atinn 5„a, > Applicatlon List Search Criteria Code Version 2014 Application Type ALL Category ALL Application Status ALL Quality Assurance Entity ALL Product Model, Number or Name ALL Approved for use in HVFIZ ALL Impact Resistant ALL Other ALL Search Results - ap ucauuu> T Ma uFa u r R Mine Search 9174 FL# ALL Product Manufacturer ALL Subcategory ALL. Compliance Method Quality Assurance Entity Contract Expired ALL Product Description ALL Approved for use outside HVHZ ALL Design Pressure ALL Validated By to u FL# ._1LP_ -- FL 174- 11 Revision Wayne Dalton, a division of Overhead Door Corporation Kurt Dietrich PE Approved His or Category: Exterior Doors 704) 564-6867 Subcategory: Sectional Exterior Door Assemblies necessary. 3f 6I al4.ir tone Ro-d Tgilaha s g i..2344 Phone BSO-487-1&24 The State of Florida is an WEED employer, oa •rl ht 007-2013 state o i ri .:: py'Lvsl,4'x..gfSi ibility Statement :: R nd tatgmnt Under Florida law, email addresses are public regards. [f you do not want your e-mail address released in response to a public -records request, do not sendPursuantto electronic mail to L;is entity. in statutes, effective he office y ph retirees Ioneorby ice nsed under Chaptetionalmail. if you r 4SSave a F.S. ny musCt provide the Departleasecontactmentntwithanemailaddressif Sectionhave one. Ththeyhaveone. The Floridamails provided may be used for official communication with the licensee. However email addresses are public record, If you do not wish to supply a personal address, please provide the Department with an email4SS, addresS. s can dick h_ be made available to the public To determine if you are a licensee under Chapter Product Approval Accepts: 0 N Creditr Safe ccurli\' Ai kl'IiIL'> Page I of 6 Florida Building Code Online a BCIS Site Mal) Links Search Facts i Publications F5C Staff BCIS Home Log In 1 User Registration 11 Hot 1OPics i Submit Surcharge Stats& Ho Product Approval r USER: Public User Aitl atian Ust > Application Detail FL9174-RII FL # Revision Application Type 2014 Code Version Approved Application status set to re -apply per applicants request 4/28/15-rb Comments Archived Product manufacturer Wayne -Dalton, a division of overhead Door Corporation 3395 Addison Drive Address/Phone/Email Pensacola, FL 32514 850) 475-6197 Mark.Garon@overheaddoor.com Greg Taylor Authorized Signature gtayior@Wayne-Dalton.com Greg Taylor Technical Representative 3395 Addison Drive Address/Phone/Email Pensacola, Ft- 32514 850) 474-9890 gtaylor@wayne-daltorhcom Quality Assurance Representative Address/Phone/Email Exterior Doors Category Sectional Exterior Door Assemblies Subcategory Evaluation Report from a Florida Registered Architect or a Licensed compliance Method Florida Professional Engineer 10 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John E. Scates the Evaluation Report PE-51737 Florida License Intertek Testing Services NA, Inc. Quality Assurance Entity 06/27/2038 Quality Assurance Contract Expiration Date Kurt Dietrich PE Validated By 9 Validation Checklist - Hardcopy Received Certificate of Independence FI-9174 R11 CQI Qgt ' of 109 5gAt2A-2011-5Rd-f Year Referenced Standard and Year (of standard) 5twKWd 2002 DASMA-108 2005 DASMA-115 Equivalence of Product standards Certified BY Sections from the Code Page 2 of 6 Florida Building Code Online Method I option D Product Approval Method 04/06/2015 Date Submitted 04/28/2015 Date Validated oS/04/2015 Date Pending FBC Approval 06/23/2015 Date Approved o8/11/2017 Date Revised NumberFL # Modelr Number or Name 100 # _85120 / 6100 / 9100 #012 2228512_0 9174.1 C'100 / 9 Limits Of Use HVHZ*. NoApprovedforusein Approved for use outside HVHZ* Yes Impact Resistant; Yes Design Pressure* +26,90/-30-80 Other: 5120 / 6100 / 9100 #02299174.2 1 Limits of Use Approved for use in HVHZ* No Approved for use outside HVHZ" Yes Impact Resistant, No Design Pressure: +15.30/-17.00 other: Doors with glazing shall not be used in the wind-borne debris region unless protected or unlessstructureisdesignedaspartiallyenclosedordooris a replacement door. 9174.3 5120 / 6100 / 9100 #0230 Limits of Use Approved for use in HVHZ-. No Approved for use outside HVHZ: Yes Impact Resistant* Yes Design Pressure: +25.90/-28.80 other, 9174.4 5120 / 6100 / 9100 #0231 Description 91 Max width. W-9-1 Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions zi-Ai Tr ' c I mant Chat FL9 4 R I WD am I men P16 Lf Verified BY: John E. Scates P.E. FLORIDA PE 51737 Created by ndependentThird Party: Yes I..ti.. Eva Reports FU174_U1•_ ALA51M-&La-P-d-f EUjjA_Ejj Ak Eval rl s Ddf df F12L7_4 _AEFL09 IZA ffirm i f rjE_ 014 - LAft, m u, Created by Independent Third Party: Yes 16' Max width. 8,-9,, Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions df F 74 R h FL9174 RiiTrackFL174 Rli ti WD amb uDDl rn n Verified By: Jahn E. Scates P.E. FLORIDA PE 51737 Created by Independent Third party: Yes Evaluation Reports FOA14 FL917_ 4R11_ L!1-tyAl R01 21Q0__r1 2114 RL AF Fl 0174 4 fir Created by Independent Third Party: Yes 16' Max width. 8,-g" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FL9 Ddf FL91Z_ 4__ U1JJ-DALK?, ,_njLLULP_1U1 Fl 9174 R11 11 WD1LMD5M2P-'&-M9-BtP15 5,12of Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL9174 R11 AE A T653 Ddf F1217 _4 Rll AL_ky9-aVK-nQ0--r' Fl 9174 R.. 4 r9 Affrmahon for FQ- Sth 205 Of Created by Independent third Party: Yes 16' Max width. W-W Max height, Max section height 21". Solid only no glazing available. Limits of Use Approved for use in HVH7., No Approved for use outside HVHZ: Yes Impact Resistant*. Yes Design Pressure. + 30.00/-33.50 Other: Doors with glazing shall not be used in the wind-borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 5120 / 6100 / 9100 #0234 91745 Limitsof Use Approved for use in HVHZ. No Approved for use outside HVHZ: Yes Impact Resistant". Yes Design Pressure. + 43.20/-49.60 other; Installation Instructions Fl 9174 B W LP_ e nPFL91 Verified By. John E. Scates P.E. FLORIDA PE 51737 Created by independent Third party: Yes Evaluation Reports FUIMJUL A a_ kaT_ftAA0-Q-0-f _s.Ddf F' — 1. - li Aln, i n- f r FDC 5th__2214_§LP-ff Created by IndependentThird hird Party: a Yesheight 21' Glazing 9, Max width. 81-9- Max height. Max section height 21". Glazing f , intermediate available intoporintermediatesection. Installation instructions E0_170 rr r» a 31aLEa-pd-f f n FL21Z4 Tr C' m,_. tn hP FLORIDA PE 51737 Created Verified by Independent Third Party: Yes Florida Building Code Online Page 3 of 6 9174.6 ( 5120 / 6100 / 9100 #0235 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: 9174.7 15120 / 9100 #0232 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +12.40/-13.80 Other: Doors with glazing shall not be used in the wind-borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174,8 15120 / 9100 #0233 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind-borne debris region unless protected or unless structure is designed as partially enclosed or door is replacement door. 9174.9 5120 / 9100 #0236 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +30.00/-33.50 Other: 9174.10 15120 / 9100 #0237 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39.20/-43.70 Other: Evaluation Reports 9174 R11 AF ASTM AUj3 ndf FI,9I74 R1L Al F_\ RepL2100 rl_,pdf Fl 4 R11 tC_F021Z4 r9 Affirm ion f r rBCSth 2014s,pS1P Created by Independent Third Party: Yes 16' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions y9174 R11 II 0295I190233 PVC FL9174 R11 II 319040 PI Pos,pdf_ EL2174 RI1_II Trek ooiernent Chart PID-1129f F 17 R1 II \^t[jamb!I ndf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports EOJ74 R11 A ASTM A 65pdf FI9174 Rll A &.alR P_0 rl s odf F Q174 Rli __E 174_r9 Affirmation for FBC St11 2014spdf Created by Independent Third Party: Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions Z4 R11 II ?189 PS odf F 174 R11 II Trac_k u llgm!)a _PLO f 4 R11 II WDJambzu gme0t?16 s odf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports F 174 R11 AF_A M A 653 Ddf 74 R11 A EvaI R Dt 100 ri s.Ddf EI9174 R11 AE FL09174 r9 Affirms3S14n for FBC Sth 2014s Ddf Created by Independent Third Party: Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions 9 R11 II 3 319000 P5 Ddf E1,917T4 R11 II TrszSk Dulgm rtt Chi P10 Ddf f- 4 Rif II WDJamI m n 6__Lm Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports E0174 R TM E 74 R11 AE EXa_l R 0 1 s.Ddf FL9174 Rii AE Ft23174 r9 Affirmation for FBC Sth 29 4s•I f Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions F, U74 Rl1 II 02j6_90 _3124P6 p f F 7 oIr rr 410ndn Pi PnSt_Ddf roa -r rr T C nnlamanf Chart P10 Ddf Fl 174 11 II WDJamtuR..n P16 s Ddf Verified By: John E. Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports F 1 74 R11 A_LASTM A 653 Ddf FL91 o Inc Fv 1 aanr 9100 ri s Ddf 17Lq q,• Rl ._AE FL09174 r9 Affrmation for FBC Sth 2014s.prif Created by Independent Third Party: Yes 18' Max width. 8' Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions F' 9174 Rl1 II 0237 319025 p6 odf FL9174. RS1 Ir i9440 Pl Post. Ddf EL9174 Rll II Track SuDDiem,.h P10 odf F 1174 P III WDJambSuoDiemTntP16 s Ddf Verified By: John E. Scates P.E. FLOP-IDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports FL-2174 Rll AE ASTM A 0J._1? _f F1,9174 R11 Al; val Rem 9100 r1 S-2df FL2174 R11 AE FL09174 r9 AffirmatI fnr FFSf h 2014s.Ddf Created by Independent Third Party: Yes 9174 A 1 Florida Building Code Online Page 4 of 6 5120/5140/6100/9100/9400/9600 ova fablewidth. top ' Max height, ed ate sectionMax ion height 24". Glazing 0600 _ —__-- .___ _ Installation Instructions Limits of Use _df F ai74R11_42-33.gQ-- R4 Approved for use in HVHZ: Na ( Rll II Track a l r-ngnt C)ar1P10 pdf Approved for use outside HVHZ: Yes Fig 73 4 Rlt,_jI_ WD y hacznppiem ntP16 Impact Resistant: No Verified By: John E. Scates P.E. FLORIDA PE 51737 Design Pressure: + 26.90/-30.80 Other: Doors with glazing shall not be used in the Created by Independent Third Party: Yes wind-borne debris region unless protected or unless Evaluation Reports TM ES? f structure is designed as partially enclosed or door is a F 9R174 R111AE EvalRentOris.p replacement door. 7q A F 0 i74 r Affirmahon fir FB Q Created by Independent Third Party: Yes 5120/5140/6100/ 9100/9400/9600 9' Max width. 10' Max height. Max section height 24" Glazing 9174.12 availableintoporintermediatesection. 0601 Installation Instructions Limits of Use Approved for use in HVHZ: No 74 F 1174 RiiIIOTrara ck i19027 p4enn t P10.r df F19Rii II SuaQApproved for use outside HVHZ: Yes 174 II s pdf Impact Resistant; Yes s P.EementI>.6 Verified By: John E. Scates P.E. FLORIDA Pt 51737 V By: E. Scat Design Pressure; +41.00/-46.30 Created by Independent Third Party: Yes Other; Evaluation Reports i-i a174 Rl1 AL ASTM A 6U. pdf F9174 Rii TF Fval R_of a100 rl s df FI 9174 R11 °F FI n f_m t: on for Ffi iCh014s odf Created by Independent Third Party: Yes 5120/5140/6100/ 9100/9400/9600 16' Max width. 10' Max height. Max section height 24 . Glazing 9i74.13 0602 available in top or intermediate sectionInstallationInstructions Limits of Use Approved for use in HVHZ: No 060 I 174 Rii II .1an28 PSdf o F , ^„ rTTrackSuooiementChartPl_0 odf Approvedfor use outside HVHZ: Yes FL9174 Rim D am men Impact Resistant: No Verified By: John E. Scates P. E. FLORIDA PE 51737 Design Pressure: 17.00 shall not be used in the Created by Independent Third Party: Yes Other: Doors with glazinglazing wind-borne debris region unless protected or unless Evaluation Reports FL9174 AE ASTM A 653 odf structure is designed as partially enclosed or door is a R11 AF Eval Reot 9i00 ri s.oif replacement door. F 4 R Fi not a r9 Affirmation for FBC 5th 3014 pdf Rii Created by Independent Third Party: Yes 100/9400/9600 width.Max height.Max ion height 24". Glazing a6ai 9174.14 able o0 section. rHVHZ* Installation Instructions LimitsofUse Approved for usFIar4 Rli IL060 1a9 2.pdF F 174 Rii II T k e nnlamanr (hart P10 pdf Approved for use outside HVHZ: Yes EU 4 WQ df Impact Resistant: No Verified By: JohnE. Scates P. E. FLORIDA PE 51737 Design Pressure: +23.00/-25.00 not be usedintheCreatedbyIndependentThirdParty: Yes Other: Doors with glazing shall debris region unless protectedorunlessEvaluation4ReportsASTM_A_ S 3sp wind-borne structure is designed as partially enclosed or doorisa jj F 1 of vai Rent 9i02 ri s odf f replacement door. F 74 i aAffrm I n f r F h 2 Created by Independent Third Party: Yes 9174.15=4#102600/ 4 6100/9100/9400/9600 16' Max width. 8' Max height. Max section height 24" Glazing availablein top or in section. Installation Instructions Approved for use in HVHZ: No FS 1 Z4 Limits of Use r_R:1 II 060 P a l174RilII 1 040 Pi Post pdf Approvedfor use outside HVHZ: Yes F1 9174 R> > II TrackSupplementChartP10.pdf Impact Resistant: Yes FL9174 R11 II AW n j2plementPl6 s pdf Design Pressure: +39.20/-43.70 Verified By: John E Scares P. E. FLORIDA Pt 51737 Other: Created by Independent Third Party: Yes Evaluation Reports FL9174 Rr 1 AE ASTM A 65 pdf R2174 Rl1 AE oval Rent a100 rim pdf F A 74 1 Hrm I f r h 2 4 Created by Independent Third Party: Yes 79174.=16=#00605 140/6100/9100/ 9 000/9600 available ablwidth. atop o0 Max height. Max section. c ion height 24". GlazingLimitsof Use Installation Instructions FL area R1r II 0605 31a001 PQ Rdf Approved for use in HVHZ: No F a174 Rii II Track Sup^ lemanr Char PlO.Ddf Approved for use outside HVHZ: Yes -- r cP16 s odf Impact Resistant: NoFI9174EliIIwDJAM _ _- Design Pressure: +15.30/-17.00 Verified By: John E Scates P.E. FLORIDA PE 51737 Other: Doors with glazing shall not be used in the Created by Independent Third Party: Yes Florida Building Code Online Page 5 of 6 wind-borne debris region unless protected or unless Evaluation Reports 65 f structure is designed as partially enclosed or door is a 5L4 R 1 AE Fval Rea 4I QQ C? S Pp replacement door. FL174FL0917 R11AE4 r9 Alfrmation r F=[3 h _2Q14 _,9 f Created by Independent Third Party: Yes 9174. 17 5120/5140/6100/')100/9400/9600 18' Max width. 8' Max height. Max section height 24" Glazing 6 available in top or intermediate section. Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Resign Pressure: +30.00/-33.50 other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions FI 9174R t 1 II 0606 1037 P6 n 1 rrzrananPtPostDdfFFrV Fl 174 Rt 1 II Tragk uJ f le n art P 0 Ddf_ FL9174 RII II LNpJamb5uJolem n 1P 6 Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports 6a24 aLl nF AU A 653 Ddf FL9174 RI I AE ,ysil R 100 ri f Fl 174 Rt 1 AF FLQ9 74 rAmrmation fa FE3Ch ?_014s.udf Created by Independent Third Party: Yes _ 9174. 18 5120/5140/6100/9100/9400/960Q o 9 9 availab Eax height. Max section height 24" Solid only - 0609 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: +39,20/-43.70 Other: 9174. 19 5140/6100/9400/9600 #060 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant, No Design Pressure: +18.50/-20.70 Other: Doors with glazing shall not be used in the wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. 9174. 20 15140/9400/9600 #0607 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +25.90/-28.80 other: Doors with glazing shall not be used in th wind- borne debris region unless protected or unless structure is designed as partially enclosed or door is a replacement door. Installation Instructions F6174 Rll II Q6Q9 319Q 5-5XAf 6 o„ rr Rran4n P1 Post odf Ft' apt t IITrack l lnent Chart PiQ.odf FL4 Rli Im n P16 S Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports ELgjRj nnFl= An CT^IM RAan_t5g10d 1Q10 mr 5 Dd F th4SfFa4 f I Independenttedby Third Party: Yes 18' Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions FI at74 Rll 11 0608 0n4 P4.Ddf Fl zd7 , rr r rk S nnlemenk Chart P10•Ddf FIg174 RiI II VIQJamb opI n. tP16 Verified By: John E Scates P. E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports F6124 Ril AE ASTM A 6 3 Ddf F 17 P 4 Ril AE Eva1 Rrls odf 7F74 Affirma I n f r FB h 0 4s. f Created by Independent Third Party: Yes 16, Max width. 8'-9" Max height. Max section height 21". Glazing available in top or intermediate section. Installation Instructions Fa174 R11 II 06Q7 i1903 P Ddf FI 174 R11 IT T c1 DDiement harQ odf 7a R_ rr UlMamhSu DDlementP S.Ddf Verified By: John E Scates P.E. FLORIDA PE 51737 Created by Independent Third Party: Yes Evaluation Reports 9174 Rll A ASTM A 6adf M 74 Rll AE v I Rant aiQO rl S.Ddf 4 R11 A FL04t74 r9 Affirmation for FSC 5 2Q1411 p f Created by Independent Third Party: Yes Back Next i,Irtone RoadSee phon • 8 0-487- 1824 ibiliN to m nt Refi nd Statament The State of Florida is an AA( EEO employer. ( DM;[ht ZQQ7- Q tati o Florida.::Under Flo o not Florida law, email addresses are public records. If you do not want your e-mail address released in response to Prnotact 850.4877..1395.` Pursuant[ o electronic all to this entity. Instead, contact the office by phone or by traditional mat(. If you have an questions, please section 455.275(1), Florida Statutes, effectiveOctober1, 2012, licensees licensed under Chapter A55, F.S. must provide the Department with an email address if they have one. The emallsaParo provide y be used f Department with an email addrestion e with thch Icannbe made available email tothe public. To detlermie if yofYou u do not wish to licensee under supply a personal address, pI Chapter 455, F. S., please click lift[..• ppl opIlrro,oducttu+'AApproval Accepts: Ian in c REVISIONS S:_ TORT GLAZED PANEL OPTION — .090" MINIMUM GLAZING IN MOLDED FRAMES SCREWED TOGETHER 13 GA HORIZ ANGLE A MINIMUM OF (6) }1Bx1' SCREWS 94STAU-ED IN OR INTERMEDIATE SECTION (WTH OR WITHOUT ORATTVE INSERTS) MEETS UNIFORM STATIC DESIGN 13 CA FLAG ANGLE SSURES SHOWN ON THIS DRAWING. GLAZING LL HAVE A MAXIMUM HEIGHT OF 13.75' AND A aMUM LENGTH OF 16.75". GLAZING IS NOT IMPACT 16 GA MIN HORIZ ISTANT AND DOES NOT MEET THE REQUIREMENTS TRACK WIND—BORNE DEBRIS REGIONS. 5/16x1-5/8" ONG GLAZED PANEL OPTION — NOT AVAILABLE LAG SCREWS MIN 3 AS H THIS OPTION CODE SHOWN) VINYL OR WOOD DOOR STOP NAILED A MAXIMUM 18 GA MIN VERT 6' O.C. MUST OVERLAP TOP AND BOTH ENOS OF TRACK NELS MINIMUM 7/16" TO MEET NEGATIVE ESSUR£S. 5/16x1-5/8" LA LOCK, SLIDE LOCKS, OR OPERATOR REQUIRED. SCREW AT EACH KEY JAMB BRACKET SECTION SHALL BE CONSTRUCTED WITH FOAMED IN ACE POLYURETHANE FOAM INSULATION CHEMICALLY TR1/4-20x9/16' A. INDED TO 30 GA MINIMUM FACER STEEL AND A BOLT AND 1/4-20 HEX LYLAMINATE OR 32 GA STEEL BACKER. END CAP NUT AT EACH J8 JAMB HAVE A MINIMUM L4" DEPTH. BRACKET LOCATION THE DESIGN OF THE SUPPORTING STRUCTURAL EMENTS SHALL BE THE RESPONSIBILITY OF THE ROF£SSIONAL OF RECORD FOR THE BUILDING OR RRUCTURE AND IN ACCORDANCE WITH CURRENT JILDING CODES FOR THE LOADS LISTED ON THIS TAWING. POOR JAMB TO BE MINIMUM 2x6 STRUCTURAL RACE LUMBER, REFER TO JAMB CONNEC13ON UPPLEMENT FOR ATTACHMENT TO SUPPORTING 15 GA STIFFENED-' JAMB BRACKETS TRUCTURE SEE SCiELDULE FOR LOUVER OPTION — .040" MINIMUM LOUVERS W QUANITY, LOCATION, AND TYPE IOLDED FRAMES SCREWED TOGETHER WITH A MINIMUM IF (6) y8x1" SCREWS INSTALLED IN THE BOTTOM OCNOT MET THE REQUARE IIREMENTS FOR WAND—BORNEOTIMPACTRESISTANTDKEYLOCKORSLIDEIOCK— BOTH ENDS (NOT REQUIREDEBRISREGIONS. LOUVERED SECTION REQUIRES PERATOR STILE TO BE FACTORY INSTALLED AT THE WITH SEE NOTE INTERLINE OF THE DOOR. SLIDE FORCLARITY NQIE:. (4) SECTION SOLID DOOR SHOWN. SEE SHEET 2 FOR U—BAR LOCATIONS ON DOORS WITH OTHER SECTION QUANTITIES AND SEE NOTE I ON THIS SHEET FOR GLAZING OPTIONS. SUPERIMPOSED DESIGN PRESSURE DOOR1MAXDOOR1HEIGHT 1 UNIFORM LOAD EACH JAMB (PLF) 1 JOIN E. SCATES, PE 3121 FNRGATE OR, CARROLLTON. Tx 75007 FL PE 51737 TX PE 56398/F2203 pROFFMVERFI:ARON OFAL YRNOLOAD CONS RNEER'S SEAL UCRON DETARS. rf 2 FOR U—BAR INSTALLATION D EET DOOR SUPPORTING 11I.ES RUCTURE AND ARIFIED NUMBER OF STENERS AND CENTER REQUIRED FOR RRAOWER OOR WIDTHS. RH 5/10/flD6 STATE .THAT LOUVERS IFIED NOTE 6 TO RT 6/6/07 j 3 I""', JAMB tt RACKET SCHEDULE FOR AT OPl7ON. ADDED LHR TRACK DETAIL SHEET 2, GRT 4/17/OS 4 ADDED TEXAS UCENSE. UMBER TO TITLE BLOCK. CHANGED LOUVER NOTE, NCREASED MAX HE!GHT TO 8'-9". ADDED HIGH UF7 AND ROOF P!TCH TRACK NOTE, GRT 4/29/ 099PDATE. 'T. UBLOCK T 5/4/10 NOTE: ( 5) CENTER HINGES PER JOINT REQUIRED ON DOOR YWOTHS GREATER THAN 12'- 0'. (3) CENTER HINGES PER JOINT REWIRED ON DOOR WIDTHS LESS THAN OR EQUAL TO 12'—T. FOLLOWING DIMENSION DENOTES SLOTTED JAMB BRACKET ATTACHED TO TRACK WITH 7/4-20x9/18' 'TRACK BOLT AND NUT. FOLLOWINGDIMENSIONDENOTESQUICKINSTALLJAMBBRACKETINSTALLEDINBUTTERFLYSLOT. NO ADDITIONAL HARDWARE NEEO£0 TO ATTACH 70 TRACK. DETAILS. DOORS WITN HIGH LIFT, ROOF PITCH, AND/OR GREATER THAN 8' IN HEIGHT REWIRE USE OF CONTINUOUS WALL ANGLE- SEE SUPPLEMENT TRACK CHART FOR PROVED SIZES SC, STATIC PRESSURE RATINGS 7anc DESIGN ( PSF): +25.90/-28.80 MAX WROTH: 16'-0" TEST { PSF): +38.85/-43.20 MAX HEIGHT: 8'-9" DR dal 0 IMPACT/CYCLIC RATED (YES/NO) NO MAX SECTION HEIGHT: 21" CH i• MODELS 5140/94OU/9600 A DIVISION OF OVERHEAD DD0.ROCR PENSA9COLA. FLORIDAI 2514 WINDLOAD SPECIFICATION OPTION CODE 0607 RSn) 474-9890 N. T.S. ISIZE: A DATE NAME 3/ 8/05 I GRT ED! 4/6/06 MRB SHEET 1 OF 2 ORAWtNG PART NO. I REV, 319033 P5 3 GA ADJUSTABLE TOP PLACE U-BAR OVER INTEGRAL RIB 13 CA ADJUSTABLE IXNRE ATTACHED TO WITH THE (8) PRE PUNCHED TOP FlXTliRE RE -PUNCHED HOLES HOLES EACH END FACING UPWARD N BOTTOM OF U-BAR AND ATTACH THRU END CAP AT MTH (2) 1/4-14x5/8' EACH END WITH (2) 1//4-14x7/8" RIMPIITE SCREWS SELF DRILLING CRimpvE SCREWS FOR STANDARD TRACK AND (3) 0 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS FOR LOW O• HEADROOM TRACK (2 OF WHICH ARE USED TO ATTACHED THE TOP BRACKET AS SHOWN). IOW HEADROOM TRACKDETAIL DETAIL A 13 GA ROLLER SLIDE ATTACHED TO PRE -PUNCHED HOLES IN TORI'P OF U-BAR PLACE U-BAR OVER INTEGRAL RIB WITH PTITECRIMPTITENSUREVIEWING END FACING)UPWARD AND ATTACH THRU ENDUWITHSEHOLEIN"SLIDE TO E PROPER ALIGNMENT OF ROLLERS CAP AT EACH END WITIA SC)REWS 14x7/8" SELF DRILLING CRIMPTITE 15 GA HINGE ATTACHED FX,C P TiON: U-BAR PLACED OVER TOP RIB ON THE BOTTOM SECTION SHALL ONLY WITH {4) 1/4-14x5/8' WITH ( ITE BE ATTACHED THRU END CAP AT EACH SCREWS (2 OF END WITH (1) 1/4-14x7/8" SELF DRLLING WHICH ARE FACTORY RIMPTITE SCREW LOCATED ON THE ATTACHED) BOTTOM FLANGE OF THE U-BAR tIoTF,L To CLEARS ANCESREQUIRED TO NYLON H70RMGARO DUE AT F THE U-BARS, ALL U-BARS SHALL BE ROLLER WITHR INSTALLED ON SECTIONS PRIOR TO 4-1/2" STEM 1NSTALUNG ROLLER SLIDES AND TOPDETAIL8FIXTUREONTHEU-BARS. SEE ATTACHMENT NOTES ON THIS SHEET, 18 GA HINGE ATTACHED PLACE U-BAR OVER INTEGRAL RIB AND ATTACH WITH (8) 1/4-20x5/8" WITH (2) 1/4-20x5/8" CRIMPTITE SCREWS (2 OF CRIMPTITE SCREWS THRU WHICH ARE FACTORY PRE -PUNCHED HOLES AT ATTACHED, 3 OF WHICH EACH INTERMEDIATE HINGE ARE FIELD INSTALLED INTO LOCATION (1 THRU FLANGE TOP LEAF, AND 1 OF OF U-8AR AND BOTTOM YrtICN IS FIELD INSTALLED HINGE LEAF AND 1 THRU MRU PRE -PUNCHED HOLE WEB OF U-BAR AND IN U-BAR) INTEGRAL RIB OF SECTION) 12 GA BOTTOM BRACKET _ FACTORY ATTACHED WITH / o PLACE U-BAR OVER INTEGRAL RIB WITH 3) 1/4-14x5/8' NOTCH DOWN TO CLEAR BOTTOM RIMPTITE SCREWS BRACKET AND ATTACH THRU END CAP AT EACH END NTH (1) 1/4-14x7/8' SELF ORILUNG CRIMPTITE SCREW AS SHOWN AND USE (1) 1/4-14x7/8' SELF ORIUJNG CRIMP717E SCREW ACROSS THE BOTTOM OF THE BOTTOM U-BAR AT EACH PRE -PUNCHED HOLE AT EVERY DETAIL D HINGE LOCATION. USE (1) 1/4-20xS/8' CRIMPTITE SCREW AT ALL OTHER PRE -PUNCHED HOLE LOCATIONS Wagnc' 70fiN E. SCATES. PE I Salton 3121 FAIROATE DR. CARROLLTON, TX 75007 A, DIVISION OF OVERHEAD DOOR G FL PE 51737 Tx PE 563o8/F2zD3 3395 ADDISON DRIVE 50) PROFESSIONAL ENGINEER'S SEAL PROVIDED ONLY FOR PENS ( 8FLORIDA J25i4 VERFICA710H OF WNOLOAD CONSTRUCTISNi DETAILS. 50 474-9890 REVISIONS PI ADDED SUPERIMPOSED ESIGN PRESSURE LOADS ON SUPPORTING STRUCTURE AND j CLARIFIED NUMBEROF FASTENERS AND CENTER INGES REQLiIRED FOR NARROWER DOOR WIDTHS. MRS 5/10/06 2 MODIFIED NOTE 8 TO STATE THAT LOUVERS AES) STANTRE NOTMPACTGRT 6/5/07 1 P3 MODIFED JAMB RACKET SCHEDULE FOR AT OPTION. ADDED LHR 5) SECTION DOORS TRACK DETAIL SHEET 2. WITH ( 6) 3", 18 GA, GRT 4/17/05 80 KSI U-BARS LOCATED OVER 4 ADDED TEXAS LICENSE INTEGRAL RIBS AS UMBER TO TITLE BLOCK. SHOWN CHANGED LOUVER NOTE. NCREASED MAX HEIGHT 4) SECTION DOORS LL TO 8'-9". ADDED HIGH WITH ( 5) 3", 18 GA, !- FT AND ROOF PITCH 80 KSI U-BARS ACK NOT& LOCATED OVER GRT 4/29/09 INTEGRAL RIBS AS 5 UPDATED TITLE BLOCK SHOWN —, JGRT 5/4/10 11- BAR ATTACH6ENT NOTES 1. ALL U-BARS SHALL BE PLACED OVER INTEGRAL RIBS AND ATTACHED THRU PRE -PUNCHED HOLES WITH ( 2) 1/4-14x5/8" CRIMPTITE SCREWS AT EACH INTERMEDIATE HINGE LOCATION, (2) 1/4-14x7/8" SELF DRILLING CRIMPTITE SCREWS AT EACH END CAP EXCPBUnARS ON TOM SECTION - SEE OFTEBAND RIMPTiTE SCREWS APPROXIMATELY MIDWAY BETWEEN END OF DOOR AND INTERMEDIATE HINGE LOCATION,. AND (1) 1/4-I4x5/8• CRIMPTITE SCREW APPROXIMATELY 8' FROM EACH END. FOR DOOR WIDTHS GREATER THAN 12'-0". THERE SHALL BE A TOTAL OF ( 20) SCREWS ATTACHING EACH U-8AR EXCEPT BOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (18) SCREWS EACH. FOR DOOR WIDTHS LESS THAN OR EQUAL TO 12'-O', THERE SHALL BE A TOTAL OF (16) SCREWS ATTACHING EACH U- BAR EXCEPT BOOTH U-BARS ON BOTTOM SECTION SHALL HAVE A TOTAL OF (14) SCREWS EACH. 2. WITH THE EXCEPTION OF THE (8) PRE -PUNCHED HOLES IN THE TOP OF EACH END USED FOR ATTACHMENT OF THE ROLLER SLIDES AND THE (6) BOTTOM OFEACHENDPRE -PUNCHEDHOLESINTHEUSEDFOR THE ATTACHMENT OF THE TOP.FIXTURE AND UNLESS NOTED OTHERWISE ON THIS SPECIFICATION DRAWING, ALL PRE -PUNCHED HOLES IN ALL U-BARS SHALL BE ATTACHED TO THE DOOR WITH 1/ 4-14x5/8' CRIMPTITE SCREWS. 3- 18 GA U-BARS SHALL BE STAMPED "46" APPROXIMATELY B' FROM EACH END. SURE RATINGS APPROVED SIZES SCALE: N.T.S. SIZE: A+25.90/- 28.80 MAX WIDTH: 16,-0" DATE NAME+38.85/- 43.20 MAX HEIGHT: 8'-9DRAWN gg! 3/8/O6 GRT TED (YES/NO): NO MAX SECTION HEIGHT:21" CHECKED 4/6/O6 MRS MODELS 5140/9400/ 9600 SHEET 2 DF 2 DRAWING PART N0. I REV. WINDLOAD SPECIFICATION OPTION CODE 0607 j 319033 P5 REViSIONS PLICE PLATE LOCATION SEE SCHEDULE 14' MAX CLIP DETAIL CUP LOCATIONS SEE SCHEDULE 12^ MAX VTRACKT oJps To BE EITHER R|V[TED, BOLTED' OR WELDED. SEE DETAILS THIS PAGE. IOHN E. SCATES. PE FIL 13 GA MIN CONTNUOL WALL ANGI 11 CA MIN CLIP SEE SCHEDULE 1s CA MIN CONTINUOUS WALL ANGLE 4^ X 7/lO SEMI TUBULAR R|VIT3-- 11CANIN CLIP SEE SCHEDULE 13 CA WIN CONTINUOUS WALL ANGLE 1/4"-20 TRACK OR CARRIAGE BOLT WITH 1/4'-20 NUT TYPICAL CLI BOLTING DEJAIL TRACK OR CARRIAGE BOLT NTH 1/4"-20 NUT TYPICAL CLIP RIVETING DETAIL 11 SA MIN CUP SEE SCHEDULE TRACK OR CARRIAGE BOLT WITH 1/4^-20 NUT TRACK TYPICAL CLIP WELDING DETAIL NDESl; GNFPRESZSURE CHART MAX XDOORMAX PSF WIDTH 181-0" +46.0 tz>rF/-5o2/-.0aps,:J[!jUalton ANGLE 12 FOOT PDAIED FORMAT, EASED ALLOWA13LF 3SURES TO DOOR WIDTH& L ANGLE'. ADDED AIL. CHANGED TO N HD ANCHORS 4/2/07 CHANGED FORMA7 TRACK CLIP UPDATED MDDELS TED IN CHARTS. DATED SPUCE & CUP UPDATE MOUNTING TAIL DRAWNGS. UPDATED CHARTS TO IMINAIE THE USE OF JE #8 CUP (REPLACED TH #9 ACROSS THE 3 UPDATED STEEL OUNTING DETAIL 9 EXPANDED 1-1/2- TO 3/8- DOOR THICKNESS HART UP TO`4! HIGH- nr,,»`xm 10 UPDATED TIT-E I DATE NAME DRAiN-r8/217 CRT SHEET 1 OF DRAWING PART NO. \ REV. 307494 iPlO 1^ EDGE DIST MIN 3/16" THICK STEEL FOR MOUNTING x WALL ANGLE AG SCREW OR QUIVALENT INTO HI TCK MOUNTING AIN 2 x 6 NO. TTRACK CUP 3ETTER AT EACH 1/4-2Ox9/16" AOLE OR -PAIR OF TRACK BOLT AND LOCATIONS- 1/4-20 HEX NUT MOUNIJUG TO WOOD JAMB DETAIL MOUNTM TO STEE\LDETA IL 2 3/4" QPTIONAL. WALL ANGLE MAY BE MIN EDGE DIST, ATTACHED TO SUPPORTING STEEL CONCREJE MOUNTING DETAIL FL pROFEssioNAL ENGINEER'5 SEAL PROVIDED ONLY FOR SELF DRILLING SCREW WITH 1 O.D. WASHER AT EACH HOLE OR PAIR OF HOLE LOCATIONS IN LIEU OF WEUDIN( SUMPSOm TITEN HD, 2-3/4^ MIN EMBED INTO MIN 2000 PS! CONCRETE AT EACH HOLE DR PAIR OF HOLE LOCATIONS WALL ANGLE 1/4-20x9/15" TRACK BOLT AND 1/4-20 HEX NUT TRACK CLIP REVISIONS ANCL DO kTED JPDATED FORMAT. EASED ALLOWABLE 5SURES TO DOOR WIDTHS. NCED *TEXAS WALL Lz:* TO "CONTINUOUS L ANGLE. ADDED AjL, CHANGED TO N HD ANCHORS 4/2/07 CHANGED FORMAT. TRACK CUP iEOVLE UPDATED MODELS TED IN CHARTS. DATED SPLICE & CUP 9/05/07 UPDATE MOUNTING TA)L DRAWINGS, UPDATED CHARTS TO IMINATE THE USE OF IE 05 CUP (REPLACED TH #9 ACROSS THE 3 UPDATED STEEL OUNTING DETAIL 9 EXPANDED 1-1p" TO HART LIP m`H!GH- a`,2»`xm F, M C RT I BOTTOM To TopCLIP #'S FROM BOT70M TO TOP LX 6WEIGH 3395 ADDISON DRIVE TRACK SUPPLEMENT CHART (850) 474-9a9O DRAWN PART NO. REV.. A Division of Overhead Door Corporation Jamb Connection Supplement This document provides a series of connection schedules and basic detailing concepts for theconnectionofgaragedoorjambstobuildingframesWiththeuseofvariousfasteners. DASMA Technical Data Sheet IDS-1 61 may be used as an alternate to this document. Rev. P16 P/N 324620 SCHEDULEI 5/16" DIAMETER LAG SCREWS f4o. 0737 STAVE OF :• .: sroNJ ` 1. BASED ON 5/16" DIAMETER LAG SCREWS WITH 1-1/2" O.R. WASHERS WITH A 1-9/32" THREAD PENETRATION INTO SEASONED DRY WOOD SUPPORTING STRUCTURE. 