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HomeMy WebLinkAboutTruss249 Maitland Avenue, Suite 3000 Altamonte Springs, Florida 32701 DP: (321)972-04911 F: (321)972-0484 1 E: info@fdseng.com FWebsite: www.fdseng.com .com ENGINEERING ASSOCIATES December 6, 2019 Building Department Ref: Adams Homes Lot: Lot 25 Blk. 46 Sec. 7 Subdivision: Indian River Estates Address: 5003 Sunset Blvd., Port St. Lucie Model: 1755 A RHG KA # 19-8303 Truss Company: Builders FirstSource Date of drawings: 12/4/19 Job No.: 2177547 Wind Speed: 160 Exposure: C Truss Engineer: Walter P. Finn To whom it may concern, We have reviewed the truss design package for the project referenced above. This truss package complies with the original design intent and the underlying structure will accommodate all indicated loads. We approve the truss package without comment based upon the truss layout and truss profiles supplied to us by the Truss Company with truss profiles sealed by the Truss Engineer. Please note, this review is only for general conformance with the design concept of the project. Contractor or sub -contractor is responsible for matching all structural components and details shown in the construction documents. Contractor or sub -contractor is also responsible for confirming all quantities and dimensions; selecting appropriate fabrication processes and techniques; and coordinating work with all other trades. Note: Truss ID's may vary. If you have any questions, please do not hesitate to call. Sincerely, a` p a�aeatat►es .�� p,Q,LO p '0, i _., No 87864 12/6/2019 Carl A. Brown, P.E. Urts thlo'9=o F : Q, Todd M. Born, P.E. FL. # 56126 FL.`8$6t4c p�,�,; FL. # 82126 "Doing Business with a 6'cr�iCo@ iI i`d ffid an Eye for Detail" °111;21151 W yj U U U U co U Z� C1 a` a a D,D N 11-00-0 a ,nvnz 0 ¢ 0 0 ¢ 0 ¢ M 0 a '4 0 ¢ W1 a 0 a 0 a 11 v o a¢ 1 v M 0 0 DID ` I ' W In 0 a 311I/E to 0 - - 114-00-07-00-00 rn 0 a co 0 a (M 0 a o a v C1 C3 C3 C5 C5 7-00 00 o o o M A e, .9 e _ � G ik N 0 O N DlD t- n DlD JI Fill 'I(Y�Z ,I 99, 3311nVA M DlD .9 n W 517 s'-o" c C5 I 0 B03 10'-0" CLG C3 0 603 o c1 1 02 m exposed to win d U U U c 7 0 0 0 of o B02 Irl B01 8-08-00 o 0 Ill v - - r o O 0 p Q DUZ EVIEWED ❑ REVISE AND RESUBMIT // ❑ REVIEWED WITH NOTATIONS ❑ NOT REVIEWED (SEE EXPLANATION) Corrections or comments made on equipment submittals or shop drawings during this review do not relieve con- tractor from compliance with requirements of the draw- ings and specifications. This check is only for review of general conformance with the design concept of the protect and general compliance with the information given in the contract documents. The contractor is responsible for confirming and corelating all quantities and dimen- sions. selecting fabrication processes and techniques of construction, coordinating his work with that of all other trades and performing his work in a safe and satisfactory manner. FLORIDA DESIGN SOLUT Sr INC. Date off- — BY Submittal Bo. Project No. Project Eng. Project Name; FILE COPY VERIFYALLDIMENSIONSMIDCEIUNGWON ONSPRIORTOAPPROVAL SOME CEILING FRAMING REQUIRED IN F ELD BY BUILDER MAIN WIND FORCE RESISTING SYSTEWCC ENCLOSED HYBRID WINDASM740 IMPORTANT EXPOSURE CATEGORY C OCCUPANCY CATEGORY o This Drawing Must Be Approved And WIND LOAD 160 MPH WINDIMPORTANCEFACTOR1.00 Returned Before Fabrication Will TRUSSES HAVE BEEN DESIGNED FOR A 10.0 PSF BOTTOM CHORD LIVE LOAD Begin. For Your Protection Check All NONCONCURREm WITH ANY OTHER LIVE LOADS Dimensions And Conditions Prior To APBELO Of Plan. SIGNATURE BELOW INDICATES ALL ROOF LOADING FLOOR LOADING NOTES AND DIMENSIONS HAVE TCLL: 20 PSF TCLL: 40 PSF BEEN ACCEPTED. TCDL: 07 PSF TCDL: 10 PSF BCDL: 10 PSF BCDL: '. 6 PSF By Date TOTAL: 37 PSF TOTAL: 65 PSF DURATION: 1.25 DURATION: 1.00 CAUTION!!! DO NOT ATTEMPT TO ERECT TRUSSES WITHOUT REFERRI'.'?G TO THE ENGINEERING DRAWINGS AND BSCI-B7 SUMMARY SHEETS. ALL PERMANENT BRACING MUST BE IN PLACE PRIOR TO LOADING TRUSSES. (10. SHEATHING, SHINGLES, ETC.) ALL INTERIOR BEARING WALLS MUST BE IN PLACE PRIOR TO INSTALLING TRUSSES. REFER TO FINAL ENGINEERING SHEETS FOR THE FOLLOWING. 1) NUMBER OF GIRDER PLIES AND NAILING SCHEDULE. 2) BEARING BLOCK REQUIREMENTS. 3) SCAB DETAILS (IF REQUIRED) 4) UPLIFT AND GRAVITY REACTIONS. WARNING Backcharges Will Not Be Accepted Regardless of Fault Without Prior Notification By Customer Within 48 Hours And Investigation By Builders First Source. NO EXECPTIONS. The General Contractor Is Responsible For All Connections Other Than Truss to Truss, Gable Shear Wall, And Connections. Temporary and Permanent Bracing, And Ceiling And Roof Diaphragm Connections. ROOF PITCH: 6112 CEILING PITCH: 3112 TOP CHORD SIZE: 2 X 4 BOTTOM CHORD SIZE: 2 X 4 OVERHANG LENGTH: 16" END CUT: Plumb CANTILEVER: — TRUSS SPACING: 24" BUILDING CODE: FBC2017 BEARING HEIGHT SCHEDULE BUILDER: Adams Homes PROJECT: 1 Single Family MODEL: 1755 A 20X10 LANAI ADDRESS: 1 6003 SUNSET BLVD LOT/BLOCK: 1. 54 irR SUBDIVISION: ESTATES I ST LUCIE CITY: FORT P DRAWN BY: K TEUBER JOB d : - 2177547 DATE: 112/04/2019 I SCALE: I NTS PLAN DATE: 1 2019 REVISIONS: 1. 2. 3. 4. ra lftm rB ' ■ ,A VLWu e 4408 Airport Road Plant City, FL 33693 Ph. (813) 305-1300 Fax (813) 305-1301 : ® Lumber design values are in accordance with ANSI/TP:I.1..section 6.3 These truss designs:rely on lumber.values established_by. others. MiTek-'.. RE:: 2177547 - LOT.25/46/7 / INDIAN RIVER MiTek USA, Inc. 6904 Site Information:: Parke 5 East,Blvd. TT , FL 33610-411 :Customer Info: Adams Homes': Project Name: 2177547 :Model: 1755 A �1 OX20 LA 'R� Lot/Block: 25/46/7. Subdivision: St Lucie;County-Indiari RiVer-Estates Address:: 5003 Sunset• Blvd:, . ;City: Fort Pierce State: FL Name Address -and License # of Structural Engineer of -Record, If there is,one,.for the building.. Name::::: :. License # Address: City: State: General:Truss Engineering Criteria & Desi.gn Loads'(Individual Truss Design. Drawirigs'Show Special Loading 'Conditions): Design Code::FBC20171TP120.14:. Design Program: MiTek:20/20 8.2 Wind Code::ASCE.7-10 Wind Speed: 160 mph : . Roof Load: 37.0 psf Floor Load: 'N/A:psf This package .includes 32 individual, Truss Design. Drawing's and 0 Additional Drawings. With my seal affixed to. this. sheet, I hereby certifythat I amth.e Truss Design Engineer.and this index sheet conforms to 61G15-31..003; section 5 of the:Florida Board of Professional Engineers R. ules' No. Seal# Truss Name Date -; NO.''' Seal# Truss Name . Date 1 T18812232 ' Aoi 12%4/19 23 T18812254 C5 12/4/19: 2 T1:8812233- A02. 12/4/19 24 T18812255 C5P 12/4/19 3 . T18812234 A03 . 12/4/19 25 . T18812256 D01. 12/4/19 4 T18812235 A04 12/4/19 26 T18812257 D02. 12/4/19 5 718812236 . A05 12/4/19. 27 T18812258 E7 .12/4/19 6 T18812237 . A06 12/4/1.9. 28 T18812259. UP 12/4/19 7 T18812238 . A07 12/4/19 29 T18812260 H7 12/4/19 8 718812239 A08 : 12/4/19 30T18812261 H7P _ 12/4/19 9 T18812240 A09- . . ' .. 12/4/19 31. T18812262 L03 . 12/4/19 10 : .718812241 A10 12/4/19 32 .. T18812263 L04 12/4/19. .11 T18812242. All1274/1'9.: 12 T18812243 Al2 12/4/19: 13 ..T18812244 A13 12/4/19 '14 118812245 A14_ 12/4/19 15, _ T18812246 A15 12/4/19 16 - T19812247 B0.1 12/4/19 • 17 T18812248. B02 12/4/%: :18 T18812249: B03 12/4/19 • 19 71.8812250 - C1 -12/4/19 20 • 718812251 C1 P 12/4/19 21, ;T18812252 C3 12/4/19 -.22 T18812253 C3P 12/4/19. The truss drawing(s) referenced above have been prepared by ���P�'(.E E F• FAN ����, MiTek USA, Iric. under my direct supervision based on the:parameters 1Vs�..y :provided by Builders FirstSource (P1ant.City, FL). �� Truss Design' Engineer's Name: Finn, Walter No 22839 . •? My license renewal date .for the .state of Florida is February 28, 2021: IMPORTANT NOTE: The seal on these trws.component designs is a certification �'• S TATE 'O that the, engineer named is licensed in -the jurisdiction(s) identified and that'the ' ���.(�'•;A` Q,� designs comply with ANSIlTPI ;1. These designs are based upon parameters �j •• O. R 1 O \ % .. i S C? shown. given o MiTek odr TRENCO Any*dimensions, ro ect s hapes and e ific nformation nclluded is which for M Tek's or �/% N AX_ '0"k ,,. TRENCO's customers file referene purpose only,, and was not taken into'account in the ���111111//l��, ��' re aration of these designs. MiTek or TRENCO has not independently verified the Walter.P. Fnn PE No. P.P. 9... P Y pl applicability of the design parameters or the designs for any particular building..96fore use, . MiTek USA, Ind: FL. the building designer should verify applicability of design parameters and properly 69H Parke East Blvd, ampa FL33610 incorporate these designs into the overall building design per-ANSUTPl.1, Chapter 2. Date: - December 4,2019 Finn, Walter 1 of 1 Job Truss Truss Type I 1r city Ply LOT 25/46/7 / INDIAN RIVER T18812232 2177547 A01 Roof Special 3 1 Job Reference (optional) rwuaers mrstbouree Imam tarty, r-I_j, viani L ny, t-L - OtJ5ct, MeffU 5 Jul 14 eU I IVII 1 ex If 1U WIV5, Inc. vvuu Vec 4 1 1;0U.04 — I J rayu I ID:UFLsKgoi2lTgRmwAjjSOPzBAGN-Vj56FF9kzCpGjk75zXUW EEpcPYgNagTG4KnfgXyCMCL i-1-4-01 5-1-7 10-5-14 i 16-8-0 22-11-5 28-0-0 33-4-0 133 1-4-0 5-1-7 5-4-7 6-2-2 6-3-5 5-0-11 5-4-0 1-4-0 Scale = 1:61.4 4x6 = 6.00 F12 - 5 m 0 0 5x8 11 3.00 12 ?.X4 11 2x4 1 I 14=8=12 5x-i V 3x4 t 5x8 2x4 I I 3x8 I I 23-2-12 :1 6-10-2 14-0-0 19-7-4 "22-5-2 2$11rS 28-0-0 i 33-4-0_ 0.10.2 7.5-14 5-3-4 2� 9-14 f.9 4-9-0 5-40 0-3-7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC :0.66 Vert(LL) 0.49, 12-13 -Vdefl >824 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87 Vert(CT) . -0.67 12-13 >593 180 BCLL 0.0. ' Rep Stress Incr YES WB 0.79 Horz(CT) 0.37 - 8 n/a n/a BCD.L 10.0 Code. FBC2017/TP12014 Matrix -AS Weight::186 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD' - Structural wood sheathing directly applied. BOT CHORD 2x4:SP No.2 BOT CHORD Rigid ceiling directly.applied.. .WEBS 2x4 SP No.3 WEBS 1 Row at midpt 6-12 WEDGE Left: 2x4 SP No.3, Right: 2x4 SPNo:3 REACTIONS. (lb/size) 2=1305/0-8-0, 8=1305/0=8-0 Max Horz 2=-370(LC 10) Max Uplift 2=-809(LC 12), 8=-809(LC 12) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250 (lb),or less except when shown.. TOP CHORD 2-3=-4008/2392, 3-4= 3832/2247, 4-5=-3038/1777, 5-6=-2045/1262, 6-7=-2596/1582, .7-8=-2344/1463 BOT CHORD 2-13=-2000/3829, 12-13=-1641/3362, 11-12=-1191/2358, 10-11=-1173/2127, 8-10=-1151/2072. WEBS 3-13=-192/280, 4-13= 157/448, 4-12=-686/622,.5-12=-1049/2078, 6-12=-704/528, 7-11=-27/302, 7-10=-426/311 NOTES- 1) .Unbalanced roof live loads have been considered for this.design. - 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=oft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 16-8-0, Exterior(2) 16-8-0 to 20-8-0, Interior(1) 20-8-0 to 34-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load non con current 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) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Bearing at joints) 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 809 lb uplift at joint 2 and 809 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock.be applied directly to the bottom chord. 0 T M Walter P. Finn PE No.22639 MiTek USA, Inc. FL Ceti 834 6904 Parke. East Blvd. Tampa FL 33610 Date: December 4,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M?EK REFERANCE PAGE 11411-7473 rev. 1010312015 BEFORE USE. . Design valid for use only with MTek® connectors. This design Is based only upon parameters shown, and: is for an Individual building component, not �� a truss system. Before use; the building designer must verify, the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to. buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse with possible personal Injury and:property damage.. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,:seeANSViPII Quality Cdteda, DSB-89 and BCSI Building Component 6904 Parke East Blvd. SafNy Infonnationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t T Oily Ply LOT 25/46/7f INDIAN RIVER T18812233 2177547 A02 Roof Special 1 1' Job Reference (optional) puimerS rlrstbource, (Plant Ulty, FL), Plant Glty, rL - 33b6/, ts.24u S JI11 14 ZU19 MI 1 eK Inaustnes, Inc.. vvea Uec 4 11:ou:b:1 zul u rage 1 I D:U FLsKgoi2lTgRmwAijSQPzBAGN-zvfVSbAMkW x7LuiIXE?InRMn9yAcJHj PJ_XDDzyCMCK --1-4-0 5-1-7 10-5-14 16-8-0 22-11-5 i � �28-0-0 i 33-4-0- 1-4-0 5-1-7 5-4-7 6-2-2 6-3-5 5-0-11 5-4-o Scale=.1:61.4 4x6 6.00 12 5 5x8 \\ 3.00 12 zx4 11 2x4 II 1u .. 