2 PROVIDE QUANTITY OF LAG N MAXIMUM SPACING AS SHOWN IN TABLE WITH A MINIMUM OF THREE (3) LAG SCREWS PERSASREQUIRED JAMB. ILAG SCREWS AT TOP AND BOTTOM OF JAMB SHALL BE PLACED A MAXIMUM OF 6" FROM THE END OF THE JAMB. DIVIDED BY 2. 3. LOAD PER JAMB CALCULATED BY TAKING DESIGN LOAD (PSF) TIMES DOOR WIDTH (FT) 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 MNIREQUIRED PENETRATION. 6. DESIGN OF THE SUPPORT STRUCTURE SHALL BE THE SOLE RESPONSIBILITY OFF TTHHE BUILDINGDESIGNER 7. MIINISHALL BE DESIGNED MUM EDGE DISTANCE SER THE HALL BEA 2', MINIMUM FASTELOAD LISTED IN NER SPACING SHALL BE CALCULATEDOVE TABLE AS /2 , PERNOTE3. 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. Date: 2015.02.20 09:56:33-06'00' Approved John E. Scates, P. E. 3121 Fairgate Dr. Carrollton, TX 75007 Revision P16 FL PE 51737 TX PE 56308/F2203 SCHEDULE2 16d COMMON WIRE NAILS AND 16d THREADED HARDENED -STEEL NAILS ti No. 51737 r STATE OF : t 41 ZZ 14 - FL ORV ZN 810 tm I. BASED ON 16d COMMON WIRE NAILS (0.162x3-1(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 AMINIMUMOFTHREE (3) PAIRS OF NAILS PER JAMB. NAILS AT TOP AND BOTTOMOFJAMBSHALLBEPLACEDAMAXIMUMOF6" 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 DESIGNERANDSHALLBEDESIGNEDFORTHEJAMBLOADLISTEDINABOVETABLEASCALCULATEDPERNOTE3. 7, EDGE DISTANCES, END DISTANCES AND SPACINGS SHALL BE SUFFICIENT TO PREVENT SPLITTING OF THE WOOD. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:56:58-06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Revision P16 FL PE 51737 TX PE 56308/F2203 SCHEDULE3 3/8"0 A307 HEADED OR HOOKED ANCHOR BOLTS IN NORMALVEIGHT CONCRETE 1, BASED ON 3/8"0 A307 HEADED OR HOOKED (1.69" MIN. HOOK LENGTH) ANCHOR BOLTS WITH A 2- O.D. WITH A MINIMUM EMBEDMENT DEPTH OF 3- AND A MINIMUM EDGE DISTANCE OF 3'. H[Drr'. TO MAINTAIN MAXIMUM SPACING AS SHOWN INCn No. 511737 it STATE OF Sz 116 WASHER 2. PROVIDE QUANTITY OF ANCHOR BOLTSb AS h ANCHOR BOLTS AT TOP AND BOTTOMTABLEWITHAMINIMUMOFTHREE (3) ANCHOR BOLTS PER JAMB. AOFJAMBSHALLBEPLACEDAMAXIMUMOF6" 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 = 16tt 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 DESIGNERANDSHALLBEDESIGNEDFORTHEJAMBLOADLISTEDINABOVETABLEASCALCULATEDPERNOTE3. 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 Revision P16 FL PE 51737 TX PE 56308/F2203 SCHEDULE4 3/8"0 SIMPSON TITEN HID SCREW ANCHORS 1, BASED ON 3/8,,0 SIMPSON TITEN HD SCREW ANCHOR WITH A 1-3/4' O.D. WASHER INTO NORMAL WEIGHT UNCRACKEDCONCRETEWITHAMINIMUMEMBEDMENTDEPTHOF2-3/4' 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" Q.R. WASHER INTO GROUT FILLED CMU WITH AMINIMUMEMBEDMENTDEPTHOF2-3/4', A MINIMUM EDGE DISTANCE OF 4", AND A MINIMUM END DISTANCE OF 4". CONCRETE MASONRY UNITS SHALL CONFORM TO ASTM 090 AND GROUT SHALL CONFORM TO ASTM C476. 3, PROVIDE QUANTITY OF SCREW ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN INTABLEWITHAMINIMUMOFTHREE (3) SCREW ANCHORS PER JAMB. SCREW ANCHORS AT TOP AND BOTTOMOFJAMBSHALLBEPLACEDAMAXIMUMOF6" 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 16ft12 = 240lb/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 DESIGNERANDSHALLBEDESIGNEDFORTHEJAMBLOADLISTEDINABOVETABLEASCALCULATEDPERNOTE4. 8. SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRIT -TEN INSTRUCTIONS, Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:01 -06'00' Approved John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Revision P1 6 FL PE 51737 TX PE 56308/F2203 SCHEDIULE5 3/8"0 HIM KWIK BOLT 3 EXPANSION ANCHOR ASol r r t11N, No. 51737 6 STATE OF Qj ZZ j, f S/0NA'L\L' ill I I\\\\ 1, BASED ON 3/8"0 HILTI KWIK BOLT 3 EXPANSION ANCHOR WITH A 1-314" O.D. WASHER INTO NORMAL WEIGHTUNCRACKEDCONCRETEWITHAMINIMUMEMBEDMENTDEPTHOF2-1/2" 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 UNITCONCRETEMASONRYUNITSSHALLCONFORM TO ASTM C90 AND GROUT SHALL CONFORM TO ASTM C476. 3, PROVIDE QUANTITY OF ANCHORS AS REQUIRED TO MAINTAIN MAXIMUM SPACING AS SHOWN INTABLEWITHAMINIMUMOFTHREE (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 16fY2 = 2401b/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 DESIGNERANDSHALLBEDESIGNEDFORTHEJAMBLOADLISTEDINABOVETABLEASCALCULATEDPER 8, SCREW ANCHORS SHALL BE INSTALLED PER MANUFACTURER'S WRITTEN INSTRUCTIONS. NOTE 4. Digitally signed by John E. Scates, P.E. Date: 2015.02.20 09:58:27 -06'00' Approve John E. Scates, P.E. 3121 Fairgate Dr. Carrollton, TX 75007 Revision P1 6 FL PE 51737 TX PE 56308IF2203 a Qalton 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 950) 474-9890 R , 51737f riQ F t R. CcER STATE Of *,V ZZ Digitally signed byJohn E Scates, P.E- Date! 2015.0220 095853-06-00, 3121 F/JRGA PR CMRDtLRXA Tf ')SOQ1 FL PE mn TX PC suoNF2xw 6' 2.6 03 4=L ER LOCK N PINE BRACKET 4" 4' 2-3/4' TEN RD SCREW ANCHOR WI'M A i 1/4" WASHER AND A W"MUM EMBEDMENT DEPTH OF DIST/ANCE 140OF 2-3/MIN4'. EDGE CONC LOADNOTE• MAXiW1M DE90N tAAO GAFACRY Of 20a5 LBS DMIREO FOR VERTICAL Dorn -IN WNIM744)i ER LOCK SOUTLIMB Ni RTEN F1R SCREW ANCHOR WiN A 5WASHER ANTI A WHIMUN EMBEDMENT DEPTH OF 2--3/4' AND A MINIMUM EDGE DISTANCE OF 4', U6 20 DETAIL 2 T FI FR GW). NQFj MAXIMUM DESIGN LOAD CAPACITY OF 2400 LBS LOCK 4) 3/B' DIA. LAG SCREWS LAOWITH c 4' P.D. WASHERSwKmUMPENETRATIONOFVEAOOF 1_9/32' INTO THE MAR! SUPPORT MEMDER- DFTAII a,$'[ Ug[ MA% OESIDN L AD CAPAOn, of 2a30 LR9. DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 P16 rwW6a.gn 3395 ADDISON DRIVE PENSACOLA, FLORIDA 32514 850) 474 9890 3/@ 9MPSQN TITEN HO. 2^3/4' MN Q(i#F. MIN 6' BEIWEFli JAMB @RACKET EOCATION "^' JAMB BRAOtU -'^- 1/4-20z8/18' Rua eat Alms fi/4-20 HEX N Digitally signed by John E. Scates, P.E. Date: 2015.02.20 0959:26 -06'W JOMi E SGTE4 PE nla FAMWTE OR CARROtllnli T[ TSWi P PE SITT/ TA P[ 56.10A/I3Yp3 PRME59UIId flf0R6A'S SELL PR9NOOx pK T FMI YkA1i1G.IIpR pR yANMpAp (AN5lnpcnPl pETAEi MIN 2 z t SFF (G-0.42) OR BEIIER WALL STUD R$t'Q: MAX µJpWAa. FASTERER LOAD MAY EXCEID YNE pF90N N RU THE SRlUf Ell. pE9G1 QF BLPPOR7BIG S'OiFCTURE SNALL B£ OF RECCR2D FOR THEESTRUCIUREE P-^-^-- Al S/16' UG SCREW YATF1 1-8/3T' iM@Ep @ CENIER OF JAMB BRAQ(ii FLOCATION JAM@ BRACKET TRACK 804T Ni0 i/4-2p NEX NU TRACK DRAWING PART NO. REV. JAMB CONNECTION SUPPLEMENT 324620 P16 Page 1 of 1 Florida Building Code online cbcs` t" Publications FBc staff 13Cjs site Map Links search 1,QP14AOGpAA1'MHQri „ rs iltM " aim rch rile stars &Fads vY r Florida & product Approvall USER: Pubfic User p r i > Application Ll5t a`r''iN Prod i T Aoomvai Menu > r Search Criteria Code Version 2014ALL Application Type ALL Category ALL Application Status ALL Quality Assurance Entity Product Model, Number or Name ALL Approved for use in HVHZ ALL Impact Resistant ALL ALL Lather FL# Product Manufacturer Subcategory Compliance Method Quality Assurance Entity Contract Expired Product Description , Approved for use outside HVH7 Design Pressure RA- 000-R2 Revision Therms-Tru Carp°rats°nCategory: Exterior Doors Hip arX Subcategory: Swinging Exterior Door Assembliesr.-Al rtha Cam Refine Search 15000 ALL ALL ALL ALL ALL ALL ALL. Validated Ryan ] King, p,E, Approved 813) 767,-6555 necessary NOR Phon 8s0-A&7-18?4 EEO employer• public -records regoest, do not sendTheStateofFloridaisanAA/ once to a p traditional map. If You have any quostions, please contact 850.487.1345.'Pursuant toUnderFloridalaw, email addresses are public records. If You do not want your e-mail address released, in ruse rovlda the Department with an email address if electronic all ka this entity. Instead, contact: the office by Phone or by ublic record. If you do not wish to S Son 455.2all to t Ronda y. In t s, effective October 1, 2012, licensees licensed under Chanter 455, r e musk P a ent with an emaii address h theich can be made available to the public. To determine if You are a licensee under they have one. The emalls lorida pPdeddaeaYthe P ° dai communication with the licenses• However small addresses are su the ply a personal address, P Chapter 455, F.S., please dick bIM-- Product APP-1 Accepts: 4 r securilyNit-riftcs Florida Building Code Online Page I of 3 n i;. ik Submit Surcharll Stats'&Fact11111 il-lotTOPI- rp_egistration non'da r -0 Product Approval usER: Public Uses ntlon .h',MP'UZtj9dbMenu Ojlg >Application Detail QU > M"LMWO r Application Type Code Version Application Status Comments Archived Product Manufacturer Address/Phone/Email Authorized Signature Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Subcategory Compliance Method FL15000-R2 Revision 2014 Approved 0 Tberma-Tru Corporation 118 industrial Drive Edgerton, OH 43517 419) 29B-1740 rlck,@rwbldgconsultants.conl Vivian Wright rickw@rwbldgconsultants-com Exterior Doors Swinging Exterior Door Assemblies Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer ReceivedMEvaluationReport - Hardcopy R I Architect Name who developed Lyndon F. Schmidt, P.E. Florida E ngineer or the Evaluation Report PE-43409 Florida License National Accreditation and Management Institute Quality Assurance Entity Expiration DateContract 12/31/2018 Quality Assurance Ryan 3, King, P.E. Validated By Validation Checklist - Hardcopy Received afi f Ind n n- I Certificate of Independence F1,150 Year Reference d Standard and Year (of Standard) AAmAjWDMA/CSA101jI.S.2/A440 2005 1996 ASTM D1929 1999 ASTM D2B43 2003 ASTM D635 1998 ASTM E1300 2000 ASTM E84 1995 ASTM G26 1994 TAS 202 Equivalence of product Standards Florida Licensed Professional Engineer or Architect Certified By E1,150DO R2 1 r F I torida Building Code Online Sections from the Code Page 2 of 3 Method I option D Product Approval Method 05129/2015 Date Submitted 06/28/2015 Date Validated 07/0512015 Date Pending FBC Approval 08/19/2015 Date Approved umma )f products withoutFiberglassD jor or Description Model, Number or Ilan opaque Fiberglass Door with & without t 0 OXO OXXO M -I' I -pact g(XOX.rXtar" 68 "Non-OXX0 IF _jc or S, th Sidelite(s) ou ing (X, CiX or XO, OXO, )(X, 15000 a sidell e s Configurations) Limits of Use Approved for use in HVHZ: YesApprovedforuseoutsideHVHZ: Yes Impact Resistant: No Design pressure: NIA r Design pressure Ratings, anyother: See INST 15000*1 fO ation Instructions andadditionaluselimitations, Install, particulars. (This product approval requires the usepCoductP, e been of -y, part number doors and sidelites, which haveinstallauOlk6monthspainted of or painted within 6 months of Installation.) IS _ic. or in 150002 " Fiber -Classic" "Smooth -Star 15000,2 b. "Fiber -classic" or 'SmoOth-St Limits Of Use Approved for use in HVHZ: Yes Approved for use outside HVHz-. Yes Impact Resistant No Design pressure- N/Aother. See INST 15000.2 for Design Pressure Ratings,any31uselimitations, installation instructionsadditionalquires the useproductparticulars. CThis product approvalwhich have beenof "j, part number doors and sidelites, months installation.} of I _Star. ssie or Smo 6 mon painted withinstainedorpanted 6 months of insMilation 0==: " Fiber -Classic" 0.c. 'Fiber -Classic" or Smooth -Star" k15000.3 I Installation Instructions Verified By: Lyndon F. Schmidt, P.E. 43409CreatedbyIndependentThirdParty: Yes Evaluation Reports 1500 _Ufffba5000RAEVACreatedbyindependentThirdParty' Yes 618 "Non -Impact" opaque Fiberglass Door with & without Sidelite(s) - inswing (X, OX or XO, OX0, xx, OXX0 Configurations) Limits of Use Approved for use in HVHZ: YesApprovedforuseoutsideHVHZ: Yes Impact Resistant No Design pressure: N/A other. I for Design Pressure Wings, anySeeINST15000,-z additional use limitations, installation insb-uctions and the use product particulars. Crhis product approval requiresof3" part number doors and sidelites'which have been stained or painted within 6 months & Installation.) Mc' "Smooth -Star' Fiber -Classic" or -Slrrj.5000.4 d. instructions; installation 1`1_1 v pSach midt%, 43409 Verified By: Lyndon F. Created by Independent Third Party: Yes Evaluation Reports rnnn ') ncif Limits of Use HVHZ: YesApprovedforuseinHApprovedforuseoutsideHVHZ' Yes Impact Resistant. No Design Pressure, N/A Ratings, anyother. See INST 150004 for Design Pressure kaL additional use limitations, ction installationinstrusand product particulars- (this Product approval requires the use OfI3" part number doors and sidelites, which have been ofinstallation.) tW- 1 Third Party: Yes CreatedbyindependentTboor with & out slo - N-n- mpact" opaque Fiberglass D , Xy Sidelite( s) - Configurations) y, OX or XO, OXO " OXXO Configurations) — — — — — — — — — — — — Installation instructions i. E. 43409 VerifiedBY: Lyndon F. Schmidt, CreatedbyIndependentThirdParty: Yes Evaluation Reports 0 f Created by independent Third Party: Yes opaque Fiberglass Door with & without slo "Non -Impact" Sidelite( s) - inswing (X, OX or XO, OXO, A OXXO Configurations) Installation Instructions MjOkQ _ 4;& erified B)P. Lyndon F. Schmidt, P.E. 43409 CreatedbyIndepedentThirdParty: Yes Evaluation Reports JALI—SMAIP1 Created by Inde endentThird Party: Yes stained or painted within 6 Mon s Gzed Double I Fiberglass Door Outswing eGIzedDouble810 "Non-ImConfigurations) I — -sm..th-Stai-j! g 15000.5 =--je. "Fiber -Classic" or "Smooth Star In j(XWX Florida Building Code Online units of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/Aother: See INST 15000.5 for Design Pressure Ratings, any additional use limitations, installation instructions uires the useproductparticulars. [this product approvalof "7" part number doors, which have been stained or painted within 6 months of installation.) 15000.E f. "Fiber -Classic" or -Smooth-Star" Limits of Use Approved for use in HVHZ: Yes Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/Aother: See INST 15000.6 for Design Pressure Ratings, anyadditionaluselimitations, installation instructions and productt n mber dooris, wrhiichchave been stained or roval reqres a use of "J" par painted within 6 months of installation.) Bac Page 3 of 3 Installation Instructions 1 000 R ti NST 1 000 5:'odfVerifiedBy: Lyndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports EUS2-_ ALcaret ,snnn.5.ndf Created by Independent Third Party: Yes 6'8 "Non-ImPact" Center Hinged Glazed Fiberglass Double Door - Inswing (OX or XO Configurations) Installation Instructions FVerified 6y: LYndon F. Schmidt, P.E. 43409 Created by Independent Third Party: Yes Evaluation Reports 0 df 50 Created by Independent Third Party: Yes e R ad Tallahas e Fl-3 Rhon ' 8`;0-487-1824 d vta p+ment :: n ill.-tiitnent :: 3 rOnY , • t The State of Florida is an AA/EL•O employer. response to a public -records requpsG do not send public remrds. If You do not want your -mail address released in o, please contact 650.487.139s. *Pursuant to Under Florida law, email addresses are R public record. if You do not wish toJecbonlcmailtothisentity. bnstIf ead, wntact the ofRce by phone n ee traditional nder If You have airy q Spdtan 455.275(1}, Statutes, effeddve October 1, 2012, licensees Ilcpnsed under chapter 455, F.S. must pro vrde the Department with an email address they have one. The Floridalorida Provided may be used for ofHdal communication with the licensee. However email addresses are P supply a persona. addreamallsss, lipase provide the Department with email 455, e 5which can nbee made mde, available to the public To determine if you are a licensee under Product Approval Accepts: Ma# 6IRIs CeC" UrltVN1E!- ltW% THERMAITRU ( 81 THERMA TRU DOORS 1 IS INDUSTRIAL DR., EDOLRTON, DH 43517 FIBER CLASSIC"/ "SMOOTH STAR" 8'0 INSWING w/ & WOUT SIDELITES FIBERGLASS DOOR NON -IMPACT" GENERAL NOTES 1. This product has been evaluated and Is in compliance with the 51h Editlon 12014) Florida Building Code JFBC) structurd requirements Including the "High Velocity Hurricane Zone" )HVHZ). Z Product anchors shoil be as listed and spaced as shown on details. Anchor embedment to base material shall be beyond wall dressing or slucco. 3. When used In the "HVHZ" this product Is required to be protected with an Impact resistant covering that complies with Section 1626 of the FBC. I05.5V'MAE.OVERALL FRAME WIDTH Ns =d IN -ACTIVE ACTIVE j7rrrrr'id F 6 6Ion,, 8 SEE DETAIL "A" i 2 SHEET 6 5 5 DOUJI! E W slo j[>-S 1NSWlNC UNIT oxxo 4. When used In areas outside of the'14VHZ" requiring wind borne debris protection this product Is a7 Sv MAX. requited to be protected with an mpad resistant covering that compiles with Section 1609.1.2 of OVERALL the FBC. FRAME WIDTH b b 5. For 2x stud framing construction, anchoring of these units shag be the same as that shown for 2x buck masonry conshuclion. 6. Site conditions that deviate from the details of this drawing require further engineering analysis by a licensed engineer or registered architect. 7. This product does not meet the water Infiltration requirements for the "HVHZ". Inswing units shaft be Installed only In non -habitable areas or at habitable locations protected by an overhang or canopy such that the angle between the edge of canopy or overhang to sill Is less than 45 degrees. TABLE OF CONTENTS SHEET Y DESCRIPTION 1 Typical elevations, de assures & general notes 2 Door panel details JSmooth star) 3 , Door panel details {Fiber classic) 4 51deilte panel details & glazing details 5 vertical cross s 71lons d Horizontal cross sections 7 1 Horizontal cross sections 8 Buck Anchoring 9 Frame anchoring 10 Frame anchoring 11 Astro al details 12 LIM of materials & Components d )i) p 71.5FRME.OVERALL FRAME WIDTH b b 68. 3P MAY OVERALL WIDTH SEE DETAIL "A"/ t SEE DETAIL "A"/ I 2 SHEET 6 5 SHEET 6 5 5 DOUBLE INSWING UNIT SINGLE W/SID IT INSWING NIT XX OXO SINGLE 67.0 67.0 DOUBLE 47.0 47.0 60.0 60.0 SINGLE & DOUBLE 47.0 47.0 60.0 60.0 WITH5IDEL1TESa t Y z o. by, JK G an, LFS WING NO., FL- 15000.4 m 1 or 12 EXTERIOR n 36.00- MAX. DOOR INTERIOR PANEL WIDTH 2 2 Il HORIZONTAL CROSS SECTION DOOR PANEL z. 4.037" z 23 FO-336- 1.545" 0 18 a in UJ 5D5_ _IATCHSIIIE,," f, TOP,,,RAILS.,),)TI, SMOOTH STAR) C-4 SMOOTH STAR) 00Q13 PANES Smooth Star o 1.545" C5)6_HINGE Slll,-1 ITTO 11rSMOOTHSTAR) C5 -21 1106.111D (SMOOTH STAR) I VER77CAL CROSS SECTION 2 DOOR PANEL 72 luz 02124112 N.T.S. JK LFS FL-15000,4 T 2 —.,1? 36.0(r MAX. DOOR PANEL WIDTH 2 Qzfl O O Oego DOOR P. IL Fiber Classic ji- I aural I HORIZOt I DOOR PANEL 4D27 Lcg71LCD,Fa, CLASSIC) HINGE FIBER CLASSIC) 7 TOP_ Al FIBER CLASSIC) 5 Bo OVC!(FIERAIC) 6 INURIOR 2 VERTICAL CROSS SECTION 2-/ UUQR PANEL dm n > yy 2 CS C, 7 1 c 6OZ 1ATL 02 24 1 2 z ti N.T.S. DWG. B..JKa ffy; USgFL_l5000.4a MEET OF 12 1f2" GLASS 25" STEEL INT R10R INTERCEPT SPACER 40 41 SEE NOTE 1 5" INSUI ATE I ASS wi 5 LITE FRAME GI 4ZING DETAII 13.9375' MAX. PANEL WIDTH 7.12Y MAX. D.L.O. WIDTH D 1/2" MIN. 11 3J GLASS THK. 40 IIT GLASS 1 /2" MIN. BITE GLASS THK. TEMPERED 40 1/8" GLASS G1 TEMPERED GLASS AIR SPACE 1/8" AIR SPACE TEMPERED 25" STEEL 1/8" GLASS INT RIOR INTERCEPT TEMPERED 40 SPACER GLASS 29 SEE NOTE 1 5" INSULATED GLASS w/ PVC LITE` FHA_ ME r;t gjLQ p TA! I% i t, 1'y 51 SEE NOTE 1 HORIZONTAL CROSS SECTION 0 4 SIDELITE PANEL ai O 1 2.152 4 4 1.68"-• J j 1.676- O 1 PLASTIC LIP LITE FRAME -•526" EXTRUDED PVC 34 PLASTIC LIP LlTE FRAME S12EL, rTF BAll" Smooth Star EXTRUDED SMC L J j 11 077" g-11.077- 2 VERTICAL CROSS SECTION 4 S1DEL17E PA— — NEL _ 1,, Spacing for item J29 & J41 (tits frame screws) is as follows: From the bottom up on sides; 8.5", with (7) more spaced of 9.875" o.c. there are (2) r \ SIDEtJTE TOP & BOTTOM RAIL screws both top and bottom at 2,125" in from each FINGERJOINTEDPONDEROSAPINE, SG=0.43 \ SIDELITE BLANK SIDE STILE corner. FINGER JOINTED PONDEROSA PINE, SG=0,43 Pi o n U N •• MF= ms 0xZ Em z v m 5 0 11 cZ E I x s z Z n° 02 24 12 i tie N.T.S. 9 c. er: JK 11M: LFS 3 77NG FL- 15000.4 " a cr 4 °r 12 " 47 c 26 19 z e a 14 31 v' 4 , r r ` 2 VERTICAL CROSS SECTION d 5 3B .. 113 6 1- 17 L1 44 45 20 42 o U 33 Ai= .. ; 43 2 34 SEE NOTE I ggAG f'•, W SEE NOTE 2 SEE NOTE 1 J1 G1 VERTICAL CROSS-SECTION j V! 01 2-1 a "Da' U _9 L 0 s O U 30 ti J n 1NT R10R U m U SEE NOTE 2 0 46 n a fit•. ._: 3 VERTICAL CROSS SECTION5Shownw/7X sub -buck OPTIONAL SURFACE BOLTS ON ACTIVE PANELSEEDESIGNPRESSURECHART) od 20z 0 j LZ+ 1' The sidelite is directItem ,jt43 sat into the 6 x Jamb with (12) o of each vertical )amb,pfrom othe jcorsw. There are (431 ". 48.5'r z 66"There are P down at 13.5'; ,_ z 4" from the outside co (2) of the header of an:02 24/72 z2) r73 ° mars of the frame. there are SCALE: N.T.S. 8 x 2-1/2" pfh. wood screw at thesill, 4" from the outside corners. owc. By, ,/X a' 2. OPTIONAL SURFACE BOLTS ON cF°`' s'' LFS 3 SEE DESIGN PRESSURE CHART) ACTIVET PANEL DRAWING N°.: R FL-75000,4 " a sNEE7 5 of 12 n O.WMIN, EXTERIOR C-SINK 13 SEE NOTE 43 I. The sidellts Is direct set Into the Jambwith (12) Item #43 - #8 x 2- pfh, woodscrew. There ore (4) Of each verticalJamb, from the tOP down of 13.5", 31', 419.5' & 66". There are (2) at the headerof4" from the outside corners of theframe. there are (2) #13 0 8x 2-112' Pfh. wood screw of the Bill, 4- from tOutsidecorners. he 41 29 45 44 4 1-7/4'MIN, 1NTEgir)g 3 HORIZONTAL CROSS SECTiON Va. (Typ.) Ern 0 zmZi 0 DETAIL "A" OP77ONAL SURFACE BOLTS ON ACTIVE PANELSEEDESIGNPRESSURECHART) HORIZONTAL CROSS SECTION FL- 1M 02 24 12 NIT. S C By., VS MWO 1500o, 4 6L OF 12 1-1/4" MIN. EMB. P, 2 1 HORIZONTAL CROSS SECTION eHORIZONTAL CROSS SECTION ULL. I. The sidelite Is direct set into the Jamb with (12) item 143 a P x 2" pfh. wood screw. There are (4) at each vertical Jamb, from the top down of 13.5", 31", 48.5" & 66", There are (2) at the header of4" from the outside corners of the frame. there are2) P3 a A x 2--1/2" pfhwood screw at the sill, 4" from the outside corners. 1- 1/4"MIN, EMB, 11YP,J J45 r1J1! lI111 jQ ' Dam v o U x Z q . 9a °.. s k ma:a`1 o AZU 1 Z Y n W n z U TiE 02 24 72 i ALL* N.T.S. 9 c- BY, JK a F' L— LFSd15000, 4 ro c IT 7 or 12 MASONRY) OPENING 2X BUCK-J 4" II 39 11 P. HEAD JAMBS Il 11 ll Il l MULLIONllSHOWN FOR REFERENCE II II it 11 I I 48" 84-i---•-J I 1 4.. I! II -- II II "' II II IN ASTRAGAL II II SHOWN FOR II G li REFERENCE (l 11 I I II ll it 1 I MULLION ! SHOWN FOR ll REFERENCE II I I II II II I! MASONRY OPENING CONCRETEMCHOR NOTES: 2X 1. Concrete anchor locations at the comers may be adjusted to maintain fhe min. aedgedistancetomoriarjoints. eti 2. Concrete anchor locations noted cis MAX. ON CENTER" must be adjusted to maintainthemin. edge distance to mortarJoints, additional concrete anchors vmayberequiredtoensurethe 'MAX. ON CENTER" dimension are not exceeded. S. Concrete anchor table: fi9!?? h:'C'4 iR N 1;':::; ;'M1JVr1;Alti4:titl ? Lo.> Mt9S0NRY :.TQ4[711G1::.::: ci'?E.::;:;::,:;;l E:c::•:•:; 1:'MJ3 15iN1NT:• .::: TAPCON® 1/4" 1-1/4" X. 4" ELCO ULTRACONe 1/4" 1-1/4" 1" 4" II II ll II 38 II II II II TYP. HEAD I I & JAMBS II I1 MULLIO I 11 II SHOWN NFOR 11 II REFERENCE Ij II I II I I) MULLIONJ '11 ll SHOWN FOR II II REFERENCE II Il II it II II SINGLE DOOR W/S=TES BUCK ANCHORING MASONRY, OPENING 2X Cb U N tj; 4.' 8" 3a I II II TYP. HEAD JAMBS N ASTRAGAL I) SHOWN FOR I) REFERENCE II Il II 31 I1 II II II i if MAE OP 2X M 3 SINGLE QOOR BUCK ANCHORING k O• BY: JK K• LFS W — No NO.: FL- 15000.4 ET 8 or 12 SEE DETAIL 3" v, MASONRY OPENING FRAME 2X BUCK — LIN B" A" T IT 1 1` SEE DETAIL "2" iJ W/2X BUCK INSTALLATION J9 W/1X BUCK INSTALLATION 43 TYP. HEAD do TYP. JAMBS ® BUCK SEE DETAIL "1'\ TYP. SILL CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers maybe 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 clone to mortar joints, additional concrete anchors may be required to ensure the "MAX. ON CENTER" dimension are not exceeded. 3. Concrete anchor table: it =:3s;ii;; MIt+"rAA' # f?#£ x .............::.::: i TYPE:;::;: "i. FF >= i::;" AJ L/3M N 3sf0:: 3t jYRY''.% f ' £iad4Dd 'CENTt:` c•;>: Na c; tiYl O TAPCON 1 4" 1.1/4" 2" 4" 1 TAPCONe 3/1b" 1.1/4" 3" 1-1/2" WOOD SCREW INSTALLATION NOTES; Maintain1. a minimum 3/8" edge distance, t er wood screws to prevent the splitting of wood. THESE (2) ANCHORS REQ'D ONLY' WHEN DP > 47 PSF r• 'r MASONRY OPENING FRAME 2X BUCK SEE DETAIL 4" VIEW "C"-"C" 3" 5L SEE DETAIL S" Z 66o Z^ ogo U N .. v U o . cc I L-.-"A" VIEW SINGLE DOOR Wl"IDEUT S 13 49 30 30 W/2X BUCK 13 0 INSTALLATION 37 31 13 W/1X BUCK 4,9 INSTALLATION DETAIL '.3 DETAIL "2" I. ASTRAGAL & SURFACE DOLT STRIKE PLATES 0 HEAD 13 31 31 13 0 30 0 30 DETAIL "4" DETAIL . SURFACE BOLT STRIKE. PLATE THRESHOLD tie: N.T.S. I BY; JK s. BY. LFS WING sag FL-15000.4 i a 9 1,12 ; R] DETAIL "3" VIEW "B"-"B" T TSETEw/zx BucxDEAIL "2" _ MASONRY INSTALLATION to OPENING 39 INSTALLATION, TYP. HEAD be - l (J JAMBS O FRAME 2X BUCK SEE 14 TYP. SILL DETAIL "1" 11 SEE A" DOUBLE DODR CONCRETE ANCHOR NOTES: 1. Concrete anchor locations at the comers maybe adjusted to maintain the min. edge distance to mortar joints. t 2. Concrete anchor locations noted as MAX. ON CENTER" must be adjusted to maintain the min. edge distance to mortarjoints, additional concrete anchors maybe required to ens"MAX. ure the ON CENTER" dUnension are not exceeded. 