1 13-10-145..•_ 4 Sx8 2x411 .. 3x8 11 " 23-2-12 6-10-2 14-4-0 , 20-5-2 ,: 22-5-2 2a-11 5 28-0-0. " : " -" .. 6-10-2 7-s-14 .. 6-1-2 . .' 2 4-9 4' 5-4 0.. . 5- . 0-3-7 . Plate Offsets (X,Y)-- [2:0-3-6,Edge], [2:0-2-3,Edge], [4:0-3,0,0-3-0], [6:0-3-0,0-3-0], [8:0-0-4,Edge], [8:0-1-4,0-0-2] 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 0.66 Vert(LL) 0.49 12-13 >624 240 : MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.87: Vert(CT) "-0.6712-13 >593 180 BCLL 0.0, Rep Stress Incr YES W B .. 0.79 Horz(CT) 0.37 8 n/a n/a . BCDL 10.0 Code. FBC2017fTP12014 . Matrix -AS Weight:: 184 lb FT=20%. LUMBER- BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD. Structural wood sheathing directly applied. BOT CHORD . 2x4.SP No.2 BOT CHORD Rigid ceiling directly applied.' WEBS 2x4SPNo.3 "' WEBS 1 Row at. micipt 6-12 . WEDGE Left:•2x4 SP No.3, Right: 2x4 SP No.3 REACTIONS. .(Ib/size) 2=1305/0-8-0,'8=1305/0-8-0 Max.Horz 2=-370(LC 10) Max Uplift 2=-809(LC 12), 8=-809(LC 12) FORCES. (lb) - Max. Co(np,/Max. Ten. - All forces 250.(Ib) or less except when shown. TOP CHORD 2-3=-4008/2392, 3-4==3832/2247, 4-5=-3038/1777, 5-6=-2045/1262, 6-7=-2596/1582,' . 7-8=-2344/1463 BOT CHORD 2-13=-2000/3829, 12-13=.1641/3362, 11-12=-1191/2358, 10-11=-1173/2127, 8-10=-1151/2072: .WEBS 3-13- 192/280, 4-13=-157/448, 4-12=-666/622,:5. 12=-1049/2078, 6-12=-704/528, 7-11=-27/302, 7-10=-426/311 NOTES- .1) ,Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=.160mph.(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft: L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterjor(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 16-8-0, Exterjor(2) 16-8-0 to 20-8-0, riterior(1).20-8-0 to 34-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 " 3) This truss 'has; been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) `. This truss has been:designed for a live load of 20.Opsf on -the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .. . .5) Bearings are assumed to. be: Joint 2 SYP No.2 crushing capacity of 565 psi. 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 809 lb uplift at joint 2 and 809 lb uplift at - joint 8. . . ... .8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke: East Blvd. Tampa FL 13610 . Date: Decemb er 4;2019 A ;WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE.�- Design valid for use only, with MI.TekO connectors. This design is. based only upon parameters shown, and; Is for an Individual building component, not p, a truss system. Before use; the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing Indicated is to. prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing . MITek' Is always requiredfor stability and to prevent collapse with possible personal injury and:property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems,:seeANSVFPII Quality Cdleda, DSB-69 and BCSI Building Component " . 6904 Parke East Blvd.. Safety Informationovailoble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610, Job Truss Truss Type 1 Qty Ply LOT 25/46/7 / INDIAN RIVER t T18812234 2177547 A03 Roof Special 1 1' Job Reference (optional) puiiaers rirsibource triant,uity,.rL), want uity, r�-a3b6t, t324U s Jur 14 ZU1a Mi I eK maustnes, inc. vvea uec 4 1 zuta rage 1, ID:UFLsKgoi2lTgRrnwAjiSQPzBAGN-shv? IzDtokSZgV?3m43hxHXT9ZXYF5i? EbVQMkyCMCG 1-4.0" 5-1-7 10-5-14 16-8-0 22-11-5 28-0-0 33-4-0 34-8-0, 1-4-0 5-1-7 5.4-7 6.2-2 6-3-5 S-0-11 0 1-4.0 Scale: 3/16'=l' : 6.00..12: 5 - 5x6 25 26, " 5x6 4 6 2x4 3x4. 3. 7 12 1.5x8STP— 24 6x8= . .... .. 271.Sx8STP= .. O u1 r� 2 13 dI 1 3x4 1. 8 . . 9 Ic 2x4 11 p . 5x8 q . 3.00 12 .11-10-�4 O _,,I� - ... .. r=Rx4 5x6 = 5x8 2x4 II ... axe II 6-10-2 14-4.0 22-5-2 22r11-5 0 33-4-0 6-10-2 7-5.14 8-1-2 ' 0.6- 5-0-128-0-1 5-4-0 Plate Offsets (X,Y)-- [2:0-3-6,Edge], [2:0-2-3,Edge], [4:0-3-0,0-3-0],[6i0-3-0,0-3-0],:[8:0-0-4;Edge], [8:0-1-4,0-0-2] LOADING (psf) SPACING- 2-070 CSI. DEFL. in (loc) 'I/defl " Ud PLATES GRIP TCLL 20.0 : Plate Grip DOL 1.25 TC :0.66 Vert(LL) 0:49 12-13 >824 240 MT20 244/190 TCDL 7.0 Lumber DOL : 1.25 BC : 0.87: Vert(CT) : -0.67 12-13 >593 180 BCLL 0.0 Rep Stress Incr YES WEI ... 0.79 Horz(CT) 0.37 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 179 lb FT = 20% LUMBER- BRACING- TOP CHORD : 2x4:SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD . 2x4:SP No.2 pBOT CHORD Rigid ceiling directly -applied.' . .WEBS 2x4 SP.No.3 WEBS 1 Row at midpt 6-12... WEDGE Left: 2x4 SP No.3, Right: 2x4 SP No:3 REACTIONS. :(Ib/size) 2=1305/0-8-0, 8=1305/0-8-0 Max.Horz 2=-370(LC 10) Max Uplift 2=-809(LC 12), 8=-809(LC 12) FORCES. (lb) -Max. Comp,/Max: Ten. -All forces 250 (lb) or less except when shown. . TOP CHORD 2-3=-4008/2392, 3-4==3832/2247,"4-5=-3038/1777, 56=-2045/1262, 6-7= 2596/1582,' 7-6=-2344/1463 BOT CHORD. .2-13=-2000/3829, 12-13=-1641/3362, 11-12=-1191/2368, 10-11=-1173/2127, 8-10=-1151/2072: " WE 3-13=-192/280, 4-13=-157/448, 4-12=-666/622, 5-12— 1049/2078, 6-12=-704/528, 7-11.=-27/302, 7-10=-426/311 . NOTES- 1) .Unbalanced roof live Ioads.have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph.(3-second gust) V,asd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0,"Interior(1) 2-8-0 to 16-8-0, Exterior(2) 16-8-0 to 20-8-0, Interior(1).20-8-0 to 34-8-0 zone;CrC for.members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. - 4) :*.This truss has been: designed for alive load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2.O-0 wide will fit between the bottom chord and any other members. .. S) Bearings are assumed to be:.Joint 2 SYP No.2 crushing capacity of 565 psi. 6) Bearing at joint(s) 2 considers parallel to grant 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 809 lb uplift at joint 2 and 809 lb uplift at joint 8. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE NoJ1830 MiTek USA, Inc. FL Cert 6634 0904 Parke: East Blvd. Tampa FL 33610 ate: ... December er 4,2019 WARNING -Verity desf n parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1WO3/2015 BEFORE USE. Design valid for use only. with MiTek®connectors. This design is -based only upon parameters shown, and: is for an Individual building component, not o.truss system. Before use; the building designer must verify.the applicability of design parameters and properly Incorporate this design into the overall buildingdesign. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing . " MOW is always required, for stability and to prevent collapse with possible personal Injury and:property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,:seeANSVIP11 Quality Criteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safaty informationovailable from Truss Plate Institute; 218 N. Lee Street, Suite.312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t city Ply LOT 25/46/7/ INDIAN RIVER t .. T18812235 2177547 A04 Common... 5 1 Job Reference (optional) mijaers mrstbource (rlani Lony, t-L), want Lorry, t-L - Jdbb/, 0.Z4y 5 Jul I4 ZV I V IVII I UK Inuubums, Inc. vveu Uac 4 I 1;9V.V9 GV I, rays I ID:UFLsKgoi2lTgRmwAjjSQPzBAGN-81 gfmMJG8uKZAa2Pg2iKjmJeeOvXOJti rBhl6gyCMC9 1-4-0 5-1-8 10-5.14 16-8.0 22-4-0 28-7-0 1-4-0-7 6-2-2 5-8.0 :6-3-0 Scale = 1:57.5 46 = 6,00 F12 .. 5 - .. . - . .. ... ... 18 ... 2x4 .. 3 10 ..5x6 7 o 1.5x8 STP _ 11 .� . 2 ... :. 3x4 .. .. ... 9 q11 . Im a jo 1.Sx8 STP.=' to o . 5x6 • .. 3.00 12. ... .. .. ' 3x6 11 - 4x6 5. .. .. .. 6-10-3 14-4-0 24-0-0 28-7-0 6-10-3 7-.5-13 9-8-0 4-7-0 Plate.Offsets (X,Y)-- [2:0-1-14,Edgel, [4:0-3-0,0-3-01, [7:Edge,0-1-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ud PLATES GRIP TOLL 20.0 Plate Grip DOL: 1.25 TC 0.71 .,I/defl Vert(LL) 0.41 10-11 >829 240 MT20 244/190 TCDL 7.0 Lumber DOL : . 1.25 BC 0.9t Vert(CT) -0.68' 9-10 >498 180 BCLL 0.0.* Rep Stresslncr. YES WB .0.57 Horz(CT) 0.24 8 n/a n/a. BCD.L 10.0 Code. FBC2017lrP12014 Matrix -AS Weight: 145 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD . 2x4_SP No.2 BOT CHORD Rigid ceiling directly applied. . WEBS 2x4 SP.No.3 WEBS 1 Row at midpt 6-10 REACTIONS. (lb/size) 2=112610-8-0, 8=1050/0-7-0' Max,Horz 2=315(LC 11) Max Uplift 2=-702(LC 12), 8=-598(LC 12) FORCES. (lb) - Max. Comp./Max. .Ten. - All forces 250 (lb).or less except when shown. TOP. CHORD 2-3=-3333/2189, 3-4=-3112/1999, 4-5=-2285M513, 5-6=-1564/1130, 6-7=-1269/842, 7-8— 1023/754 ' BOT CHORD 2-11=-2014/3211, 10-11==1683/2712, 9-10— 829/1316 WEBS 3-11= 216/301, 4-11==163/457, 4=10=-678/632, 5-10=-899/1499, 6-10=-228/313, 6-9= 523/502,7-9= 541/1045 NOTES- 1) Unbalanced roof live loads have been considered for this design.. 2) Wind: ASCE:7-1,0; Vult=i60mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25f; B=45ft; L=40ft; eave=6ft; Cat.' II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)=1-4-0 to 2-8-0, Interior(1) 2-8-0 to 16-8-0, Exterior(2) 16-8-0 to 20-8-0, Interior(1) 20-8-0 to 28-5-4 zone;GC for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip- Q0L=1.60 3) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 4) . This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other=members. 5) All bearings are assumed to be SYP No:2 crushing capacity of 565 psi. 6) :Bearing at joint(s) 2 considers parallel to grain value using ANSI/rPI 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 702 lb uplift at joint.2 and .598 lb:uplift at joint 8. 8) This truss"design "requires that a minimum.of 7/16" structural wood sh'eathing:be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE NoM39 Mi rek USA, Inc. FL Cert 6634 6904 Parke. East Blvd. Tampa FL 33610 Date: December 4,2019 . A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE - Design valid for use only. with MITek® connectors. This design Is based .only upon parameters shown, and is for an individual building component, not a.truss system. Before use; the building designer must verify, the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing . MITek" Is always required for stability and to prevent collapse with possible personal Injuryand,property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,'seeANSVIPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd., Safety Infonnat unavailable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. .. Tampa, FL 33610 Job Truss Truss Type t Qty. Ply LOT 25/46/7 / INDIAN RIVER 1 T18812236 2177.547 A05 . Roof Special 2 1 Job Reference (optional) Lsunaers rirslaource trlani ury, r-L/, ream Ugly, rL - 10001, 0.Z4U5 UUI 14 ZU lU MI I eK 11IUUffiIItl6? IIIU. yyuu U u " 11.vv— —Ia rayo 1 ID:UFLsKgoi2lTgRmwAjjSQPzBAGN-V_dYp3NPzQysGLwNTcHVQpOVhPgl3Xhm_TP3nl yCMC4 -1-400 5-1-7 10-5-14 16.8.0 22-11-5 26-10-0 QB-0.0 32-0-0 1-4-0 5-1-7 5-4-7 6-2-2 6.3-5 3.10-11'.' 1-2-0 4-0-0 Scale = 1:58.6 4x6 = 6.00 F12'." 6 3.00112 10x12 .. 4x6 6-10-2 14-4-0 22-11-5 26'10-0 28-0.0 32-0-0 6-10-2 7-5-14 8-7-5 3-10-11 1-2-0 4-0-0 :Plate Offsets (X,Y)-- [2:0-1-14,Edgej, [4:0-3-0,0-3-01, [6:0-3-0,0-3-01, [9:Edge,0-8-121, [9:0-1-12;0-0-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL. 1.25 TC 0.75 Vert(LL) 0.49 13-14 >782 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.76 Vert(CT) -0.63 13-14 >604 180 BCLL 0.0 Rep Stress Incr YES W B .0.73 Horz(CT) .. 0.32 9 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 172 lb FT = 20% LUMBER- BRACING- .. TOP CHORD . 2x4_SP No.2 TOP CHORD. ' : Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4"SP No.2 'Except' BOT CHORD Rigid ceiling directly applied.. . 2-13i 2x4.SP No.1, 9-11:2x6 SP N6.2 . WEBS 1 Row at. midpt 6-13. WEBS 2x4 SP.No.3 REACTIONS.. (lb/size) 2=1255/0-8-0, 9=1,190/0-4-0 Max Harz 2=349(LC 11) " Max. Uplift 2=-778(LC 12), 9=-655(LC 12) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3819/2335, 3=4=-3608/2197, 4-5=-2827/1741, 5-6=-1914/1275; 6-7=-2248/1463, 7-8= 1852/1211, 8-9==1111/823 BOT CHORD 2-14= 2084/3616, 13-14=-1771/3155, 12-13=-1095/2056, 10-12=-96B/1632, 9-10=-286/341 :WEBS 3-14=201/299, 4-14— 142/438, 4-13=-666/614,:5-13=-1040/1907, 6-13=-530/382, 7-12=-201/489, 8,-10=-692/1270, 7-10=-618/446 NOTES- 1) Unbalanced root: live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft;,eave=6ft; Cat., l;, Exp C; Encl., GCpi=0.18;:MWFRS (directional) and C-C Exterior(2) -1-4-0 to 278-0, Interior(1) 2-8-0 to 16-8-0,.Exterior(2).16-8-0 tc, '20-8-0, Interior(1) 20-8-0 to 31-10-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber D.OL=1.60 plate grip DOL=1.60 3) This truss•has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads, 4) ' This truss has been designed for a live' load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members: . 5) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. . ,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 778 lb uplift at joint 2 and 655 lb uplift at joint 9. . 8) This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2"'gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 . ..... MiTek USA, Inc. FL Cert 6634 0904 Parke. East Blvd. Tampa FL 33010 Dater December 4,2019 O:WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCEPAGE 114I1-7473 rev. 10/03/2015 BEFORE USE.�� Design valid for use only, with MiTek® connectors. This design Is based ,only upon parameters shown, and: is for an Individual building component, not a.truss system. Before use; the building designer must verify, the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of Individual truss web and/or chord members only.. Additional temporary and permanent bracing . MITek' Is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,:seeANSIMII Quallty Criteria, 'DSB-89'and SCSI Building Component 6904 Parke East Blvd.. . Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type y City Ply LOT 25/46/7 / INDIAN RIVER T18812237 2177547 A06 .: SPECIAL Job Reference (optional) nuimers nrsioource tr,ani i,ny, rLl, warn ugly, rL - OOoor, 1-1-4-0 7-5-9 15-0.0 1-4-0' 7-5-9 7-6-7 5x6 = 6.00 12 4 O.LYV J UUI IY LVIJ Iv„,cl� II,UUJI„cJ, 1, lt.. vvcU vcU + I I.+v.,c cv,.i , rayo , ID:U FLsKgoi2lTq RmwAjjSQPzBAGN-wZJgR5PHGLLR7pfx8krC2ReygchwGgDCgRdjOMyCM Ci 20-11-3 26-10-0 32-0-0 5-11-3 5-10-13 5-2-0 Scale 1:56.4. i 5x6 = 3x4 = 3x6 = 19 20 5 .21. 6 22 7 3x6II 46 5x12 7-5-9 14-4-0 20-11-3 26-10•D _,_ 32-0.0 7-5-9 6-10-7 6-7-3 55 .13 5-2-0 As (X Y)-- [2:0-1-14 Edge] [3:0-3-0,0-3-41,[4:0-3-8,0-2-41[5:0-3-0,0-3-01,[8:0-4-4,0-1-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Lid PLATES GRIP TCLL 20.0 Plate Grip. DOL: 1.25 TC :0.96 Vert(LL) ,I/defl 0.52 12-13 >730 240 MT20 244/190 TCDL 7.0 Lumber DOL : . 1.25 BC' . 0.75 Vert(CT) -0.6012-13 >636 160 BCLL 0.0, ' Rep Stress Incr. YES WB.. 1.06 Horz(CT) 0.31 - 8 n/a n/a . BCDL 10.0 Code, FBC2017/TPI2014 Matrix -AS Weight: 191 lb FT = 20 % . LUMBER- BRACING - TOP CHORD : 2x4:SP No.2 TOP CHORD ' Structural wood sheathing directly applied, except end verticals. BOT CHORD . 2x4:SP No.2 'Except' BOT CHORD Rigid ceiling directly applied. 2-12: 2x4.SP No.1, 8-10:2x6 SP No.2. WEBS 1 Row at midpt. 7-8, 6-11,.6-9, 7-9 WEBS 2x4 SP No.3 REACTIONS.: (lb/size) 8=1196/0-4-0, 2=1256/0-8=0 :Max Harz 2=529(LC 12) Max.Uplift 8= 708(LC 12), 2=-720(LC 12) Max Grav 8=1196(LC 1), 2=1260(LC 17) FORCES. (lb) -Max. Comp./Max: Ten. -All forces 250'(lb) or less except when shown. TOP CHORD 2-3=-3858/2632, 3-4==2861/2061, 4-5= 2345/1902, 5-6=-1507/1124, 6-7=-690/503, 7-8=-1152/903 BOT CHORD. .2-13=-2820/3576, 12-13=-2837/3586, 11-12=-1191/1591, 9-11=-531/734 . . . WEBS 3-13=0/258, 3-12=-975/763, 4-12=-474/898, 5-12= 899/1028, 5-11=-839/824, 6-11= 86111131, 6-9=-1107/985, 7-9=-906/1249 NOTES- 1) Unbalancedroof live loads have been considered for this design. 2) Wind: ASCE"7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft;-B=45ft; L=40ft;. eave=6ft; Cat. ' II:. Exp C; Encl., GCpi=0.18;:MWFRS (directional) and C-C Exterior(2) -1-4-0 to 278-0,.Interior(1) 2-8-0 to 15-0-0, Exterior (2).15-0-0 to 1970-0, Interior(1) 19-0-0 to 31-10-4 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1:60 3) Provide adequate drainage to prevent water ponding. 4) This truss has. been designed for a 10.0 psf bottom chord live load nonconcurrent with any other, live los. ' 5) * This truss has been designed for a adlive load of 20.Opsf on.the bottom chord in all areas where a rectangle 3-&0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) All bearings are assumed to. be SYP No.2 crushing capacity of 565 psi. 7) Bearing at jbint(s) 2 considers parallel to grain value using ANSI/TPI 1-angle to;grain formula. Building; designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 708 lb uplift at joint 8 and 720 lb uplift at joint 2. 6) This truss design requires that a minimum of 7/16"structural wood sheathing be applied directly to the top chord and 1/2" gypsum she etrock be applied directly to the bottom chord. Walter P. Finn PENo 22939 MiTek USA, Inc. FL Cert 669 6 904 Parke; East Blvd. Tampa FL 33610 Date: December 4,2019 " a'WARN/NO -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MRek® connectors. This design Is based only upon parameters shown, and, is for an Individual building component, not - a.truss system. Before use: the building designer must verify,the applicability of design parameters and properly incorporate this design into the overall building design, Bracing indicated is to, prevent buckling of individual truss web and/or chord members only., Additional temporary and permanent bracing - M!Tdk'' Is always required. for stability and to prevent collapse with possible personal injury.and.property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems,seeANSI/IPI1 Guallly Criteria, DSB-89 and BCSI Bu9ding Compononf ". 6904 Parke East Blvd. Safety InfOrmatlonavailable from Truss Plate Institute; 218 N. Lee Street, Sulte.312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type t . Qty .. Ply LOT 25/4617 / INDIAN RIVER r T18812238 217:7.547 A07 SPECIAL 1 1 Job Reference (optional) owuers nrsiaource irnarn ul,y, r,-I, riara Uuy, rL - OOaor, I D:UFLsKgoi2lTgRmwAjjSQPzBAGN-syQRsnRXnyb9M6pKG9tg7skLQQNxkIvV8I6gSFyCMC7 -1-4.0, 7-3-13 13-0-0 19-7-7 26-10.0 32-0-0 1-4.0 7-3-13 5.8-3 6-7-7 7-2-9 ' 5-2-0 Scale=.1:56A : 1 01 0 4x6 4x6 =, .. - . - 6.00 12 3x4 = 5x 6 - 3x6. 4 19 5 20 .6 21 .. 7 5xl2 = . 3x6 II 7-3-13 14-4-0 21-6-0 26=10.0 32-0-0 7-3-13 7-0.3 7-2-0 S=40 Plate Offsets (X Y)-- [2.0-1-14 Edge] [3.0-3-0 0-3-0] [4.0-3-8 0-2-0] [6.0-3-0 0-3-01 [8:0-4-4 0-1-8] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) ;I/deli L/d PLATES GRIP TCLL 20.0 Plate Grip DOL a 1.25 TC :0.82 Vert(LL) 0.53 12-13 >720 :240 MT20 244/190 TCDL 7.6 Lumber DOL . 1.25 BC 0.72 Vert(CT) . -0.63- 12-13 >610 180 . BCLL 0.0 Rep Stress Incr... YES WB, 0.92 Horz(CT) .. 0.33 8 n/a n/a BCDL. 10.0 Code FBC2017/TPI2014 a Matrix -AS Weight: 182 lb FT = 20% . LUMBER- BRACING- ... TOP CHORD ' 2x4:SP N0.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.2 *Except* BOT CHORD Rigid ceiling directly applied. 2-12i 2x4.SP No.1, 8-10:2x6 SP M 26 WEBS 1 Row at:micipt. 7-8, 7-9 WEBS 2x4 SP No.3 " REACTIONS. (lb/size) 8=1196/0-4-0, 2=1256/0-8 0 :Max Horz 2=467(LC 12) Max Uplift 8=-694(LC 12), 2= 734(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.: TOP CHORD 2-3= 3773/2650, 34=-2935/2167, 4-5='-2976/2288, 5-6=-1689/1208, 6-7=-796/570, 7-8=-1150/888 BOT CHORD 2.13=-2768/3467, 12-13==2784/3476, 11-12=-1599/2130, 9-11=-623/871 WEBS 3-13=0/254, 3-12=-855/645,4-12=-623/1052, 5-12- 868/1120, 5-11=-1012/933, 6-11=-838/1180,6-.9=-1157/991,7-9=-932/1308 NOTES- . 1) Unbalanced roof:live loads have been considered for this design. 2) Wind: ASCE 7=10;.Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft;.B=45ft; L=40ft; eave=6ft; Cat. .II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) =14-0 to 2-8-0, Interior(1) 2-8-0 to'13-0-0, Exterior(2) 13-0-0 to t7-0-0, Interior(1) 17-0-0 to 31-10.4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber.DOL=1.60:plate grip DOL=1.60 3) Provide adequate drainage'to prevent water.ponding. 4) This trusshas been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. j. 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) Bearing at joint(s) 2 considers parallel to grain value us(ng.ANSI(rPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 694 lb uplift at joint 8 and 734 lb uplift at joint 2. - 9) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE N6.22839 MiTek USA, Inc. FL Cori 6634 6904 Parke; East Blvd. Tampa FL 33616 U " December ecemb r 4;2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED Mill REFERANCE PAGE 111I1-7473 rev. 10/0312015 BEFORE USE. " Design valid for use only with MiTek® connectors. This design Is based .only upon parameters shown, and; is for an Individual building component, not oJTuss system. Before use; the building designer must verify.the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary'and permanent bracing pp� " IVIiTek" W. Is always required: for stability and to prevent collapse with possible personal Injury.and:property damage. For general guidance regarding the, fabrication, storage, delivery, erection and bracing of trusses and truss systems,:seeANSVrP11 Quality Criteria, DSB-B9 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. .. .. Tampa, FL 33610 Jab Truss p Truss Type r i Qty Ply LOT 25/46/71 INDIAN RIVER T18812239 2177547 A08 MONO HIP Job Reference (optional) tiullaers rusibource tmani l:ny, rL), r Tani Idly, rL -_3Cabf, 0.4%U b JUI 14 — ID IVII I GA IIIU-11—, 111- .yt?„ ID:UFLsKgoi2lTgRrnwAjjSQPzBAGN-kjgxieU2rB5ark65V_ycliuOwljVget53M41 aOyCMBx 1.4-0 7-6-2 0 17-3-7 25-8.9 32-0-0 11-0- 1-4-0 7-6-2 3-5-14 6-3.7 8-5-1 a 6-3-7 Scale=.1:56.1 4x6 = 5x6 =2z4 11 3x4 = 4 17 A 1A 19 6 26 7 3z6 3x8 = 4x6 = 3x4 = 6x8 = 11 0 0 21-6.0 32-0-0 11-0-0 10-6-0 10-6-0 Plate Offsets (X Y)-- [2:0-2-9 0-1-81 [6:0-3-0 0-3-4] LOADING (psf) SPACING- 2-0-0 CSI. DEFL, in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) -0.27 11-14 >999 240 MT20 244/190 TCDL . 7.0 Lumber DOL . 1.25 BC 0.81: Vert(CT) -0.58 11-14 >660 180 BCLL 0.0 Rep Stress [nor YES WB .0.54 Horz(CT) 0.07 8 n/a n/a . BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 166 Ib FT = 20 LUMBER- BRACING- TOP CHORD 2x4'SP No.2 TOP CHORD ' 'Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4SPNo.3 WEBS 1 Row atmidpt. 5-11„6-8 REACTIONS. (lb/size) 8=1177/074-0, 2=1252/0-8-0 Max,Horz2=405(LC 12) Max Uplift 8= 691(LC 12), 2=-751;(LC 12) Max Grav 8=1194(LC 17), 2=1287(LC 17) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown.. TOP CHORD 2-3=-2122/1451, 3-4=-1872/1305, 4-5='-1646/1226, 5-6=-1552/1025 BOT CHORD 2-11=-1576/1919, 9-11=-1320/1755, 8-9=-835/1095 WEBS 3-11=-410/507, 4-11=-331/657, 5-11=-299/223, 5-9=-391/489, 6-9=-315/757, 6-8=-1429/1121 NOTES- 1) Unbalanced, roof live loads have been considered for this design. 2) Wind: ;ASCE,7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2p;sf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14=0 to 2-8-0, Interior(1) 278-0 to'l1-0-0, Exterior(2) 11-0-0 to 16-7-14, Interior(1) 16-7-14.to 31-10-4 zone;C-C for members and forces & MWF.RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads... 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the:bottom chord and any other members, with BCDL = 10.Opsf: 6)'Bearings are assumed to be:.; Joint 8 SYP No.2 crushing capacity of 565 psi. 7) ,Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 691 lb uplift at joint 8.and 751 Ib uplift at .... joint 2. 8) This fruss'design requires that a minimum of 7/16" structural wood sheathirig:be applied directly to th'e top chord and 1/2" gypsum . sheefrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6614 astBlvd.Tap 8904 Parke.E Tampa F L 33610 Date: Decemer 4,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. MOX2015 BEFORE USE.. Design valid for use only, with MITek® connectors. This design is. based only upon parameters shown, and: is for an individual building component, not a. truss system. Before use, the building designer must verify, the applicability of design parameters and properly incorporate this design Into the overall building design, Bracing indicated is to. buckling of individual truss and/or chord members only. Additional temporary and permanent bracing n OW prevent web Is always required for stability and to prevent collapse with possible personal Injury and:property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,.seeANSVIPII Quality Criteria, DSB-89 and SCSI Building Component a ,y' 6904 Parke East Blvd. Safety Infomlatloravailable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r i . city Ply LOT 25/46/7 / INDIAN RIVER T18812240 2177547 i A09 Half Hip' p1 1 Job Reference (optional) tsuuaersrusrbourcetrianlary,t-Lt, rianiL1iry,rL-aogoi, o•�Y����. +��,� •,,,_�,,,���,,,_� c� �� �, -�.