3. Concrete anchor table: 1•S'f' A7$ibitl%I` TO (HA'RY` Ff ADJACBM ITW 7APGONS 1/4" 1-1Jd" 2" 4" ITW TAPGONe 3/16" 1-1/4" 3" 1. Maintain a minimum 5/8" edge distance, 1" end distance, B. 1"o.c. spacing.of wood screws to prevent the splitting of wood. DETAIL "4" NEW MASONRY OPENING FRAME 2X BUCK-, 6- i 1 w 7J w/2X BUCK 1NSTALIATION W/IX BUCK 38 INSTALLATION TYP. HEAD JAMBS SEE v L) DETAIL 0 " 5" 14 TYP. SILL ^ 51tirILE DOOR W/iX BUCK 73INSTALLATION W12X BUCK INSTALLATION 13 10 DETAIL -3" DETAIL "S" W/1X BUCK 50 INSTALLATION W/2X BUCK 13 INSTALLATION DETAIL "4" s- z dr]mUN •; 8Pio e oZ M 9m e ]n M d oaa d 9Zu o° a 3o 49 30 30 W/2X BUCK INSTALLATION 13 0 31 31 W/1X BUCK 48INSTALLATION DETAIL "2" ASTRAGAL & SURFACE BOLT o STRIKE PLATES @ HEAD 31 31 a o o ^z oAtr] oz 24 12 30 30 scAte N.T.S. DETAIL "1" - M BY. JK SURFACE BOLT STRIKE PLATE ° LFS 0 THRESHOLD °MWM NO'' FL- 15000, 4 mrr 10 of I2 0.126" 24 ASTRAGAL DETAIL NOTE; 1. THE ASTRAGAL BOLT HAS A 3" THROW AT THE TOP AND THE BOTTOM. C3 c+LEI N.T.S. Mo. BY, JK wt. er: LFS DRAVANC No: FL-15000.4 sNsst 1 i ov 12 49 fi.00a'---- 1 I T— m20 21 ffg E 22 05 FINGER JOINTED PONDEROSA PINE, SG=0.43 Mit IN- Q2SADDLE" WA'LL-AWR QaQLjH&-WALL VINYL TYP Y41o> Cop 14r 5 61 L l I I STEEL) ad 00u 28 INSWING DOOR 80iTOM SWEEP VINYL .080" MAX. WALL, 035" MIN. WALL DWC. BY: JK LFS 130imm QQQl 0000.09" EXTRUDED VINYL WALL FFL-15000..4 2/14/2018 Florida Building Code Online i BCIS Home I Log In ( User Registration i Hot Topics j Submit Surcharge 1 Stats & Facts f Publications i FBC Staff IBCIS Site Map j Links Search j Florida NaZ a Product Approval USER: Public User Product Appr„Qval Menu > RM0 tC orApRIIca4i.Qn earth > Application List Search Criteria Rgflng 5 rich Code Version 2017 FL# 16103 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL FL#" _ `+ lY.PPg ManufWrer Validated By. status FL161Q- R2 Revision Ply Gem Windows Category: Windows National Accreditation & Management Institute Approved 804) 684-5124 History, Subcategory: Single Hung t5pproveu uy uorm. nppiuva uy morn m mi u ....:..... .. . .... .., ,.. _.........__. _.. .. . cont q Us :: ;§Ol Blair Stone Road, Tallahassee. FL 32399 Phone' 3 5_Q-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 Nate of Florida :: Priv Statement :: Accessibility Statement :: Ref nd Statem nt Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455. 275(i), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click hgere . Product Approval ® 99 AAcrr--cjicc-ee pts: Credit Card Safi https:// flaridabuilding.org/pr/pr_app_lst.aspx 1 /1 2/14/2018 Florida Building Code Online 13CIS Home fog In Use, Registration i Hot Topics Submit Surcharge Stats & Facts Publications 'I Ft3C Staff BCIS Site Map I Links Search dFlorida ProductApproval br (40 USER: Pub, ic User product Approval j j nr h AIMenu > EEggMg_2r App j> 6ppjItation list > Application Detail jFL # FL16103-R9 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR. Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary. Comments Archived Product Manufacturer Ply Gem Windows Address/ Phone/Email 433 N. Main St. Rocky Mount, VA 24151 614) 532-3596 luanne. harris@plygem.com Authorized Signature Luanne Harris luanne. harris@plygem.com Technical Representative Address/ Phone/Email Quality Assurance Representative Address/ Phone/Email Category Windows Subcategory Single Hung Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By National Accreditation & Management Institute Referenced Standard and Year (of Standard) Standard Year AAMA/ WDMA/CSA 101/l.S.2/A440 2005 AAMA/ WDMA/CSA 101/l.S.2/A440 2008 AAMA/ WDMA/CSA 101/I.S.2/A440 2011 ASTM E1886 2005 ASTM E1996 2009 Equivalence of Product Standards Certified By Product Approval Method Method 1 Option A Date Submitted 12/20/2017 https: llfloridabuilding.org/pr/pr_app_dti.aspx?param=wGEVXQwtDqvyf4ngAXhlOOOqbVYRG[TqUSzNzJCVvRqQvjVOzheKNA`/`3d%3d 1/3 2/14/2018 Florida Building Code Online Date Validated 1.2/21/2017 Date Pending FBC Approval Date Approved 12/27/2017 Summary of Products FL # Number or NameDescription 16103.1 1 Ply Gem 1500 Lin -tits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: N/A Other: Refer to installation detail for sizes, configurations and ratings. Single Hung, Non -Impact (Alt, Substrates) Certification Agency Certificate EUbiQ 9 AC ,Q_I-R3.pgf ELj4j_Q3 -_CAC _Q 4 Rif EL16_1 _139_C_CAC 5p _W9jLjaQ.0-R4.L _ _ f FL1610 _R9_C_CAC U_1011350.08-R5.P&f FLI(210_3_R9-C-CAC-NLQIIIU.U-R4.P-Lf EL1613_R9_Q_CAC f FL16103_ R9_C CAC 1` 1_16193J 9_E_CAC_NIQ1135Q.21-R3.p f FL1610 _ R9_(;_CAC_NLQjj2U.22-R4 P!fff FL16103 R9 C CAC_NIQjj350,?_5-R3 PSLf EL16103_ R9_C_CAC_NjQj2jZq.9LPjf 3_ R9_C_CAC_UjQjjL 7D.Q4.p _f _ _ jEU_ r?_W_99_r__CAC_NjQj33 7Q.Q5 f EL1619 Quality Assurance Contract Expiration Date 04/ 30/2020 Installation Instructions FL1610 _ _ g.9_L_PQW181-C.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports ELI§ IU AE EvalReport-P WI,8 -C.pL 9g_ _ -1— j Created by Independent Third Party: Yes 116103. 2 1 Ply Gem 1500 1 Single Hung, Non -Impact (As Tested) I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure. N/A Other: Refer to installation detail for sizes, configurations and ratings. Certification Agency Certificate FL1610 _ U_C;_CAC_NI0I135Q.0I-R3.pd E1U_ U_39_C_CAC_NIQ 1 135Q.Q2-R3.pdf LU0_ R9_C Q4-R .0f QAC_ULQUjU 3 EL16 10 CAC NIQj135Q.Q5-R4,pQf ELI_ 6M_R9_C_CAC_N 10 1 135Q,06-R3, pd EL1L1U_ U_C_CAC_N 10 1 1350.07-R3. gd FL1610 _ R9_C_CAC_NI01I350,08-R5,pd FLI 103_R9_C_CAC_NI0Ij350.11-RApd FLI I03_R.9_C_CAC_RL011350 16-_R3_.P!ff FL16103_ R9_C - CAC - N][01135Q.20-113 Off FL1 10]_R9_C_CAC_NI011)54.21-R3.pd FL1§ IQ _9-9-C-C-A-C-NLQjj-Z59.-2Z-R-4-P-d-f FL16103_ R9_C CAC_NI011350 25-R3 P.d_f FLI J03_E_C_CAC_NIQ133ZQ,02.pjff ELIC EL161M_ R9_C_CAC_UL01337D 4.p- f JQ4ELILM R9 CAC N1013370,05.p f FL1610 _ R9_C_CAC_NLQja22QQLW Quality Assurance Contract Expiration Date 04/ 30/2020 Installation Instructions FL1610 _ R9 - II_PGW198 AS TESTED.pd Verified 67National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: 116103. 3 1 Ply Gem 1500 1 Single Hung, Impact (Alt. Substrates) I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure; N/A Other: Refer to installation detail for sizes, configurations and ratings. Certification Agency Certificate FL1610 _ R9_C_CAC_UQ112N_U_-R2.P_df FL1610 _ R9 -CCAC-__ULQ1120-14--RIP9VE FL1610 _ R9_C_C6C_Nj01j350.24-R2.Pdf Quality Assurance Contract Expiration Date 11/ 30/2022 Installation Instructions FL161Q _ R.9_LI_PGW183-B.pd Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports https: llfloridabuilding.org/pr/pr_appjtl.aspx?param=wGEVXQwtDqvyf4ngAXhIOOOqbVYRGITqUSzNzJCVvRqQvjVOzheKNA`/`3d`/`3d 2/3 2/14/2018 Florida Building Code Online FL16103._R9_AE_EvaiReport-PGWI83 B.pdf Created by Independent Third Party: Yes 16103.4 1 Ply Gem 1500 Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: Yes Design Pressure: N/A Other: Refer to installation detail for sizes, configurations and ratings. Single Hung, Impact (As Tested) Certification Agency Certificate FL16103_R9_C_CAC _NI011350.12-R2.pdf FL16103_R9_C_CAC_NI011350.14-R2,pdf FL16103_R9_C_CAC_NI011350.24-R2.pdf Quality Assurance Contract Expiration Date 11/30/2022 Installation Instructions F 1 10 _69_II_PGW184 AS TESTED.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: MEM Contact Us :: 2601 Blair Stone Road, Tallahassee Fl- 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyright 2007-2013 State of Florida.:: Privacy Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: 99 Credit Card Safe https://floridabuiIding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvyf4ngAXh I000gbVYRGITgUSzNzJCVvRgQvjVOzheKNA%3d%3d 3/3 PLY GEM WINDOWS SERIES 1500 SINGLE HUNG WINDOW NOTES: I. THIS INSTALLATION HAS BEEN EVALUATED FOR USE IN LOCATIONS ADHERING TO THE FLORIDA BUILDING CODE OUTSIDE THE HVHZ, AND WHERE PRESSURE REQUIREMENTS AS DETERMINED BY ASCE 7 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES DO NOT EXCEED THE DESIGN PRESSURE RATINGS HEREIN. 2. WHEN USED IN AREAS REQUIRING IMPACT PROTECTION, THIS PRODUCT REQUIRES THE USE OF APPROVED IMPACT PROTECTIVE DEVICES (SHUTTERS). 3. ANCHOR TYPE, SIZE, SPACING, EMBEDMENT, AND EDGE DISTANCE SHALL BE AS SPECIFIED IN THESE DRAWINGS, USE APPROPRIATE ANCHORAGE FROM TABLE i ACCORDING TO SUBSTRATE TYPE. A MINIMUM CENTER -TO -CENTER SPACING OF 3" SHALL BE MAINTAINED BETWEEN ALL INSTALLATION FASTENERS IN ANY DIRECTION. 4. ANCHOR EMBEDMENT TO SUBSTRATE SHALL BE BEYOND WALL DRESSING OR STUCCO. FOR MASONRY OPENINGS WITH WOOD BUCKS LESS THAN 1-1/2' THICK, EMBEDMENT SHALL BE BEYOND WOOD BUCKS, IF USED, AND INTO MASONRY SUBSTRATE. WOOD BUCKS WITH MASONRY ARE OPTIONAL. 5. WOOD, METAL, OR MASONRY OPENINGS, BUCKS, AND BUCK FASTENERS, BY OTHERS, SHALL BE PROPERLY DESIGNED AND INSTALLED BY OTHERS TO TRANSFER SUPERIMPOSED LOADS TO THE STRUCTURE. ADEQUACY OF THE STRUCTURE TO RECEIVED THESE LOADS SHALL BE VERIFIED BY THE CONTRACTOR OR AUTHORITY HAVING JURISDICTION (AHJ). 6.IT IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD OR AS APPROVED BY THE AHJ TO SELECT PLY GEM PRODUCTS TO MEET ALL APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES, OR OTHER SAFETY REQUIREMENTS FOR EACH INSTALLATION. 7. SHIMS ARE REQUIRED WHERE GAPS OF GREATER THAN 1/16' EXIST BETWEEN OPENING AND FRAME. MAX. SHIM STACK IS 1/4". SHIMS SHALL BE LOAD -BEARING AND CAPABLE OF TRANSFERRING LOADS TO THE SUBSTRATE. 8. SEALING AND FLASHING STRATEGIES FOR OVERALL WATER INFILTRATION RESISTANCE OF THE INSTALLED PRODUCT SHALL BE THE RESPONSIBILITY OF OTHERS USING ASTM E 2112 AND IS NOT ADDRESSED BY THIS DOCUMENT. 9. INSTALLED GLAZING SHALL COMPLY WITH ASTM E 1300. 10. ALL FASTENERS PENETRATING INTO PRESSURE TREATED WOOD SHALL BE CAPABLE OF PREVENTING CORROSION DUE TO REACTION WITH PRESSURE TREATMENT CHEMICALS. ANY DISSIMILAR MATERIALS THAT COME INTO CONTACT SHALL BE PROTECTED TO PREVENT REACTIONS IN ACCORDANCE WITH CODE REQUIREMENTS, H. A WIND LOAD DURATION FACTOR CD = 1.6 WAS USED FOR THE ANALYSIS OF WOOD SCREWS ONLY, 12. PRODUCTS SHALL BE CONSTRUCTED AS SPECIFIED IN TEST REPORTS NATIONAL CERTIFIED TESTING LABORATORIES 110-15596-1 & -2, 110-15597-1, 110-15598-1. 110-15599-1 & -2, 110-15600-1, 110-1601-1, 110-15602-1, 110-15605-1, 110-16027-1, 110-16028-1, 110-16245-1, 110-19262-1, 110-19348-1 THRU -5. 13. DESIGNATION "X" IS FOR OPERABLE PANEL AND "0" IS FOR FIXED PANEL. 14. USE 100% PURE SILICONE CAULK COMPLIANT WITH AAMA 800 SECTION I - SEALANT SPECIFICATIONS FOR USE WITH ARCHITECTURAL FENESTRATION PRODUCTS. 15. USE A BACKER ROD ON ALL JOINTS >3/4' DEEP AND/OR WIDER THAN 1/4. FINISHED CAULK JOINT SHOULD BE A MINIMUM OF 3/8' DEEP. FL 16103.1 SIZE CHART OVERALL SIZE MAX, DESIGN PRESSURE GLAZING TYPE i CONFIG. WIDTH HEIGHT 35-15/16' 84' 50/- 50 PSF TYPE G! / EVEN SASH 40, 72, r50/- 50 PSF L8' 72' 50/- 50 PSF 52-118, 62' r501- 50 PSF 53' 77-I18' 50/- 50 PSF 44' 77-1/8' r40/- 40 PSF 53- 77-1/8' L0/- 40 PSF 35-15/16' 73 15/16- 35/- 35 PSF 35-15/16- 73 1506' 50/- 50 PSF 68-1/16' 95-15/16' r301- 35 PSF TYPE GI / ORIEL SASH48-1/16- 95-15/16' 251- 30 PSF 44-1116' 77-1/8' 40/- 40 PSF TYPE G2 / EVENSASH36-1/16- 7L-U;6' r50/- 50 PSF 35-7/16' 73-112' r35 t- 35 PSF 35-15116- 61 15/16' s35/- 35 PSF TYPE G3 / EVEN SASH 35-112, 73-1/2' a30/- 30 PSF 40-1116' 72' i25/- 35 PSF 43-S/16' 77-1/8' 1 +25/- 25 PSF TABLE OF CONTENTS SHEET SHEET DESCRIPTION I INSTALLATION 5 GENERAL NOTES 2 ELEVATIONS 8 ANCHOR SCHEDULE 3 VERTICAL SECTIONS 4 HORIZONTAL SECTIONS 5 1 TABLE is INSTALLATION FASTENERS TABLE Lucas Turner 2017-12-20 03:31+19:00 ID SUBSTRATE TYPE ANCHOR TYPE MIN. EMBED. MIN EDGEDISTANCE' FIN INSTALLATION A 2X MIN. SPRUCE -PINE -FIR WOOD 8 WOOD SCREW I-1/2' 7/16' G=0.42) 16 GAUGE (0.060') STEEL 36 KSI MIN. 10-16 SELF -DRILLING SCREW FULL, PLUS 3 7!!b e OR 1/8" ALUM. 6063-T5 MIN. TEKS/DRIL-FLEX/KWiK-FLEX THREADS MIN. FRAME OR CLIP INSTALLATION c CONCRETE (2 KSI MIN.) 3/16' ITW TAPCON 112' 1-1/8, O HOLLOW OR GROUT -FILLED CMU 3/16' iTW TAPCON 2" 117 PCF MIN.) E 2X MIN. SOUTHERN PINE WOOD 3/16' ITW TAPCON 1-3/8' 7/8' G=0.55) F 2X MIN. SOUTHERN PINE WOOD 10 WOOD SCREW 1-3/8' 7/8' G=0.55) 16 GAUGE (0.060') STEEL 36 KSI MIN. 0-16 SELF -DRILLING SCREW FULL, PLUS 3 2' G OR 1/8' ALUM. 5063-T5 MIN. TEKS/DRIL-FLEX/KWiK-FLEX THREADS MIN. NOTE: ALL SCREWS AND TAPCONS SHALL HAVE MOD. TRUSS. PAN, OR HEX WASHER HEAD, 0,42' MIN. HEAD OR WASHER DIAMETER FOR FIN ANCHORS, 0.355' MIN. HEAD OR WASHER DIAMETER FOR FRAME ANCHORS. f. Ply Gem, WINDOWS ROCKY MO-T, YA 21151 No 58201 STATE OF 12/19/2017 LUCAS A. TURNER, P.E. FL PE # 58201 TURNER ENGINEERJNG & CONSULTING, INC. COA # 29779) 1239 JABA.RA AVE. NORTH PORT, FL 34288 PH, 941-380-1574 DWG #: PGW181 SHEET: 1 OF C UNIT MAX. WIDTH SEE SIZE CHART, SHEET i TYPICAL ELEVATION EVEN SASH UNIT MAX. WIDTH SEE SIZE CHART, - SHEET I NOTE: MAXIMUM ORIEL UNIT FIXED D.L.O. l Ply GemWINDOWS 133 4. "AIM ST.. PO 80x 559, ROCKY MOUNT. VA 54151 PH. 50-LS.-b3lb 546L8/-- 5063 O fl N_ 1 HEIGHT IS LIMITED TO 50-7/6 . 4 j z 3 n Oyz z i Z Oo I QraQ E m v I N z o zz W z q a rjim ohoN_ f Lll O G r CC u. i a 1 O TYPICAL ELEVATION r ORIEL SASH Q Z L = v z 15' 35' I f uwau gr 4' FROM 8-I/2' b' FROM y) O.C., 6' FRGM O. C., -'S 6- FROM *d°,N14R_EW T. CORNER, TYP.— O.C., TYP. $ 4' FROM CORNER, TYP. TYP. 1 , 5 ^••c. CORNER, TYP. TYP. CORNER, TYP. CORNER, TYP. p',•'r C Ng,•",,1, N. 58201 k ,.* 12' O.C., 12" O.C., TYP / TYP / EXTRA ANCHORSS7AiE OF : ki n" ( MARKED W/ 'X') :0.,•, ;• V INSTALLATION 11 1V 11 t1 EOUiRED FOR ALLt1"• OtilQ, ANCHOR, TYP. INSTALLATION WINDOW WIDTHS OS ONAL. ANCHOR, TYP. II X // X OVER 44-7/16' 2' EACH 1 2' EACH SIDE OF SIDE OF X X O.C., TYP. MTG. RAIL '1 (' 4' FROM MTG. RAit - / `7I" 4' FROM ?2/?4/20i7 CENTER, 13 EXTRA ANCHOR CENTER, l! EXTRA ANCHOR LUCAS A. TURNER, P.E. XR TYP. " X" LOC. TO TYP. ° " LOC. TO FL PE # 58201 NEAREST NEAREST TURNER ENGINEERING & EXTRA ANCHORS / STANDARD LOC., / STANDARD LOC_, CONSULTING, INC. INSTALLATION ( CIRCLED LOCATIONS) 7" TYP. TYP. (COA # 29779) ANCHOR. TYP. REQUIRED FOR ALL iTH. PORTJASA, r' A34 NORTHP£3RT, rL 34288 WINDOW WIDTHS 4' 0.C. PH- 991-380-?574 OVER 44-I134' 6' FROM INSTALLATION ANCHOR LAYOUT FL 16103.1 FIN INSTALLATION CORNER, TYP, ANCHOR AT CLIP, TYP. DWG #: ANCHOR LAYOUT ANCHOR LAYOUT P G W 181 FRAME INSTALLATION CLIP INSTALLATION SHEET: . 2 OF C SUBSTRATE ' " ......'. BY OTHERS SILICONE CAULK -} SEE NOTES 14 8 15, SHEET I EXTER SEE G DETAILS S EXTEF SILICONE CAULK SEE NOTES 14 B 15, SHEET I SUBSTRATE BY OTHER! FL 16103.1 MIN, E VERTICAL SECTION SILL BRICKMOULD FRAME - CLIP INSTALLATION MIN. EMBED. SEE TABLE I, SHEET I INSTALLATION ANCHOR SEE TABLE 1, SHEET i 7 T MIN. EDGE DIST. SEE TABLE 1, SHEET I LI 1/4' MAX. SHIM SPACE MIN. EDGE DIST. INSTALLATION ANCHOR SEE TABLE 1, SHEET I SEE TABLE I, SHEET 1 SUBSTRATE BY OTHERS MIN. EMBED. SEE TABLE 1, SHEET I SILICONE CAULK ...... s. . SEE NOTES 34 8 15, SHEET I j SEE GLAZING F5 oV:Ply Gem, I 435 N. — S'.. P aOX 554. ROCY.Y IT-7. VA 21* FY 540-4a4-aJ4arX. 540-4e4-6e83 4p L 1/4' MAX. SHIM SPACE opz_ I z z C) I SEE GLAZING J F, DETAILS SHEET 5 z o EXTERIOR INTERIOR n z s O g min VERTICAL SECTION 4n 1:J O Z t- zi HEAD BEVELED FRAME - FRAME INSTALLATION iii) J a ! a Q Vz SEE GLAZING r m Z m G DETAILS SHEET 5 o a 3 z L' i p u 1N EXTERIOR i + INTERIOR ,` yN£s.G',, I \ / ytr. F •.2a 1 No 582D1 :? 9; STATE OF :4) MIN. EDGE DIST. SHIM SPACE ILL SEE TABLE SHEET SILICONE CAULK NOTES 14 8 15, SHEET I 12/19/2017 LUCAS A. TURNER, P.E. FL PE # 58201 SUBSTRATE INSTALLATION ANCHOR TURNER ENGINEERING & BY OTHERS CONSULTING, INC. SEE TABLE i, SHEET i ( COA # 29779) 1239 JABARA AVE. MIN, EMBED. NORTH PORT, FL 34288 SEE TABLE 1, SHEET I PH, 941-3810 574 DWG #: p VERTICAL SECTION_ P G W 18 j 3 SILL SHEET: BEVELED FRAME - FIN INSTALLATION 3 OF Mil. EMBED, SEE TABLE I, SHEET I 1/4' MAX. MIN, EDGE DIST. SEE TABLE I, SHEET 1 s Ply GemSHIMSPACE ' SUBSTRATE WINDOWS y I/4' MAX. BY OTHERS SHIM SPACE INTERIOR INTERIOR INSTALLATION ANCHOR tas N. "An: IT ro aox 559. SEE TABLE I, SHEET I nccrcr nouns, vA ussi MIN. EDGE DIST. MIN. EMBED. PY. St4t9t-p3tS Fx. sw-+.st-asss SEE TABLE 1, SHEET i SEE TABLE !, SHEET I SEE GLAZING DETAILS SHEET 5 J 10 SUBSTRATE BY OTHERS SEE GLAZING p DETAILS SHEETS z INSTALLATION ANCHOR SEE TABLE i, SHEET 1 0 o Z wZ O EXTERIOR EXTERIOR SILICONE CAULK SEE NOTES 14 9 15, SHEET Io o y a E HORIZONTAL SECTION F HORIZONTAL SECTION u r SILICONE CAULK 4 JAMB 4 JAMB o N m SEE NOTES 14 8 15, SHEET I BRICKMOULD FRAME - FRAME INSTALLATION BRiCKMOULD FRAME - FIN INSTALLATION cnw 5: w o o r01 4 t MIN, EMBED. rjjI a m u SEE TABLE I, SHEET I 1 z MIN. EMBED. 1/4' MAX. I/4' MAX. SEE TABLE 1, SHEET 1 F m Z r a SHIM SPACE SHIM SPACE —4 E u 2P3 u N SUBSTRATE MIN. EDGE DIST. 5/16' MIN. INTERIOR INTERIOR BY OTHERS SEE TABLE 1, SHEET 1 gyp+f...REW NINSTALLATIONANCHORVq:YjCE g'${.4QZ++ SEE TABLE 1, SHEET ! w ? No 58201 '35 ANCHOR SEE GLAZING 9t STATE OF . kvINSTALLATIONDETAILSSHEET5p •. PFSEETABLEI, SHEET I J f MIN. EDGE DIST. Og10P%` 1SSEETABLESH£ET ! ONA%.S' 4' SEE GLAZING SUBSTRATE DETAILS SHEET 5 12/19/2017 BY OTHERS J LUCAS A. TURNER, P.E. FL Pc # 58201 TURNER ENGINEERING & EXTERIOR EXTERIOR CONSULTING, INC. COA # 29779) SILICONE CAULK 9 JABARA AVE. SILICONE CAULK SEE NOTES 14 & I5, SHEET I NORTHPORT L 34288 SEE NOTES 14 B 15, SHEET I PH. 941-380-1574 HORIZONTAL SECTION HORIZONTAL SECTION DWG, 4 JAMB 4 JAMB A, I Q PGBEVELEDFRAME - CLIP INSTALLATION BEVELED FRAME - FRAME INSTALLATION v V SHEET: 4 OF 5 FL16103.1 T"ow ' ply Gem 133 .v, 1A11 S'., PO 80% 559, ROCKY MOUNT. VA 24;51 PH'. SAO-t8t-0}48 f%: St0-L8t-648} 7/8' O.A. 7/8' O.A. INSULATED _ ^- INSULATED -'1 — ANNEALED ANNEALED I GLASS UNIT o + EXTERIOR — GLASS UNIT EXTERIOR/ 1/2' MIN. TYP. z I/2' MIN. TYP. / INTERIOR GLASS BITE / INTERIOR J z oGLASSBITE TWO-SIDED z a. g DOW 1199 ONE GLAZING TAPE GLAZING DETAIL 2 5 GLAZING DETAIL 1 oz >i4 o z0 u o 2 oo 0 r 13/16' O.A. I- z a m v INSULATED ANNEALED GLASS UNIT Q P Q N ZEXTERIOR L ll 0' Ao.REw 1/2' MIN. TYP. +.a6; - F'•.-Z;' GLASS BITE / INTERIOR No 58201 .11 Z COMPRESSION GLAZING TAPE GLAZING DETAIL 3 ' 9: STATE Of APPLICABLE TO FIXED LITE ONLY ,"i'OIVit1; FOR SASH SEE GLAZING DETAIL I 12/19/2017 LUCAS h TURNER, P.E. FL PE # 58201 TURNER ENGINEERING & CONSULTING, INC. COA # 29779) 1239 JABARA AVE- NORTH PORT, FL 34288 PH. 941-380-1574 DWG #: PGW181 FL 16103,1 SHEET: 5 OF 5 PLY GEM WINDOWS SERIES 1500 INTEGRAL MULLED WINDOW INSTALLATION NOTES: I. ONE (1) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN, 2, THE FYUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTER. 3, INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF t112 INCH (I.E., WITHOUT CONSIDERATION OF TOLERANCES). TOLERANCES ARE NOT CUMULATIVE FROM ONE INSTALLATION ANCHOR TO THE NEXT. 4. SHN AS REQUIRED AT EACH INSTALLATION ANCHOR WITH LOAD BEARING SHIM(S). MAX MUM ALLOWABLE SHIM STACK TO BE I/4 INCH, SHIM WHERE SPACE OF I1i6 INCH OR GREATER OCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER, 5, FOR INSTALLATION INTO WOOD FRAMING USE #8 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1 112 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, 8, 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 - MIN)MU'M SPECIFIC GRAVITY OF 0.55. FL 1610 3. 2 NON -IMPACT) AS TESTED 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 101/I.S.2/A440-OS/08 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 LOADSTO 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 TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN, A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHZ AREAS. S. APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6. WINDOW FRAME MATERIAL: PVC 7. GLASS MEETS THE REQUIREMENTS OF ASTM £ 1300 GLASS CHARTS. SEE SHEET 6 FOR GLAZING DETAILS. OVERALL SIZE MAX. DESIGN PRESSURE UNIT TYPE MISSILE IMPACT RATINGWIDTHHEIGHT 72-1/2' 60' tSO/- 60 PSF TWIN NON -IMPACT 80-112` 71-16/16' SO/- 50 PSF 1H,-1/4' 77-1/8' 40/- 40 PSF 109, 60, 451- 65 PSF TRIPLE109-M6' 74-I/16' 25/- 35 PSF 12i-UW 77-1/16- 45/- L5 PSF NOTE, SEE SHEET 2 FOR ALL QUALIFIED CONFIGURATIONS TABLE OF CONTENTS SHEET SHEET DESCRIPTION I INSTALLATION 6 GENERAL NOTES 2 ELEVATIONS 3 ANCHOR SCHEDULE 4 VERTICAL SECTIONS 5 HORIZONTAL SECTIONS 6 COMPONENTS, BILL OF MATERIALS, 8 GLAZING DETAILS f' Piy GemWINDOWS L33 N. MAIN ST.. PO BOX S59 ROCKY MOIINT VA 24431 PH. 5+.0-46L-6548 FX. 540-484-6683 wh P Q o ISO >- E m Z_ 3 wwr z C ZO_ QZ CLL r QC W p V Z z ll zOQ Z Q w4 u o z c KI N r sal O O QU ldjIU00 1Z 0LUFtnI-- li 1— LoQ DWG #: PGW198 SHEET: ( OF b F UNIT MAX. HEIGHT 771'6' 1 FL 16103.2 UNIT MAX. WIDTH 121 16 D L.0 MAX. L...,... —3.--] TYPICAL ELEVATION TRIPLE UNIT SERIES 1500 INTEGRAL MULLED WINDOW QUALIFIED UNIT TYPE CONFIGURATIONS TWIN UNITS 00 TRIPLE UNITS 000 f"'MyGemTorWIND-OWS 433 N. MAN Si..PO aOX 559 ROCKY nouNT, VA 2415; Z lxIlo131 UNIT MAX. WIDTH 84Z- ocl D,L.0 MAX. z I WIDTH 3T ZH C O A z fy o uA , u) 5 oE G 2 < D.L.O. MAX. UNIT MAX, r4Cx HEIGHT iijHEIGHT F 0. .0. 722" 771- D.L.O. MAX. 8 HEIGHT i3 m< ® oz10luLI) NOTE: SEE SHEET 3 FOR ANCHOR LAYOUTS SCHEDULE OF ALL QUALIFIED UNIT SIZE AND DESIGN PRESSURE COMB)NATIONS. TYPICAL ELEVATION TWIN UNIT 0U-1 UiUi U) DWG #: PGW198 SHEET: 2 OF 6 4' FROM CORNER, TYP 1 4' FROM CORNER, TYP, 8' O.C„ INSTALLATION TYP, ANCHOR, TYP. 0. 0. 0. rr rr Al TYPICAL ELEVATION FIN INSTALLATION 121-1/16• x 77-1/16' UNIT SERIES l500 INTEGRAL MULLED WINDOW - ANCHOR SCHEDULE UNIT SIZE UNIT TYPE DESIGN PRESSURE INSTALLATION TYPE d ANCHOR SPACING WIDTH HEIGHT FIN FRAME CLIP HEAD JAMB SILL HEAD JAMB SILL HEAD JAMB SILL 72 112" 60" TWIN 50/-60 PSF 8.00" 8.00" 8.00" MIDSPAN MIDSPAN 18.00-' 18.00• 16.00" 18.00' 80112' 7115/16" 50/-50 PSF 8.00' 8.00' 8.00" MIDSPAN MIDSPAN IB,00•' 18.00• 16.00" 18,00" 84 1/4" 77 1/8" 40/-40 PSF 8.00" 8.00" 8.00" MIDSPAN MIDSPAN 18.00•' 18.00' 16.00" 18.00" 109" 60" TRIPLE 45/-65 PSF 8.00" 8.00" 8.00" MIDSPAN MIDSPAN 18.00-' 18.00' 16.00" 18.00• 1091116" 741/I6" 25/-35PSF 8.00" 8.00" 8.00" MIDSPAN MIDSPAN 18.00'1 18.00' 16.00" 18.00' 121 1/16' 771/16" 45/-45 PSF 8.00" 8.00" 00" MIDSPAN MIDSPAN 18.00"' 18.00" 16.00" 18.00' I . ANCHOR SPACING LISTED ABOVE IS BASED ON MAXIMUM UNIT SIZE AND PRESSURE LISTED. SPACING IS QUALIFIED FOR SMALLER UNITS OR UNITS REQUIRING A LOWER PRESSURES. 2, FOR FRAME INSTALLATION ANCHOR CLIPS ARE REQUIRED AT THE SILL SPACED AS SHOWN IN CHART. 3, ANCHOR METHODS MAY BE INTERMIXED AS LONG AS ANCHOR SPACING, TYPE, ETC. ADHERES TO REQUIREMENTS LAID OUT IN THIS DOCUMENT (I.E. FRAME INSTALL AT HEAD 8 JAMBS, FIN INSTALL AT SILL) FL 16103.2 53'FROM MIDSPAN, 4 b', TYP. --{ +- P. CORNER, TYP. 1 I! i F 11A// L_ 54• FROM10( CORNER. TYP M!DSP TYP, 6' FROM I I_ -+ % CORNER, TYP. " f 18TYP. TYPICAL ELEVATION FRAME INSTALLATION 84-U4• x 77-1/8' UNIT Ply Gem- WINDOWS 433 N. 'w". ST-. PO 20x 55a ROCKY MOUNT, vA 24451 PM. 540-454-6348 rx-.540-484-6683 ue o ao _ o r z Q J Z 3 INSTALLATION ANCHOR, TYP. w' Z o 0 LU L) u z z wzyn o G z INSTALLATION u' G ANCHOR AT CLIP, TYP. > ct W o G a wJ O C j- Z N r } 6' FROM m C m 1i r m CORNER, TYP. o N z Q n lu N A/ 0• •0• 16' O.C.. LU TYP, uj Fn po Q 6' FROM i 18. O.C.,_ CORNER,TYP. TYP. INSTALLATION TYPICAL ELEVATION ANCHOR AT CLIP, TYP. CLIP INSTALLATION 84-1/4' x 77-1/8' UNIT DWG #: PGW198 SHEET: 3 OF 6 CONCRETE/ MASONRY BY OTHERS 1 112' MIN. EMBEDMENT CAULK BETWEEN 8 WOOD SCREW CONCRETE/ MASONRY 8 2X INSTALLATION ANCHOR WOOD BUCK BY OTHERS 2X WOOD BUCK. Jr BY OTHERS 3/4' MIN, EXTERIOR FINISH EDGE DISTANCE BY OTHERS. SILICONE SEALANT BY OTHERS 1 1/4' MAX. SHIM SPACE 4 O.A. UNIT 3 HEIGHT SEE GLAZING DETAILS SHEET 6 EXTERIOR INTERIOR g VERTICAL SECTION HEAD - STEEL STUD BRICKMOULD FRAME - FIN INSTALLATION SEE 6SHEETGLAZINGb _ DETAILS SHEET EXTERIOR \ INTERIOR UNIT HEIGHT 3 7 1/4' MAX. SHIM SPACE Q...... SILICONE SEALANT BY OTHERS 1 112' MIN, EXTERIOR FINISH EMBEDMENT BY OTHERS' 2X WOOD BUCK BY OTHERS CAULK BETWEEN 44 a 8 WOOD SCREW 4CRETE/ MASONRY 8 2X J INSTALLATION ANCHOR WOOD BUCK BY OTHERS 3/4' MIN CONCRETE/ MASONRY —/"" EDGE DISTANCE BY OTHERS A VERTICAL SECTION SILL - MASONRY/CONCRETE FL 16103.2 BRICKMOULD FRAME - CUP INSTALLATION CONCRETE/ MASONRY z* Piy Gem.. BY OTHERS 3/4' MIN. WINDOWS 8 WOOD SCREW CAULK BETWEEN EDGE DISTANCE ; NSTALLATiON ANCHOR CONCRETE/ MASONRY 8 2X Lss :. ra v ss., vo a x 539 WOOD BUCK BY OTHERS aocnv now7 vn 24t51 2X WOOD BUCK 'Q 1 1/2' MIN. BY OTHERS EMBEDMENT PH. 549-tbt-63LE Fx 549-464-e6a3 EXTERIOR FINISH ... . w nBYOTHERS SILICONE SEALANT .... o BY OTHERS o 3 m s 1/4' MAX. o z 2 _ SHIM SPACE o 4 O.A. f z zp UNIT HEIGHT SEE GLAZING a DETAILS SHEET 6 w Z U Wo EXTERIOR INTERIOR o z p l VERTICAL SECTION N HEAD - STEEL STUD4 a BEVELED FRAME - FRAME INSTALLATION u i SEE GLAZING ! v w rm C rm cr, DETAILS SHEET b o ; z EXTERIOR \ INTERIOR O.A. UNIT 3 HEIGHT 20 MAX. SHIM SPACESHi 8 Q 3/4' MIN. Lu EDGE DISTANCE IH- N113 SILICONE SEALANT BY OTHERS _ EXTERIOR FINISH ....'.' Q BY OTHERS 2X WO ODOTBUCK CSBYHECAULK BETWEEN • ,e• CONCRETE/ MASONRY B 2X I U2' MIN. ' WOOD BUCK BY OTHERS EMBEDMENT CONCRETE/ MASONRY / #8 WOOD SCREW 1NSTALLA7# ON ANCHOR DWG #. BYOTHERSp VERTICAL SECTION P G W 19 8 SILL - STEEL STUD FIN INSTALLATION SHEET: OF6 BEVELEDFRAME - 1 112' MIN. EMBEDMENT 8 WOOD SCREW 1/4' MAX. INSTALLATION ANCHOR SHIM SPACE INTERIOR 3/4' MIN, EDGE DISTANCE SEE GLAZING DETAILS SHEET 6 CONCRETE/ MASONRY BY OTHERS • CAULK BETWEEN CONCRETE/ MASONRY B 2X i WOOD BUCK BY OTHERS 2X WOOD BUCK ': BY OTHERS EXTERIOR FINISH : EXTERIOR BY OTHERS LL O.A. SILICONE SEALANT UNIT BY OTHERS WIDTH E HORIZONTAL SECTION 5 JAMB - MASONRY/CONCRETE BRICKMOULD FRAME - FRAME INSTALLATION 1 112' MIN. 8 WOOD SCREW EMBEDMENT INSTALLATION ANCHOR I 1/4' MAX. i SHEM SPACE 3/4' MIN. INTERIOR EDGE DISTANCE • w i l SEE GLAZING CONCRETE/ MASONRY_/DETAILS SHEET 6 BY OTHERS CAULK BETWEEN" — CONCRETE/ MASONRY & 2X l WOOD BUCK BY OTHERS 2X WOOD BUCK • .' 1 BY OTHERS ° EXTERIOR FINISH h BY OTHERS SEE GLAZING EXTERIOR DETAILS SHEET 6 SILICONE SEALANT 2 O.A. BY OTHERS UNIT WIDTH HORIZONTAL SECTION FL 16103.2 JAMB - MASONRY/CONCRETE BEVELED FRAME- CLIP INSTALLATION 8 WOOD SCREW INSTALLATION ANCHOR l.: Ply Gem3/4' EDGE • CONCRETE! MASONRY WINDOWS DISTANCE BY OTHERS INTERIOR a ". CAULK BETWEEN 1" naH sr -0 eoz sss CONCRETE/ MASONRY & 2X O`xr noun'. un zLisF WOOD BUCK BY OTHERS F%: 54U-LBL-5583 SEE GLAZING ' ,. DETAILS SHEET 6 { I/2^ MIN. F Po EMBEDMENT a w o r 1 2X WOOD BUCK o Ia BY OTHERS EXTERIOR FINISH - J o z BY OTHERS J u EXTERIOR SILICONE SEALANT a 1 BY OTHERS r Z O.A. z 2 UNIT o o z WIDTH F HORIZONTAL SECTION w F W JAMB - STEEL STUD5 c BRICKMOULD FRAME - FIN INSTALLATION INTERIOR H HORIZONTAL SECTION 5 INTEGRAL MULLION TYPICAL GLAZING AILS SHEET 6 N k Q 1= I' L N0 1Z nIliF— Lu Imo_ Q DWG #: PGW198 SHEET: 5 OF 6 BILL OF MATERIALS ITEM NO. PART NO. DESCRIPTION MATERIAL MANUFACTURER/NOTES I BRICKMOULD FRAME PVC PLY GEM WINDOWS 2 BEVELED FRAME PVC PLY GEM WINDOWS 3 GLAZING BEAD PVC PLY GEM WINDOWS 4 FRAME COVER PVC PLY GEM WINDOWS 5 BRICKMOULD ANCHOR CLIP PVC PLY GEM WINDOWS 6 BEVELED ANCHOR CLIP PVC PLY GEM WINDOWS 7 BRICKMOULD SILL PVC PLY GEM WINDOWS 8 BEVELED SILL PVC PLY GEM WINDOWS 9 INTEGRAL MULLION PVC PLY GEM WINDOWS 10 MULLION REINFORCEMENT STEEL PLY GEM WINDOWS 71 FIXED SILL PVC PLY GEM WINDOWS OBRICKMOULD FRAME PVC 3.687' O.ObS' TYP. GLAZING BEAD PVC BRICKMOULD ANCHOR CLIP 6 BEVELED ANCHOR CLIP BRICKMOULD SILL BEVELED SILL 5 PVC 6 PVC PVC PVC 3.135' i 0. 282' 3.4353,56' 1 0. 282' 0.065' 0.06 0. 065' O.fl6 TYP. TYP., NOTE: USE OF EITHER BRICKMOULD OR BEVELED FRAME TYPES IS QUALIFIED UNDER THIS 0 ON REINFORCEMENT ( PVC PERFORMANCE D SILL FF STEELLIMITSLISTED HEREIN. 7/ 8' O.A. INSULATED 3. 26'-{ — ANNEALED GLASS UNIT 3' I EXTERIOR 0. 06' 1 1/ 2' MIN, TYP. INTERIOR GLASS BITE ._ DOW 995 SILICONE GLAZING DETAIL 1 FOR USE IN ANY LITE FIXED OR SASH) FL 1610 3. 2 BEVELED FRAME PVC 3, 402' — j 3, 812' 0. 065' TYP. 1 FRAME COVER PVC 2 I 0. 