� �� . ID:U FLsKgoi2lTgRrnwAjj SQPzBAGN-CwEKvUUgcVDRTuhI3iTrgwRCM R3vP2DEHOgb6SyCMBw 1-4-p g-3-4 9.0 0 16.8-9. 24-3.7 32-0-0 1-4-0 6.3-4 2.8-12 7-8-9 7-6-13 7-8-9 Scale = 1:56.1 5x8 = 2x4 11 5x6 = 4z6 = 4 18 19 5' 20 216 22, 7 m 0 12'- 10 9 8 3x4 = 3x4 = 4x6 = 3x6 I 3x6.— 3x8 = 9 0-0 16-B-9 24-3-7 32-0-0 9-0-0 7-8-9 7-6-13 7-B-9 Plate Offsets (X Y)-- [4.0-6-0 0-2-81 [6:0-3-0 0-3-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC :0.74 Vert(LL) 9.22_' 10 >999 240 MT20 '244/190 TCDL 7.0 Lumber DOL 1.25 BC : 0.79 Vert(CT) : -0.35 12-15 >999 180 BCLL 6.0 Rep Stress Incr YES WB 0.72 Horz(CT) 0.07 8 n/a n/a BCDL 10.0 Code. FBC2017/TPI2014 Matrix -AS Weight:.168 lb FT = 20 % . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD " Structural wood sheathing directly applied, except end verticals. BOT CHORD 2x4:SP No.2 BOT CHORD Rigid ceiling directly, applied.: WEBS 2x4 SP No.3 WEBS 1 Row at midpt " 7-9 REACTIONS. (lb/size) , 8=1177/0-4-0, 2=1252/0-8-0 Max Horz 2=343(LC 12) :Max Uplift 8=-681(LC 12), 2=-761(LC 12) FORCES. (lb) - Max. Comp./Max..Ten. - All forces 250 (Ib):or less except when shown. TOP. CHORD 2-3=-2143/1528, 3-4=-1950/1424, 4-5=-2124/.1542, 5-6=-2124/1542, 6-7=-1564/1104, 7-8=-1105/889 BOT CHORD 2-12=-1597/1878, 10-12=-1331/1722, 9-10=-1128/1588, :. WEBS 3-12=-302/394, 4-12=-199/435, 4-10=-309/568, 5-10=-427/504, 6-10=-493/629, 6-9=-758/751,7-9=-1253/1777 NOTES- 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE,7=10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=42psf; BCDL=6.Opsf; h=25ft;:B=45ft; L=40ft; eave=6ft; Cat. Il; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) =1-4-0 to 2-8-0, Interior(1) 2-8-0 to'9-0-0, Exterior(2) 9-0-0 to 14-7-14, Interior(1) 1477-14.to.31-10-4 zone;C-C for members and forces & MWF.RS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has. been designed for a 10.0 psf bottom chord live load .nonconcurrent with any other live loads.. 5) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3=6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) 'All.bearings are assumed to be SYP No.2 crushing capacity.of 565 psi. 7) Provide mechanical conneciion.(by others) of truss to bearing plate capable of withstanding 661 lb uplift at joint 8 and 761 lb uplift at .... joint 2. 8) This truss design requires that a minimum: of 7/16" structural wood sheathing.be applied directly to the top chord and 1/2" gypsum sheetrock:be' applied directly to the bottom chord. Walter P. Finn PENo.22839 MiTek USA, Inc. FL Cott 6634 6904 Parke. East Blvd Tampa a FL 33610 Date: . . December 4,2019 0 WARNING - VerUy design parameters and READ NOTES ON THIS AND INCLUDED M1TEK REFERANCE PAGE 6111-7473 rev. 1010312015 BEFORE USE: Design valid for use only with MTek® connectors. This design Is based ,only upon parameters shown, and: is for an Individual building component, not a,truss system. Before use, the building designer must verity, the applicability of design parameters and properly incorporate this design Into the overall design, Bracing Indicated is to buckling Individual truss and/or chord members only.. Additional temporary and permanent bracing MOW building prevent of web . Is always required for stability and to prevent collapse with possible personal injuryand property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems,:seeANSVTPl1 Quality Criteria, DSS-89 and SCSI Bufiding Component 6904 Parke East Blvd. Safety Inlormationavailable from Truss Plate Institute. 218 N. Lee Street, Suite. 312, Alexandria, VA 22314. Tampa, FL 33610 . Job Truss Truss Type r Qty Ply LOT 25/46/P/ INDIAN RIVER T18812241 217.7547 A10 .. HALF HIP GIRDER 1 1 Job Reference (optional) Duuuers nrstaource trrant City., FL), rianl Lny, rL - oaoDr, ID:U FLsKgoi2lTgRrnwAjjSQPzBAGN-91L4KAW w86T9i BrgA7VJvLW VEEkstuUXIKJiBLyCMBu -1-4-0 — 7-0.0 12-1-1 17-0-6 21-11-10 26-10-15 32-0-0 1-4-0 7-0-0 5-1-1 4-11-5 4=11-5'.' 4.11-5 5-1-1 Scale = 1:57.7 010 MT20HS = 3x6 = BxB, _ 2x4 11 .. 5x12 - 3x4 11 ..... .. . 6.0a 3 18 A :... 5 .. 19. 6 20. 7 8' c� �1 0 3x6 = 6x12 MT20HS = 2x4 11 6x12 MT20HS = 2x4 11 6x12 MT20HS = 5xB = .. 7-0-0 12-1-1 17-0-6 21-11-10 _ _ 26-10-15 32-0-0 7-0-0 5-1-1 4-11-5 4-11-5 4-11-5 5-1-1 Plate Offsets (X Y)-- [2:0-1-10 Edge] [3:0-6-8 0-1-121 [5:0-3-12 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.91 Vert(LL) 0.61 12-13 >626 :240 MT20 244/190 TCDL 7.0 Lumber DOL : 1.25 BC : 0.89 Vert(CT)- - -0.63 12-13 >612 180 MT20HS 187/143 BCLL 0.0 * Rep Stress Incr. NO WB 0.99 Horz(CT) 0.19 9 n/a n/a BCDL 10.0 Code. FBC2017/TP12014 Matrix -MS Weight:.171 lb FT = 20 % LUMBER- BRACING - TOP CHORD .2x4 SP No.1 *Except* TOP CHORD Structural wood sheathing directly applied, except end verticals. 1-3: 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied or 3-9-5 oc bracing. BOT CHORD 2x4 SP M 31 *.Except* WEBS 1 Row at midpt. 4-14, 7-11, 7-9 9-11: 2x4 SP No.2 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 REACTIONS. (lb/size) 9=2580/0-4-0, 2=2505/0-8-0' Max Harz 2=28.1(LC 8) Max Uplift 9==1.844(LC 8), 2=-1736(LC 8) Max Grav 9=3052(LC13), 2=3037(LC 13) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-5884/3380; 374=-5287/3126, 4-5=-6819/4115, 5-6=-6006/3624, 6-7=-6b06/3624, 8-9=-311/303 BOT CHORD 2-14=-3103/5230, 13-14=-4.115/6819, 12-13=-4250/7053,.11-12=-4250/7053, 10-11=-2241/3709, 9-10=-2241/3709 WEBS 3-14=-564/1425, 4-14=-.1976/1231, 4-13=-0/410, 5-13=-371/206, 5-12=0/323, 5-11=-1290/770, 6-.11=-692/682, 7-11=-1705/2830, 7-10=0/336, 7-9=-4513/2727' NOTES- 1) Unbalanced, roof, live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to :prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. . 5) This truss has been designed for a 10.0 psf bottom chord, live load nonconcurrent with any other live loads. 6) * This truss has been designed for alive load of 20.Opsf on the bottom chord in all areas where A eectahgle 3-6-0 tall by 2-0-0 Wide will fit between the bottom chord and any other:members. 7) Bearings are assumed to be: Joint 2 SYR No.2 crushing capacity of 565 psi. 8) 'Provide mechanical connection :(by others) of truss to bearing plate capable of withstanding 1844 lb uplift at joint 9 and 1736.lb uplift at joint 2. 9) Girder. carries hip end with 0-0-0 right side setback; 7-0-0-left side setback, and, 7-6-0 end setback. 10) Hanger(s) or other connection device(s) shall tie provided sufficient to support concentrated load(s) 674 lb: down and 468 lb up at Walter P. Finn PE No 22839 7-0-0 on top chord. The design/selection of such connection device(s) is the responsibility of others. MiTek USA, Inc. Fl. Cert6614 11) In the LOAD'CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). 6904Parke ,East Blvd. Tampa FL33616 LOAD.CASE(S) Standard ate: December 4,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev. 1010312016 BEFORE USE. ' Design valid for use only with MiTek® connectors. This design Is based only upon parameters shown, and: is for an Individual building component, not a truss system. Before use, the building designer must verify, the applicability of design parameters and properly incorporate this design Into the overall building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing A MiTbW Is always required for stability and to prevent collapse with possible personal Injury and:property damage. For general guidance regarding the . . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII Quality Criteria, DSB-89 and BCSI BuIldklp Component 6904 Parke East Blvd. Safety Informatlonavailable from Truss Plate Institute; 218 N. Lee Street, Suite.312, Alexandria, VA 22314. .. Tampa, FL 33610 Job qTruss Truss Type r Oty .Ply LOT 25/46/7/ INDIAN RIVER T18812241 217.7,547 A10 HALF HIP.GIRDER 1 1' Job Reference (optional) 0 WARNING -Verity design parameters and READ NOTES ON TH/S AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE: " Design valid for use only, with MITek® connectors. This design is, based .only upon parameters shown, pandas for an Individual building component, not a.truss system. Before use, the building designer must verify. the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to. prevent buckling of Individual truss web and/or chord members only.. Additional Temporary and permanent bracing �►A M!Tek' is always required for stability and to prevent collapse with possible personal injury and:property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIP[l Quality Criteria,'DSB$9 and SCSI Building Component .. 6904 Parke East Blvd., Safety Informatlonavallable from Truss Plate Institute; 218 N. Lee Street Sulte.312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type e 11ty Ply LOT 25/46/7 / INDIAN RIVER 1 T18812242 217.7547 Al Hip Job Reference (optional) nuuaers rnstaource trrani,uny,,rL), riant uny, rc-a000r, 1D:U FLsKgoi2lTgRrnwAjjSQPzBAGN-dUvSYW XZvQbOKLQskgOYSY3kOe4McULg_2FjnyCMBt -1-4=0 5-1-13 10-6-3 15-0-0 16-8-0 18-4-0 : 22-4-0 25-0-0 23-0-0 W-4-0 34-8-0 1-4-0 5-1-13 5-4-6 4-5-13- : 1-8-0 1-8-0 4-0-0 2-8-0 3-0-0 5-4,0 Scale=.1:64.7 ' . 5x6 .. .. 6 6x8 l20 0 m I�1 0 19 0 m 0 5x8 11 3.00 12 zxv zxv ii 14-8.12 5x8 5x6 = . . . 2x4 11 ... ... .. 21-5-10. .. 6-10-8' i 14-4-0 19-7-4 20-10-q 22-5-2 28-0-0 i 33-4-0 6-10-8 7-5-8 5-3-4 .1, 2,1'2 -11- 5-6-14 5-4-0 .0-7-10 Plate Offsets (X Y)-- [2:0-3-6 Edge] [2:0-2-3 Edge] [3:0-3-0 0-3-0] [5:0-3-0 0-2-7] [6:0-5-4 0-3-0] [7:0-3-0 0-3-0], [10:0-2-8,0-1-8], [10:0-3-4,0-1-10] LOADING (psf) SPACING- 2-070 CSI. DEFL. in (loc) : .I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL _ 1.25 TC 0.65 Vert(LL) 0.45 14-15 >890 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC : 0.87. Vert(CT) . -0.65 14-15 >617 180 BCLL 0.0, ' Rep Stress Incr.. YES WB 0.44 Horz(CT) 0.35 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight::195 lb FT = 20 % LUMBER- BRACING - TOP CHORD 2x4 SP No.2 *Except' TOP CHORD. Structural wood sheathing directly applied. 5-6::2x6 SP No.2 BOT CHORD Rigid ceiling directly.applied. Except: BOT CHORD 2x4 SP No.2 . 5-2-0 oc bracing: 12-13 WEBS 2x4 SP No.3 WEDGE Left: 2x4 SP No.3 SLIDER Right 2x4 SP No.3 2-6-0 REACTIONS. (lb/size) - 2=1292/0-8-0, 10=1319/0-8-0 Max Harz 2=336(LC 11) Max Uplift 2=-801(LC 12), 10=-817(LC 12) FORCES.. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD . .2-3=-3965/2452, 3-4=-3786/2319, 4-5=-2984/1859, 6-7— 2385/1584, 7-8=-2111/1444, 8-10=-2160/1387, 5-6=-2426/1634 . . BOT CHORD 2-15=-2052/3779, 14-15=-1711/3270, 13r14=-972/2028, 12-13— 1315/2232, 10-12=-1084/1890 WEBS 3-15= 207/283, 4-15=-178/474, 4-14=-608/570, 5-14=-675/1162, 6-14= 322/853, - 6-13_ 159/373, 7-13=-225/310, 7-12=-450/328 NOrES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160rhph (3-second gust) Vasd=124mph; TCDL=4,2psf; BCDL=6.0psf; h=25ft; B=4511; L=40ft; 6ave=4ft; Cat., . -. II; Exp C; Encl., GCpi=0.18; MWFRS.(direbtional) and C-C Exterior(2) 71-4-0 to'2-8-0, Interior(1) 278-0 to 15-0-0, Exterior(2) 15-0-0 to . 22-4-0, Interior(1).22-4-0 to 34-8-0 zone;C-C for members and forces & MFRS for reactions shown; Lumber DOL=1.60 plate grip' :DOL=1.60 3) .Provide adequate drainage to.prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord, live load nonconcurrent with any other live loads. 5) * This truss has been designed for alive 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) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 7) '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. 8) Provide mechanical connection (by others) of truss to bearing plate. capable of withstanding 801.Ib uplift at joint'2 and 817 Ili uplift at jointl0. Walter P.Finn PENo.22839 9) This truss design requires that a minimum of 7/1,6" structural wood sheathing be applied directly to the top chord and 1/2" gypsum MiTek USA, Inc.,FL Cert669 sheetrock be, applied directly to the bottom chord. 