068' J INTEGRAL MULLION PVC 7/ 8• G.A. INSULATED ANNEALED GLASS UNIT EXTERIOR — r U2' M{N. TYP, INTERIOR GLASS BITE COMPRESSION GLAZING TAPE GLAZING DETAIL 2 FOR USE IN SINGLE HUNG FIXED LITES ONLY WINDOWS 133 N_ HWl S'; .. PD 09x 554 R6tNY Y.0U '7, VA 2415i PH' 510-484-6340 Fx: 540-40,6 03 lli k k k 0 1 PGWi98 SHEET: b OF G 2/14/2018 40Productd Florida NYP duct Approval USER: Public User .rProQuct Ap Application Search > Application List q-n.0 , Product or Search Criteria ftclat—qcarch Code Version 2017 FL# 16104 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search Results - ns FL# lypc Manufacture YALdgkdAy FL16104- R4 Revision Ply Gem Windows National Accreditation & Management Institute Approved HHrY Category: Windows (804) 684-5124 Subcategory: Fixed Approved by D6PR Approvals by DBPR shaft be reviewed and ratified by the POC and/or the commission if necessary. QD. Oct us :: 26 1 Blair nR djAlah Sset FL 3ZL99 ELong, _850-487-1824 The State of Florida is an AA/EEO employer. Copy right 2 07-_2g13 SatSAf Floria.:: Privacy tibility Statement Statement Ag s _J ment :: Refund a Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic mail to this entity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. It you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee kinder Chapter 455, F.S., please click bgrg_. Product Approval Accepts: M a im—N-11RRE Credit Card Safe https:// floridabuilding, org/pr/pr_app_lst.aspx 1/1 k) 'da pt Product ApprovaldbprUSER: Public User Rmdy9-&PPrQval ft> progugt or Aapj j 1 nr > AQplicatiQn List > Application Detailrw FL # FL16104-R4 Application Type Revision Code Version 2017 Application Status Approved Approved by DBPR, Approvals by DBPR shall be reviewed and ratified by the POC and/or the Commission if necessary, Comments Archived Product Manufacturer Ply Gem Windows Address/Phone/Email 433 N. Main St. Rocky Mount, VA 24151 614) 532-3596 luanne.harris@plygem.com Authorized Signature Luanne Harris luanne.harris@plygem.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Fixed Compliance Method Certification Mark or Listing Certification Agency National Accreditation & Management Institute Validated By National Accreditation & Management Institute Referenced Standard and Year (of Standard) Standard year AAMA/WDMA/CSA 101/I.S.2/A440 2005 AAMA/WDMA/CSA 101/I.S.2/A440 2008 AAMA/WDMA/CSA 101/1,S.2/A440 2011 ASTM E1886 2005 ASTM E1996 2009 Equivalence of Product Standards Certified By Product Approval Method Method I Option A Date Submitted 12/20/2017 https://floridabuilding.org/pr/pr_app_Atl.aspx?param=wGEVXQwtDqvyf4ngAXhlowfMlaS`/2bmis69°/2bu%2b9HkgEWvjtUO114FU`/`2fwp/o3d`/`3d 1/3 2/14/2018 Florida Building Code Online Date Validated 12/21/2017 Date Pending FBC Approval Date Approved 12/27/2017 Summaryof Products 16104.1 Ply Ge FL # Mode 1, Number or Name Description_ _-______----- rn 1500_ Fixed Window, NonYImpact (Alt. Substrates) Limits of Use Certification Agency CertificateL1ApprovedforuseinHVHZ: No F1 4_R4_C_C_,_AC_NI011337.02-R2.pdf Approved for use outside HVHZ: Yes FL16 Q4_R4__C_N[011337 Q3 Ri.p—dfImpact Resistant: No FFL 6104._R4_C_C.AC_RQ> 3-7—Rb.,R Design Pressure: N/A Quality Assurance Contract Expiration Date Other: Refer to installation detail for sizes, configurations and 11/30/2022 ratings. Installation Instructions FL16104_ R4_II_EGW 177-B.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports4 FL11 _R4_AE_E_v IReport-P Report-B.pdf Created by Independent Third Party: Yes 0 - 16104.2 Ge Fixed Window, Non -Impact (As Tested) Limits of Use Certification Agency Certificate Approved for use in HVHZ: No FLl 104_R4_C_CAC_NI011337 02-R2 pcif Approved for use outside HVHZ: Yes R4_C--—NI 1133Z QL-B_ . Impact Resistant: No FI 4_R4_C_CC_NI011337-R1 pdf Design Pressure: N/A Quality Assurance Contract Expiration Date Other: Refer to installation detail for sizes, configurations and 11/30/2022 ratings. Installation Instructions FL16104_ R4_[I_PGW178 AS TESTED.pdf Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: AGem16104. 30FixedWindow, Impact (Alt. Substrates) Limits of Use Certification Agency Certificate Approved for use in HVHZ: No F04_R4_C_CA1C_NI011337 04-R2 p Approved for use outside HVHZ Yes Quality Assurance Contract Expiration Date Impact Resistant: Yes Design Pressure: N/A 11/ 30/2022 Installation Instructions Other: Refer to installation detail for sizes, configurations and FL16104_R4_II_PC W179-B.pdf ratings. Verified By: National Accreditation & Management Institute Created by Independent Third Party: Evaluation Reports L1F 6104_R4_A _EvalReport-PGW179 B.pdf Created by Independent Third Party: Yes 16104. 4 Ply Gem 1500 Fixed Window, Impact (As Tested) Limits of Use Certification Agency Certificate Approved for use in HVHZ: No Yes I 16104_P4_C_C_NIQ11337 04 f32 t df Quality Assurance Contract Expiration Date ApprovedforuseoutsideHVHZ: Impact Resistant: Yes 11/30/2022 Design Pressure: N/A Other: Refer to installation detail for sizes, configurations and Installation Instructions FL 4_R4 I[_PGWlag AS TESTED.pdf Verified By: National Accreditation & Management Institute ratings. Created by Independent Third Party: Evaluation Reports Created by Independent Third Party: won t Ic :: 2,i01 Blair `~tone Road, TallahA0= Fl 2399 Phon ' 3.,4-487-1824 The State of Florida is an AA/EEO employer. ;oRyright 2007-ZQ13 State of Florida :: Privacy tat qmn :: Accessibility Statement :: Refund St ment Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronic mailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. "Pursuant to Section 455,275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The annals provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address which can be made available to the public, To determine if you are a licensee under Chapter 455, F,S., please click here . Product Approval Accepts: eCi https:(/ floridabuilding,org/pripr_app_dti.aspx?param=wGEVXQwtDgvyf4ngAXh10wfMlaS%2bmis69%2bu%2b9HkgEWvjtUol14FU%2fw%3d%3d 2/3 2/14/2018 Florida Building Code Online Card Safe SeCLIritV.MTRIcs https:llfloridabuilding.org/prlpr_app_dti.aspx?param=wGEVXQwtDqv)(f4ngAXhlOwfMlaS°/a2bmis69%2bu`/`2b9HkgEWvjtUol 14FU%2f\,v%3d%3d 313 PLY GEM WINDOWS SERIES 1500 FIXED WINDOW (NON -IMPACT) NOTES: I. THIS INSTALLATION HAS BEEN EVALUATED FOR USE IN LOCATIONS ADHERING TO THE FLORIDA BUILDING CODE OUTSIDE THE HVHZ, AND WHERE PRESSURE REQUIREMENTS AS DETERMINED BY ASCE 7 MINIMUM DESIGN LOADS FOR BUILDINGS AND OTHER STRUCTURES DO NOT EXCEED THE DESIGN PRESSURE RATINGS HEREIN. 2. WHEN USED IN AREAS REQUIRING IMPACT PROTECTION, THIS PRODUCT REQUIRES THE USE OF APPROVED IMPACT PROTECTIVE DEVICES (SHUTTERS). 3. ANCHOR TYPE, SIZE, SPACING, EMBEDMENT, AND EDGE DISTANCE SHALL BE AS SPECIFIED IN THESE DRAWINGS. USE APPROPRIATE ANCHORAGE FROM TABLE I ACCORDING TO SUBSTRATE TYPE. A MINIMUM CENTER -TO -CENTER SPACING OF 3" SHALL BE MAINTAINED BETWEEN ALL INSTALLATION FASTENERS IN ANY DIRECTION. 4. ANCHOR EMBEDMENT TO SUBSTRATE SHALL BE BEYOND WALL DRESSING OR STUCCO. FOR MASONRY OPENINGS WITH WOOD BUCKS LESS THAN 1-112' THICK, EMBEDMENT SHALL BE BEYOND WOOD BUCKS, IF USED, AND INTO MASONRY SUBSTRATE. WOOD BUCKS WITH MASONRY ARE OPTIONAL, 5. WOOD, METAL, OR MASONRY OPENINGS, BUCKS, AND BUCK FASTENERS, BY OTHERS, SHALL BE PROPERLY DESIGNED AND INSTALLED BY OTHERS TO TRANSFER SUPERIMPOSED LOADS TO THE STRUCTURE. ADEQUACY OF THE STRUCTURE TO RECEIVED THESE LOADS SHALL BE VERIFIED BY THE CONTRACTOR OR AUTHORITY HAVING JURISDICTION (AHJ). 6. IT IS THE RESPONSIBILITY OF THE ARCHITECT OR ENGINEER OF RECORD OR AS APPROVED BY THE AHJ TO SELECT PLY GEM PRODUCTS TO MEET ALL APPLICABLE LOCAL LAWS, BUILDING CODES, ORDINANCES, OR OTHER SAFETY REQUIREMENTS FOR EACH INSTALLATION. 7. SHIMS ARE REQUIRED WHERE GAPS OF GREATER THAN 1/16' EXIST BETWEEN OPENING AND FRAME. MAX. SHIM STACK IS 1/4". SHIMS SHALL BE LOAD -BEARING AND CAPABLE OF TRANSFERRING LOADS TO THE SUBSTRATE. 8. SEALING AND FLASHING STRATEGIES FOR OVERALL WATER INFILTRATION RESISTANCE OF THE INSTALLED PRODUCT SHALL BE THE RESPONSIBILITY OF OTHERS USING ASTM E 2112 AND IS NOT ADDRESSED BY THIS DOCUMENT. 9. INSTALLED GLAZING SHALL COMPLY WITH ASTM E 1300. 10. ALL FASTENERS PENETRATING INTO PRESSURE TREATED WOOD SHALL BE CAPABLE OF PREVENTING CORROSION DUE TO REACTION WITH PRESSURE TREATMENT CHEMICALS. ANY DISSIMILAR MATERIALS THAT COME INTO CONTACT SHALL BE PROTECTED TO PREVENT REACTIONS IN ACCORDANCE WITH CODE REQUIREMENTS. II. A WIND LOAD DURATION FACTOR CD = 1.6 WAS USED FOR THE ANALYSIS OF WOOD SCREWS ONLY. 12. PRODUCTS SHALL BE CONSTRUCTED AS SPECIFIED IN TEST REPORTS NATIONAL CERTIFIED TESTING LABORATORIES 110-15589/90/92/95-1 13. DESIGNATION "0"IS FOR FIXED PANEL. 14. USE 100% PURE SILICONE CAULK COMPLIANT WITH AAMA 800 SECTION I - SEALANT SPECIFICATIONS FOR USE WITH ARCHITECTURAL FENESTRATION PRODUCTS. 15. USE A BACKER ROD ON ALL JOINTS >3/4" DEEP AND/OR WIDER THAN 1/4". FINISHED CAULK JOINT SHOULD BE A MINIMUM OF 3/8' DEEP, FL 16104.1 SIZE CHART OVERALL SIZE R-cOURED GLASS TYPE MAX. O.C. SPACING, FRAME OR CLIP ANCHORS MAX. DESIGN PRESSURE MISSILE IMPACT RATING w;07H HEIGHT 4A-IfA' 96' ANNEALED 14-1/2' i551- 55 PSF NON -IMPACT72' 96' TEMPERED 12, 40/- 45 PSF i20-V16' S6' TEMPERED 13-112` 45/- 50 PSF TABLE OF CONTENTS SHEET SHEET DESCRIPTION I INSTALLATION 8 GENERAL NOTES 2 ELEVATIONS 3 ANCHOR SCHEDULE L VERTICAL SECTIONS 8 GLAZING DETAIL S HORIZONTAL SECTIONS TABLE I: INSTALLATION FASTENERS TABLE LU08S Turner 2017-12-20 03:37+19:00 D SUBSTRATE TYPE ANCHOR TYPE MIN. EMBED. MIN EDGEDISTANCE FIN INSTALLATION 2X MIN. SPRUCE -PINE -FIR WOOD 8 WOOD SCREW 1-1/2" 7/16' A G=0.42) 16 GAUGE (0.060") STEEL 36 KSI MIN. 10-16 SELF -DRILLING SCREW FULL, PLUS 3 7/16" e OR 1/8" ALUM. 6063-T5 MIN. TEKS/DRIL-FLEXIKWlK-FLEX THREADS MiN. FRAME OR CLIP INSTALLATION c CONCRETE (2 KSI MIN.) 3/16' ITW TAPCON 1-1/2" 1-1/8" D HOLLOW OR GROUT -FILLED CMU 3/16' ITW TAPCON 2° ill PCF MIN.) E 2X MIN, SOUTHERN PINE WOOD 3/16' ITW TAPCON 1-3/8' 7/8' G=0.55) F 2X MIN. SOUTHERN PINE WOOD 10 WOOD SCREW 1-3/8' 7/8' G=0.55) J6 GAUGE (0.060') STEEL 36 KSI MIN. 0-16 SELF -DRILLING SCREW IFULL. PLUS 3 2' G OR 118° ALUM. 6063-T5 MIN. I (TEKS/DRIL-FLEX/KWIK-FLEX) I THREADS MIN. NOTE: ALL SCREWS AND TAPCONS SHALL HAVE MOD. TRUSS, PAN, OR HEX WASHER HEAD, 0,42' MIN. HEAD OR WASHER DIAMETER FOR FIN ANCHORS, 0.355' MIN. HEAD OR WASHER DIAMETER FOR FRAME ANCHORS. fs Ply GemWINDOWS 433 N. MAIN ST.. PO 86X 559, ROCKY MOUNT, VA 2LISI PH. 540-484-6346 FX: 540-484-6683 o w zz o w o Z F. o a N W w 0 w J z m tia m i J O w N w O o z u.i aa J H- zz Q w Q Z a Z Q h o _ 3 = U z Y'''i No 5$2fl1 '9 9'; BiATE OF : k O(6•F O A 1 OP: G24u 12/19/2017 LUCAS A. TURNER, P.E. FL PE # 58201 TURNER ENGINEERING & CONSULTING, INC. COA # 29779) 1239 JASARA AVE. NORTH PORT, FL 34288 PH. 941-380-1574 DWG #: PGW177 SHEET: I OF / CHART, SHEET ISEE SIZE8 3 3 J wWx G H N tF 4 4 Q f F L L WN Iw 6' FROM _-_. 1CORNER, TYP. INSTALLATi Of' ANCHOR. TYP. FL 1610L.1 A D TYPICAL ELEVATION MAX. C.C., SEE CHART SHEET 1 ANCHOR LAYOUT FRAME INSTALLATION 6' FROM CORNER, TYP. MAX. O.C., I SEE CHART, SHEET I 4' FROM 8-1/2' D.C. CORNER, TYP. I — TYP. 6' FROM CORNER, TYP. 4' FROM CORNER, TYP. nOn W)t~ NOTE- T{W) WINDOW WIDTH (W) AND HEIGHT (H) H) ARE INTERCHANGEABLE FOR ALL SIZES SHOWN HEREIN NOT TO EXCEED (H) MAXIMUM TESTED SQUARE FOOT AREA. fi ANCHOR LAYOUT FIN INSTALLATION MAX. C.C.. SEE CHART.. ) SHEET I I 171 T-1 1' no ANCHOR LAYOUT CLIP INSTALLATION 8-1/2' O.C., TYP. Ply Gem, WINDOWS L33 N. MAIN ST. PO 80X 559, ROCKY MOUNT, VA ZL351 PH, 540-L8L-634,8 FX: 5L0-L8L-6683 w - F4 0 o i p 1 o !!! E 3 z z n o } zo d' INSTALLATION 3 m E ANCHOR. TYP.- W Q Z m I of o Inwzw N w W O W w p W Q 6' FROM © ` YP. CORNER, T Z oQN Z a a~ n_ 3 x u z 111331111//JffJREW MAX. O.C., SEE CHART, „'-' 5+; No 58201 SHEET 9': STATE C1F cW+' C1 ` SJ AI INSTALLATION yy ANCHOR AT CLIP, TYP. 12/19/2017 LUCAS A. TURNER, P.E. FL PE # 5820? TURNER ENGINEERING & CONSULTING iNC CCA # 29779) 1239 JABARA AVE. NOTE NORTH PORT, FL 342BB USE OF EITHER BRICKMOULD OR BEVELED PH. 941-380-1574 FRAME TYPES IS QUALIFIED UNDER THIS APPROVAL TO THE SIZES AND DWG N: PERFORMANCE LIMITS LISTED HEREIN. P G W 1 77 SHEET: 2 OF // MIN. EMBED. SNSTALLATION ANCHOR PlyGemSEETABLE1, SHEET I MIN, EDGE DIST. , SEE TABLE 1, SHEET I SEE TABLE 1, SHEET I -- WINDOWS SUBSTRATE INSTALLATION ANCHOR" BY OTHERS SEE TABLE I, SHEET I 433 N. MAIN Si., PO BOX 559, ROCKY MOUNT. VA 24151 SUBSTRATE BY OTHERS .. MIN. EMBED. Pr. 546-4s4-634s SEE TABLE 1, SHEET I FX. 54O-L84-66E3 wPERIMETERMIN. EDGE DIST. PERIMETER SILICONE CAULK SILICONE CAULK .. .. ...... SEE TABLE I, SHEET 1 SEE NOTES 14 IN I5, SHEET I j o a a 1 SEE NOTES 14 B 15, 11 SHEET 1 rJ 1/4- MAX. 1/4' MAX. SHdM SPACE ll SHIM SPACE zpl l a i 1 o z Z a Z O SEE GLAZING SEE GLAZING o sn DETAIL SHEET 4 DETAIL SHEET 4 0 5 u 7/8' O.A. INSULATED w N w it EXTERIOR INTERIOR GLASS UNIT EXTERIOR INTERIOR woTEMPEREDOR 2 p j ANNEALED GLASS, W c2 z <nYEXTERIORSEESHEET1) j o g VERTICAL SECTION 1\ C VERTICAL SECTION' o 3 HEAD 1 3 HEAD N a BRICKMOULD FRAME - FIN INSTALLATION BEVELED FRAME - FRAME INSTALLATION 1= O Q mI/2' MIN. 7YP. INTERIOR GLASS BITE -_ _,,. / 1- z Q z a rm Q `n DOW 1199 A SILICONE JY SEE GLAZING SEE ZING DETAIL SHEET 4 GLAZING DETAIL DETAIL SHEET 4 0_ o N z 0' ) OREw "os NOTE: EXTERIOR INTERIOR EXTERIOR — INTERIOR SEE SHEET I FOR REQUIRED / "``CCCC"" GLASS TYPE BASED ON UNIT o ` C£NgF; SIZE. No SS201 j-.— 5/16' MIN, 1/4' MAX. 1l4' MAX. SHIM SPACE C13 STATE OF 114 SHIM SPACE q S .4 OA 1t?:'p?.`, PERIMETER f SUBSTRATE BY OTHERS INSTALLATION ANCHOR SEE TABLE 1, MIN, EDGE DIST. SHEET I SEE TA13LE L SHEET I VERTICAL SECTION FL 16104.1 3 SILL BRICKMOULD FRAME - CUP INSTALLATION SUBSTRATE SEE TABLE I. SHEET 3 BY OTHERS CONSULTING, INC. COA # 29779) 1239 JABARA AVE. NORTH PORT, FL 34288 INSTALLATION ANCHOR SEE TABLE I, SHEET i MIN. EMBED. SEE TABLE I, SHEET 1 PH. 941-380-1574 DWG #: D' VERTICAL SECTION P G W 1 7 7 SILL BEVELED FRAME - FIN INSTALLATION SHEET. 3 OF 4 MIN. EMBED. SEE TABLE 1, SHEET 1 MIN, EDGE DIST. 1/4' MAX. ---.' - SEE TABLE i, SHEET I al;Ply Gem, 1/L' MAX. SHIM SPACE SUBSTRATE WINDOWS SHIM SPACE BY OTHERS 433 N. MAIN S7.. PO 30X 559. INTERIOR INTERIOR INSTALLATION ANCHOR ROCKY MOUN7. VA 24151 SEE TABLE 1, SHEET i PH 540-L8L-63L8 MIN. EDGE DIST. FX: 5LO-L8L-66e3FX, SEE TABLE 1, SHEET t SEE GLAZING DETAIL SHEET 4 SEE GLAZING DETAIL SHEET 4 MIN, EEMBED, w c6 C n R I o SEE TABLE I. SHEET I SUBSTRATE BY OTHERS i1 INSTALLATION ANCHOR oSEETABLE1, SHEET I 1 z G o EXTERIOR EXTERIOR N n in PERIMETER SILICONE CAULK 4 SEE NOTES 14 8 15, SHEET 1 ti H Z m< PERIMETER SILICONE CAULK HORIZONTAL SECTION HORIZONTAL SECTION o _ o i QSEENOTES14815, SHEET I E JAMB A IAMB n w zrBRICKMOULDFRAME - FRAME INSTALLATION BRICKMOULD FRAME - FIN INSTALLATION o j w Q, MIN EMBED.= aj SEE TABLE 1, SHEET) MIN. EMBED. z SEE TABLE 1, SHEET I I/4' MAX. 11L. SPACE ti Q In in SHIM SPACE SHIM Qo - Z o N SUBSTRATE 0U 0RE tti q4, P TG '4 MLN. EDGE DIST. BY OTHERS SEE TABLE 1, SHEET I INTERIOR INTERIOR INSTALLATION ANCHOR 9;%G'£'•+, U4,: tiV se,Rys,, 5/I6' MlN. S££ TABLE I, SHEET I No M201 ':A SEE GLAZING SEE GLAZING tt= p': STATE OF : LiZ SUBSTRATE DETAIL SHEET 4 DETAIL- SHEET 4 Oln '{ A 10 BY OTHERS EDGE DiSSH£E7 O ss/ONA';p+1`' SMIN, EE TABLET. 1 12/19/2017 INSTALLATION ANCHOR J LUCAS A. TURNER, P.E. SEE TABLE 1, SHEET I q FL PE # 58201 TURNER ENGINEERING & 4. CONSULTING, INC. J COA # 29779) EXTERIOR EXTERIOR PERIMETER SILICONE CAULK 1239 JABARA AVE. SEE NOTES 14 8 15, SHEET I NORTH PORT, FL 34288 PERIMETER SILICONE CAULK PH. 941-380-1574 SEE NOTES t4 8 IS, SHEET I HORIZONTAL SECTION HORIZONTAL SECTION DWG #: O JAMB JAMS BEVELED FRAME - CLIP INSTALLATION BEVELED FRAME - FRAME INSTALLATION SHEET: 4 OF 4FLl6104.1 PLY GEM WINDOWS SERIES 1500 FIXED WINDOW (NON -IMPACT) AS TESTED INSTALLATION NOTES, 1, ONE (I) INSTALLATION ANCHOR IS REQUIRED AT EACH ANCHOR LOCATION SHOWN, 2. THE NUMBER OF INSTALLATION ANCHORS DEPICTED IS THE MINIMUM NUMBER OF ANCHORS TO BE USED FOR PRODUCT INSTALLATION OF THE MAXIMUM SIZE LISTED. 3, INSTALL INDIVIDUAL INSTALLATION ANCHORS WITHIN A TOLERANCE OF 2112 INCH (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 SH{M(S). MAXIMUM ALLOWABLE SHIM STACK TO BE 1/41NCH. SHIM WHERE SPACE OF I/16 INCH OR GREATER OCCURS. SHIM(S) SHALL BE CONSTRUCTED OF HIGH DENSITY PLASTIC OR BETTER, 5, FOR INSTALLATION {NTO WOOD FRAMING USE #8 WOOD SCREWS OF SUFFICIENT LENGTH TO ACHIEVE 1 112 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, 8, 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 0.55, FL 16104.2 GENERAL NOTES. I. THE PRODUCT SHOWN HEREIN IS DESIGNED AND MANUFACTURED TO COMPLY WTH THE CURRENT FLORIDA BUILDING CODE (FBC), EXCLUDING HVHZ. 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, IX 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 TO DEVIATE FROM THE REQUIREMENTS DETAILED HEREIN. A LICENSED ENGINEER OR ARCHITECT SHALL PREPARE SITE SPECIFIC DOCUMENTS FOR USE WITH THIS DOCUMENT IN NON-HVHZ AREAS. 5, APPROVED IMPACT PROTECTIVE SYSTEM IS REQUIRED ON THIS PRODUCT IN AREAS REQUIRING IMPACT RESISTANCE. 6, WINDOW FRAME MATERIAL: PVC 7, GLASS MEETS THE REQUIREMENTS OF ASTM E 1300 GLASS CHARTS. SEE SHEET 4 FOR GLAZING DETAIL. OVERALL SIZE REQUIRED MAX. DESIGN MISSILE ;MPACT WIDTH I HEIGHT GLASS TYPE PRESSURE RATING 48-1J8' 96' ANNEALED 55/- 55 PSF 72' 9b' TEMPERED 40/- 45 PSF NON -IMPACT 420-illb" 54" TEMPERED i45/- 50 PSF TABLE OF CONTENTS SHEET SHEET DESCRIPTION INSTALLATION 9 GENERAL NOTES 2 ELEVATIONS 3 ANCHOR LAYOUTS 4 VERTICAL SECTIONS 9 GLAZING DETAIL 5 HORIZONTAL SECTIONS f.: Piy GemWINDOWS L33 N. MA!N ST.. PO BOX 559 ROCKY MOUNT, VA 2415! PH: 540-484-6348 FX: 540-484-6683 w PC` iv kZ k k 1 PGW178 ET: 1 OF 5 fI Ply Gem- 433 N. MAIN ST.. PG BOX 559 ROCKY MOUNT. VA 24151 PH: 5i.O-484-6348 FX 540-484-6683 o w - - Y o 0 UNIT MAX. WIDTH 72' o -_ r m T m J i D.L.O MAX. UNIT MAX. WIDTH 67#' WIDTH !2 i6- 8 C D.L.0 MAX. 4 4 p z WIDTH 115i6' I z zo w n X o N w w Y w a o U UNIT MAX. m HEIGHT jj - z 96' III 5 5 u' w F oI x o UNI E F w w w HE D.L.O. MAX. JHEIGHT z Q m 912 k m = A D U N 4 4 TYPICAL ELEVATION 120-1/16' x 56' UNIT q D 4 4 TYPICAL ELEVATION 72' x 96' UNIT 0 towr- In DWG #: PGW178 FL 16104.2 SHEET: HEET 2 OF cj T D.L.O. MAX. 5MAX. E 5 F 54- FROM CORNER, TYP. r 21' O TYP. i W)—t--t T(H) I I H) FL 16104.2 4' FROM CORNER, TYP 8" O.C., TYP. ANCHOR LAYOUT FRAME INSTALLATION 120-1/16' x 56' UNIT 0' 0 l. , NOTE: USE OF EITHER BRICKMOULD OR BEVELED FRAME TYPES IS QUALIFIED UNDER THIS APPROVAL TO THE SIZES AND PERFORMANCE LIMITS LISTED HEREIN. ANCHOR LAYOUT FIN INSTALLATION 120-1/16' x 56' UNIT 54' FROM CORNER, TYP. 4' FROM zA Ply GemCORNER, TYP. WINDOWS 433 N. MAIN ST.. PO BOX 559 ROCKY MOUNT, VA 24151 PH: 540-484-63L8 FX: 540-1.E4-6683 o o 07 TYP. 5' i INSTALLATION ANCHOR, TYP. S' TYP. YP. INSTALLATION ANCHOR, TYP. 6' FROM CORNER, TYP. ANCHOR LAYOUT CLIP INSTALLATION 120-1/16' x 56' UNIT 6' FROM CORNER, TYP 1 16- O.C., TYP. INSTALLATION ANCHOR AT CLIP, TYP, SERIES 1500 FIXED WINDOW - ANCHOR SCHEDULE UNIT SIZE DESIGN PRESSURE INSTALLATION TYPE 8 ANCHOR SPACING WIDTH HEIGHT FIN FRAME CLIP HEAD JAMB SILL I HEAD I JAMB i SILL I HEAD I JAMB SILL L8-118' 96` 55 PSF 7.00- 7.00- 7.00- 18.00- 21.00- NONE 16.00' 16.00` I8.00' 72' 96' 40 / -45 PSF 7.00' 7.00' 7.00' 18,00' 1 21.00- 18.00,1 18.00' 16.00' 18,00' 120-1/16- 56' 45 /-50 PSF 7.00" 7,00' 7,00' 1 18.00" 1 2L00' 18.00" 18.00' 1 16.00- 18.DO- ANCHOR SPACING LISTED ABOVE IS BASED ON MAXIMUM UNIT SIZE AND PRESSURE LISTED. SPACING IS QUALIFIED FOR SMALLER UNITS OR UNITS REQUIRING A LOWER PRESSURES. 2, FOR FRAME INSTALLATION NO ANCHORS ARE REQUIRED AT THE SILL FOR UNITS 48-1/8' WIDE OR LESS. FOR UNITS EXCEEDING 48-1/8' IN WIDTH ANCHORS ARE REQUIRED AT THE SILL. 3. ANCHOR METHODS MAY BE INTERMIXED AS LONG AS ANCHOR SPACING, TYPE, ETC, ADHERES TO REQUIREMENTS LAID OUT IN THIS DOCUMENT (LE, FRAME INSTALL AT HEAD 8 JAMBS, FIN INSTALL AT SILL) 4. SEE SHEET I FOR REQUIRED GLASS TYPE PER UNIT SIZE. IiI10kINZI DWG #: PGW178 SHEET: 3 OF 5 CONCRETE/ MASONRY BY OTHERS 1 1/2' MIN. EMBEDMENT CAULK BETWEEN . #8 WOOD SCREW CONCRETE/ MASONRY & 2X ' INSTALLATION ANCHOR WOOD BUCK BY OTHERS 2X WOOD BUCK ' BY OTHERS .,.... EXTERIOR FINISH BY OTHERS SILICONE SEALANT .......... BY OTHERS O.A. 1 UNIT HEIGHT \ /- SEE GLAZING DETAIL SHEET 4 EXTERIOR INTERIOR VERTICAL SECTION I, HEAD - 2X WOOD BUCK BRICKMOULD FRAME - FIN INSTALLATION SEE GLAZING DETAIL SHEET 4 EXTERIOR — INTERIOR O.A. / UNIT / HEIGHT j f I \ 3/4" MIN. EDGE DISTANCE V4' MAX. SHIM SPACE CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY & 2X WOOD BUCK BY OTHERS 2X WOOD SUCK - BY OTHERS EXTERIOR FINISH BY OTHERS SILICONE SEALANT BY OTHERS 7/8" O.A. INSULATED GLASS UNIT TEMPERED OR ANNEALED GLASS) EXTERIOR — 1 1/2' MIN. TYP. INTERIOR GLASS BITE DOW 995 SILICONE GLAZING DETAIL NOTE: SEE SHEET I FOR REQUIRED GLASS TYPE BASED ON UNIT SIZE. 1/4' MAX. SHIM SPACE SILICONE SEALANT .... BY OTHERS " 1 1/2' MIN. EXTERIOR FINISH .. EMBEDMENT BY OTHERS 2X WOOD BUCK BY OTHERS CAULK BETWEEN °• ° d° CONCRETE/ MASONRY & 2X ;a_#8 WOOD SCREW WOOD BUCK BY OTHERS • 3/4' MIN. INSTALLATION ANCHOR CONCRETE/ MASONRY° EDGE DISTANCE BY OTHERS VERTICAL SECTION FL 16104.2 4 SILL-2XWOODBUCK BRICKMOULD FRAME -CLIP INSTALLATION 3/4' MIN. EDGE DISTANCE 8 WOOD SCREW INSTALLATION - ANCHOR 1 1/2' MIN. r EMBEDMENT MAX. SHIM SPACEa O.A. UNIT HEIGHT \ SEE GLAZING DETAIL SHEET 4 EXTERIOR INTERIOR rC—",\ VERTICAL SECTION I, HEAD-2X WOOD BUCK BEVELED FRAME - FRAME INSTALLATION y SEE GLAZING DETAIL SHEET 4 EXTERIOR — INTERIOR O.A. / UNIT ( i HEIGHT \ J 1/4' MAX. SHIM SPACE 3/4" MIN. EDGE DIST SILICONE SEALANT BY OTHERS _ EXTERIOR FINISH ... BY OTHERS 2X WOOD BUCK BY OTHERS .. # 8 WOOD SCREW da,, • ' INSTALLATION CAULK BETWEEN °: 41 ANCHOR CONCRETE/ MASONRY & 2X '° d ' WOOD BUCK BY OTHERS_____-- 1/2- MIN, CONCRETE/ MASONRY EMBEDMENT BY OTHERS p VERTICAL SECTION 4 SILL-2X WOOD BUCK BEVELED FRAME - FIN INSTALLATION P! rGeWINDm-1 L33 N. MAN ST.. PO BOX 559 ROCKY MOUNT.VA "", PH: 540-484-6348 FX: 540-484-6663 N Z 0Ld h Lo DWG #: PGW178 SHEET: 4 OF C 1 112' MIN. EMBEDMENT 8 WOOD SCREW I/4" MAX. INSTALLATION ANCHOR SHIM SPACE INTERIOR 3/4' MIN. EDGE DISTANCE.' SEE GLAZING DETAIL SHEET 4 CONCRETE/ MASONRY BY OTHERS CAULK BETWEEN CONCRETE/ MASONRY & 2X 1 WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS EXTERIOR FINISH v: EXTERIOR BY OTHERS O.A. UNIT SILICONE SEALANT WIDTH BY OTHERS HORIZONTAL SECTION S JAMB- 2x WOOD SUCH BRICKMOULD FRAME - FRAME INSTALLATION 1 112' MIN. 8 WOOD SCREW EMBEDMENT INSTALLATION ANCHOR I t 1/4' MAX. I SHIM SPACE 3/4' MIN, EDGE DISTANCE INTERIOR wv SEE GLAZING CONCRETE/ MASONRY DETAIL SHEET 4 BY OTHERS CAULK BETWEEN CONCRETE/MASONRY IN 2X WOOD BUCK BY OTHERS \ 2X WOOD BUCK ' 1 BY OTHERS v EXTERIOR FINISH ~ BY OTHERS EXTERIOR SILICONE SEALANT 2 O.A. BY OTHERS UNIT WIDTH HORIZONTAL SECTION JAMB - 2X WOOD BUCK FL 16104.2 BEVELED FRAME- CLIP INSTALLATION 3/4' MIN. #8 WOOD SCREW EDGE DISTANCE INSTALLATION ANCHOR I/4' MAX. CONCRETE/ MASONRY' PlyGem- SHIM SPACE CONCRETE/ OTHERS INTERIOR /. CAULK BETWEEN 433 N. MAIN ST., PO BOX 559 CONCRETE/ MASONRY & 2X ROCKY MOUNT, VA 24'5; WOOD BUCK BY OTHERS PH: 640-484-6348 FX: 540-484-6683 SEE GLAZING DETAIL SHEET 4 .1 1/2' MIN. v-EMBEDMENT 9 I 2x wooD eucK BY OTHERS z o EXTERIOR FINISH n z BY OTHERS 3 N ra O EXTERIOR SILICONE SEALANT w a n W BY OTHERS X ZLL0 0w O.A. UNIT o o_ z WIDTH O Z n O H=ORIZONTAL SECTION u w w F- W o S JAMB -2)SWOOD BUCK e BRICKMOULD FRAME - FIN INSTALLATION w vri 1 112' MIN. o C m EMBEDMENT r z 8 WOOD SCREW 1/4' MAX. INSTALLATION ANCHOR Ili Q15-:`' m n SHIM SPACEL CONCRETE/ MASONRY Qo g i z BY OTHERS CAULK BETWEEN INTERIOR CONCRETE/ MASONRY & 2X WOOD BUCK BY OTHERS 2X WOOD BUCK BY OTHERS SEE GLAZING DETAIL SHEET 4 v 3/4' MIN. EDGE DISTANCE w r I i Q EXTERIOR FINISH BY OTHERS EXTERIOR O.A. SILICONE SEALANT UNIT BY OTHERS WIDTH DWG #: HORIZONTAL SECTION PGW178 JAMS -2xWOOD BUCK SHEET: T. BEVELED FRAME- FRAME INSTALLATIONBE 5 OF 5 2/14/2018 Florida Building Code Online 4 BCIS Home I Log In j User Registration ! Hot Topics Submit Surcharge f Stars &Facts Publications '; FBC Staff ' BCIs Site Map, Links j Search Florida 40 Product, Approval ti; USER: Pubic User t, "s%rM:n e,s..,,.r Product Approval Menu > Product or Application Search > Application List Search Criteria Refine arch Code Version 2017 FL# 16118 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL Search Results ^ a ncanons FL* FL16118-R3 ypg Manufacturer Validated By, Status Revision Ply Gem Windows Locke Bowden Approved Category: Windows 334) 300-1800 HiSCOry. Subcategory: Mullions Approvea Dy unrr<. NPProva uy uurr, Contact Us:: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Copyri ht 2007-2013 State of Florida.:: Priva Statement :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. *Pursuant to Section455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they haveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personaladdress, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here. Product Approval Accepts: eCkeck Credit Card Safe 1/1 https://floridabuilding.org/pr/pr_app_Ist.aspx 2/14/2018 Florida Building Code Online BCIS Home I Lag In 1 User Registration Hot Topics i; Submit Surcharge Stars & Facts Publications F8C Staff BCIS Site Map Links Search F1 n'da Rd#% j Product Approval USER: Public Userdz-raihcD• Product APproval VC -QV, > ProduCt or AppCi r>&pp lir aton List > Application Detail ffR. FL # FL16118-R3 Application Type Revision Code Version 2017 Application Status Approved Comments Archived Product Manufacturer Ply Gem Windows Address/Phone/Email 433 N. Main St. Rocky Mount, VA 24151 614) 532-3596 luanne.harris@plygem,com Authorized Signature Luanne Harris luanne.harris@plygem.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Windows Subcategory Mullions Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed the Hermes F. Norero P.E. Evaluation Report Florida License PE-73778 Quality Assurance Entity National Accreditation and Management Institute Quality Assurance Contract Expiration Date 12/31/2021 Validated By Locke Bowden Validation Checklist - Hardcopy Received Certificate of Independence Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FL1611 -E,-3-MJ![Y Gem COI P!Lf 1709.8 Product Approval Method Method 2 Option B https:llfloridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDqvyf4ngAXhlOyQOemzR2jWDTjgpLsYuOSUObhuAFGR6Tga/a3d%3d 1/2 2/14/2018 Florida Building Code Online Date Submitted 10/17/2017 Date Validated 10/20/2017 Date Pending FBC Approval 10/24/2017 Date Approved 12/12/2017 Summary of Products FL # Model, Number or Name Description 16118.1 Ply Gem 1500 Mullion (Brickmould Frame) Limits of Use Installation Instructions Approved for use in HVHZ: No FL16118_R3_II_P9W1_8_M f Verified By: Hermes F. Norero, P.E. FL P.E. No. 73778ApprovedforuseoutsideHVHZ: Yes Created by Independent Third Party: YesImpactResistant: Yes Design Pressure: N/A Evaluation Reports Other: Please refer to installation instructions, PGW189, and F 1 1 _R3_AE_PER5112•pdf evaluation report, PER 3142, for further limitations of use. Created by Independent Third Party: Yes 16 888.2 Ply Gem 1500 Mullion (Beveled Frame) Limits of Use Installation Instructions FL16118_R3_II_PGW190&qfApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes Verified By: Hermes F. Norero FL P.E. No. 73778 Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Other: Please refer to installation instructions, PGW190, and Evaluation Reports F 16 _U_AE_PE95113.pdf evaluation report, PER 3143, for further limitations of use. Created by Independent Third Party: Yes 16118.3 Ply Gem 1500 Tube Mullion (Brickmould Frame) Limits of Use Installation Instructions Approved for use in HVHZ: No FL1611 _R3_II_PGW20 pdf Verified By: Hermes F. Norero, P.E. FL P.E. No. 73778ApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Other: Please refer to installation instructions, PGW203, and Evaluation Reports FL16118_R3_AE_PER5114.p4f evaluation report, PER 3144, for further limitations of use. Created by Independent Third Party: Yes 16118.4 Ply Gem 1500 Tube Mullion (Beveled Frame) Limits of Use Installation Instructions Approved for use in HVHZ: No FL 1 _R3_II_PGW204•pdf, Verified By: Hermes F. Norero, P,E. FL P.E. No. 73778ApprovedforuseoutsideHVHZ: Yes Impact Resistant: Yes Created by Independent Third Party: Yes Design Pressure: N/A Other: Please refer to installation instructions, PGW204, and Evaluation Reports FL1611 _R3_6E_PER5115.pdf evaluation report, PER 3145, for further limitations of use. Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair Stone Road, Tallahassee FL 32399 Phone: 850-487-1824 The State of Florida is an AA/EEO employer. Cogyri ht 2007-;013 State of Florida.:: rivacytS.atemen[ :: Accessibility Statement :: Refund Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronicmailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487,1395. `Pursuant to Section455.275(i), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if Personal have one. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply aaddress, please provide the Department with an email address which can be made available to the public. To determine if you are a licensee under Chapter 455, F.S., please click here . Product Approval Accepts: eCheck Credit Card Safe https://floridabuilding.org/pr/pr_app_dtl.aspx?param=wGEVXQwtDgvyf4ngAXh 10yQOemzR2j W DTjgpLsYuOSUObhuAFGR6Tg%3d%3d 2/2 Florida Building Code Online Page 1 of 1 n'' si ssl yrcf`rana(g ular Or 6i w Product Approval USER: Public user Product AoProval Menu > Product or Application Search > Application List Search Criteria Refine Search Code Version 2014 FL# 12194 Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method ALL Quality Assurance Entity ALL Quality Assurance Entity Contract Expired ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure ALL Other ALL bearcn tcesutrs pL# r,p rr a r-1. TVDe Manufacturer Validated By S atus FL12194-R5 Revision Aluminum Coils, Inc. Category: Panel Walls Locke Bowden 334) 300-1800 Approved Histo Subcategory: Soffits t= orv- ..n1.. r—rri-ion if necessarv. Approved by DBPR. Approvaa oy UOFFc span — —c Contact Us :: 2k01 Blair Stone Road Tallahassee FL 32399 Eb2aA 850-1G-1824 The State of Florida is an AA/EEO employer. Copyright 3007 201 State of Florida :: Pmacv Statement :: ACec asibility Statement :: Refund Stalernfa Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not send electronicmalltothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. "`Pursuant to Section455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if theyhaveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an email address FSwhich n bmade made e available to the public To deterrnine it you area licensee under Product Approval Accepts: MERE Credft Card Safe ccuril y hlFTkics I-Lt..,... f r,.....,., rl—,;A ,kttilritnn nrri/nr/nr ;inn Icfi acnx 11 /29/2017 Florida Building Code Online Page 1 of 2 x. .,K l'.eS_'Y''rr .4.'r B str s'rosion leal o p ;.'z,„. 's'; v ,.y -i ;y r• il1hER. R. X S.q,`<r `ri'a-'9 lf. .4•Jj';S„'_pwC r",4. 1s. 9:a - Florida Product Approval1r1PublicUser tUSER: Gr isu. p r v i M n > Prodi.Q or Anali tion a h > Application UsS > Application Detail FL # FL12194-RS Application Type Revision Code Version 2014 Application Status Approved Comments Archived O Product Manufacturer Aluminum Coils, Inc. Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9743 grahman@aluminumcoilsinc.com Authorized Signature Gareth Rahman grahman@aluminumcoilsinc.com Technical Representative Paul Frost Address/Phone/Email 5001 West Knox Street Tampa, FL 33634 813) 249-9742 PFrost@aluminumcoilsinc.com Quality Assurance Representative Address/Phone/Email Category Panel Walls Subcategory Soffits Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer n Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Zachary R. Priest the Evaluation Report Florida License PE-74021 Quality Assurance Entity PRI Construction Materials Technologies, LLC Quality Assurance Contract Expiration Date 06/19/2020 Validated By Locke Bowden 2 Validation Checklist - Hardcopy Received Certificate of Independence FL12194 R5 COI ALC15001 2 Eyal atinn Rennrt 2014 FBC 04 T4 Soffits - FINAL.Ddf Referenced Standard and Year (of Standard) Standard Year AAMA 1402 1986 Equivalence of Product Standards Certified By Sections from the Code i,.. —, r%ro/nr/nr• ;;nn (itl-asox?Daram=wGEVXQwtDquk... 11/29/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/14/2017 Date Validated 06/14/2017 Date Pending FBC Approval 06/19/2017 Date Approved 08/08/2017 Date Revised 09/06/2017 Summa of Products FL # Model, Number or Name Description 12194.1 Alumunum Coils Aluminum Soffit Aluminum soffit panels Limits of Use Installation Instructions FL12194 RS II 6LC15001 2 Evaluation Report 2014 FBCApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes 04 T4 Soff FINAL odf Impact Resistant: N/A Verified By: Zachary R. Priest PE-74021 Created by Independent Third Party: YesDesignPressure: +80/-90 other: See Evaluation Report for limits of use. Evaluation Reports FL12194 R5 AE ALC15001 2 Evaluation Report 7014 FBC 04 T4 Soffits - FINAL odf Created by Independent Third Party: Yes isu e r r 3:L! The Stale of Florida is an AA/EEO employer. Qp yright 2007-20 a Sta- tte of Florida.:: PrivaCY SAment :: ,fikiiity tatement :: Rid, tat m Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not sendelectronicmalltothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487.1395. `Pursuant toSection45S.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address iftheyhaveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with eemail 455, FS which a dick here , available to the public To determine if you are a licensee under Pmd[[uc t Approval Ac Pts: I®®® Credit Safe securltvmLrR1cs L__. /,-, gyro/nr/nr ann dt-I.aSox?oaram=wGEVXQwtDquk... 11/29/2017 5 Z' r )Z: I r-- certificate of Authorization No. 29824 TECHNICAL SERVICES, LLC (813) 480-3421 17520 Edinburgh DrREEK .9 Tampa, FL 33647 EVALUATION REPORT FLORIDA BUILDING CODE 5TH EDITION (2014) Manufacturer: ALUMINUM COILS, INC. Issued August 27, 2015 5001 West Knox Street Tampa, FL 33634 813) 249-9743 www.aluminumcoilsinc.com Manufacturing: Tampa, FL Quality Assurance: PRI Construction Materials Technologies (QUA91 10) 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 2076VV AAMA 1402 1986 PPJ Construction Materials Technologies (TST5878) ACIX-003-02-01 AAMA 1402 PRI Construction Materials Technologies (TST5878) AG[X-003-02-02 AAMA 1402 1986 LIMITATIONS 1. This report is not for use in the HVHZ 2. Design wind loads shall be determined in accordance with FBC Section 1710.9.4. 3. Soffits shall be labeled in accordance with FBC Section 1710.9.2 and 1710.9.3. 4. Installation of the evaluated products shall comply with this report, the FBC and the manufacturer's published application . instructions. Where discrepancies exist between these sources, the more restrictive and FBC compliant installation detail shall prevail. 5. Installations *shall meet the minimum ventilation requirements of FBC section 1203.2. 6. Field fastener Withdrawal may be required by the AHJ for confirmation of existing substrates. All data shall bereviewed 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 318" F-Channel Preformed nominal 0.0164nch thick, 3105 H-14 aluminum F-channel. See Appendix D for dimension drawings. 318" J-Channel Preformed nominal 0.01 6-inch thick, 3105 H-1 4 aluminum .1-channel. See Appendix D for dimension drawings. Fascia Preformed nominal 0.01 9-Inch thick, 3105 H-1 4 aluminum fascia. See Appendix D for dimension drawings. ALGI5001 FI-12194-R3 Page I of 3 This evaluation report is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK TechnicalServices, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. Thisevaluationreportdoesnotexpressnorimplywarranty, installation, recommended use, or other product attributes that are not speolifically addressed herein. ALUMINUM COILS, ING SoffitsCREE * K TECHNICAL sF-RvjCEs, LLC PRODUCT DESCRIPTION 1611 Q4 Soffit Prefon-ned nominal 0.0135-inch thick, 3105 H-14 aluminum soffit P anels provided in 16- inch sections. The reported net free ventilation areas are 22.3 In Ain.ft for the 'full vent' configuration and 11.1 in2/lin.ft and for the 'center vent configuration. See Appendix D for dimension drawings. I C C04MR VWr le 5Q'M em 12" T4 Soffit Preformed nominal 0.01354nch thick, 3105 H-14 aluminum soffit anels provided inR 12- inch sections. The reported net free ventilation areas are 12.5 in /lin.ft for the 'full ventconfigurationand4,2 in 2fiin.ft for the 'center vent configuration. See Appendix D for dimension drawings. M 2 of 3 notrALQ15001Rule61320-1 The manufacturer shall notify CREEKThisevaluationreportisprovidedforStateofRoridaproductapprovalunderTechnicalServices, LLC; of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. ALUMINUM COILS, INC CREEKSoffits TECHNICAL SERVICES, LLC COMPLIANCE STATEMENT The products evaluated herein by Zachary R. Priest, P.E. have demonstrated compliance with the Florida BuildingCode5thEdition (2014) as evidenced in the referenced documents submitted by the named manufacturer. 9X R P No 74021 0•- S3 STATE 0 F 0% 4 ORX CERTIFICATION OF INDEPENDENCE 2015.08.27 07:05:00 04 0 Zachary R. Priest, P.E. Florida Registration No. 74021 Organization No. ANE9641 CREEK Technical Services, LLC does not have, nor will it acquire, a financial interest in any company manufacturing or distributing products under this evaluation. CREEK Technical Services, LLC is not owned, operated, or controlled by any company manufacturing or distributing products under this evaluation. Zachary R. Priest, P.E. does not have, nor will acquire, a financial interest in any company manufacturing or distributing products under this evaluation. Zachary R. Priest P.E. does not have, nor will acquire, a financial interest in any other entity involved in the approval process of the product. APPENDICES 1) APPENDIX A —Approved Systems (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 51 G20-3. The manufacturer shall notify CREEK Technical Services, LLGof any product changes or quality assurance changes throughout the duration for which this report is valid. roduct attributes that are notThisevaluationreportdoesnotexpressnorimplywarranty, . installation, recommended use, or other p 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($) 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 areas follows: a. 12" T4 Soffit —12-inch o.c. Fastener Fastener Location Location b. 12" T4 Soffit— 4-inch ox. Fastener Fastener Fastener Fastener Location Location Location Location c. 16" Q4 Soffit-16-inch o.c. Fastener Fastener Location Location ALCIS001 FL12194-R3 Page 1 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. Y CREEK TECHNICAL SERVICES, LLC d. 16" Q4 Soffit— 8-inch 0.0. Fastener Location L- Fastener Fastener Location 11, ALUMINUM COILS, INC Soffits Approved. System Numbers:and Definitions 12F-# Approved Systems for 12-inch Overhang with F-Channel 12J-# A roved S stems for 12-Inch Overhang with J-Channel fiFA A roved Systems for 16-inch Overhang with F-Channel NJA Approved Sys ems for 16-Inch Overhang with J-Channel 4F- Approved Systems for 24-Inch Overhang with F-Channel 2 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 Substrate F-Channel Substrate Panel Attachment Fascia Cap Attachment No. Width psi Attachment One (1) min. 3/8-Inch head dia. nail, One (1) min. 3/8 x 3/8-inch One (1) min. 1 3/4-Inch long x 0,072-inch dia x min. 3/16- 12F-1 Max. 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. O.C. spaced 36-inch o.c. Three (3) min. 314-Inch x 114-inch One (1) min 314-Inch x 1/4-inch One (1) min,1 3/4-inch long xdia, x min. 114-Inch 48 12F 2 Max..072-Inch 164nch Wood craven staples In diamond pattern Wood Drown staple spaced 8-inch O.C.oc head dia. trip nail spaced 48- 64.2 spaced 24-inch o.c. and securing each panel lap inch o.c. Max. One (1) 14 ga. 5/8-inch long T nail One (1) min 3/4-inch x 1/4-inchn One (1) min. 1 314-inch long x 0,072-Inch dia, x min, 1/4-Inch 48 12F-3 1fi-inch Masonry spaced 8-inch o.c. Wood Drown sta s aced 8-inch o, h p p and securing each panel lap head dia. trip nail spaced 48- 64.2 Inch o.c. ALC15001 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 TE:ctiNICAL SERVICES, LLC ALUMINUM COILS, INC Sofflts Appendix A Approved Systems for 124nch overhang with J-Channel Wall Connection Eave Connection System Panel MDP psiNo. Width Substrate F-Channel Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Three (3) min. 3/4- Inch x 1/4-inch crown, One (1) min. #8 x 1/2-inch tong x 3/ space head diameter One (1) min 3/4-inch x One 1 min. 1 3/4-Inch long x 0 072-Inch dia. x min. 1/4-inch 48 12J-1 Max. 16-inch Wood staples in diamond screw spaced 16-Inch o.c. Wood 1/4-Inch crown staplep spaced 8-Inch o.c., head dia. trip nail spaced 48- 64.2 pattern spaced 24- connecting soffit to J-channel inch o.c. inch o.c, Approved Systems for 16-Inch overhang with. F-Channel Wall Connection Eave Connection System Panel MDP psiNo. Width Substrate F-Channel Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1) 18 ga. 1/4-inch crown x One (1) min, 1.76=Inch x Oing16F-1 Max. Masonry One 1 14 ga. 5/8-inch long T nailg Wood 1-inch leg staples spaced max. 4-inch o.c. and securing each nail With min. 3fsnishingnailwitfimin. 3/16- 53.3 12-Inch spaced max. 8-Inch o.c. inch head spaced panel lap 12-inch o.c. Three (3)18 ga,1/4-Inch crown x 1- One (1) 18 ga, 1/4-inch crown x 1-indh leg staples spaced max. One (1) min.'1.75-inch x 0.072-inch diameter 16F-2 Max. 1Max. Wood inch leg staples in diamond pattern Wood 4-inch o.c. and securing each finishing nail with min. 3/16- inch head spaced 53.3 spaced 16-Inch o.c. panel lap 12-inch o.c. One (1) 318-inchhead dia. nail, min. One (1) min 3/8-inch x 3/8-inch One (1) min. 1 3/4-inch long x 0.072 inch dia. x min. 16F-3 Max. Wood 1.25-inch embedment spaced 24- Wood crown staple spaced 16-inch 3/16-inch head dia. trim naii t25.6 16-Inch Inch o.c. O.C. spaced 36-inoh o.c. One (1) min. 1 3/4-inch long Max Threw (3) min. 3/4-inch x 114-inch One (1) min 314-inch x 1/4-inch x 0.072-inch dia. x min. 1/4- 27 16F-4 16-inch Wood crown staples In diamond pattern Wood crown staple spaced 8-inch o.c. inch head dia. trip nail 36.1 spaced 24-inch o.c. spaced 48-inch o.c. ALC16001 FL12194-R3 Page 3 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 assuranoe 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 PsiNo, Width Substrate F-Channel Substrate Panel Attachment Fascia Cap AttachmentAttachment One (1) 18 ga. 1/4-inch crown x One (1) min. 1.75-inch x diameter0ng16F-5 Max. Masonry One (1) 14 ga. 5/8-Inch long T nail spaced 8-Inch o.c. Wood 1-inch leg staples spaced 4- inch o.c. and securing each nail with min. 3/16- finishing nl t43.3 16- Inch panel lap inch head spaced 16- inch o.c. Three ( 3)18 ga.1.14-inch crown x 1- One ( 1) 18 ga. 1/4-inch crown x One ( 1) min. 1.75-inch x 0. 072-i 16F- 6 Wood inch leg staples in diamond pattern Wood 1-inch leg staples spaced 4- inch o.c. and securing each it with min. 3 finishingnailwithmin, 3/16- t43.3 16 nch spaced 16-Inch o.c. panel lap inch head spaced 16- inch o.c. Approved Systems for 16-inch overhang with J=Channel Wall Connection Eave Connection System Panel MDP J- Channel Fascia Cap No. Width psf) Substrate Attachment Substrate Panel Attachment Attachment One { 1) min. 1 3/4-inch Max Three ( 3) min. 3/4-inch x 1/4-Inch One {1) min 3 x long x 0.072-Inch x 31. 6 16. 1-1 16-inch Wood crown staples In diamond pattern Wood spaced inch .c crownstaplespaced8-inch o.c. ia. min. 1/4-inch head dla. trip 31.4 spaced 24-inch o.c.. nail spaced 48-inch o.c. ALGI5001 FL12194-R3 Page 4 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 thls report Is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically aftessed 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 Substrate F-Channei Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment No. Width psf) Attachment One (1) 18 ga.1/4-inch Nominal 1x2No crown x 1-Inch leg Three (3) 18 ga.1/4- Nmi SYP to staples spaced 12-inch o.c, securing One (1) 18 ga. 1/4- One (1) min. 1.75-Inch x Max Inch crown x 1-inch anchored rafter with oneaft each panel lap Wood Inch crown x 1-inch 0.072-Inch diameter finishing nail with min. 80/-90 24F-1 1Max. Wood leg staples in diamond pattern min. 2.25e One (1) min. 1.75-inch leg staples spaced 8- head spaced spaced 16-inch o.c. inch x ring ailshanknailshah x 0.072-inch diameter inch O.C. 3/16-Inch 12-inch o.c. finishing nail with min. h 3/16-Inch head spaced 44nch o.c. One (1) 18 ga.1/4-inch 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 72 min. x Max. Inch x 11 ga. anchored to each panel lap Wood inch crown x 1-inch diameter0.072-inch diameter finishing nail with min. 80/ 24F-2 12-inch Wood smooth shank roofing nail spaced rafter with one 1) 7d x 2.25- One (1) min. 1.75-inch leg staples spaced 8- inch o.c. 311 fi-inch head spaced 76.6 16-inch o.c. inch ring shank x 0.072-inch diameter 12-Inch o.c. nail 24-inch o.c. finishing nail with min. 3/16-Inch head spaced 4-inch o.c. One (1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 staples spaced No.2 SYP 12-inch o.c. securing One (1)18 ga. 114- One (1) min. 1.75-inch x One 1 14 a. 5/8- 9 anchored to each panel lap p Inch crown x 1-inch 0.072-Inch diameter 80/ 24F-3 inch Masonry inoh long T nail tarter with one Wood leg staples spaced 8- spaced finishing nail with min. 76.61Max. spaced 8-inch o.c. 1) 7d x.2.25- One (1) min. 1.75-Inch inch o. 311.6-inch head spaced inch ring shank x 0.072-Inch diameter 12-inch o.c. nail 24-Inch o.c. finishing nail with min. 3116-inch head spaced 4-inch o.c. ALG15001 FL12194-R3 5of7 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, reoommended 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 Wail Connection Center Connection Eave Connection System Panel MDP No. Width psf) Substrate F-Channel Attachment Batten Panel Attachment Substrate Panel Attachment Fascia Cap Attachment One (1) 18 ga,1/4-inch miNominal 1x2 crown x 1-inch leg Three (3) 18 ga.1/4- NSYP staples spaced 12- inch o.c. securing One (1) 18 ga. 1/4- One (1) min. 1.75-inch x Max, Inch crown x 1-inch anchored to rafter with one each panel lap inch crown x 1-inch 0,072-inch diameter 24F- 4 16-inch Wood leg staples in 1) min 2 25_ Woad leg staples spaced 8- finishing nail With min. 801-60 diamond pattern inch x 7d ring One (1) min. 1.75-inch Inch o.c, and securing 3/16-inch 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 nail with min. 3/ 16-inch head spaced 4- inch o.c. One ( 1) 18 ga.1/4-inch crown x 1-inch leg Nominal 1x2 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 Inch crown x 1-Inch 0.072-inch diameter 24F- 5 Max. Wood smooth shank rafter with one Wood leg staples spaced 8- finishing nail with min. 80t-60 16- inch roofing nail spaced 1) 7d x 2.25- One (1) min, 1.75-inch inch o.c+ and securing 3/16-Inch head spaced 16- Inch o.c+ 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 4- inch o.c: One o)18 ga:1/4-Inch crown x 1-inch leg Nominal 1x2 staples spaced No. 2 SYP 12-inch o.c, securing One (1) 18 ga. 1/4- One (1) min, 1.75-Inch x One ( 1) 14 ga. 5/8- anchored to each panel lap inch crown x 1-inch 0.072-inch diameter 24F- 6 Max Masonry inch long T nail rafter with one Wood leg staples spaced 8- finishing nail with min. 80/-60 16- inch spaced 8-inch o.c. 1) 7d x 2.25- One (1) min. 1.75-inch inch o.c, and securing 3/16-inch head spaced Inch ring shank x 0.072-Inch diameter each panel lap 16-inch o.c. nail24- Inch o.c. finishing nail with min. 3/ 16-Inch head spaced 4- Inch o.c. ALC15001 FL12194-R3 6of7 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 SERviCEB, LLC ALUMINUM COILS, INC Soffits Appendix A Approved Systems for 244nch overhang with J-Channel Wall Connection Center Connection Eave Connection MDP System Panel Psi No. Width Batten J-Channel Batten Panel Attachment Substrate Panel Attachment Fascia Cap AttachmentAttachment Nominal 1x2 No.2 SYP scabbed between rafters with one (1) One (1) 18 ga.1/4-inch Nominal 1x2 rein. 2.25-inch x 7d Ong shank nail crown x 1-inch lag No.2 SYP Three (3)18 straight -nailed through staplesspacedp( 12-inch o.c. securing One 1 ga18 ' '/- One (1) min. 1.75-Inch anchored to ga.1/4-inch crown ihe.rafter Into the end each panel lap inch crown x 1 inch x 0.072-inch diameter 24J-1 Max. rafter with one x 1-inch leg of the batten or two (2) d leg staples spaced finishingg Hall with min. tti0 12-inch 1 min. 2.25- staples in diamondP min. 2.25-Inch x 7d One (1) min. 1.75-Inch 3/16-inch head spaced Inch x.7d ring pattern spaced 16- Ong shank naffs toe- x 0.072-inch diameter 8-inch o.c. 12-inch O:C. shank nail loch o.c. nailed an either side of the batten a t each finishing nail with min. 24-Inch o.c. battten atefte 3/16-inch head spaced Intersection. Max. 4-inch o.c. rafter spacing Is 24-4nch o.c. Nominal ix2 No.2 SYP scabbed between rafters with one (1) One (1) 1a ga.1/4-inch Nominal 1x2 No.2 SYP Three 3 18 min. 2.25-Inch x 7d Ong shank nail straight-nailed through crown x 1-inch leg staples spacedsta One (1) 18 ga- One (1) min. 1.75-Inch anchored to ga.1/4-inch crown the rafter Into the end 12' e ch securing each lap inch crown x 1-inch x 0.072-inch diameter Max. rafter with one x 1-Inch leg of the batten or two (2) panelpa Wood le staples acedgpP finishing nail with min. 53.3 24J 2 164nch. 1) min. 2.25- staples in diamond min. 2.26-inch x 7d One (1) min.1.75-Inch 8-inch o.c. and 3/16-Inch head spaced Inch x 7d ring pattern spaced 16- Ong shank nails toe- x 0.072-inch diameter securing each. panel 16-Inch o.c. shank nail inch o.c, nailed on either side of the batten at each finishing nail with rain. lap 24-inch o.c. battentrafter 3/16-Inch head spaced flinch o.c. Intersection. Max. 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 addressed herein. CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix 8 INSTALLATION Note - Refer to the APPRovED SYSTEMS section of this report for additional Installation details of a selected system and maximum design pressures limitations. No. I Installation Detail 141n. 3/8" head dia, nail with min. 114" engagement(for wood substrate) or min.. 0-09711 dia. T-nail or -stub nail with Inin, '578" engagement(£or concrete or block substrate), spaced as noted above. ASC1A .SLIP BOARD FASCIA TRIM 12F-1 & i \' SOFFIT (OVERHANG WIDTH VARIES) 12F-3 1\-"F" CHANNEL Wood, concrete or Block -Wall STAPLE SOFFIT TO FASCIA BOARD #T50 3/8" X 3/8" STAPLE 16" O.C. FASCIA LIP 1 /4" PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12" PIECE SOFFIT & FASCIA DETAIL ALC15001 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 ate not specifically addressed herein. CREEK TE:CHN1CAL SERVICES, LLC 12F-2 No. 1 Installation Detail 3/4" X 1/4" CROWN STAPLES' USING A DIAMOND PATTERN i F" CHANNEL CAN BE INSTALLED WITH THE NAILING FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER "s',,`" SOFFIT STAPLEi DIAMOND PATTERN er + ; DETAIL i FAcu sT cs BOARD . , r CAP 3/4" X 1 /4" CROWN STAPLE "8" ON CENTER 1-3/4" TRIM NAIL PAINTED S.S. 48" o.C. SOFFIT —max. 12-inch span 1-3/4" TRIM NAIL PAINTED S.S, SOFFIT FACIA BOARD FASCIA CAP 3/4" X 1 /4" CROWN STAPLE SOFFIT & FASCIA D ETAI L ALC15001 F02194-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 ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail OPEN RAFTER 3/*; N , SOFFIT STAPLE DIST 1 DIAMOND DETAIL, PATTERN FACIA BOARD t 1 3/w LES 1STAPLES / 3/4" X 1/4" CROWN STAPLE "24" 4S.S. ON CENTER USING A DIAMOND PATTERN FASCIA CAP 12J-1 I t 3/4" X 1/4" CROWN 1CIA BOARDSTAPLE8" ON CENTER P— CHANNEL 1-3/4" TRIM. NAILaoreweatosoffitPAINTEDS,S. 48" withone(l):TT8 xOL2" 7FASCIACAPx 3/8" head X 1/4"diameter screw,WN STAPLE SOFFIT — max. 12-inch span SOFI SOFFIT & FASCIA WOODORBLOCKSUBSTRATE D ETTAI L ALC16001 FL12194-R3 Page 3 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 qualityassurancechangesthroughoutthedurationforwhichthisreportisvalid. 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, LLG ALUMINUM COILS, INC Soffits Appendix B System No. Installatibn Detail I I- TRIM NAIL FASCIA BOARD PAINTED S.S 4FASCIA CAP SOFFIT 1-4' CROWN STAPLE OPEN RAFTER FASCIA BOARD It DA 5/r I -own 16F-1 SOFFIT &FASCIA 16F-5 DETAIL FASCIA CAP, REFER TO SOFFIT 1 FASCIA DETAIL F' CHANNEL SOFFIT; MAX. 16' SPAN MASONRY' SUBSTRATE ALC15001 FL12194-R3 Page 4 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. I CREEK0TECHNICALSERviCEa, LLC No. I lnstailation Detail Min. 31/8'" head diet. nail with min. 1%" engagementtfor wood substrata) or min. 0..097" dia. T-nail or stub nail with min. 5J•8 engagement(for concrete or block -substrate), 'spaced as noted above. FASCIA SLIP BOARD FASCIA TRIM SOFFIT (OVERHANG WIDTH VARIES) 16F-3 l i 1 11 \\—"F„ CHANNEL Wood, Conc—t— or Block.W FASCIA LIP 1 /4" STAPLE SOFFIT TO ASCIA BOARD #T50 8" X 3/8" STAPLE 16" 0. C. L-PAINTED S.S. 1 3/4" TRIM NAIL MIN. 5 NAILS PER 12' PIECE SOFFIT & FASCIA DETAIL ALUMINUM COILS, INC Soffits Appendix B AL015001 FL12194-R3 Page 5 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 duratlon 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 TE:CHNiCAL SERVICES, LLC 16F-4 No. I lnstaHabon Detail 3/4- X 1/4' CROWN STAPLES USING A DIAMOND PATTERN I F- CHANNEL CAN HE INSTALLED WITH THE NAILING FLANGE UP OR DOWN WOOD SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B " 3/•n, ,, SOFFIT STAPLE OPEN RAFTER LDIAMOND. PATTERN DETAIL I t STAiMSS / FACIA HOARD r—r1 M 3/4' X 1/4' CROWN STAPLE -8' ON CENTER 1-3/4- TRIM NAIL PAINTED S.S. 48' O.C. SOS —max.. 16-inch span 1-3/4- TRIM NAIL PAINTED S.S. SOFFIT FACIA BOARD FASCIA CAP 3/4- X 1/4' CROWN STAPLE SOFFIT & FASCIA D ETAI L ALC15001 FL12194-R3 Page 6 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 orqualityassuranceChangesthroughoutthedurationforwhichthisreportIsvalid, This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. GREED TECHNICAL, SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B Sygtem No. Installation Detail 111 TRIM NAIL FASCIA BOARD PAINTED 5,5. FASCIA CAP SOFFIT 1'4CROWN STAPLE OPEN RAFTER FASCIA BOARD rx}" CROWN SOFFIT & FASCIA STAPLES USRIG, A DIAMOND DETAIL 16F- 2 & PATTERN: REFER TO 16F- 6 SOFFIT STAPLE DIAMOND PATTERN DETAIL FASCIA CAP; REFER TO SOFFIT 1, FASCIA 2., DETAIL 8 F" CHANNEL SOFFIT; MAX. 16" Ij II SPAN WOOD SUBSTRATE SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12184-R3 Page 7 of 12 This evaluation report Is provided for State of Florida product approval under Rule 61G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report Is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are riot specifically addressed herein. CREED TECHNICAL, SERVICES, LLC 16J-1 No. I installation Detail 4" X 1/4' CROWN STAPLE '24" CENTER USING,A DIAMOND PATTERN WOOD OR BLOCK SUBSTRATE ALUMINUM COILS, INC Soffits Appendix B OPEN RAFTER S \APLE$, SOFFIT STAPLE 1 GIST DIAMOND PATTERN i L D ETA) Li FACIA BOARD 1\ vm+Il STMLfS / 1 / FASCIA CAP 1 - — 3/4" X 1/4- CROWN FACIA BOARD STAPLE "8" ON CENTER 1-3/4" TRIM NAIL 1-3/4- TRIM NAIL PAINTED S.S, PAINTED S.S. 48" FASCIA CAP O.C. 3/4" X 1/4' CROWN STAPLE soFFIT.-max. i6-inch span. SOFFIT SOFFIT & FASCIA D ETAI L ALC15001 FL12194-R3 Page 8 of 12 This evaluation report Is provided for State of. Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK: Technical Services, LLC of any product changes or quality assurance changes throughout the duration for which this report is valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. SCREEKTECHNICAL. SERVICES, LLC System No. I Installation Detail 1',4' CROWN STAPLES USING A OMONO PATTERN: REFER TO SOFFIT STAPLE DIAMOND PATTERN DETAIL ALUMINUM COILS, INC Soffits Appendix B I J' TRINAIL, FASCIA / FASCIA CAP PAINTED SS. \ IY1J I'x2' CROWN STAPLE 1 >!' TRgA NAR. FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-1 & 24F-4 1-4• CROWN STAPLE FASCIA CAN REFER TO SOFFIT L FASCIA DfTAi1NOM8„ Batten nat I'xZAnchored dt 3/8 Daum Anchored to SOFFIT; MAX. 24' F- CHANNEL Rafters with one 7d Ring Shank Nag at wary Rafter WOOD SUBSTRATE s SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 9 of 12 This evaluation report Is provided for State of Florida product approval under Rule fit G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or qualityassuranoechangesthroughoutthedurationforwhichthisreportisvalid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK ALUMINUM COILS, INC Soffits TF-CHNlCAL.SERvjCES, LLC Appendix B System No. Installation Detail 1 }' TRIM NAIL FASCIA BOARD PAINTED S.S. 1A" SMOOTH SHANK FASCIA' CAP SOFFITROOFNAILS 1'x4" CROWN STAPLE 1 TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-2 & 24F-5 r' CROWN STAPLE FASCIA CAPS REFER 70 SOFFIT L FASCIA WOOD ALC15O{t1 FL12194-R3 10 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 orqualityassuranoechangesthroughoutthedurationforwhichthisreportIsvalid. This evaluation report does not express nor Imply warranty, installation, recommended use, or other product ottributes that are not specifically addressed herein. CREEK TECHNICAL, SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix B System No. Installation Detail 1 }" TRIM NAIL FASCIA BOARD PAINTEO S.S. 146A j" T-NABS FASCIA CAP SOFFIT CROWN STAPLE 1 TRIM NAIL FASCIA BOARD PAINTED S.S. SOFFIT & FASCIA DETAIL 24F-3 & 2417-6 ia' CROWN STAPLE FASCIA CAP; REFER TO SOFFIT L FASCIA DETAIL Nominal 1"a2" SYP Batten Anrhorad to SOFFIT; MAX. 24" F-CHANNEL Rafters with one 7d Ring Shank Nail at every Rallar MASONRY ALC15001 FL12194-R3 Page 11 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 assuranoe 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 Sysitem No. Installation Detail t i' TRIM NAIL FASCIA BOARD PAINTED S.S. 1"xI" CROWN FASCIA CAP STAPLES SOFFIT USING A DIAMOND PATTERN' REFER TO CANTILEVERED" 1-J' CROWN STAPLE SOFFIT STAPLE RAFTER DIAMOND PATTERN DETAIL FASCIA BOARD SOFFIT & FASCIA i >' TRIM NAIL DETAILPANTEDSS. 24J-1 & I-q- CROWN STAPLE 24J-2 FASCIA CAP; REFER III SOFFIT L FASCIA DETAIL / Nominal 1" s 2" SYP battens )...... esabbed beirroen 1) 7d l ng SOFFIT; MAX. 24" ( l j 3I8' J-CHANNEL eecuwd wIn one (t) 7d dng shank nal stYalght-naled through the rafter Into the and / W000 SUBSTRATE of the batten or two (2) 7d ring spank nals toe•nalled on — either side of the battem at the —' baustwadler InlersecDon / SOFFIT STAPLE DIAMOND PATTERN ALC15001 FL12194-R3 Page 12 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 SsRvuzEs.LLC nrm/ommmmnuomms ALUMINUM COILS, INC Soffits Appendix C The following tables provide design Wind loads for components and cladding In accordance with Section 1609.1 of the FBC and ASCE 7-10 under,the following provisions: 1. Wind speeds for hmh category ! U 111, and IV buildings shall be as defined InSection 18O8ofthe FBG 2. Exposure B, C, and D shall be as defined In section 1609 of the FBC. O. Designwind| omgoae providedonly for wells/soffits With amean roof height less than ". equal o""`^ 4' All calculations are based on/meffective wind area of10-fl?o,less. 5. Topographic factors such as escarpments orhills have been excluded from the analysis. G. Wind dimvoUonaUtyfactor, xd=O. OS 7. Vult Is shown In the tables below. Design pressures are multiplied by 0.6 In accordance with Section 1610.9.4 -of the FBC. 8 Pn4e svN mean mofheights greater than 60+Dnh|bwevm|um dbyoUcmnueddo gnpm ooiono|. S' Zones 4and 5shall bmdefined mmshown below. Dimension 'Y-shall be 10% of the least horizontal dimension or (0.4 x Mear) Roof Height), whichever is smaller, but not less than either 4% of the least horizontal dimension or 3-ft. 1 of This evaluation report Is provided for State of Florida product 8PPTOVal under Rule 61 G20-3. The m^nturer of any product changes or CREEK TECHNICAL, SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Desi n Wind`Pressures:for 5ottits vhx osure:n . - BuildingP ; Type Zone Mean' Roof Height ft. , ' Basic Win&S eed' mph) 120 1,30 . 1,40 150160. 170 180 190- 200 20 16.9 9.8 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 4 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 Enclosed 50 19.5 22.9 26.5 30:5 34.7 -39.1 43.9 48.9 54.1 60 20.5 24.0 27-8 32.0 36.4 -41.1 46.0 51.3 56.8 Negative 20 20.8 24.4 28.3 32.5 37.0 -41.7 46.8 52.1 57.8 Loads) 25 20:$ 24.4 28.3 32.5 37,0 -41.7 46.8 52:1 57.$ 30 20.8 24.4 28.3 32.5 37.0 -41.7 46.8 52.1 57.8 5 40 22.6 26.5 30.7 35.3 40.1 -45.3 50.8 56.6 62.7 50 24.1 28.2 32.8 V,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 1 -63.3 70.1 20 1018 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 Enclosed. 4 40 11,7 13.8 16,0 18.3 20.8 .23.5 26.4 29.4 32.5 50 12.5 14.7 17.0 19.5 22.2 25.1 28.1 31..3 34.7 60 13.1 1 15.4 17.8 20.5 23.3 26.3 29.5 32.9 36.4 Positive Loads) 5 20 10.8 12.7 14.7 16,9 19.2 21.7 24.3 27.1 30.0 25 10 8 12.7 14.7 16,9 19.2 21,7 24.3 27.1 30.0 30 10.8 12.7 14.7 16.9 19.2 21.7 24.3 27.1 30.0 11.7 13.8 16.0 18,,3 20.8 23.5 26.4 29.4 32.5 L4050 12.5 14,7 17,0 19.5 22.2 25.1 28.1 31.3 34.7 60 13.1 15.4 17,8 20.5 23.3 26.3 29:5 32.9 36.4 ALC15001 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 dhanges 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. 2of4FL12194-R3 CREEK TECHNICAL SERVICES, LLC ALUMINUM COILS, INC Soffits Appendix C Design VInd Pressures fot Soffits in Ex osure1C , Building Type Zone r . Mean., Roof' ' Height f# Basic`Wind S' eed mph) 120 130 140 150 160 . 170' , 180 1,90 200 20 21.7 25.4 29.5 33.8 38.5 43..5 48.7 54.3 60.2 25 22.6 26.6 30.8 35.4 40.2 45.4 50.9 56.7 62.8 30 23.6 27.7 32.1 36.9 41.9 47.3 53.1 59.1 65.5 4 40 25.0 29.4 34.1 39.1 44.5 50.2 56.3 62.7 99.5 Enclosed 50 26.2 30.8 35.7 41.0 46.6 52.6 59.0 65.8 72.9 S0 27.2 31.9 37.0 42.5 48.3 54.6 61.2 68.2 75.5 Negative Load's) 5 20 6.7 31.4 36.4 41.8 47.5 53.7 60.2 67.0 74.3 25 27.9 32.8 38.0 43.6 49.6 56.0 62.8 70.0 77.6 30 29.1 34.2 39.6 45.5 1 51.8 58.4 65.5 73.0 1 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 1 -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 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 4 40 16.0 18.8 21.8 25.1 28.5 32,2 36.1 40.2 1 44.5 50 16.8 19:7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 Enclosed. 60 17.4 1 20.5 23.7 1 27.2 31.0 1 35.0 39.2 417 48.4 Positive Loads) 5 20 13.9 16.3 18.9 21.7 24.7 27.9 1 31.2 34.8 38.5 25 14.5 17.0 19.7 22.6 25.8 29.1 32.6 36.3 40.3 30 15.1 17.7 20.6 23.6 26.9 30.3 34.0 37.9 42.0 40 16.0 1.8.8 21.8 25.1 28.5 32.2 36.1 40.2 44.5 50 16.8 19.7 22.9 26.3 29.9 33.7 37.8 42.1 46.7 60 17.4 1 20.5 1 23.7 27.2 1 31.0 1 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 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. SERvicFs, LLC ALUMINUM COILS, 1NG Soffits Appendix C Design WindtPressures for SoffitsAnI.Exosurefl Building Type Zone Mean:: Roof." H_ el ht ft Basic. Wind S eed, mph) 120 130 140 150 160 17,0 980 190 200 20 25,0 30.5 35.4 40.6 46.2 52.2 58.5 65.2 72.2 4 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 Enclosed 60 31.5 37.0 42.9 49.3 56.1 63.3 70.9 79.0 87.6 Negative Loads) 5 20 32.1 37.7 43.7 50.1 57.0 64.4 72.2 80.4 89.1 25 33.3 39.1 45.3 52.0 59.2 66.8 74.9 83.4 92.4 30 34.5 40.4 46.9 53.8 61.3 69.2 77.5 86.4 95.7 40 36.2 42,5 49.3 56.6 64.4 72.7 81.5 90.9 100.7 50 37.7 44.3 51.4 58.9 67.1 75.7 84.9 94.6 104.8 60 38.9 45.7 53.0 60.8- 69.2 78.1 1 -87.6 1 -97.6 108.1 20 16.7 19.5 22.7 26.0 29.6 33.4 37.5 41.7 46.3 4 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 Enclosed 60 20.2 23.7 27.5 1 .31.6 1 35.9 1 40.5 1 45.4 50.6 56.1 Positive Loads), 20 16.7 19.5 22.7 26.0 29.6 33:4 37.5 41.7 46.3 25 17.3 20.3 23.5 27.0 30.7 34.7 38.9 413 48.0 30 17.9 21.0 24.3 27.9 31.8 35.9 40.2 44.8 49,7 5 40 18.8 22.1 25.6 29.4 33.4 37.8 42.3 47.2 52.2 50 19.6 23-0 26.7 30.6 34.8 39.3 44.1 49,1 54.4 60 20.2 23.7 1 '27,5 1 31.6 1 35,9 40.5 45.4 1 50.6 56:1 ALG15001 FL12194-R3 4of4 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 ohanges 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 ate not specffically addressed herein. RE SCREEKTECHNICAI- SERVICES, LLC 3/81' F-Channel 3/8" 3/8" J-Channel ALCI5001 3/4" - 1/8" HEM 3 4 3/8' FLI 2194-R3 ISOMETRIC VIEW 318" PROFILE ISOMETRIC VIEW 3/4" PROFILE ALUMINUM COILS, INC Soffits Appendix D I of 4 This evaluation report Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance 6hanges,throughout theduration for which this report Is valid. This evaluation report does not express nor Imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. Fascia CREEK TECHNICAL SERVICES, LLC 5 3/4" 7/8" 1/8" HEM 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 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC of any product changes or quality assurance changes *throughout thee duration for which this report is valid. This evaluation report does not express nor imply warranty, Installation, recommended use, or other product attributes that are not specifically addressed herein. CREEK TECHNICAL SERVICES, LLC 16"Q4 Soffit 25 TYP. OA25 rip. 113"' BUNNX 3 / 8 PROFII F ALUMINUM COILS, INC Soffits Appendix D ALCI6001 FLI 2194-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 or quality assurance changes throughout the duration for which this report it, valid. This evaluation report does not express nor imply warranty, installation, recommended use, or other product attributes that are not specifically addressed herein. MCREEK0TECHNICALSERVICES, LLC 12" T4 Soffit 5n4 31j4- 3 1/8" 7/8" 7 1/2- 1/2" 25 TYP. 0,125 TYP. 2.625 REF. 50 TYP,. ALUMINUM COILS, INC Soffits Appendix D n aaoa aa a ao aaa aa aaa a oa wing I QAIVTR PATIERN (FIX I - S=F) LOUVERS FORWO IN SME DIRECTION AS RIBS) END OF RP -PORT ALC15001 FL1 2194-R3 Page 4 of 4 This evaluation report, Is provided for State of Florida product approval under Rule 61 G20-3. The manufacturer shall notify CREEK Technical Services, LLC: of any product changes or quality assurance changes throughout the duration for which this report Is valid. Thi's evaluation report does not express nor imply warranty, installation, recommended use, or other produot attributes that are not spedifically addressed herein. Florida Building Code Online Page 1 of 1 xa^r T , u. am i Registration I Hot Topics ; Submit Surcharge Stats & Facts { Publications ; FBC Staff { BCIS Site Map I Links Search i BCIS Home Log In User Floridfa VINProductApprovalUSER: Public User Product Approval Menu > Product or Aooiication Search Application List Refine Search Search Criteria Code Version 2014 FL # 5444 AL Application Type ALL Product Manufacturer AL Category AL Subcategory All Application Status ALL AL Compliance Method pQuality Assurance Entity Contract Expired ALL Quality Assurance Entity ALL Product Model, Number or Name AL Product Description Approved for use in HVHZ ALL Approved for use outside HVHZ AL Impact Resistant ALL Design Pressure AL Other ALL iearch Kes - Validated By FL# Tve Manufacturer iaaus FL5444-Rll Revision CertainTeed Corporation -Roofing John W. Knezevich, PE Approved category: Roofing ( 954) 772-6224 History Subcategory: Asphalt Shingles aonmved by DBPR. Approvals by DBPR shall be reviewed and ratified by the poc and/or the commission if necessary. Contact U5 :: 2601 Blair Stone Road Tallaha <_• FL 32349 Phon • 8 Q 487-1824 The State of Florida is an AA/EEO employer. Coovdoht 2007-2013 State of FloLfCa.:: Privacv statement :: 6=5ibility Statement :: Rg&nd Stat m nt Under Florida law, email addresses are public records. If You do not want your it -malt address released in response to a public -records request, do not send electronic mailtothisentity. Instead, contact the office by phone or by traditional mail. If you have any questions, please contact 850.487,1395. "Pursuant to Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The emalis provided may be used for official communication with the licensee. However email addresses are public record. If You do not wish an email supply apersonaladdress, please provide the Department with Chapter 455FS which can be here • de available tothe public To determine if you are a licensee under ick. Product Approval Accepts: WR Gal a 7e-cilrit l r _ - -__ 1—. 11 / 29/2017 Florida Building Code Wine Page I of 2 us nes ' o-niC efft, OrO Product Approval USER: Public User Menu > Product a2kno_5gg,hNdA" or DeApplIcriDetailIWWd. LAI! FL # FL5444- R11 Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer CertainTeed Corporation -Roofing Address/ Phone/Email 20 Moores Road Malvern, PA 19355 610) 893-5400 mark, d.hamer@saint-gobaln.com Authorized Signature Mark Hamer mark. d.harner@saint-gobain.com Technical Representative Mark D. Harner Address/ Phone/Email 18 Moores RoadMalvern, PA19355610) 651-5847 Mark. D.Hamer@saint-gobain.com Quality Assurance Representative Address/ Phone/Email Category Roofing Subcategory Asphalt Shingles Evaluation Report from a Florida Registered Architect or a Ucensed ComplianceMethodFloridaProfessionalEngineerC3 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nienninen the Evaluation Report Florida Ucense PE- 59166 Quality Assurance Entity UL LLC Quality Assurance Contract Expiration Date 03/09/2020 Validated By John W. Knezevich, PE El; i Validation Checklist - Hardcopy Received Certificate Of Independence FL5444 R11 COI 2017 01 COI Nieminen. Ddf Referenced Standard and Year (of Standard) Standard YM ASTM D3161, class F 2009 ASTM D3462 2009 ASTM D7158, Class H 2008 Equivalence of Product Standards Certified By Sections from the Code 1. . I I- _Z1 --- f-, /-, inn ,its ;4(zny?n;;rAm=wGEVXOWtDqta... 11 /29/2017 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 06/06/2017 Date Validated 06/08/2017 Date Pending FBC Approval 06/09/2017 Date Approved O8/08/2017 Date Revised 09/07/2017 FL # Model, Number or Name 5444.1 CertainTeed Asphalt Roofing Shingles Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/A other: Refer to ER Section 5 for Limits of Use Description 3-tab, 4-tab, strip (no -cut-outs), laminated -and architectural asphalt roof shingles Installation Instructions FL5444 R11 II 2017 06 FINAL ER CERTAINTEED Asphalt Shingle FL54Q•4-Rll adf Verified By: Robert Nieminen, PE PE-59166 Created by Independent Third Party: Yes Evaluation Reports FI5444 R11 AE 2017 06 FIB FR CER?AlNTF D Asphalt Shingle FL5444-Ril Ddf Created by Independent Third Party: Yes Back Next Contact Us :: 2601 Blair to er1R.Ad Taliahas ee FL ?23g9 Phone• 850-487.1824 The State of Florida is an WEED employer. Coovriaht 2007 2013 ogte of Florida :: Privan Statement :: AcQW&I 0'-S Under Florida law, email addresses are public records. If you do not want your e-mail address released in pons lto a pcotaclic-rcordsrequest, o not send o electronic mail to this entity. Instead, contact the office by phone or by traditional mail. if you have any q Section 455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address If they haveone. The emails provided may be used for official communication with the licensee However email addresses are public record. If you do not wish to supply apersonaladdress, please provide the Department with an email h address which can dick b made available to the public To determine if you are a licensee under Chapter 455, Product Approval Accepts: ME®®®® Credit• Safe SCC Urit%'. Nl E-i•ft1Cs EXTERIOR RESEARCH (& DESIGN, LLC arqftcote of Authorization #9503 3S3[HR|ST|ANSTREET, UNIT #13 NU K~~r OXFORD, cTO0478 J K 8K~U U K I'—'^ PHONE: (2OS}26I-9l45 FAX: ( ZU3)262-9243 EVALUATION REPORT Evaluation Report 3532,09.05-1111 2OMoores Road Date ofIssuance: U9/2I/ZOoS Malvern, PA1g355 Revision 11:12/V8/ZU16 3c»pE: This Evaluation Reportisissuedunder Rule 61G28-3 and the applicable rules and regulations governing the use of eha|inth St eofRohdu The document nmh bm edh becnrmiewedbyKobe NiemincP.s.mr c»»s ucno»nv d the Florida Bui| dio Code and Florida Building Code, Residential Volume. The products described herein have been evaluated e o for compliance with the 5mEditi on(2O F|ohdaBui|dingCodesecOonsnotedheoein. DESCRIPTION: CertadnTeedAsphalt Roofing Shingles Lxacuws: Labeling shall beinaccordance with the requirements ofthe Accredited Quality Assurance Agency noted herein and FnC15072J.1/R9O5I.6.1 ComnwusoCompuAwce: This Evaluation Report is valid until such time as the named prod ucr(s) changes, the referenced Quality Assurance documentation changes, or provisions oftheCodethatrelatetotheproductchange. Acceptance of this Evaluation Report by the named client constitutesagreementtonotifyRobertNleminen, P.E. if the product changes or the referenced Quality Assurance documentation changes, Trinity IERDrequiresacompletereviewofthisEvaluationReportrelativetoupdatedCoderequirementswitheachCodeCycle. 4ovex11Somswn The Evaluation Report number preceded by the words ^Trnity| ERD Eva|uated" may be displayed in advertising literature. |fanyporbonuftheEva|ua onRepo isdisp|ayed,then|tsha||bedoneinitsen retY. fthis entire Eva|ua onRepo shall bepmv|dedtothe user bythe manufactumrori disthbuto and sxonueavailable for inspection atthe job site atthe request ofthe Building Official. This Evaluation Report consists of pages 1 through 12. Prepared by: Robert J.NLmiemine E. Florida Registration No. 59166,Florida oC4xNE1983 The facsimile seal appearing was = thortzed bY Robert Nierninen, This d= not soNe as=electronically signed d=" ment Signed, sealed hamcoples haw been transmitted tothe product Approval Administrator and tothe named m"w cERnmomvOFINDEPENDENCE: m n a m U n afina o tinany com n manufacturing or T nnv|EVod s hav nm ms mza distributing products ueva|uateu o,con pUedbvanvco panvman o naordis vun pmduus a|u es. z T»ity|sRoisnot owned, ope dnprwU!acqu n a nanga|m en tinanycompanym"n a onnuordi bmungproducts for s. nob=miemine P.E. does not have which the eva|uatipnreports are being issued. i financial `mxnyother enmvinvolved mthe approval Procc ofthe 4. nobc Niemme p.s. does not ka,anor ,wnocqune'a ==,` product. building w ernin'|Enonornnbc w}mne p. are, in any * m»the oe one,pfRecord riany nuu ' w o\vns`en, oti,, Susedforpenn/t noo,dedamgv\danceun|eo,ancp pp e onw ichthix Evaluation a pp, orp previous ~ specifically for that purpose. 1 TRINITY I ERD ROOFING SYSTEMS EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Asphalt Shingles Compliance Statement: CertainTeed Asphalt Roofing Shingles, as produced by CertainTeed Corporation, haveofthe5u' Edition (2014} Florida Building Code and 5`I' Editiondemonstratedcompliancewiththefollowingsections 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 PropertyProa Standard Year 2009 1507.2.5, R905.2.4 Physical Properties ASTM D3462 ASTM D3161, Class F 2009 1507.2.7.1, R905.2.6.1 Wind Resistance ASTM D7158, Class H 20Q8 1507.2.7.1, R905.2.6.1 Wind Resistance 3. REFERENCES: EntityExamination Reference Date 05/15/1998 UL (TST 1740) ASTM D3161 94NK9632 99NK26506 11/23/1999 UL ( TST 1740) ASTM D3161 03CA12702 05/27/2003 UL( TST 1740) ASTM D3161 03CA12702 06/16/2003 U L (TST 1740) ASTM D3161 03N K29847 10/03/200305/24/2004 UL (TST 1740) ASTM D3161 04CA11329 UL( TST 1740) ASTM D3161 04CA32986 12/03/2004 UL( TST 1740) ASTM D3161 05NK07049 04/15/2005 UL (TST 1740) ASTM D3161 05NK16778 05/ 12/2005 UL(TST 1740) ASTM D3161 05CA16778 05/ 12/2005 UL (TST 1740) ASTM D3161 05NK14836 05/ 22/2005 UL(TST 1740) ASTM D3161 05NK22800 p6/22/ 2005 UL(TST 1740) ASTM D3161 R684 09/21/ 2005 UL (TST 1740) ASTM D3462 05NK08037 06/28/ 2006 UL(TST 1740) UL(TST 1740) ASTM D7158 ASTM D3161 & D3462 09CA28873 23/2Q09 007/23/2009 UL (TST 1740) ASTM D3462 IOCA41303 10 10/08/2010 UL( TST 1740) ASTM D3161 IOCA41303 10/27/2010 UL ( TST 1740) ASTM D7158 10CA41303 1OCA44960 11/2010 1111/1/ 201 UL (TST1740) UL LLC (TST9628) ASTM D3161 & D3462 ASTM D3161, D3462 & D7158 13CA32897 UL LLC (TST 9628) ASTM D3161, D3462 TFWZ.R684 22/2014 0404/22/2014 UL LLC (TST9628) ASTM D7158 TGAH.R684 09/16/2014 UL LLC (TST 9628) ASTM D3161 & D3462 4786334434 02/12/2015 UL LLC (TST 9628) ASTM D3161 & D3462 4786570826 12/16/2015 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4786570717 02/09/2016 UL LLC (TST 9628) ASTM D3161 & D3462 4787195678 10/26/2016 UL LLC (TST 9628) ASTM D3161, D3462 & D7158 4787380356 10/13/2016 UL LLC (TST 9628) ASTM D3462 4787380357 11/08/2016 UL LLC (TST 9628) ASTM D7158 4787380357 11/09/2016 UL LLC (TST 9628) ASTM D3161 4787380357 Service Confirmation Exp. 07/03/2017 UL LLC (QUA 9625) Quality Control Exterior Research and Design, I.I. C. Evaluation Report 3532.09.05-1111 FBC NON-HVHZ EVALUATION FL5444-R10 Certificate ofAuthoriraiion 1195Q3 Revision 11. 12/ 08/2016 Page 2 of 12 4. I TRINITY I ERD PRODUCT DESCRIPTION: 4.1 CT20—, XTT"' 25, XP" 30 and X-17130 IR are fiberglass reinforced, 3-tab asphalt roof shingles. 4.2 Arcadia', Belmont', Carriage House Shangle`l, Grand Manor Shangle®, Landmark"", Landmark'' IR, Landmark' Pro, LandmarkT" Premium, Landmark' TL, Landmark' Solaris and Landmark'' Solaris IR are fiberglass reinforced, laminated asphalt roof shingles. 4.3 NorthGatel is a fiberglass reinforced, laminated, SBS modified bitumen roof shingle. 4.4 Presidential Shaker', Presidential Shaker"' iR, Presidential Shake T1:1 and Presidential SolarisT" are fiberglass reinforced, architectural asphalt roof shingles. 4.5 Hatterasr", Highland SlateT" 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 Ridger , Cedar Crest, Cedar CrestT" 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. LIMITATIONS: 5.1 This is a building code evaluation. Neither Trinity[ERD 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 K = 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 PL11 Polyurethane Roof & Flashing Sealant, applied as specified in manufacturer's application instructions, for use in wind zones up to Vwd =150 mph (Vast =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 Solaris'") exceeds the calculated uplift force (FT) at a maximum design wind speed of V.,d = 150 mph (V„it = 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 forinstallationintheseconditionsusingtheinstallationproceduresdetailedinthisEvaluationReportand 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, U G Evaluation Report 3532.09.05-R11 FBC NON-HVHZ EVALUATION RevisionCertificateofAuthorization #9503 Revision 11. 1Z/08/2016 Page 3 of 12 VrTRINITYIERD INSTALLATION: 6.1 Roof deck, slope, underlayment and fasteners shall comply with FBC 1507.2 / R905.2 and the shingle manufacturer's minimum requirements. 6.1.1 Underlayment shall be acceptable to CertainTeed Corporation and shall hold current Florida StatewideProductApproval, or be Locally Approved per Rule 61G20-3, per FBC Sections 1507.2.3, 1507.2.4 or R905.2.3. 6.2 Installation of asphalt shingles shall comply with the CertainTeed Corporation current publishedinstructions, using minimum four (4) nails per shingle in accordance with FBC 1507.2.7 or Section R905.2.6 and the minimum requirements he 6.2.1 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. 6.2.2 Where the roof slope exceeds 21 units vertical in 12 units horizontal, use the "Steep Slope" directions. 6.3 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. 6.4 CT20-, XT- 25, XT- 30, XT- 30 IR: LOW AND STANDARD swrt ENGLISN 12" 305 mn) (305 mm) (305 M) jr j 1"(25mm) IT plant 1"(25mm) 5 5/8" (1 A5 mm} j 5 r/z for mood METRIC 131/e" 131/a" — 131/a 1 ^ (25 mm) Sealant 1" (25 man} { 611a" T Figure 113: asefaurnaUsfor ergryfrdl shingle. STEEP SLOPE use four nails and six spots of asphalt roofing cement* for every full shingle (Figure 11-4). Asphalt roofing cement meeting ASTM D45s6 Type H is suggested. 1 -- - -7 I• Roofing Gamarn Apply 1"(25 mm) spots of asphalt roofing cement under each tab corner. Figure 11-4: uwfournaffs and six spots ofaspbattcvstnentan steep slap GA.0 ION: Excessive use of roofing cement can cause shingles to blister 6.4.1 Hip & Ridge for CT20" XT°" 25 XT- 30 XT"" 30 IR: Cut Shingles 25 mj r I— 7, (5Dmn) ,Remove—._ If tf if if f___ __ ___ 1z" Cap Cap "' C4 m) Shingle Shingle Shingle Figia' e 1124. W tabs, tben trim back to make cap shingles Bngiisb dimensions sboran). i Ws Figure 11-.25.' InstallaHmF of capsabng the hips and ridges. 6. 4.1.1 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1T" adhesive or Henkel "PL® Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Exterior Research and Design, U.C. Certifimte of AuthorfzWon #9503 FBC NON-HVHZ EVALUATION Evaluation Report 3532.09.05-R11 FL5444- R10 Revision 11: 12/09/2016 Page 4 of 12 6.5 Q[iOTRINITYIERD LOW AND STANDARD SLOPE STEEP SLOPE Use SIX nails for every full shingle located as shown 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 R is suggested. NaA Line Nad NMI Lkle t' (25 Figure 2: Use six nails for every full shingle. 1-(25 min) t'rt5 MM)-.- C] Lo C] Figa]r 3: Use sLv nails andf tir spots of asphalt roojtag cement on steep slopes. 6.5.1 Hip & Ridge for Arcadia`": Cedar Crest, Cedar Crest? IR lace fastener 1-inchUsetwo (2), minimum 1Y4-inch long fasteners per shingle. For the starter shingle, p from each side edge and about 2-inch up from the starter shingle's exposed butt edge, ensuring minimuminchembedmentintothedeck, 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' NF`1TM" adhesive or Henkel "PL® 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 nllto h from tab each side of the shingle's headlap. immediately align and apply the overlying shingle, g y pressing 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 Evaluation Report 3s32.09.05-R11 Exterior Research and Design,LLC FL5444-R10 Certificate of Authorization #9503 FBC NON-HVHZ EVALUATION Revision 11:12/08/2016 Page 5 of 12 6.6 I BELMONT' "m: Low and Standard Slope 2:12 to 21:12): Use FIVE nails for every full Belmont shingle, located as shown below i o Addy =1 rw:1s W Mdff d. J` TRINITY ERD 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 DA586 Type II is suggested. 22D ett12 ( 3amn} t rnn} erles 51e' ( 16 nsn) a ste' 22i- 4 6. 6.1 Hip & Ridge for BelmontT": 6. 6.1.1 option 1: Refer to instructions herein for Cedar Crest, Cedar CrestT" IR hip and ridge shingles. 6. 6.1.2 Option 2: Shangle® Ridge 12• Remove This Tape figure 17-18. Sbangk* Ridge. Exposure Remove tape from the right side 1. g• and fasten SECOND Fasten the leftside' 8$6 RIGHT FIRST LEFT. Figure 17-19. IlWanation of Sban&1 Ridge sbingks on bips and ridges 6. 6.