6904 Parke. East Blvd. Tampa FL 33610 Data: December 4,2019 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED mri REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design volld for use only, with MTek® connectors. This design Is based .only upon parameters shown, .and.Is for an individual building component, not �� ' a.truss system. Before use; the building designer must verify, the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing p� T W ' prevent Is always requiredfor stability and to prevent collapse with possible personal Injuryand:property damage. For general guidance regarding the . IVI� l fabrication, storage, delivery, erection and bracing of trusses and truss systems,:seeANSV1Pl1 Quality Criteria, DSB-89 and BCSI BuAdmp Component 6904 Parke East Blvd. Safety Informatlonavoilable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. .. Tampa, FL 33610 Job Truss p Truss Type , Qty • Ply LOT 25/46/7/ INDIAN RIVER t T18812243 2177547 Al2 Hip 1 1 Job Reference (optional) rsuuaers nrsioource tram: k ny, ram), riani uny, rL- 00001, -1- , ID:UFLsKgoi2lTgRrnwAjjSQPzBAGN-Zti DzCYpR1 rkZfaFrF2OXz8lxSIR4MpzRIXMogyCMBr 1-4-0 6-0.4 13-0.0 20.4.1 22-0-0 28-0-0 33-4.0 1-4-0 6-0-4 6-11-12 7-4.0 1-8-0 6-0-0 5-4-0 1-4-0 Scale=.1:61.9 : 5x8 - 5x13 = 6.00 F12 4 - 26 27 5 20 11. .. 1co 0 218-7-4 14-8-12 3x4' — x8 5 2x4 11 8-8-15 14-4-0 22-0-0 m 0 (6 0 42 m IC? o :Plate upsets (X y)-- [2:U-u-IU tageJ wU-U-U u-U-U] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 . Plate Grip DOL 1.25 TC :0.88 Vert(LL) 0.52 12-13 >769 240 MT20 244/190 TCDL 7.0 Lumber DOL . 1.25 BC' 0.84, Vert(CT) : -0.65 12-13 >619 180 BCLL 0.0 Rep Stress Incr YES WB 0.51 Horz(CT) 0.37 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight::180 lb FT = 20% LUMBER- BRACING - .TOP CHORD 2x4:SP No.2 *Except* TOP CHORD Structural wood sheathing directly applied. 3-4:: Px4 SP No.1 BOT CHORD Rigid ceiling directly applied. Except: BOT CHORD 2x4 SP No.2 *Except' 5-1 rO oc bracing: 10-11 2-12: 2x4 SP N6.1 WEBS 2x4 SP Nb.3 REACTIONS. (Ib/size) 2=1305/0-8-0, 8=1305/0-8-0 Max Horz 2=295(LC 11) Max Uplift 2=-809(LC 12), 8=-809(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-4017/2634, 3-4=-3638/2293, 4-5=-3205/2089, 5-6=-2510/1889, 6-7=-2568/1718, 7-8=-2380/1578 BOT CHORD 2-13=-2230/3755, 12-13=-1504/2960, 11-12=-1167/2208,.10-11=-1328/2159, 8-10=-1291/2087 WEBS 3-13=-425/531, 4713=-316/604, 4-12= 369/394,.5r12=-621/1337, 5-11=-342/463, 7-11=-95/275, 7-10=-422/377, 6-11=-251/367 NOTES- 1) .Unbalanced roof live loads have been considered for this.design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=4ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-870, Inteiior(1) 2-8-0 to 13-0-0, Extericr(2) 13-0-0 to 17-0-0,, Interior(1) 17-0-0 to 20-4-0, Exterior(2).20-4-0 to 24-4-0, Interior(1) 24-4-0 to'34-8-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.66 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) :This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent.with any. other live loads. 6) .' 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 flit between the bottorn.chord and any other members.. 6) Bearings are.assurtled to be: Joint 2 SYP No:2,crushing capacity bf 565'psi.: • . 7) 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. 8) Provide mechanical connection (by others) of truss to -bearing plate capable of withstanding 809 lb uplift at joint 2 and 809 lb uplift at joint 8. 9) This truss design requires that a minimum.of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrack,be. applied directly to the Bottom chord. .. . Walter P. Finn PE No.22830 MiTek USA, Inc. FL Cori 6634 6904 Parke East Blvd. Tampa FL 33010 Date: December 4,2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 10103/2015 BEFORE USE. * Design valid for use only, with MiTek® connectors. This design is:based .only upon parameters shown, and is for an individual building component, not a truss system. Before use; the building designer must verify. the applicability of design parameters and properly Incorporate this design Into the overall building design,' Bracing indicated Is to prevent buckling of individual trussweb and/or chord members only. Additional temporary and permanent bracing . MOWIs always required for stability and to prevent collapse with possible personal Injuryand: property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,:seeANSVTP11 Quality Criteria, DSO-89 and BCSI Milling Component ' . 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute; 218 N. Lee Street, Suite 312, Alexandria, VA 21114. ' ' ' .. Tampa, FL 33610 Job Truss p Truss Type Qty Ply LOT 25/46/7 / INDIAN RIVER T18B12244 217.7547 A13 .. Hip 1 1' Job Reference (optional) punaers mrslaource Irian ury, r-Li, rian uny, ra-ao0or,��- ID:U FLsKgoi2lTgRmwAjjSQPzBAGN-VG9zOta3ze5Spzjezg5UcODQnFTW YKI GucOSsYyCMBp -1-4.0 4-10-7 11-0-0 15-8-P- 22-4-0 28-5-9 33-4-0 34-6.0 1-4-0 4,10-7 6-1-9 5.6-0 5-8-0 6-1-9-4-0 Scale=,1:59.6 . 5x6 = 2x4 11 5x6 = 4'. 5 6 2x4 Q • 3 22- 21 2x4 i 23 . m.. 7 0. N 24 1.5x8 STP= 1.5x8:STP; r .. . 2' .. 8 r?. 9 1 101 ]a o o;. 14 25 26 13 12 _. 11 27 28 10 3x4 _ 3x4 = 3x8 — 3x4 =.... 3x4 = — 3x4 — 3x4 = 8-1-5 16-6.0 25-2-11 33-4-0 8-1-5 8-6-11B-6-11 B-1-5 Plate Offsets (X Y)-- [2:0-0-8 Edge] [4:0-3-8 0-2-4] [6:0-3-8 0-2-4] [8:0-0-8 Edge] 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 0.67 Vert(LL) 0.21 _ 12 >999 :240 MT20 244/190 TCDL 7.0 .. .' Lumber DOL. 1.25 BC . 6.73 Vert(CT) " -0.36' 10-12 >999 180 BCLL 0.0 Rep Stress Incr YES W B .0.29 Horz(CT) . . 0.10 8 n/a n/a . BCD.L 10.0 Code, FBC2017/TPI2014 Matrix -AS Weight:.168Ib FT=20%0 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4.SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP.No.3 REACTIONS. (lb/size) 2=1305/0-8-0, 8=1305/0-8-0 Max Horz 2=254(LC 11) Max Uplift 2=-809(LC 12), 8= 809(LC 12) Max Grav 2=1312(LC 17), 8=1312(LC 18) FORCES. (lb) - Max. Comp./Max; Ten. - All forces 250 (Ib) or less except when shown.. TOP CHORD 2-3=-2378/1773, 3-4=-2124/1565, 4-5=-1889/1529, 5-6=-1889/1529; 6-7=72125/1565, 7-8=-2378/1773 - BOT CHORD 2-14=-1457/2278, 12-14=-960/1739, 10-12=-981/1639;8-1 0=-1478/2093 WEBS 3-14=-383/495, 4-14=-204/494, 4-12=-238/467, 5-12=-327/365, 6.12= 238/467, 6-10=-204/484, 7-10=-383/495 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. .11; Exp C; Encl., 60pi=0.18; MWFRS (directional) and C-C Exterior(2) =1=4-0 to 2.8.0,.Interior(1) 2-8-0 to 11-0-0, Exterior(2) 11-0-0 to' 0-8-0, Interior(1) 16-8-0 to 22-4-'0, Exterior(2) 22-4-0 to 27-11-14, Interior(1) 27-11-1.4 to 34-8-0 zone;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water po.ndirig. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ` This truss has been designed for a live' load of 20.Opsf on the bottom'chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide' will fit between the bottom chord and any other members, with BCDL = 10.Opsf. 6) Provide mechanical connection .(by others) of truss to bearing plate capable of withstanding 809 lb uplift at joint'2.and 809 lb uplift at joint 8. 7) This truss design requires that a minimum.of 7/16" structural wood sheathing:be applied directly to the top chord and 1/2" gypsum sheetrock:be applied directly to the bottom' chord. Walter P. Finn PE No.22830 MiTek USA, Inc. FL Cert 6634 6904 Parkelast Blvd. Tampa FL 33610 Date: December 4,2019 ;WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design valid for use only. with MITek® connectors. This design Is. based .only upon parameters shown, and. is for an Individual building component, not .. a.tfuss system. Before use; the building designer must verify.the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to, prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing MOW Is always required. for stability and to prevent collapse with possible personal Injury and:property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems,.seeANSVTPl1 Quality CrBeda, DSB-89 and BCSI BuOding Component 6904 Parke East Blvd. Safety Infonnatlonovailable from Truss Plate Institute; 218 N. Lee Street, Suite.312, Alexandria, VA 22314. .. Tampa, FL 33610 Job Truss Truss Type , Qty Ply LOT 25/46/7/ INDIAN RIVER T18812245 2177547 A14 :. Hip 1 1 Job Reference o tional Buiiaers nrsioource tr-iani,L,iiy,_rL), - Plan[ UIry, rL - 0300/, 0-y 5 UU, IY LU I u IYII I - 111UUM11CJ, 111G. Y'Fu I D:U FLsKgoi2lTgRmwAjjSQPzBAGN-zSj LbDbhkyDJQ61 gXNcj9cmaCfoYHhVP7GmOP?yCMBo 1-4-0 6-3.4 9-0-0 i6-8.0 24-4-0 27-0-12 33-4-0 34-8-0, 1-4-0 6-3.4 2-8-12 : 7-8-0 7-8-0 ' 2-8-12 c 6-3-4 1-4-0 Scale = 1:59.6- 5x8 2x4 11 . 5x8 = .. 4 23 24 - 25 5 26 27 28. 6 6.00 F12 2x4 \\ 2x4 3 7 21 22 29 .30 C? o: v . ..... 1.5xB STP= — 1.Sx8 STP— co 2 .8 V) 9 )4 0 o 14 13 12 11 :10 ... — 3x4 =. 3x4 —. 3x8 = 3x4 = 3x4 = 3x6 =. 3x6 9-0-0 16-8-0 24-4-0 33-4.0 9.0-0 7-8-0 7-8-0 : 9-0-0 Plate.Offsets (X,Y)-- [4:0-6-0,0-2781,[6:0-6-0,0-2-81 LOADING (psf) SPACING- 2-070 CSI. DEFL. in (loc) :I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL .: 1.25 TC 0.75 . Vert(LL) 0.25 12 >999 :240 MT20 244/190 TCDL 7.0 Lumber DOL: 1.25 Bc 0.81 Vert(CT) -0.35 14-17 >999 180 BCLL 0.0. ' Rep Stress Incr. YES WB 0.70 Horz(CT) 0.10 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight 183lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD . 2x4:SP No.2 BOT CHORD Rigid ceiling directly applied.' WEBS 2x4 SP No.3 . REACTIONS. (lb/size) 2=1305/0-8-0, 8=1305/0-8-0- Max Horz 2=213(LC 11) :Max Uplift 2=-809(LC 12), 8"_-80%LC 12) FORCES. (lb) -Max. Comp./Max. .Ten. -Al] forces 250 (lb):orless except when shown. TOP CHORD 2-3=-2262/1685, 3-4=-2067/1578, 4-5=-2328/.1820, 5-6=-2328/1820, 677=-2067/1578, 7-8= 2262/1685 BOT CHORD 2-14=-1332/1983, 12-14==1059/1824, 10-12=-1080/1824, 8-10=-1353/1983 WEBS 3-14= 306/405, 4-14=-208/436, 4-12=-484/683, 5-12=-470/551, 6-12=-484/683, 6-10=-208/436, 7-10=-307/405 NOTES- 1) Unbalanced, roof live loads have been considered for this design. . , 2) Wind:'ASCE:7-10; Vult=160mph (3-second. gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2)-1-4-0 to 2-8-0, Interior(1) 278-0 to'9-0-0, Exterior(2) 9-0-0 to .14-7-14, Interior(1) 14,7-14.to.24-4-0, Exterior(2) 24-4-0 to 29-11-14, Interior(1) 29-11-14 to 34-8-0 zone;C-CJor members and f9rces & MWFRS for reactions'shown; Lumber DOL=1.60.plate grip DOL=1.60 .. 3) Provide adequate drainage to prevent water ponding: 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) :Provide mechanical connectlon.(by others) of truss to bearing plate capable of withstanding 809 lb uplift at joint 2 and 809 lb uplift at joint 8. 7) This truss design requires.that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and.1/2" gypsum sheetrock be. applied directly to the bottom chord. Walter P. FinnPE'No.22839 Mi rek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: December 412019 Q'WARNING -Verify design parameters and READ NOTES ON' THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 1WO31201S BEFORE USE. Design valid for use only with MITekB connectors. This design is based .only upon parameters shown, and Is for an Individual building component, not �R a, truss system. Before use; the building designer must verify.the applicability of design parameters and properly incorporate this design into the overall . building design, Bracing Indicated is to prevent buckling of individual truss.web and/or chord members only.. Additional temporary and permanent bracing T MI IeK" Is always required. for stability and to prevent collapse with possible personal Injury and:property damage. For general guidance regarding the _ . fabrication, storage, delivery, erection and bracing of trusses and truss systems,,seeANSVTP11 Quality Criteria,'DSB-69 and SCSI Building Component .. 6904 Parke East Blvd. Safety Infomratlonavailable from Truss Plate Institute; 218 N. Lee Street, Suite.312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Ply Ply LOT 25/46/7/ INDIAN RIVER t T18812246 2177547 A15 .:.. Hip Girder 1 1' Job Reference (optional) punaers mrstsource triant ury, rL/, ream cny, rL - sa5ut, O.zwU s aul I v zU I a Iva I en Irluusulea, IIIU. vveU ueU Y I LtiU GV I J ayo ID:U FLsKgoi2lTg RrnwAjj SOPzBAGN-SeGjoZbJUGM92GtO457yipJmv3DBO66ZMwVZxRyCMBn -1-4-0 4-9-13 7-0-0 10-2-9 16-8-0 — 23-1-7 26-4-0 2B-6-4 3.3910 34-8-0 1-4-0 4-9-13 2-2-4 3-2-9 6-5-7 6-5-7 .. 