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1"' adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. Evaluation Report 3532.09.05-R11 Exterior Research and Design, U.C.FL5gq RI0 Certificate olAuthorization #9503 FBC NON-liVH2 EVALUATION Revision 11:12/08/2016 Page 6 of 12 6.7 6.7.1 6.8 CARRIAGE HOUSE SHANGLE'o AND GRAND MANOR SHANGLEa: STEEP SLOPE LOW AND STANDARD SLOPE Use five nails for every full Shangle. mm) (25 mmj B 5/g.. 5/6 16 mm m) Figure 174 Use five nailsfor eaervfullGrand ilanorSbangle, Carriage House Shangle, or Centennial Slate. TRINIIYIERD Use sevea nails and three spots of asphalt roofing cement for every full Grand Moor Shangle. Use five nails and three spots of asphalt roofing cement for every full Carriage house Shangle and Centennial Slate Apply asphalt roofing cement 1" (25 mm) from edge of shingle Figure 175). AsphAUroofing cement meeting AM 1)4586 T}Pe Il is suggested. f (38 mm) 1„ or less 1.. 25 min) 16 mm)+ 1 ~ (220 ice) 25mm)t _ flootingcement Figure 175. 1Pben instating Grand ifanor Sbangles on steep slopes use seven nails and tbree spots ofasphalt mofrng cement. Hip & Rid a for Carriage House Shan leo and Grand Manor Shangle: Refer to instructions herein for ShangleO Ridge hip and ridge shingles LANDMARK—, LANDMARK"' IR, LANDMARK PRO, LANDMARK'" PREMIUM, LANDMARK"' TL., LANDMARK", SOLARIS, LANDMARK' SOLARIS IR, NORTHGATE: LANDMARK TL LOW AND STANDARD SLOPE METRIC DIMENSIONS 3/ E--( 305 min (375mm 305 mm)—j HfiiiFi 11/ 2" Nailable Area NorthGate: WIDE f43t4` WA — ( 305 min) 'I— (375 ram) 25 mm) 1 131/ z" 343 mm) + - ( 330 mm)-*- *-(343 min--• 1" (25 mm) 1" (25 mm)_1 Figure 13. 4.. Usefour uailsfor erM-frtll shingle 12` 305 MM) r (25 Nang rea+ t for low end;tandud *pe$"M2 to 21-12) Nal WOOD uppsr S lower Itres as slrnvn above. Evaluation Report 3532.09.05-1111 Exterior Research and Design, U.C.FL5444-R10 cert(irrcate ofAuthortzotion #9503 FBC NON-HVHZ EVALUATION Revision 11:12/08/2016 Page 7 of 12 STEEP SLOPE Use six nails and four spots of asphalt roofing cement for every full laminated shingle. See below: Asphalt roofing cement should meet AST41i D4586 Type 11. Apply 1, spots of asphalt roofing cement unde each corner and at about 12" to 13" in from each edge. METRIC DIMENSIONS 12"---- 305 mm) 1"(25 mm) Nail Area For Steep 375 mm) (305 mm) 1"(25 mm)-,A lease Tape Cem STEEP SLOPE NAILING AREA i.. 25 mm.* NQ V TRINITY J ERD LANDMARK TL 13f/2" 343 mm) 13" 330 mm) 131/2" 343 In 1-1 "(25 mm) 1 1 "(25 mm)--1 I m25mm)---- (25 mm) Roofina Cement Figure 13 5' Use six nails andfour spats of aspbalt.roofingcementon steep slopes. NorthGate: V)" 14-3/4" 12" Nailing areas for steep slopes (greater than 21:12) and "Stan•ti-Malting" Nag between lower 2 nal Ines as shown above. 6.8.1 Hip & Ridge for Landmark-, Landmarkr" IR LandmarwTM Pro Landmark' Premium Landmark` TL Landmark''' Solaris Landmark' Solaris IR NorthGate: 6.8.1.1 Option 1: Shadow Ridge'" or NothGate Accessory 12' g? 3050101) cmimn) 415/16' 415/16" E 5 (125mm) (125mm) 150mm) (150mm) Notch for II Centering 12 05mm) Notches for Alignment to the Top Edge of the Pravaus T Captor5°(125mm)Exposum (lathL _ English Dimartsion Shadow Ridge'"' Exterior Research and Resign, I.I.C. certificate of Authorization ##9503 FBC NON-HVHZ EVALUATION t Notch for Centering 13114° NilatchesfnarMgnmend i37mm) 75/8" the Top Edge of the Previous 1 m) Capj0r551r(141mm) Bq wmL\----1 I Motdo Dimeitsion Shadow Ridge' Evaluation Report3532.09.05-R11 FL5444-R10 Revision 11:12/08/1A16 Page 8 of 12 6.8.1.2 6.8.1.3 9 2713r PO mm) 15,nG its mm} Centering Natch i31F4' f }Is37mm) Align thm / I rAlphrstabp 75i8° adpc of (t 9q) previous purse NorthGate Ridge t TRINITY ERD 13 1/8" 333 mm I*F 6 5/8ram'/a" 168 mm)II 168 mm Centering 13 t/4" Notch 337 mm) gn thesei 7notches to top 4 m edge of (19I mm) previous course. T . NorthGate Accessory iqr- M,, ff \ V- \ Figure 13-20. Use Fayingnokbes to center ahGrgter on biPs and ridges, and to focate'the correct exposam For ASTM D3161, Class F performance use BASF "Sonolastic' NPI"' adhesive or Henkel "PL' Polyurethane Roof & Flashing Sealant", in accordance with CertainTeed requirements. option 2: Referto instructions herein for Cedar CrestTM, Cedar Crest' IR hip and ridge shingles. Evaluation Report 3532.09.05-R11 Exterior Research and Design,LLC FL5444-R10 Certificate afAuthorization #9503 FBC NON-f•IVKZ EVALUATION Revision 11: 12/08/2016 Page 9 of 12 FYD I KINII-i ERD 6.9 PRESIDENTIAL SHAKE'"', PRESIDENTIALSHAKET" IR, PRESIDENTIAL SHAKETIr", PRESIDENTIALSOLARISr'": LOW AND STANDARD SLOPE: For low and standard slopes, use five nails for each full Presidential shingle as shown below. Naling . i --- -- 40" Gulde pries (1016 mm) 5114' 133 mm) 141f4' i 172' 38 mm) (362 NOTE: Apply nails on painted guideline. STEEP SLOPE: For sleep slopes, use nine nails for each full Presidential shingle and apply 1' diameter spots of aspbalt roofing cement under each shingle lab. After applying 5 nails in between the nailing guide lines, apply 4 nails V above lab cutouts making certain tabs of overlying shingle cover nails T 1" T 1' diameter asphalt roofing cement Figure 16-6 Fastming.t'issidenml and PresidenHaf Yl SbaFe sbingfes on law and standard stapes Fore 16--7..• Faskning Presidan" and Presidential VL Sba%e shingles on sleep s4" 6.9.1 Hip & Rid a for Presidential Shake", Presidential Shaker' IR Presidential Shake TUM, Presidential Solarise':: 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 ridg (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 sizes: Accessory produced in Birmingham, AL is 12" x 12"; Portland, ORproduces 974V x 131/4" accessory. 6.9.1.2 For ASTM D3161, Class F performance use BASF "Sonolastic® NP1"' 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 ( HATTERAS"": LONE, STANDARD AND STEEP SLOPE ngum 151 Fastcrrfrrg Hanaras Sblagfes no Lore and Standard Stopac For lour and standard slopes, ruse foe nails for each full naneras shingie as shoom abom. 9=" O'er Ftgurt 154. Frrstucfag 1laaerarS6l1191es as Steep Slopes for steep slopes, use fire wits and mgdt spots a asphair cooling meat for cub (al tisttem shin; a as sbo"v abole. Apph I' Mona) diamtter spots of roofing cxment (atST i D 4586 7'?e A suMeued) under each tab cornet Press shingle Into pbtm do not expose cemesa CWION: Too much roofing eaneni can caux shingles to blister: Evaluation Report 3532.09.05-R11 Exterior Research and Design, LLG FL5444-RIO Certifarte of Authorization #9503 - FBC NON-HVHZ EVALUATION Revision 11: 17108/2016 Page 10 of 12 6.10.1 Hip & Ridge for Hatteras"": 6.10.1.1 Option 1: Accessory for Hatteras Figure 1544: 18 thre6:pieea units separate to make 54 Hatteras AxeWry shin& 6.10.1.2 Option 2: Cut Hatteras Shingles 223; 9" - min) I Eag. ( 460 L ._ ^ _I _, _. ^ 18 r2p3 m , , , 15 460 min)^ Ga Ga Shingle Shingle Shingle j Figure 15-20Cut Hatterx sbmgles to make cover cap. Figure 15-21. frrsta ZaUM of caps akmg hips and ridgy 6. 10.1.3 For ASTM D3161, Class F performance use BASF "Sonolastic' NP1—" adhesive or Henkel "PLO Polyurethane Roof & Flashing Sealant, in accordance with CertainTeed requirements. 6. 11 HIGHLAND SLATETm, HIGHLAND SLATET" IR: LOW AND STANDARD SLOPE STEEP SLOPE: Use FM nails and JUG r spots of asphalt roofing cement" for each ter„ a p;y fall Highland Slate shingle. For Miami -Dade, si% nails are required. Apply l' diameter spots of asphalt roofing cement under each tab r comer Asphalt roofing cement meeting AS'RR D4586 Type A is suggested. Mmmi- rmAe nxryies SlX m(Nronmla t'(25 mmj ln" adovercwar -.+ WmFnaae" QdM adoulas a6onn} 7" SIXroAz(hmreh insfaMd ovvMafroAa pdvAas dn n} Figure 113: use)Mnaf&forererY BlgM-d Slats sbtngla Figure 113s use Flea nails and eight spots ofg*halt roofJng= XMt under aacb tab corner. CAUTIOM Bscessive Use of rQQbg cement Can cause shingles to blister. 6. 11.1 Hip &Ridge for Highland Slate", Highland Slate- IR: Refer to instructions herein for Cedar Crest°", Cedar Crest- IR or Shangle Ridge- hip and ridge shingles. Evaluation Report 3s32.09.05-1111 Exterior Research and Design, LLC. FL5444-R10 certificate afAuthorirallon #9503 FBC NON-HVHZ EVALUATION Revision 11:12/09/2016 Page 11 of 12 6.12 LOW AND STANDARD SLOPE Use FOUR nails for every hill shingle located as shown below - t Sealant 13-49 333.4 ti-11d' 1&s mml rTRINITYIERD STEEP SLOPE Use DOUR nails and four spots of asphalt roofing cement for every full shingle as shown below. Asphalt roofing cement meeting ASTbI D4586 Type H is suggested. Apply 1' (25 mm) spots of asphalt roofing cement as shown. CAUTION: Excessive use of roofing cement call cause shingles to blister. Roaflag Cemeat— P3m,1 (3 rtm) Omni 6.12.1 Hip & Rid a for Patriot"": Refer to instructions herein for Cedar Crest', Cedar Crest' IR, Shadow RidgeT", NorthGate or Shangle Ridge- hip and ridge shingles. 7. LABELING: ith the manufacturer's name, logo, city, state and logo of the 7.1 Each unit shall bear a permanent label w 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 QA requirements. 10. QUALITY ASSURANCE ENTITY: UL LLC—QUA9625; (414) 248-6409; karen.buchmann@us.ul.com END OF EVALUATION REPORT - Evaluation Report 3S32 09.05-Rll Exterior Research and Design, L-CFL5444-RIO certFfcote of Authorization #3503 FBC NON-HVHZ EVALUATION Revision 11:12/09/2016 Page 12 of 12 Florida Building Code Online Page 1 of 1 t •: 'hd''s`,'`!f zr -Y v'`. ' ' rry ,(/' c r) t l l r FBC Staff ! 5CIS Site Map Links ! Search Lvri us Florida h„ pro ductApprovai USER: Public User il car` r v I Menu > prouct or Aoolication arch > Application Ust RafinP Search Search Criteria Code Version 2014 F L# 15216 ALL Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Compliance Method ALL Application Status ALL Quality Assurance Entity Contract Expired AALLQualityAssuranceEntity Product Model, Number or Name ALL ProductDescriptionooutside ALLHVHZ Approved for use in HVHZ ALL ApprovedALL Impact Resistant ALL Design Pressure Other ALL Search Results - Applications Validated v S a F# IY.Rg Manufacturer John W. Knezevich, PE ApprovedFIt5716-R2 Rev(sion InterWrap, Inc. Category: Roofing (954) 772 6224 higm Subcategory: Underlayments contact Us ;: 601 Blair SM, Road TalW cp„•FL 32399 Phone• 850-467-1624 The State of Florida is an WEED employer. r wynoht 2 Op7-201 to a of Florida.:: Priya at_merd n tntlity Statement ;: ReRand Statement Phone or by tradMonal mail. If you have any questloes, please contact 850.487.1395. *Pursuant toUnderFloridaIaw, email addresses are public records_ II You do not want your e-mail address released in response to apublic-records request, do not send electronic mail to this entity. Instead, s IfcontacttheofficebyP _ Sects n 455.275( he Florida Statutes, effectiveY used for 1, 2012, iialmmunicatilonwiChtiensedtllicensee, owever email ad iressses the public record. with you do not wishto supply a personal addreemallsss, Please provide the Department with an emal1 address swhich a dick here , available to the public. To determine if you are a licensee under Chapt plea Product Approval Accepts: 0 CFedft Card Safe sl cunt l' Ali 1"Ii1C'ti 11 /? Q/7017 Florida Building Code Online Page 1 of 2 fbonda Product Approval10;.: pp 0 USER: Public User p,dqctApprgy_4L"jn_q > PradMct016P2&AV2 n 5Wr0 >6VWi"M9ajlist > Appljcation Detail FL15216-R2 FL # Application Type Revision Code Version 2014 Application Status Approved Comments Archived Product Manufacturer InterWrap, Inc. Address/Phone/Email 32923 Mission WayMission, NON -US 00000 551) 574-2939 mtupas@lnterwrap.com Authorized Signature Eduardo Lozano elozano@interwrap.com Technical Representative Eduardo Lozano Address/Phone/Email 32923 Mission Waymission, NON -US 00000 778) 945-2891 elozano@inter-wraP.COM Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Underlayments Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 0 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed Robert Nieminen the Evaluation Report PE-59166 Florida License Intertek Testing Services NA, Inc. Quality Assurance Entity Quality Assurance Contract Expiration Date 11/1712018 3ohn W. Knezevich, PE Validated By R Validation Checklist - Hardcopy Received Certificate of Independence ELi5216 R2 COI 2015 01 COI Nigmingn-D Referenced Standard and Year (of Standard) Equivalence of Product standards Certified By Sections from the Code 1507.2.3 1507.5.3 1507.8.3 1507.9.3 1507.9.5 T1507.8 r*% 11 I?Q/7n17 Florida Building Code Online Page 2 of 2 Product Approval Method Method 2 option B Date Submitted 04/28/2015 Date Validated 04/29/2015 Date Pending FBC Approval 05/04/2015 Date Approved 06/23/2015 Date Revised 10/10/2017 F orodtw•ta FL # Model, Number or Name Description 15216.1 RhinoRoof Underlayments Synthetic roof underlayments Limits of Use Installation Instructions F 115216 R2 II 2015 04 FINAL ER INTERWRAP RHINQRQQF FL15216- Approved for use in HVHZ: No R2.Ddf Verified By: Robert Nieminen PE-59166ApprovedforuseoutsideHVHZ: Yes Impact Resistant: N/A Design Pressure: N/A Created by Independent Third Party: Yes other: See ER Section 5 for Limits of Use. Evaluation Reports FL12 R015 04 FINAL ER INTERWRAP RHINQROQF FL15216- R2. Ddf Created by Independent Third Party: Yes Back next 601 Blair Stone Road Tallahas e Fl 32399 P^ R50-487-1824 The State of Florida is an WEED employer. onvnoht 2007 ,¢ State of Florida :: Prime, S„L S£, ::Ace"ibilif, 5ta ment :: WMnd.Statement Under Florida law, email addresses are public records. If you do not want your e-mail address released In response to a public -records request, do not send electronic to this entity. Instead, con ct the office by phone or by tradibonal mall. if you have any questions, please contact 850.487,1395. -Pursuant to Section455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under. chapter 455, F.S. must provide the Department with an email address if theyhaveone. The emails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with an ema11 address FSwhich can be dick made available to the public To determine if you are a licensee under apter L. Product Approval Accepts: I al - tr . to st. cLU-11% mi.lKKS MrVf1... f-r%—r"Z i i /7Q /%nl% EXTERIOR RESEARCH aDESIGN, LLC Certificate of Authmrizatim#9sm ssacxx| snAmSTREET, UNIT 4za K U U~`w | OXFORD, CT 064/8 U~K8 U K |'—'^ pyows pos)zs2-gz4s EVALUATION REPORT Evaluation Report 140510.02.12-112 32923 Mission Way Date of issuance: 02/17/2012 Mission, BCV2V- 6E4 Revision 2:04/27/2015 Canada SCOPE: Evaluation Report is issued under Rule 61G20- and the applicable rules and regulations governing the use of n/` c"*" utee product materials in the State Floridate of Florida. The documentation submitted has been reviewed by RobertNicminen, c»n zucu»»math 6 ct der the F|ori Building [ode and Florida Building Code, Residential Volume. The products described hhereinp E for useu have been evaluatedforcomp| ionce with the Sth Edition (2014) Florida Building Code sections noted herein. DESCRIPTION: RhinoRoofUnde6ayments Lxusums: Labeling shall be in accordance with the requirements the Accredited Quality Assurance Agency noted herein. ThisEvauationRepo isva| iJunbtime m Ev aluation Quality Assurance documentation changes, orprovisions ofth Code that relate zothe product change. Acceptance of this Evaluation Report by the namedclientconstitutesagreementtonotifyRobertNieminan, P.E.ifthe product changes or the referenced Quality Assurance documentation xhanges. Trinity \ERDrequires acomplete revi wofthis Evaluation Report relative to updated Code requirements with each Code Cycle. The Eva|uabonKepo uum6erprecededbythewyrds7iinity[ERDEva|uated"may6edisp|ayedin xovsnn c/wsmr` e ' ''' -'---- t ' nftheEva Evaluation thenitshaUbedoneinitsenrety. adver sin|eratune. anypornon /u , 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 ofpages 1through l prepared by: Robert M.Niemnen,P Florida Registration No. s91s6,Florida oc4 A^u1983 pmductAppro,al Administrator and to the narned client The facsimile =* appearing was authorized bY Robert wierni"= PZ on D4/27/ 2015. This does not sewe as an electronically signed docurne t signed, sealed hardooples haw been transmitted to the CER-nFJCAnON OF INDEPENDENCE: m ,wU mn a|im e ina m m u nmm o h m d distributing products it evaluates. controlled nvcompanvmaom o nuord hhoun odpc m|u e Txnnv|Eno not p~»e ope uv'covw||e in`aa#nan a|i,inanyco panv n urmsor hv»gpmduc x I Robc^xemine p.adoes not have nor acquire, which the evaluation reports are being issued. nda|in ere manyhe,emmprocess 4. RobeNicmme p.s. does not have, nor , wxacqun a na d c v building code N e,Thnnv|ERono,nobe N\eminen' P.E. un inanyva the Designer ofRecord for any T»u/m v n m,uthereot\wosused for penn dnmorde gnguidance unless 'a\ned pnpnwh/chthivE"a|u onRcpp¢ o,p previous versions specifically for that purpose. TtTRINITI( I ERD ROOFING COMPONENT EVALUATION: 1. SCOPE: Product Category: Roofing Sub -Category: Underlayment roduced by Interwrap, Inc., has demonstrated compliance with theComplianceStatement: RhinoRoof Underlayments, as pintentoffollowingsectionsoftheFloridaBuildingCodethrough 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: Standard Year Section oPr_ ertie_s, 2006 1507.2.3, 1507.5.3, 171507.8, Unrolling, Breaking Strength, Pliability, Loss ASTM D226 1507.8.3, 1507.9.3, 1507.9.5 on Heating 200S 1507.2.3, 1507.5.3, 1507.8.3, Unrolling, Tear Strength, Pliability, Loss on ASTM D4869 1507.913 Heating, Liquid Water Transmission, Breaking Strength, Dimensional Stability 3. REFERENCES: Reference Date Entity Examination 100539395COL2-006 10/27/2011 ITS (TSfi1509) Physical Properties 100539395COQ-002 10/27/2011 ITS (TST1509) Physical Properties 100539395C04006 03/14/2014 ITS (TST1509) Physical Properties Control Inspection Report 11/17/2014 ITS (QUA1673) Quality 4. PRODUCT DESCRIPTION: 4.1 RhinoRoof U20 is a multilayered polymer woven coated synthetic roof underlayment intended as an alternate to ASTMD226, 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 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 specifiicallyfor 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 Asphalt Wood Shakes Slate or Underlayment Nat! -On Tile Foam -On Tile Metal Shingles & Shingles simulated State 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 therequirementsforASTMD226, Type I or 11 or D4869, Type it underlayments in FBC Sections 1507 for the type of prepared roof covering to be Installed. Evaluation Report 140510.0Z.12-112 Exterior Research and Design,LLC. FLISZ16-RZ Certificate of Authorization #9503 Revision 2: 04/Z7/2015 Page 2 of 3 TRINITY I ERD 63 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-S/8" diameter tin caps (with the rough edge facing up). The use of staples is prohibited. 6.4.2 Single Layer; Roof Slope > 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 Layer; 2:12 < Roof Slope < 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 CIA entity for information on plants covered under Rule 61G20-3 0A requirements. QUALITY ASSURANCE ENTITY: Intertek Testing Services NA Inc.-ETL/Wamock Hersey — QUA1673; (604) 520-3321 END OF EVALUATION REPORT - Evaluation Report 140510.02.12-112 Exterior Research and Design, LLC. FLt5Z16-R2 Certficate of Authorization #9503 Revision Z: 04/Z7/2015 Page 3 of 3 Page 1 of 1 Florida Building Code Online r 1 FI MIOA OPAG7MANf Oi Business & Professional,Regulatlon'; ia+ naRli; Product Approval USER: Public User product Aooroval Menu > Pra"y„ct_ or Aooli tion ar > Application List Refine Search Search Criteria 16568 Code Version 2014 ALL FL# Product Manufacturer ALL Application Type ALL Category ALL ALL Subcategory Compliance Method ALL Application Status Quality Assurance Entity Contract Expired ALL Quality Assurance Entity ALL ALL Product Model, Number or Name ALL Product Description Approved for use outside HVHZ ALL Approved for use in HVHZ ALL ALL Impact Resistant ALL Design Pressure Other ALL Search Results - r+ uGaLlurrn Validated Bar StAl" FL#jy Manufacturer rovedStevenM. Urich, Approved Ei 16 68_ Revision MILLENNIUM METALS INC. PE RI Category: Roofing s o Subcategory: Roofing Accessories that are an Integral Part of the (717) 317-8454 Roofing System Approved by DBPR. ApRrovats by DBPR shall be reviewed and ratified by the POC and/ar the Commission if necessary. contact Us • 2601 Blalr G*+n R d Tailahassn_ F i79 Rhone• 8A0-+.B7-1B24 B ,ph rid at m.EBt The State of Florida is an AA/EEO employer. coovrioht 2007 2013 ate of Florida :: A=51k1itX..5Cd.t M12(A :: Under Florida law, email addresses are public records. If You do not want your e-mall address released in response to a public -records request, do not sendontact electronic mall to this entity- Instead, contact the oMos by phone or by traditional mall. If you have any questions, pleasedethe DepartmentBSOAwith an email address5. `Pursuant to Sedion they have5on75(l), Florida emaik provided may e used for officialober 1,20lcomcensee licenseon with thediicensee. HoweverChapter emailemai dd es are Public record. If you do not wish to supply a personal address, please provide the Department with an a 0address "rPfccan .be me available to the public. To determine if you are a licensed under Product Approval Accepts: MM 0 0 Ciedit Card safe Florida Building Code Online Page 1 of 2 f1AMCA ppARtM9NM OF c t f/ .' r t • r Y "Alt" Business i& Professionai.Regulatibn at o»orrrBm d8 r F1on rovalProductApp V °f USER: Public User p[=ua,&poroval Menu > Puiltuaor Aoo6C Non arch > Aoolic2tion List > Application Detail FL16568-RI FL # Application Type Revision Code Version 2014 Approved Application Status Comments Archived Product Manufacturer MILLENNIUM METALS INC. Address/Phone/Email 1333 HAINES STREET EXP JACKSONVILLE, FL 32202 877) 358-7663 tmccogan@aoi.com Authorized Signature James Buckner jimmy@cbuckinc.net Technical Representative Tonya Steele Address/Phone/Email 10200 Eastport Road Jacksonville, FL 32218 904) 358-8366 tonyac@mmi2000.net Quality Assurance Representative Address/Phone/Email Category Roofing Subcategory Roofing Accessories that are an Integral Part of the Roofing System Compliance Method Evaluation Report from a Florida Registered Architect or a licensed Florida Professional Engineer 2 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed James L Buckner, P.E. @ CBUCK, Inc. the Evaluation Report PE-31242 Florida License Keystone Certifications, Inc. Quality Assurance Entity Quality Assurance Contract Expiration Date Steven M. Urich, PE Validated By 9 Validation Checklist -Hardcopy Received Certificate of Independence F 1 568 R2 COI CC tOfIndea odf Referenced Standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code 1709.2 Florida Building Cade Online Product Approval Method Method 2 Option B 03/02/2015 ' Date Submitted 03/02/2015 Date Validated Q3/05/2015 Date Pending FBC Approval 04/15/2015 Date Approved FL # Model, Number or Name 16568.1 "MMI-2" O ffRidge Vent Limits of Use Approved for use In HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: No Design Pressure: +N/A/-75Other: Refer to evaluation report for conditions and limitations of use. Refer to manufacturer's installation instructions as a supplemental guide. MMI-2B Off Ridge Vent16568.2 I Limits of Use Approved for use in HVHZ: No Approved for use outside HVHZ: Yes Impact Resistant: N/A Design Pressure: N/Aother: Refer to evaluation report for conditions and limitations of use. Refer to manufacturer's installation instructions as a supplemental guide. Bade Page 2 of 2 Description Steel off ridge vent for shingle roofs mechanically attached to Plywood Deck. 4', 6', 8', 10' Nominal Lengths Installation Instructions F i co o, tt lit MMt 2 OffRida V nt-ASTME33 Steel EVALREPORT Ddf Verified By: James L. Buckner, P.E. @ CBUCK, Inc. P.E. 31242 Created by Independent Third Party: Yes Evaluation Reports F v co o, nF lit MMI 2 Steel FVA R PFQRTDdf Created by Independent Third Party: Yes Steel or Aluminum Off Ridge vent with Detachable Baffle forshingleroofsmechanicallyattachedtoPlywoodDeck. 4', 6', 81, 10' Nominal Lengths Installation Instructions FI 16568 R7. II 02 MMI BffRioeVen>il-T 100 EVALR PORT PdifVerifiedBy: James L. Buckner, P.E. @ CBUCK, Inc. P.E. 31242 Created by Independent Third Party: Yes Evaluation Reports FI 16568 R1 AE 02MMI=2B ffRidaeVenS TA 100 EVALREPORT Ddf Created by Independent Third Party: Yes gptact UsUs :; 2691 Blair ton Road Taliah sFL 32399 Rhon B 0-487-1824 i R lid Gta m lit r_ on, a crate of Florida, :: Privacy eta nt :: A,,ca s III' LSi3I Mil The State of Florida is an AA/EEO employer. '"-- —'"' p do not send Under Florida law, eman addresses are public records. if you do not wart your e-mail address released In response to a Public -records request, electronicmallmthisentity. Instead, contact the office by Phone or by traditional man. If you have any questions, please contact 850.487.1395. *Pursuant to section455.275(1), Florida etatutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department wif youith an email address if they have one. The email'p p dmay e theusedfor official DePa eat w(tk'® emaA adress wh ch canbe made available n with . the licensm However Ito the public. To are determiublic ne If You are a licenseeunder supply a personal address, P Chapter 455, FS., please dick iffi.rt:... Prod®r ProductApprovalAccepts' rw arsam RM mCradk Card Sate MILLENNIUM METALS. INC. 10200 Eastport Road Jacksonville, Fl 32218 877-358-7663 Off Ridge Vent Installation (with or without detachable baffle) A. PreparationToprepareroof for installation it will be necessary to determine how many and what type of vents will be needed for the project. Off Ridge Ventilation should be installed as evenly as possible across the roof section. The roof vent should beinstalledaminimumof6" off the peak of the ridge. Cut out sizes are located below in Table 1-1. EW PORTANT NOTE: DO NOT CUT INTO RAFTERS OR TRUSSES. When installing vents on an existing shingle roof remove shingles from the sides and top of the opening. Remove any nails that interfere with installing the vent. This typically includes nails that are to be 3" within the body of the vent. Shingles and existing nails should remain on the bottom slope up to the cut opening. Roof cement is necessary around the perimeter of the underside of the vent to seal it to the underlayment orshingles. The cement should also be installed on the vent completely cover back and side flanges. The cementshouldbe1/4" thick and should extend 2" onto the underlayment. The lower portion of the vent should alreadyhaveshinglesinstalleduptothecutopening. The lower portion of the vent should sit on the roof cementShinglesshouldbeinstalledonthebackandsideflangesoftheventAllnailareasshouldbecoveredwith cement B. Opening & Positioning The cut opening should be positioned a minimum of 10" from the back flange. This allows a minimumclearanceof2-1/2" from the roof to the top of the vent The vent should be centered horizontally over the openmg. Off Ridge Vent Installation Chart Lenztb Net Free Area (sn inl Cut Out Size 4' 115 46" x 2-1/2" 6' 175 70" x 2-1/2" 8' 235 94" x 2-1/2" Table 1-1 10, )95 118" x C. Fastening of the Off Ridge Vent 1) If using detachable baffle, attach the baffle by sliding it onto the lower flange of roof ventCareshouldbetakentoseeitisflushwithfrontflangeofventSecureasindicatedon drawing. 2) Fasten the top, side, and lower flange with a minimum of 1-1/2" ring shank nail 4" oncenter. The nail should be 1-1/2 inches from the edge of the flange and 1-1/2" from the corners of the vent. Nail must beAS7MF1667 compliant in accordance with Florida. building Code Section IS - Millennium Metals manufactures off ridge vents in the following gauges of steel & aluminum Aluminum available with detachable baffle only), which meets the requirements of the 2010 Florida Building Code (chapter 15). 26 gauge (.0179 min) AZ50 Acrylic Coated Gaivalume Steel 26 gauge (.0179 min) ASTM A-653 Steel G-90 Commercial Steel Type B 26 gauge .0179 min ASTM A-755 Ptd Steel Commercial Steel T e B Ptd Aluminum .025 min ASTM B-209 krmiiwne is only mmaable ivWe dewdxble baJJle aue m tronaa rroruac. IF" Page 1 er!"tC.BUCK E=nqinL= r1m.' 5trucj-Urc51 r=nqIne*erInq CBUCK, Inc. certificate of Authorization #8064 Evaluation Report MMI-2B" off Ridge Vent with Detachable Baffle Ridge Vent Assembly Manufacturer: Millennium Metals, Inc. 10200 Eastport Road Jacksonville, FL 32218 877)1358-7663 for Florida Product Approval FL 16568.2 R1 Florida Building Code 5th Edition (2014) Per Rule 61G20-3 Method: 2 - B Category: Roofing Sub - Category: Roofing Accessories that are an Integral Part of the Roof System Product: Material: Support: MMI-213" Off Ridge Vent with Detachable Baffle Steel or Aluminum Wood Deck Prepared by: James L. Buckner, P.E., SECB Florida Professional Engineer# 31242 Florida Evaluation ANE ID: 1916 Project Manager: Youry Demosthenes Report No. 15-104-MMI-2B-ORV-ER_14 Date: 2 / 26 / 15 Contents: Evaluation Report Pages 1-7 No 31242 S Q STATE'DF P-E- 2015.03,02 10:57:51 -05100t CBUCK, Inc. 1399 N. Killian Drive, Suite 4, West Palm Beach, Florida 33403 R4: FL16G5O.18I Date 2/26/15 Report No,.,: M-2a-0nv--Em-14 CBUCK' Inc. Celtifcate of Authorization MillenniumManufacturer: Product Name: -mP0|-Z8"off Ridge Vent with Detachable Baffle Product Category: Roofing Product Sub -Category Roofing Accessories thaturean\nteQralpartoftheRoofng System Method: S atePnoductApprova|Rule 61G20- OS)) compliance produ " K4K8\-28"off Rid8eVent »» hDachab\eBaffle roofs mechanically attached tovx~^~'' Steel or Aluminum ridgeven for sn n8/ Description: plywood Deck R p 4 components/materials Produc±Assamb|yas Evaluated: standards: 1. Off Ridge Vent 2. Fasteners 3. Roof Cement Support: Type:` Wood Deck Design of support and its attachment to support framing is outside the scope or this evaluation,) Description: 15/32(min.)orgreater plywood, or Wood plank (min.specific gravity ofO.42* FL #: FL 16568.1 R1 Date: 2 / 26 / 15 Report No.:15-104-MM-2B-0RV-ER_14. CBUC:K En I fil ,g Page 3 of 7 CBUCK, Inc. Certificate of Authorization #8064 spectary-y stmx tural I:nglneerinq Performance Standards: The following test protocols were performed to demonstrate compliance with theintentofthecodeasthisproductisnotaddressedspecificallyinthecode. TAS-100(A)-95 - Wind and Wind Driven Rain Resistance and/or Increased Windspeed Resistance of soffit Ventilation Strip and Continuous or Intermittent Ventilation System installed at the Ridge Area. Code Compliance: The product described herein has demonstrated compliance with Florida Building Code 5th Edition (2014), Section 1709.2. Evaluation Report This product evaluation is limited to compliance with the structural requirements oftheFloridaBuildingCode, as related to the scope section to Florida, Product Scope: Approval Rule 61G20-3.001. chnLimitationsand • Scope of "Limitations and Conditions of Use" for this evaluation: Conditions of Use: This evaluation report ficalor "Optional Statewide Approval" conwhichtains teinclude documentation, specifications and installation method(s) Limitations and Conditions of Use" throughout the report in accordance with Rule 61G20-3.005. Per Rule' 61G20-3.004, the Florida Statewide Approval". ssion is the authority to approve products under "Op option for application outside "Limitations and Conditions of Use" Rule 61G20-3.005(1)(e) allows engineering analysis for "project specific approval by the local authorities having jurisdiction in accordance with the alternate methods and materials authorized in the Any ddacauon of the product as evaluated in this report and approvedby e Fior ng Commission is outside the scope of this evaluation and will be the responsibility of others. This product has been evaluated to a maximum height of 33 feet. This product shall not be installed on roof slopes less than 2 : 12. Refer to applicable building code for ventilation requirements. Design of support system is outside the scope of this report. Fire Classification is outside the scope of Rule 61G20-3, and is therefore not included in this evaluation. This evaluation report does not evaluate the use of this product for use in the High Velocity Hurricane Zone code section. (Dade & Broward Counties) Quality Assurance: The manufacturer has demonstrated compliance of roof panel products in accordance with the Florida Building Code and Rule 61G20-3.005 (3) for manufacturing under a quality assurance program audited by an approved quality assurance entity through Keystone Certifications, Inc. (FBC Organization #: QUA 1824). FL#: FL1BG8.1R1 Date: 2/26/15 Report No.: IS-104-MM-2B-0RV-ER_.14 BUCK Engineering: Page'. 4of7 CB UCK, jnc. Certificate of Authorization #8064 MK4 28"Off RWgeVent vv hDetachab Baffle components/Materials Ridge Vent: ( by K8anufa urer>:. Material UpeSteel , Thickness: 26Qauge (min-) Yield Strength: 4Oksi min. Conos|onKes/oo . 1SO74.' Resistance: |ncomp|ncevv hF8C5eozon . . ASTMA792coated, or w ASTM A653G9Ogalvanized steel Aluminum----- UD25"( min TThickness:..) l4 AlloyType: 31OS-HUanmevu hFBC3ecbon1SU7.4`3: Resistance:Conns|onIn comp STMBI09 Nominal Dimensions: Width: Height: Base Fastener: Purpose: y Size: corrosion Resistance: 4-1/ 2 Attaches Ridge Vent Base Flange to Deck Annular Ring Shank Roofing Nails 11gauge x1- 1/2" Per FBCSection 15O6. 5 Per ASTK4F1657 ' Alternate Fastener . Attaches / Base RangetoDeck Purpose. _ Hex-HeadVVoodScrew Type: ( min.) Size #1Oxl-1" __ Co~ ionResist nos Per FBCSection 1S06.Gand 15O7/4.4 Standard: Per ANSI/ASME B18.6. 4 Roof Cement: e a b e o mn` S mbber Asbestos -free _. " '` 1/4"t ckminimum Application Size: Per ASTMD3O1gType III andASTMD340g FL#: FL1656&1Rl Date 2/26/15 m=O°W= RePort o.: 1 zu+MM*om sn_1^ N' 8N N EngineeringNN8wow y 5of7 m mc r co»v p om 5mructu~^~ engineering Installation Method: ferinstallation:todrawnQsonpa es6-7oftb rpno] R Prepare deck opening bytrimming any shingles & nails that may interfere with ridge vent installation. Apply roof cement toemen the underside, back and side flanges ofthe hdgevent Cement should be u 1/4"thick and extend 2" onto rootundenayment. (Install insTaUa onguide|inesj cementincomp|\ancevvithmanufacturer'sPositionventflaoobeneath loosened shingles and aUgnwith deck opening. d cure with nails orscrews spaced Slide bafOeonto |ovverroof ventflangean e 4"o.C' , Attach vent top and side flanges todeck w hnaUsorscrevvspaced 4^o.c,and 1-1/2"from each end. Minimum fastener penetration thru bottom of support, 3/16". install the "01W1\-28Off Ridge Vent with Detachable Baffle" assembly incompVanoe with the installation method listed in thisreportandapplicablecodesectionsofFBCSthEdition (2D The method described herein b in accordance with manufacturer's installation -- rt Refertomanu thescopeofth|yeva| uation report. .^^..-. - - asasupplementalguideforattachment. Referenced Data: r TAS 100(A)-95Test organization Arch ectundTesting, |nc(F8[ n _-_O, Report Date: 8/9/13 R u D 4 .UI I Quality Assurance Ce}ns \nc(QUA ID: 1D24) By Keystone , Millennium Metals Licensee #4Z3 3. CertificationofIndependence8yJames LBuckner, P.E.@[ BUCKEngineering FBCorganization #ANE19l6) FL #: FL 16568.1 RI Date: 2/26/15 Report Nd,: 15-104-MM_2B-0RV-ER_14 C U0L 111100 neerng Page r.. - 6 of 7 B0E= rig- NSpeclaffiy CBUCK, Inc. certificate of Authorization #8064 5iTLjcftural E= nqineering installation Method Millennium Metals, Inc. MMI-2B'*' Off Ridge Vent with Detachable Baffle Attached to Wood Deck Profile Drawings 5-1/ 2" 18-1/ 4" 3" Side View ( Not To Scale) Typical Fasteners) 11 Gauge Ring Shank Roofing Nail OR 10 min. Mod Screws MMI-7 Steel off Ridge Typical Fastener( s) 11 Gauge Ring Shank Roofing Nail OR 10 min. Wood Screws Shank Roofing all Screws ws DetachableBaffle TWO piece system that slides -plywood Deck Vinto lower flangeofventandsecuredwith fasteners Lower Slope spaced 4" o,c. (Front) Typical Side View (Not To Scale) Higher Slope Back) FL#: FL 16568.1 RI Date: 2/26/15 MM-N-M-ER 14ReportNo.: 15-104 E3Ur=m1,6*'r en(ginenering Page 7 of 7tZK. CBUCK, Inc. Certificate of Authorization #8064 PEN--laftj struCtural Engineering Installation Method Millennium Metals, Inc. IMMI-2B" Off Ridge Vent with Detachable Baffle Attached to Woo . d Deck 11/2" o.c. 11/27 4!'o.c. Typical, Mwdmurn Typical Fastener(s) tj Gauge Ring Shank Roofing Nail Base Flange OR 10 min. Wood Screws Top Plan View (Not TOScale) Typical Fastening Pattern) o\ Nominal Lengths 4 Ft 6 Ft X 8 FL I =OFt Detachable Baffle Two piece system that slides into layer flange of vent and sewed wish fasteners spaced 4'0.ano-C Typical Fastener(s) 11 Gauge Ring Shank Roofing Nall OR 10 Mh Mod Screws Typical Ridge Vent Assembly Isometric View (Not To Scale) C 10200 Eastport Road Jacksonville, Pl 32218 877-358-7663 Off Ridge Vent Installation (with or without detachable baffle) A. Preparation To prepare roof for installation it will be necessary to determine how many and what Type of vents e needed for the project Off Ridge Ventilation should be installed as evenly as possible across the roof section- The roof vent should beinstalledaminimumof6" off the peak of the ridge. Cut out sizes are located below in fable 1-1. IWORTANT NOTE: DO NOT CUT INTTO RAFTERS OR TRUSSES. When installing vents on an existing shingle roof remove shingles from the sides and top of the opening. Remove any nails that interfere with installing the vent Thus typically includes nails that are to be 3' within thebodyoftheventShinglesandexistingnailsshouldremainonthebottomslopeuptothecutopening. Roof cement is necessary around the perimeter of the underside of the vent to seal it to the underlayment orshingles. The cement should also be installed on the vent completely cover back and side flanges. The cement should be thick and should extend 2" onto the underlayment The lower portion of the vent should alreadyhaveshinglesinstalleduptothecutopening. The lower portion of the vent should sit on the roof cementShinglesshouldbeinstalledonthebackandsideflangesoftheventAllnailareasshouldbecoveredwith cement B. Opening & Positioning The cut opening should be positioned a minimum of 10" from the back flange. This allows a minimumclearanceof2-1/2" from the roof to the top of the vent The vent should be centezed horizontally oveerr the opening. Off Ridge Vent Installation Chart Length Net Free Area (sa in) Cut Out Size 4' 115 46" x 2-1/2" 6' 175 70" x 2-1/2" 81 235 94" x 2-1/2" Table 1-1 10' 295 118" x 2-1/2" C. Fastening of the Off Ridge Vent 1) If using detachable baffle, attach the baffle by sliding it onto the lower flange of roof vent. Care should be taken to see it is flush with front flange of vent Secure as indicated on drawing shank 2) Fasten Theonail should beo wer fiches from the edgwith a minimum f the flange and "from the comers of the vent Nail must be ASTM F1667 compliant in accordance with ,Florida .Buildrng Code Section 15. Millennium Metals manufactures off ridge vents in the following gauges of steel & aluminum Alwnin= available with detachable baffle only), which meets the requirements of the 2010 Florida Building Code (chapter I5). 26 gauge (.0179 min) AZ50 Acrylic Coated Galvalume Steel 26 gauge (.0179 min) ASTM A-653 Steel G-90 Commercial Steel Type B 26 . 0179 Hain ASTlvi A 755 Ptd Steel Commercial Steel T e B Ptd Aluminum (.025 min)ASTM B-209 * Aluudruua @ 014 madlablr turf' deumlwble baffle duo ro Flmraa prodadAppro) d Page 1 Florida Building Code Online Page 1 of 1 a iz(-i- i } .r i .: .,,, '•{ act Y;. r: cv.,?..,"t":h;tl;t,-f'{.ai; _ .. OeQ•4i,. .i Or Product Approval Ir USER: Public User Product nroval Menu > Lmduct or Aoolicatlon r Ii Application Usk t3s4' r 't. Refine Search Search Criteria 17867 Code Version 2Q14 FL# ALL Application Type ALL Product Manufacturer ALL Category ALL Subcategory ALL Application Status ALL Compliance Method Quality Assurance Entity Contract Expired ALL Quality Assurance Entity ALL ALL Product Model, Number or Name ALL Product Description ALL Approved for use in HVHZ ALL Approved for use outside HVHZ ALL Impact Resistant ALL Design Pressure Other ALL earcn tceau— Validated By Sty FL# 7•ypg Manufacturer Thuy H Huynh Approved FL17a6Z New Latt•s Concrete Products (813) 645-0166 Category: Structural Components Subcategory: Products Introduced as a Result of New Technology ^ c2giIa gli :: 2691 51slif Gtane Road Taltaha Ft 32'+R9 Phone• 85n-487-1824 The State of Florida Is an AA/EEO emPWYer- Copyngtit 2007-2,Q,),3SSA,te of Florida.:: Pdacv5ta[emeM :: Am!s:&IRY Stagrngnt :: aigNnqSta m nt Under Florida law, email addresses are public records. If you do not want your e-mail address reieased in response to a public -records request, do not send electronicmalltothisentity. Instead, contact the office by phone or by traditional mall. If you have any questions, please contact 850.487.1345. 'Pursuant to Section455.275(1), Florida Statutes, etfedive October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address if they have one. The ernailsproviide providey b used for of with eemail add Iwhich Ian be made available toensee. Howeveremailthe pub isToare publiclermie ifYou areda lircensee under supply a personal address, pleaseChapter 455, F.S., please dick bfft,. Product Approval Accepts; ME Credit Card Safe Florida Building Code Online Page I of 2 VIC'' BaS Home i Log In User Registration f Hot Topics Submit Surcharge Stats & Facts Publications FBC Staff BCIS Site Map Links Search 1; a top-% Product ApprovaldbHon' d r 0 USER: Public User RMOAAW,1 Menu > pMql,,,, A22r" AL h > 6p licatign > Application DetailQLqa_*g#, D W FL # FL17867-RO Application Type New Code Version 2014 Application Status Approved Comments Archived 0 Product Manufacturer Lott's Concrete Products Address/Phone/Email P.O. Box 77125 Winter Garden, FL 34777 407) 656-2112 precast98@aol.com Authorized Signature 3ohn Hoy jhoy@florida-engineer.com Technical Representative Address/Phone/Email Quality Assurance Representative Address/Phone/Email Category Structural Components Subcategory Products introduced as a Result of New Technology Compliance Method Evaluation Report from a Florida Registered Architect or a Licensed Florida Professional Engineer 2 Evaluation Report - Hardcopy Received Florida Engineer or Architect Name who developed John Hoy the Evaluation Report Florida License PE-55312 Quality Assurance Entity Keystone Certifications, Inc. Quality Assurance Contract Expiration Date 11/01/2023 Validated By Thuy H Huynh 2 Validation Checklist - Hardcopy Received Certificate of Independence Referenced standard and Year (of Standard) Equivalence of Product Standards Certified By Sections from the Code FLI 7867 RQ Q-0 1 f IndIndependence I standard Year AC1318 2011 ACI 530 2011 ASTM A416 2006 ASTM A615 2009 4,1 I-)01')r)17 Florida Building Code Online Page 2 of 2 Product Approval Method Method 1 Option D Date Submitted 07/03/2015 Date Validated 07/03/2015 Date Pending FBC Approval 07/09/2015 Date Approved 08/20/2015 Date Revised 1O/14/2017 of Products FL # Model, Number or Name Description 17867.1 Lintel 8° precast/ Prestressed Lintels Limits of Use Installation Instructions FL17867 RO II Installation Instructions odfApprovedforuseinHVHZ: No Approved for use outside HVHZ: Yes Verified By: ]ohn Hoy PE 55312 Impact Resistant: N/A Created by Independent Third Party: Yes Design Pressure: N/A Evaluation Reports A 17867 RO AE Sin Lin, tt I Load Tables.odf Other: FL17867 RO AE Letter of Evaluation. odf FL17867 RO AE Quality ontrol Manuai.Ddf Created by Independent Third Party: Yes Badc Next The State of Florida is an WEED employer. Cgwdght 007-2013 State of_Florida. :: Privacy Statement :: AAc , 'bility Statement :: Rgflmd S at m nt Under Florida law, email addresses are public records. If you do not want your e-mail address released in response to a public -records request, do not sendelectronicmailtothisentity. Instead, contact the office by phone or by traditional mail, if you have any questions, please contact 850.487. 1395. `Pursuant toSection455.275(1), Florida Statutes, effective October 1, 2012, licensees licensed under Chapter 455, F.S. must provide the Department with an email address Iftheyhaveone. The mails provided may be used for official communication with the licensee. However email addresses are public record. If you do not wish to supply a personal address, please provide the Department with n ai55, emailaddresswhich an be do made available to the public To determine if you area licensee under Product Approval Accepts. RM 0 Credit • Safe Sfcurlty.% - rmcs EngiW eerin I U t 1 0 fl S 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 pre . cast 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 Solufions,.inc, — CA No. 26300 — (Maio: PO Box 1238 (PhysicaD: 12620 Curley St — Ste 105 San Antonio, FL 33576 — Ph: 3521588 — 5311 Fx: 3521588 — 5411 Web: www.florida7enqbeer.com w CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: 10 i(" "N Documented Construction Value: $ O.,, 1,, Job Address: _ bGQQ1 ° , P P Historic District: Yes N Parcel ID: Residential Commercial 6 Type of Work: Ne Addition Alteration Repair Demo Change of Use ove 0 Description of Work: Plumbing New Residential Construction Plan Review Contact Person: Khrissy or Jamie Title: Clerica Phone: 407-323-7515 Fax: 407-323-8954 Email: info(i4ai-orlando.com Property Owner Information Name f Phone: _ Street: Resident of property? City, State Zip: Contractor Information Name Advanta a 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 Arch ltect/Engineer Information Name: rn 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 105.3 Shall be inscribed with the date of application and the code in effect as of that date: 51h Edition (2014) Florida Building Code Revised: June 30, 201 S Permit Application N-CA: 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 pcnWt submittal. A copy of the executed contract is requiredinordertocalculateaplanreviewchargeandwillbeconsideredtheestimatedconstructionvalueofthejobatthetimeofsubmittal. The actual construction value will be figured based on the current ICC valuation Table in elf vt at the time the permit is issued, inaccordsamwithlocalordinance. 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 AFFII)AVIT: 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. Sirutum ofownWAgeM- . _ Riot Owner/Agent's Name Signaturo of Na cary State of Florida pie Owner/Agent is Personalty Known to Me or Produced ID Type of ID_ A. Thomas Smith Print Contractor/ __.._.... Agcttt9 Name n f S gnsiGrc o Dray -State ofMOteath f_ Wa fNCka•Sm tl Daft NOTARY PUBLIC STATE OF FLORDN Canw* 00138M6B Expires et2112 I Contractor/Ag t is X Personalty Known to Me or Produced ID Type of ID BELOW IS FOR OFFICE USE ONLY Permits Required: Building[ Electrical [) Mechanical [] Construction Type: Occupancy Use: Plumbing[] Gas[] Roof 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:- _ _. _ UTILITIES: ENGINEERING: CONaVIENTS: FIRE: Fire Alarm Permit: Yes No WASTE WATER - BUILDING: Revised: rune 30, tots Pamit Application CITY OF SANFORD BUILDING & FIRE PREVENTION PERMIT APPLICATION Application No: V Documented Construction Value: 00_ Jots' Address: Historic District: Yes No Parcel ID: -- 1l ResidentiaLo Commercial L Type of Work: Newo AdditionEl Alteration Repair Demo Change of Use Move Description of Work: i L Plan Review Contact Person: S Title: Phone: ` tl} - t t ]Fax:' Email FligL&' tIy, Kp-nn Property Owner Information AA` Name 4 Phone: I nil Street: q3oai Resident of property? City, State Zip: Contractor Information c cJ Name1-- , t t't iY" Phone: ^! - cc.) L/ Street: 0 ts4 Fax: City, State Zip:'-* - State License No.: O Architect/ Engineer Information Name: Phone: Street: City, St, Zip: Bonding Company: Address: Fax: E- mail: _ Mortgage Lender: Address: WARNING TO OWNER: YOUR FAILURE TO RECORD A NOTICE OF COMMENCEMENT MAY RESULT IN YOUR PAYING TWICE FOR IMPROVEMENTS TO YOUR PROPERTY. A NOTICE OF COMMENCEMENT MUST BE RECORDED AND POSTED ON THE JOB SITE BEFORE THE FIRST INSPECTION. IF YOU INTEND TO OBTAIN FINANCING, CONSULT WITH YOUR LENDER OR AN ATTORNEY BEFORE RECORDING YOUR NOTICE OF COMMENCEMENT. Application is hereby made to obtain a permit to do the work and installations as indicated. I certify that no work or installation has commenced prior to the issuance of a permit and that all work will be performed to meet standards of all laws regulating construction in this jurisdiction. I understand that a separate permit must be secured for electrical work, plumbing, signs, wells, pools, furnaces, boilers, heaters, tanks, and air conditioners, etc. FBC 105.3 Shalt be inscribed with the date of application and the code in effect as of that date: 511 Edition (2014) Florida Building Code Revised: June 30, 2015 Permit Application 1 NOTICE: In addition to the requirements of this permit, there may be additional restrictions applicable to this property that may be found in the public records of this county, and there may be additional permits required from other governmental entities such as water management districts, state agencies, or federal agencies. Acceptance of permit is verification that I will notify the owner of the property of the requirements of Florida Lien Law, FS 713. 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 at work will be done in compliance with all applicable laws regulating construction and zo ' g. q IF Signature of Owner/Agent Date Sign of Contractor/Agent bate Print Owner/Agent's Name P ' I Contractor! eat's Name Signature of Notary -State of Florida Date Signature of No ry-State o Florida D c it""`- CHERYL D AKERS MY COMMISSION* FFM962 EXPIRES June 05, 2020 4ntl1tt5J r''IaiRallota rr cc.r n Owner/Agent is Personally Known to Me or Contractor/Agent isy-'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: UTILITIES: WASTE WATER: ENGINEERING: FIRE: BUILDING: COMMENTS: Revised: June 30, 2015 Permit Application STATEWIDE 1-888-831-2665 Ryan Homes 4307 Vineland Road, Suite H-20 Orlando, FL 32811 1 EL-AIR State Cert CAC032448 HEATING AIR CONDITIONING JOB NAME: Standard Series - Revised Phone: 407-692-9828 Revised Date: 03/20/17 Page 1 of 4 We propose the necessary labor and material to install heating, air conditioning and ventilation for the above plan. Design Criteria: R-38 - Vented Under Attic R-19 - Vented Knee Wall R-4.1 - Block Walls R-13 - Frame Wood, Adjacent R-13 - Frame Wood, Exterior Windows -Low E Double Pane - U-Value .54 - SHGC Water Heater - 50 Gallon Electric Duct Leakage Test Required 31 ; U-Value .62 - SHGC .25 Eff: 0.95 ANDARD SER1 nf AMELIA TH (ISLAND PALM TOWNHOMES) t 4 2.5 2 15.0 q 4 42798.00 BISCAYNE BAY 3.0 / 1.5 15.0 4 7 945.00 BISCAYNE BAY OPT GUEST SUITE 3.5 / 1.5 15.0 5 8 274.00 BISCAYNE BAY OPT STUDY 3.5 / 1.5 15.0 4 8,235.00 BISCAYNE TH (ISLAND PALM TOWNHOMES) 2.5 15.0 4 4,867.00 BONITA SPRINGS VERSION 2 3.5 15.0 3 4,196.00 BONITA SPRINGS VERSION 2 OPT BONUS 3.5 15.0 3 6,527.00 BONITA SPRINGS VERSION 2 OPT SITTING RM 3.5 15.0 3 1$41262.00 CORAL SPRINGS 3.0 15.0 3 4,545.00 CYPRESS GARDEN 4.0 15.0 4 5,542.00 DORAL 3.0 15.0 4 4 826.00 DORAL OPT BDRM 4 3.0 15.0 4 5 021.00 ESTERO BAY 2.0 / 2.5 15.0 4 7,183.00 ESTERO BAY OPT IST FL BDRM 2.5/2.5 15.0 4 7,378.00 ESTERO BAY OPT BDRM 5 2.0 / 2.5 15.0 4 7,454.00 ESTERO BAY OPT HOME OFFICE 2.5/2.5 15.0 4 1$7,439.00 ESTERO BAY OPT STUDY 2.0 / 2.5 15.0 4 7,328.00 JASMINE COVE VERSION 1 2.5 15.0 2 1 4,368.00 ifs ti tit tri c i ur.i.ir;t ru'ks r;I CRUINCCU DESCRIPTION AS FURNISHED: Lot 60, KENSINGTON RESERVE, as recorded in Plot Book 81, Pages 86 through 92, Public Records of Seminole County, Florida. BOUNDARY FOR / CERTIFIED TO: Paul Boyd Tweed; NVR Inc. dba Ryon Homes; Stewart Title Guaranty Company; NVR Settlement Services, Inc.; NVRM I REC. 112" I.R. NO I.D. n LOT 59 O N C PQ(V L REC. 112" I.R. NO I.D. PART OF LOT 36 PALM HAMMOCK ALLOTMENT PLAT BOOK 1, PAGES 104-105. S 00018'41 " E 60.00' 31.02' LOT 60 31.o1, 41.02' REC. 112" I.R. NO I.D. 27.0' o COVD. CONC. 70.00, 30.0' 10.0, 10.00' TWO STORYC RESIDENCE F.F.- 28.71' 10.00 19 3' --- 10.00, 0 19.3' BRICK WALK 28.50' 25. 10' UTILITY ESMT t IL-J3,5',,,.3.5' 6. r_j AC PADS 20. 7' 10. 00' 16' BRICK DR. 25. 50 4' CONC. WALK B. B.)S 00019'09" E 60. 00' CRAWLEY DOWN LOOP 50' PRIVATE RIW) LOT 61 FF 5120' P.0 V- - - - - - - REC. 112" I.R. NO 1. D. PROPOSED = FINSHED SPOT GRADE ELEVATIONS FRONT 25 PER DRAINAGE PLANS PLOT PLAN AREA CALCULATIONS REAR = 20' PROPOSED DRAINAGE FLOW 0 IMPERVIOUS COVERAGE = 2,723.0± SQUARE FEET OR 38.62,- SIDE = 5' FOR 40' LOTS LOT GRADING TYPE A CONTAINS 7,050.88± SQUARE FEET SIDE 7.5' FOR 60' LOIS PROPOSED FINISH FLOOR PER PLANS - 26.6' LIVINGLOT AREA CONTAINS 1,766.01 SQUARE FEET SIDE 10' FOR 75' LOTS q GONG LANAI CONTAINS 957.0± SQUARE FEET SIDE STREET = 25' CRUSEYVWYER - SCOTT ASSOC, INC - LAND SURVEYORS LEGEND - LEGEND - 5400 E. COLONIAL OR. ORLANDO, FL. 32807 (407)-277-32,32 FAX (407)-6_58--1,V_i(, p PLAT PJQ.L POINT ON LINE NOTES: rFIELDTYP.* • TYPICAL 1411 RON PIPE PRjC. POINT OF REVERSE CURVATURE 1. THE UNDERSIGNED DOES HEREBY CERTIFY THAT THIS SURVEY MEETS THE STANDARDS OF PRACTICE SET FORTH BY THE FLORIOA IWAHO OF IR. IRON ROD PCC. POINT OF C13WOUND CURVATURE C. M. CONCRETE MONUMENT RAD. RADIAL PROFESSIONAL S(,RVEYGRS AND MAPPERS IN CHAPTER 5J-17 FLORIDA ADMINISTRATIVE CODE PURSUANT TO SECTION 472.027, FLORWA 5TAIVL; SET I.R, I/a, I R. /NLR 4596 MR. • NON -RADIAL T. UNLESS 4`805= Wilt SURVEYOR'S SIGNATURE AND ORIGINAL RAISED S&Ai THIS SURVEY MAP OR COPIES ARE NOT VALIO REC, RE OVERED V.P. WITNESS POINT J. THIS S1,1.Tvt7Y WAS PREPARED FROM TITLE INFORMATION FURNISHED TO THE SURVEYOR. MERE MAY BE OTHER RESTRICTIONS Pas, P(TICNT OF BEGINNING CALL. CALCULATED OR CASEMENTS THAT AFFECT THIS -ROPERTY P. O.C. PAX • PERMANENT REFERENCE MONUMENT POINTOFCOMMENCEMENT40W VFUEN HAVE BEEN LOCATED UNLESS THERM C 4. No UNDERGROWD I IS N N OTHERWISE SHOWN. CENTERLINE FF. FINISHED FLOOR ELEVATION 5. MIS SURVEY IS PREPARED FOR THE SOU BENEFIT OF THOSE CERTIFIED TO AND SHOULD NOT BE RELIED UPON BY ANY OTHER ENTITY I&D • NAIL 4 DISK DSL. • BUILDING SETBACK LINE RIV • RIGHT-OF-WAY DR • BENCHMARK 6. DIMENSIONS SHOWN FOR THE LOCATION OF IMPROVEMENTS HEREON SHOULD NOT BE USED TO RECONSTRUCT BOUNDARY U-NES, ESML • EASEMENT B.B. SASE REARING 7. B&ARiNO$, ARE BASED ASSUMED DATUM AND ON THE LINE SHOWN As BASE BEARING (fffl.) MAIN' DRAINAGE a. ELjt;AJIONS, IF SHOWN, ARE BASED ON NATIONAL GEODETIC VERTICAL DATUM OF 1929, UNLESS OTHERWISE NOTED, UTILITY CL, FC, CHAIN LINK FENCE 9. CERTIFICATE OF AUTHORIZATION No. 469C WD. FC, • WOOD FENCE C NCR TE BLOCK C/o a E SCALE 1 20'- 1 DRAWN BY, V UPATURE C. • POINT OF CURVATURE P. T. POINT OF TANGENCY CERTIFIED 8)'7 DATE ORDER No DESC. DESCRIPTION p RADIUS PLOT PLAN 12-12-17 5614 1/ L• ARC LENGTH D • DELTA FORMBOARD, FOUNDATIONIELEVS, 05-23-2018 32 16-18 C • CHORD C. B. • CHORD BEARING FINAIIELEVS. 08-20-2018 5537-- 1 NORTH THIS BUILDING/PROPERTY DOES NOT UE WITHIN 7 THE ESTABLISHED 100 YEAR FLOOD PLANE AS PER "FIRA4• TO Gftq ENTR, R.L.S. 4714 I, I JAAM4W, SCOTT, R.L.S 1 4801 ZONE MAP j 121170009OF (09-25-07)