3-2-9 2-2+3 4-9-13 1-4-0 Scale = 1:59.6 6x12 MT20HS = 3x6 = 6.00 F12 .. 3. 184 19 6xl2 MT20HS 7x10. 3x6 5 20 6 21 7 lu 12 11 1.5x8 STP = 46 = Bx14 MT20HS = 8x14 MT20HS = 4x6 = 5x8. 7-0-0 12-8-14 20-7-2 26-4-0 33-4-0 7-0.0 5-8-14 7-10-3 5-8-14 7-0-0 Plate Offsets (X 1)-- [2:0-1-10 Edge] [3:0-8-4 0-1-15] [5:0-5-0 0-4-8] [7`0-'840-1-15] [8:0-1-10 Edge] [11:0-7-0;0-4-81, [:12:0-7-0,0-4-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Ud PLATES GRIP TCLL 20.0 _ Plate Grip DOL 1.25 TC 0.69 Vert(LL) 0.49-11-12 _I/defl >819 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC . 0.46• Vert(CT) . -0.53 11-12 >760 180 MT20HS .187/143 BCLL 0.0 * Rep Stress Incr NO WB 0.81 HOrz(CT) 0.14 8 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Weight: 198lb FT=20% LUMBER- BRACING - TOP CHORD 2x4:SP M 31 *Except* TOP CHORD Structural wood sheathing directly applied or 2-8-11 oc purlins. 3-5,5-7: 2x6 SP M 26 BOT CHORD Rigid ceiling directly applied or.4-7-1 oc bracing. BOT CHORD 2x6 SP M 26 . WEBS 2x4 SP.No.3 REACTIONS. (lb/size) 2=2578/0-8-0, 8=2578/0-8-0 Max Harz 2=-171(LC 6) Max Uplift 2=-1824(LC 8), 8=-1824(LC 8) Max Grav 2=3137(LC 13), 8=3137(LC 14) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250'(lb)'or less except when shown. TOP CHORD 2-3=-6276/3658, 3-4==5667/3387, 4-5=-7522/4487, 5-6=-7520/4487, 6-7=-5665/3387, 7-8=-6275/3658 BOT CHORD 2-13=-3072/5657, 12-13=-4010/7062, 11-12=-4754/8121, 10-11=-4010/6958, 8-10= 3072/5527 WEBS 3-13=-906/1880, 4-13=-2098/1349, 4-12=-347/972, 5-12=-770l710, 5-1.1=-770/710, 6-11=-347/972, 6-10=-2097/1348, 7-10=-906/1880 NOTES- .1) Unbalanced roof live loads have been considered for this.design. 2) . Vind: ASCE 7-10; Vult=160mph (3-second gust) V.asd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=40ft eave=6ft; Cat. ll Exp C; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainageto prevent water,ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) .* This truss has been:designed for a live load of 20.Opsf on.the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. .7) Provide mechanical connection (by others) of truss, to, bearing plate capable of withstanding 1824 lb uplift at joint 2 and 1824 lb uplift at joint 8. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 674 lb down and 468 lb up at 26-4-0, and 674 lb down and 468 lb up at 7-0-0 on top chord.: The design/selection.of such connection device(s) is the responsibility of others.. 10) In the LOAD CASE(S) section, loads applied to.the face of the truss are noted as front (F) or back (B).. LOAD CASES) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase,--1.25 Uniform Loads (plf) Vert: 1-3=-54, 34=-112(F=-59), 7-9=-54, 2-8=42(F=-22) Walter P. Finn -PE No!2839' MiTek USA, Inc. FL Cert 669 6904 Parke East Blvd. Tampa FL 33610 Date: December 4,2019 WARNING -Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 11111-7473 rev. 1010312015 BEFORE USE. Design valid for use only, with MTek® connectors. This design is based .only upon parameters shown, and. is for an Individual building component, not '* a. Truss system. Before use: the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated Is to prevent buckling of individual truss,web and/or chord members only. Additional temporary and permanent bracing MITek' Is always required.for stability and To prevent collapse with possible personal injury and:property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems,:seeANSVTPII Cuallty Criteria,'DSB-89 and SCSI Bu9dtng Component 6904 Parke East Blvd. Safety Informattonavallable from Truss Plate Institute; 218 N. Lee Street, Suite. 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type . Qty Ply LOT 25/46/7 / INDIAN RIVER T18812246 2177.547 A15 Hip Girder 1 1 Job Reference (optional) Q WARNING -Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. 1010312015 BEFORE USE. Design valid for use only -with MI.Tek® connectors. This design Is based only upon parameters shown, sand. is for an Individual building component, not a,truss system. Before use; the building designer must verify.the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporary and permanent bracing p A iwiTeiC� is always required: for stability and to prevent collapse with possible personal Injuryand:property damage. For general guidance regarding the fabricatlon, storage, delivery, erection and bracing of trusses and truss systems,:seeANSIMII Gua]HHyy CAI®da, DSB-69 and SCSI Building Component 6904 Parke East Blvd. Safety Infomlatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. Tampa, FL 33610 Job /Z Truss Truss Type r Qty Ply LOT 25/46/7 / INDIAN RIVER f T18812247 2177547 B01 GABLE' 1 1 Job Reference (optional) nuuaers Firstaource (Plant Cny, FL), riant Guy, rL - 5,55W, 8.240 s JUI 14 La I9 IVII I eR Irruustrles, mu. vveu ueu 4 1 r,4u.ou cu i a rnye 1 ID:UFLsKgoi2lTgRrnwAjjSQPzBAGN-01 OUDFdaOtctHal PCW9QnEO6ZtstU4yspE?g?KyCMBI -1-4-0 4-2-0 12-8-0 20-6-8 25-1-1 29-4-0 i30-8-0 1-4-0. 4-2-0 8-6-0 7-10-6 4.6-1 1 4-2-15 - '1-4-0 Scale-.1:57.8 ' 46 'I l 4 6.00 12 12 3x4 = 3x4 = 3x4 = 3x4 = 8 10 0 9-q-0 16-0.10 22-10-1 29-10 8-10-0 0- -0 7-0-10 6-9-7 6-5-15 :Plate Offsets (X,Y)--[2:0-2-9,0-1-81,[4:0-2-0,0-0-01,[5:0-3-0,0,3-41,112:0-3-8,0-3-01,[14:0-2-0,0-0-41 LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) -1/defl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL : 1.25 TC 0.68 Vert(LL) -0.11 . 11-12 •>999 240 MT20 244/190 TCDL -7.0 Lumber DOL : 1.25 BC 0.58 Vert(CT) . -0.18 11-12 >999 180 BCLL 0.0 Rep Stress Incr YES WB ..0.53 Horz(CT) , 0.02 12 n/a n/a BCDL 10.0 Code, FBC2017/TP12014 Matrix -AS Weight::205 lb FT = 20% LUMBER- BRACING - TOP CHORD :2x4-SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD . 2x4:SP No.2 'Except BOT CHORD Rigid ceiling directly. applied. Except: 3-12: 2x4 SP No.3 6-0-0 oc bracing: 12-13 WEBS 2x4SP.No.3 WEBS 1 Rowat'micipt 4-12 OTHERS 2x4 SP No.3 REACTIONS. All bearings 8-8-0 except Qt=length) 7=0-8-0, 12=0-8-0. (Ib) - Max Horz 7=-330(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 14, 16 except 7= 566(LC 12), 12=:669(LC 12), 2=-257(LC 12),. . . 17=-243(LC 12) Max Grav All. reactions 250 lb or less at joint(s) 2, 14, 15, 16, 2 except 7=827(LC 18), 12=1028(LC 1), 17=318(LC 17) FORCES.. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TORCHORD 4-5=-648/620, 6-6--1164/819, 6-7=-1307/67012-3=-224/316, 3-4=-220/469 BOT. CHORD 11-12= 471367, 9-11=-580/1080, 7-9=-743/1368, 12-13=-397/594, 3-13=-414/479 WEBS 5 9=-72/345; 5-11=-625/567, 4-11=-337/705; 4-12=7795/230 NOTES- 1) .Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. Il Exp C; Encl., GCpi=0.18; IMWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Intedor(1) 2-8-0 to 12-8-0, Exterior(2).12-8-0 to 16-8-0,•Interior(1).16-8-0 to 30-8-0 zone; end vertical left exposed; porch:left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate'g6p 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/fP1.1.. . 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable studs spaced at 2-0-0.oc: 6) This truss'has been designed for a 10.0 psf bottom chord live load honconcurrent with any other live loads. 7) ' This truss Has been designed for a liva load of 20.Opsf on the bottom chord ill 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. 8) All bearings are assumed to be SYP No.2 crushing capacityof,565 psi. g) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) .14, 16 except (jt=1b) 7=566, 1,2=669,'2=257, 17=243, 2=257. 10) This truss design -requires that a minimum of 7/16" structural wood sheathing be applied directly to,the:t60:chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE N622939 MiTek USA, Inc. FL Cert 669 8904 Parke East Blvd- Tampa FL 33610 Date: December 4,2019 AWARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 114II-7473 rev. 1010312015 BEFORE USE. ` Design valid for use only, with MITek® connectors. This design is, based only upon parameters shown, sand, Is for an Individual building component, not a, truss system. Before use, the building designer must verify. the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only., Additional temporary and permanent bracing . MITek" is always required. for stability and to prevent collapse with possible personal injury.and:property damage. For general guidance regarding The fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPI1 Quality Cdtoda, DSB49 and SCSI Building Component 6904 Parke East Blvd. Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. .. Tampa, FL 33610 Job Truss Truss Type Qty Piy LOT 25/46/7 [INDIAN RIVER T18812248 2177547 B02 .... SPECIAL . 2 1" . Jab Reference (optional) tsuuuers mrstoource Irian airy, r-LI, rram Uay, rL - 0001?11 110 5.11-11 _ 8 0 1-4-0 5.11-11 2-10-5 I ID:U FLsKgoi2lT.gRmwAjjSOPzBAGN-sDysRbeCnBkkvkcbmDhfJSxlyGAj DX4?2ukDYmyCMBk 217-0 25-11-9 29.4-0 ,30-8-0, 7-11-0 5-4-9 3-4-8 1-4+0 Scale = 1:62.3 5x6 = 5. .".. 6.00 12.. 0 o" � N Ia o 14 19 3x4 = 3x4 = 3z4 3x4 = 1.5x8 STP 6x8 = 9- -0 16-0-11 23.5-3 29.4-0 0- -0 7-0-11 7-4-8 5-10.13 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/defl Ud PLATES- GRIP TCLL 20.0 - Plate Grip DOL 1.25 TC 0.64 Vert(LL) 0.42 15-18 >258 240 : MT20 244/190 TCDL 7.0 Lumber DOL : 1.25 BC 0.73 Vert(CT) 0.34.15-18 >324 180 MT20HS "187/143 BCLL 0.0, ' Rep Stress Incr YES WB .0.54 Horz(CT) -0.02 13 n/a n/a BCD.L 10.0 Code FBC2017/TPI2014` Matrix -AS Weight;185 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4'SP No.2 TOP CHORD. . Structural wood sheathing directly applied. BOT CHORD . 2x4 SP No.2 'Except' BOT CHORD Rigid ceiling directly applied." Except: 4-13: 2x6 SP No.2 6-0=0 cc bracing: 13-15 WEBS 2x4SP.No.3 WEBS 1 Row atmidpt 5-13.. REACTIONS. (lb/size) 13=1167/0-8-0, 2=356/0-8-0, 8=799/0-8-0 Max Holz 8=-330(LC 10) Max Uplift 13= 793(LC 12), 2=-504(LC 12), 8=-539(LC 12) Max Grav 13=1.167(LC 1), 2=370(LC 21), 8=824(LC 18) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 5-6=-633/523, 6-7=-1187/714, 7-8=-1359/812, 2-3=-311/379; 4-5=-185/261 BOT CHORD ' .11-13=0/364, 10-11=' 495/1072, 8-10=-710/1430, 13-15=-450/809 WEBS 7-10=-236/256, 6-10=-56/363, 6-11=-623/569, 5-11=-342/696, 5-13=-801/446, 3-15=-31.3%504 NOTES- 1 ) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4:2psf; BCDL=6.Opsf; h=25ft; 13=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) =1=4-0 to 2r8-O,.Interior(1) 2-8-0 to'12-8-0, Exterior(2) 12-8-0 to 16-8-0, Interior(1) 16-8-0 to 30-8-0 zone; end vertical left exposed; porch left exposed;C-C foi members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) All plates are MT20 plates unless otherwise indicated. 4) This truss has. been designed for a 10.0 psf bottom chord live load donconcurrent 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 BCD = I O.Opsf. 6) Bearings are assumed to: be: Joint 8 SYP No.2 crushing capacity of 565 psi, Joint 2 SYP No.2 crushing capacity of 566 psi. .. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 13=79312=504, 8=539. 8) This truss design requires that a minimum of 7/16" structural wood sheathing:be applied directly to the top chord and 1/2" gypsum sheetrock.be applied directly to the bottom chord. Walter P. Finn PE No.22839 . . ; " . MiTek USA, Inc. FL Ceit 6634 6904 Parke; East Blvd. Tampa FL 33610 Data: December 4,2019 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MrFEK REFERANCE PAGE MIf-7473 rev. 10103/2015 BEFORE USE: Design valid for use only with MiTek® connectors. This design Is; based only upon parameters shown, ond. is'for an individual building component, not a.truss system. Before use; the building designer must verify.the applicability of design parameters and properly incorporate this design into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only.. Additional temporaryand permanent bracing MITek' Is always required. for stability and to prevent collapse with possible personal injury.and:property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/IPI1 Quality Cdloda,'DSB-89'and BCSI BuOding Component 6904 Parke East Blvd. Safety Informatlonovalloble from Truss Plate Instltute; 218 N. Lee Street Suite 312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 25/46/7 / INDIAN RIVER T16812249 2177547 B03 MONO TRUSS 2 1 Job Reference (optional) Iyuuaers rirs[z)ource trlanl L ny, r_ LI, rianc Ury, rL - 00001, me4u s uu, 14 eu I u IV,I I eK InuuSlneS, ma. vveu JUL; 4 , 1:4u:ae eu IV rnyu I ID:UFLsKgoi2lTgRmwAiiSQPzBAGN-KQW EexegYUsbXuBnJxCusfTONgW8y3k8HYUn4CyCMB1 1-4-0 6-4-1 9-4-0 1-4-0 : 6-4-1 2-11-15 .. Scale = 1:29.4 4 1.5xB STP = 6xB 3x6 = 8-11-B Plate,Offsets (X,Y)-- [2:0-9-4,0-2701 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) "Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.31 5-7 >351 240 MT20 244/190 TCDL . 7.0 Lumber DOL 1.25 BC 0.72 Vert(CT) 0.27 5-7 >416 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.19 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code. FBC2017/TP12014 Matrix -AS Weight: 52 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied, except end verticals. BOT CHORD . 2x6'SP No.2 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 . REACTIONS. (lb/size) 5=335/0-3-8, 2=417/0-8-0 Max Horz 2=350(LC 12) Max Uplift 5=-450(LC 12), 2=442(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP.CHORD 2-3=-275/216 BOT CHORD 2-5=-508/219 WEBS 3-5=-303/645 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=.6:Opsf; h=25ft; B=45ft; L=40ft;.eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2.8-0,:Interior(1) 2-8-0 to 9-2-4 zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown;.Lumber DOL=1:60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live leads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except at=lb) 5=450, 2=442. 6) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MiTek USA, Inc. PL Cart 6634 6904 Parke. East Blvd. Tampa FL 33610 Date: - December 4,2019 ;WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIP7473 rev. 10/03,2015 BEFORE USE. Design valid for use only, with MITek® connectors. This design Is. based .only upon parameters shown, and, is for an Individual building component, not a.truss system. Before use, the building designer must verify.the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chard members only., Additional temporary and permanent bracing /� iviiTeiC* Is always required. for stability and to prevent collapse with possible personal Injury.ondiproperty damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems,:seeANSVIPII Quality Criteria,'DSB689 and BCSI Bu9ding Component 6904 Parke East Blvd. Safety Informatlonavollable from Truss Plate Institute, 218 N. Lee Street Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 25/46/7 / INDIAN RIVER i T18B12250 2177547 C1 Jack -Open 6 1 Job Reference (optional) 10wraers mrsiaource friani city, rL), riani ury, M - 0a001, 0.44U S Jul 1'i eU I V IVII I eR II IauSUIU5, I[ lu. VVCu wuu 4 1 I.4V.00 — 1 O raya 1 ID:U FLsKgoi2lTgRmwAijSQPzBAGN-oc4csHfSJo_S81 m_tej7PtOjv4l yhzz]VCDKceyCMBi 1_4.0 0-11-4 1-4-0 0-11-4 .Plate Offsets (X,Y)-- (2:0-1-4,0-0-21 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/clef] Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) . 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr . YES WB 0.00 HOrz(CT) 0.00 4 n/a n/a BCDL 10.0 Code, FBC2017/TPI2014 Matrix -MP Weight::5 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4-SP No.2 TOP CHORD Structural wood sheathing directly applied or 0-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-8-0, 4=-15/Mechanical Max Harz 2=91(LC 12) Max Uplift 3=-3(LC 1), 2=-226(LC 12), 4=-15(LC 1) Max Grav 3=23(LC 12), 2=158(LC 1), 4=51(LC 12) :FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=160mph (3-second gust), Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurreni with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord'end any other members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, -Joint 4 SYP No.2 crushing capacity of 565 psi. 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 at=lb) 2=226. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 669 6904 Parke East Blvd. Tampa FL 33810 Date:. . December 4,2019 A wARN/NG - Verify design parameters and REAO NOTES ON THIS AND INCLUDED MIFEK REFERANCE PAGE MX7473 rev. 1010312015 BEFORE USE. - Design valid for use only with MITek® connectors. This design Is. based ,only upon parameters shown, and. is for an Individual building component, not a Truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only.. Addltlonal temporary and permanent bracing . A MOW Is always required. for stability and to prevent collapse with possible personal injury.and:property damage. For general guidance regarding the • fabrication, storage, delivery, erection and bracing of trusses and truss systems,:seeANSVIVIII Quality Criteria, DSB-69 and BCSI Building Component ' . 6904 Parke East Blvd. Safety Infonnationovoiloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type o Qty Ply LOT 25/46/7 / INDIAN RIVER T18812251 2177547 C1 P JACK -OPEN 4 Job Reference (optional) nuuaers mrstsource triani crry, ry, rram uty, M - JJ913/, 0.49u S Jul 14 GV 1 v IVII Ica 111-IIIOJ, III . YYcu ae� I D:U FLsKgci2lTgRmwAjjSQPzBAGN-oc4csHfSJo_S81 m_tej7Ptojv41 zhZzIVCDKceyCMBi -1-4.0 0-11-4 1-4-0 0-11-4 Scale = 1:7.6 0-11.4 0.11-4 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.00 5 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.04 Vert(CT) 0.00 5 >999 180 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 5lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD _ Structural wood sheathing directly applied or 0-11-4 oc puriins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=-3/Mechanical, 2=158/0-3-0, 4=-15/Mechanical Max Harz 2=91(LC 12) Max Uplift 3=-6(LC 9), 2=-246(LC 12), 4= 23(LC 17) Max Grav 3=17(LC12), 2=158(LC 1), 4=37(LC 12) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160rhph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft;; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & . MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss'has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottorri,chord and any other members. 4) All bearings are assumed to be SYP No.2 crushing capacity of'565 psi. . . 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 Qt=lb) 2=246. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Urt 6634. 6904 Parke, East Blvd. Tampa FL 33610 Date: December 4;2019 Q WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �- a. truss system. Before use, the. building designer must verity. the applicability of design parameters: and properly Incorporate this design Into the overall building design. Bracing indicated is to buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M!Tek' prevent Is alwayssequired for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the : . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVrPII Cuallly Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informationovallable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314, Tampa, FL 33610 Job Truss Truss Type 4 city Ply LOT 25/46/7 / INDIAN RIVER T18812252 2177547 C3 Jack -Open 6 1 Job Reference (optional) eutlaers mrsizjource tt- ani u1y, rLI, ream city, rL - JJOW, 1-4.0 ~ 1-4-0 t1.L4U S JUI I4 4y I `J IVII I eK IIIUUJIIICJ, nlu. VYvu Utl ' Y 1 I.YV G ID ruye I• I D:UFLsKgoi2lTgRmwAjjSQPzBAGN-Goe?3cg4466JmBKARMEMx4ZufULJQODRkszu85yCMBh 2-11-4 2-11-4 . Scale = 1:12.7 Plate Offsets (X,Y)-- [2:0-1-4,0-0-21 C-11.4 LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.01 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.16 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress Incr . YES WB 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MP Weight: 12 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical, 2=195/0-8-0, 4=30/Mechanical Max Horz 2=152(LC. 12) Max Uplift 3=-73(LC 12), 2=-245(LC 12), 4=-45(LC 9) Max Grav 3=62(LC 17), 2=195(LC 1), 4=49(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250.(Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(2) zone; porch left exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord, live load nonconcurrent with any other live loads. 3) " This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other,members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 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 Qt=lb) $=245. Walter P. Finn PE No22839 MiTek USA, Inc. FL Ced 6634 6904 Parke. East Blvd. Tampa FL 33810 Date: December 4,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE'M11-7473 rev. 1010312015 BEFORE USE, Design valid for use only with MRek® connectors. This design is based only upon parameters shown, and Is for an individual building component, not ' a truss system. Before use, the building designer must verify.the applicability of design parameters: and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always:requlred for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Guallty Criteria, DSB-69 and BCSI Building Component 6904 Parke East Blvd. Safety Infonnatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite:312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type r Qty Ply LOT 25/4617 / INDIAN RIVER i . T18812253 2177547 C31? JACK -OPEN 4 ]. Job Reference o tional 151.111CIM mrstbource Imam ury, raj, mani ury, t-L - 3sbbl, -1-4-0 1-4.0 1 1 tl.LYV S JUI1Y LV I C IVII I CR IIIUUJl11CJ, 11 Ili. VVCU VCIi Y 1 I.YV.J:I GV la Faye I I D:U FLsKgoi2lTq RmwAjjSQPzBAGN-k?BNGyhirPEAOLvM?3lbU153PugY9TTbzW iRhXyCMBg 2 11 4 2=11-4.. Scale = 1:12.7 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)' I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.22 Vert(LL) 0.01 4-7 _>999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC• 0.16. Vert(CT) -0.01: 4-7 >999 180 BCLL 0.0 '. ' Rep Stress Incr YES WB' O.Ob Horz(CT) -0.00 3 n/a rVa BCDL 10:0 Code FBC20171LPI2014 Matrix -MP Weight: 12 lb FT = 20% LUMBER- BRACING- ' TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 2-11-4 oc purlins. BOT CHORD . 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=60/Mechanical; 2=195/0-3-0,.4=30/Mechanical Max Hori 2=152(LC 12) Max Uplift 3=-73(LC,12), 2=-245(LC 12), 4=745(CC, 9) Max:Grav 3=62(LC'17), 2=195(LC• 1),4=49(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. - All,forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph:(3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=40ft;: eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterior(?) zone; porch left exposed;C-C for "members and forces & ' MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. .: 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottorn.chord and any other members. 4) All bearings are assumed to be SYP Not crushing capacity of 565 psi. 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 Qt=lb) 2=245: Walter P. Finn PE No.22839 _... MiTek USA, Inc. FL Cert 6634: 690 are East Blvd. Tampa FL 33610 . .Date: December 4,2019 A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE'M11-7473 rev. 1010312015 BEFORE USE, - .Design valid for use only with MITek® connectors. This design is boseci only upon parameters shown, and. is for an Individual building component, not �- a truss system. Before use, the, building designer must verity: the applicability of design parameters: and properly incorporate this design Into, the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. pp� MiTek' Is always:required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the .: . . : fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTP11 Quality Cdteda, DSB-69 and SCSI Building Component 6904 Parke East Blvd., . Safety Inlontfatbnavailablefrem Truss Plate Institute, 218 N. Lee Sheet, SulTe 312; P,lexandrlo, VA 22314. :. Tampa, FL 33610: Job Truss Truss Type Qty Ply LOT 25/46/7 / INDIAN RIVER k ' T18812254 2177547 C5 - Jack -Open 6 1: Job Reference (optional) esunaws mrsmource trsam coy, i-LI, riant ufy, rL - 0000t, . 140 1-4.0 I 1 tl.Z4U s Jul: r4 U I e Pill r eK rnaUm;G usines, rno. vVeu U'i r 'IV:Oo eu I tr raye , ID:UFLsKgoi2lTgRmwAjj SQPzZBAGN-k?BNGyhirPEAOLvM?31bU15?Such9TTbzW i RhXyCMBg 4-11-4 Scale '=.1:17.6.. V 3x4 = 4-11-4 4-11=4 Plate:Offsets (X Y)- [2:0-1-4;0-0-21 LOADING (psf) SPACING- 2-070 CSI. DEFL. in (loc) I/dell Ud PLATES, GRIP TCLL 20.0 Plate Grip DOL : 1.25 TC 0.48 Vert(LL) 0.06 . 4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.41 Vert(CT) -0.06 4-7 >999 180 BCLL . 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 n/a n/a . BCDL 10.0 Code FBC2017ITP12014 Matrix -AS Weight: 18 lb FT = 20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD . Rigid ceiling directly applied. :REACTIONS. (lb/size) 3=114/Mechanical, 2=262/0-8-0, 4=57/Mechanical Max Harz 2=214(LC 12) Max Uplift 3==128(LC 12), 2=-196(LC 12) Max Grav 3=133(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; 13=45ft; L=40ft; eave=6ft; Cat., II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 4-10-8 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1,60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit betweenthe bottom'chord'and any other,members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 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 atjoint(s) except Qt=1b) 3=128, 2=196. 7) This truss design requires that a minimum of 7116" structural 'wood sheathing be applied directly to the top chord and:1/2" gypsum sheetrock:be applied directly'to the bottom chord. Walter P. Finn PE N622839 MiTek USA, Inc. FL Ced 6634 6904Parke:East Blvd. Tampa FL 33610 Date: December 4,2019 0 WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MiTek® connectors. This deslgn is based only upon parameters shown, and, is for an individual building component, not �- a.truss system. Before use, the: building designer must verify.the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing Indicated is to prevent buckling of individual truss web and/or chord members only, Additional temporary and permanent bracing MiTek". is olways:required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Quality Criteria, DSB.89 and BCSI Building Component 6904 Parke East Blvd. . Safety Informationavollable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. Tampa, FL 33610: Job Truss Truss Type I Qty Ply LOT 25/46/7 / INDIAN RIVER T18812255 217.7547 C5P JACK -OPEN 4 1' Job Reference (optional) rsuuaers t-usibource trlarn L ny,, r-L/, rianl Lary, r L - 33bb/, 0.44U 5 UUP 14 4y I U IVII I eK IrIUUbLllUb, Irlu. VV GU UUU 4 1 L.4u.00 4v i v rayu I ID:io_uD4BM3Rhvn5slpy6aEmzjfl L-DBIIUIiLcjM1?VUZYmGgOVe7cHvBuvjkCAS_DzyCMBf 1 4-0 4 t i 4 1-4.0 4.11-4 Scale = 1:17.6 ... 3 Io 6.00 F12 .. 9 .� .... .. .. .... ., N 2 . B 4 1 , Plate.Offsets ( ,Y)-- [2:0-0-0,0-0-41 LOADING (psf) SPACING- 2-0-0' CSI. DEFL. in (loc)I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0.64 Ve'rt(LL) ' 0.13 4-7 >434 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.5B Vert(CT) 0.12 4-7 >495 180 BCLL 0.0, " Rep Stress Incr YES WE 0.00 Horz(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017lTPI2014 Matrix AS Weight: 18 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 " BOT CHORD Rigid ceiling directly applied. " REACTIONS. (lb/size) 3=114/Mechanical, 2=262/0-3-0, 4=57/Mechanical Max Harz 2=214(LC 12) Max. , Uplift 3==145 12 , 2=-300 LC 12 , 4=-81(LC 12), Max.Grav 3=120(LC 17), 2=262(LC 1), 4=86(LC 3) FORCES. (lb) - Max. Comp./Max. :Ten. - All forces 250.(Ib) or less except when shown.- NOTES- 1 j Wind: ASCE'7-10;.Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft;.B=4511; L=40ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) =1-4-0 to 2-8-0, Interior(1) 2-8-0 to 4-10-8 zone; porch left exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas.where a rectangle 3-6-0 tall by 2-0 0 wide will fit between the bottorn chord and any other.members: 4) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi: 5) Refer to girders) 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) 4,except Qt=lb) 3=.145, 2=300. .. . 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and.1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No:U839 fdiTek USA, Inc. FL 0ed 6634' :6911 East Blvd. Tampa FL 33610 .Date; December 4,2019 . ... . ... . ... ... . ... . Q ;WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MIF7473 rev. I a(03/2015 BEFORE USE Design valid for use only with MITek® connectors. This design Is based only upon parameters shown, and is for an individual building component, not a.truss system. Before use, the.bullding designer must verify.the applicability of design parameters: and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing NOW Is aiways:required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the, fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPll Qualify Criteria, DSB-89 and BCSI BulIding Componont 6904 Parke East Blvd.., Safety Infomfatbnovoilable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss a Truss Type i Qty Ply LOT 25/46/7 / INDIAN RIVER T18812256 2177547 D01 Common 7 1. Job Reference (optional) nnin D,...',. 1 B.unaers rrrstaource trrant t ny, ry, riant t,iry, rL -aaooi.. a� oyo , Ib:UFLsKgoi2lTgRmwAjj8QPzBAGN-hNJ7heizNl Uudf3l6Un3ZjBFChDi dDkuQgBYIQyCMBe 1-4.0 B-2-15 10-4-0 12-5-1 20-8.0 22-0-0 1-4.0 B-2-15 . 01-1 2 Scale'=.1:38.6 .. 3x4 = .. . 4 ... 3x4 i 3x4 - - . .. 3 5 6.00 F12 18 19 ... 17 20 1.5x8 STP = 2 .... .. .. .. .. o . x 7 Iv s e 10 21 22 ..23 9 8 24 .e & 2x4 // • . 06 = 2x4 \\ 4x6 = 4x6 = - 5-6-6 15-1-10 20.8-0 Plate Offsets (X Y)-- [4:0-2-0 Edge] LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) ;:I/deft: Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.85 Vert(LL) 0.58: 8-10 >424 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.74 Vert(CT) -0.78 8-10 >316 180 BCLL 0.0 Rep Stress Incr, NO WB 0.59 Horz(CT) . 0.04 . 6 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 90lb FT=20% LUMBER- -BRACING- TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP M 31 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1101/0-8-0, 6=1109/0-8-0 Max Horz 2==240(LC 10) Max Uplift 2=-694(LC 12), 6=-698(LC 12) Max.Grav 2=1136(LC 17), 6=1144(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250'(Ib) or less except when shown. TOP CHORD 2-3=-2137/1434, 5-6=-2149/1445 BOT CHORD 2-10=-1055/1908, 8-10= 882/1460, 6-8=-1059/1911 WEBS 3-5=-1450/1435, 5-8=-326/818, 3-10=-310/799 NOTES- 1) Unbalanced roof live loads have been considered for thjs.design. 2) Wind: ASCE 7-10; Vult=160mph'(3-second, gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0p'sf h=25ft; B=45ft; L=40ft; eave=61`t; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-4-0 to:2-8-0, Interior(1) 2-8=0 to 10-4-0, Exterior(2) 10-4-0 to 14-4-0, Interior(1) 14-4-0 to 22-0-0 zone;C-C for members and forces & MWFRS for reactions shown; -Lumber DOL=1.60 plate grip DOL=1.60 3) This truss has been designed for a 10.0 psi bottom chord live load nonconcurrent with any other live loads. .4) ' This truss has been designed for a live load of 20.Opsf on the.bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the.bottom chord and any other members, with BCDL = 10:Opsf. 5) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565'psi..' 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=69416=698. 7) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly.to the bottom chord. LOAD CASE(S) Standard 1) Dead + Roof Live: (balanced): Lumber Increase=1.25, Plate Increase=1:25 Uniform Loads (plf) Vert:1-4=-54,.4-7=-54,10-11= 20,10-21=-60,8-21=-75,8-24=-35,14-24= 20... Walter P. Finn PE NoM839 MiTek USA, Inc. FL.Ced 6634. 6984Parke East Blvd. Tampa FL 33610 Date: December 4,2019 ... A WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE mu-7473 rev. 1010312015 BEFORE USE. or " Design valid for use only with Iv1Rek® connectors. This design is based only upon parameters shown, and. is for an Individual building component, not a. truss system. Before use, the, building designer must verity.the applicability of design parometers:and properly Incorporate this design Into the overall building design. Bracing indicated is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing. NOW Is always.required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the :: fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSIMII Quality Criteria, DSB-89 and SCSI Building Component ... 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite.312, Alexandria, VA 22314. Tampa, FL 33610: Job Truss Truss Type / City.Ply LOT 25/46/7 / INDIAN RIVER T18812257 2177547 D02 GABLE. 1 1 Job Reference (optional) tsullaers rrrst5ource trianr uny,,rLl, ream U11y, rL-'OJ001, 0.49V b UUII-t-1U IVII IUA 111—oulub, I11U. VVCU - 1 I, ...... ayo , I D:U FLsKgoi2lTgRmwAjj SQPzBAGN-9ZtVv-jbBKcl FpexgBJl6wjZA5igMnAl fUx5HsyCMBd -1-4-0 10.4.0 20-8-0 22-0.0 1-4=0 10-4-0 10-4-0.: I Scale = 1:38.0 4x6 = 6 19 18 17 16 15 14 13 12 ' — 3x4 = m 114 Plate Offsets (X Y)-- [2:0-2-0 Edge] [10:0-2-0 Edge] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TIC 0:32 Vert(LL) 0.00 11 n/r 120 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.01 11 n/r 120 BCLL 0.0, ' Rep Stress Incr YES WB 0.13 Horz(CT) 0.01 10 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix-S Weight: 104 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 P BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 SP No.3 REACTIONS. All bearings 20-8-0. (lb) - Max Horz 2=-240(LC 10) Max Uplift All uplift 100 lb or less at joint(s) 18, 13 except 2=-202(LC 12), 17=-123(LC 12), 19=-205(LC 12), 14=-123(LC 12); 12=-205(LC 12), 10=-202(LC 12) Max Gram All reactions 250 lb or less at joint(s) 2, 16, 17, 18, 14, 13, 10 except 19=347(LC 17), 12=346(LC 18) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 4-5=-91/287, 5-6=-119/393, 6-7=-119/401, 7-8=-78/295 WEBS 5-17=-148/362, 3-19= 250/443, 7-14=-146/362, 9-12=-249/443 NOTES- 1) Unbalanced roof live loads have been considered for this -design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=2ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Comer(3) -1-4-0 to 2-8-0, Exterior(2) 2-8-0 to 1074-0, Comer(3) 10-4-0 to 14-4-0, Exterior(2) 14-4-0 to 22-0-0 zone;C-C for members and forces & MW FRS 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 a§applicable, or consult qualified building designer as per ANSI/rPI 1. 4) All plates are 2x4 MT20 unless otherwise indicated. 5) Gable requires continuous bottom chord bearing. 6) Gable studs spaced at 2-0-0 oc. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Lumber designated with a "P" is pressure. -treated with preservatives. Plate. lateral resistance values have been reduced 20 % where used in this lumber. Plates should be protected from corrosion per the recommendation of the treatment company. Borate or other - suitable treatment may be used if it does not corrode the plates. If ACQ, CBA, or CA-B treated lumber is used, improved corrosion protection is required, and.0185 galvanized plates maybe used with this design. Incising.factors have not been considered for this design. Building designerfo verify suitability of this product for its intended use. 10) All bearings are assumed to be SYP No.2 crushing capacity of 565 psi.; 11) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at, joints) 18, 13 except Qt=lb) 2=202, 17=123, 19=205, 14=123, 12=205, 10=202. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634. 6904 Parke. East Blvd. Tampa FL 33010 Date: December 4,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGEMIP7473 rev. W10=015 BEFORE USE. Design valid for use only with MITeW connectors. This design Is based only upon parameters shown, and, is for an Individual building component, not ' a truss system. Before use, the; bullding designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design, Bracing indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII GualMy Cdteda, DSB-89 and SCSI Building Component 6904 Parke East Blvd. Safety Informationavallable from Truss Plate Institute, 218 N. Lee Street, Suite: 312; Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type c ! I City Ply LOT 25/46/7 / INDIAN RIVER T18812258 2177547 E7 JACK -OPEN 24 1 Job Reference (optional) tsuiiaers rlrsibource tmam coy, 1-�1, rlant ury, rL - 0.700/, d.Z4U 5 Jul. 14 ZU 15 IVII I UK I11UU51rie5, Inc. VVpu ueu 4 11:9u.oa ZU I e rdye I ID: UFLsKgoi2lTq RmwAjjSQPzBAGN-dm Ru6KkDvekcsyDBEvgXeSGccVvA5GSAuBgfglyCMBc 1'4 0 3-2-0 7-0-0 1-4-0 3-2-0 . 3.10.0 Scale = 1:22.6 2 1.5 8 9 = 1 � 3x4 i 4 7-0.0 700 Plate Offsets (X,Y)-- [2:0-2-10,0-11r81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl Lid PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.79 Vert(LL) 0.20 4-7 >426 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 8C 0.76 Vert(CT) -0.19 4-7 >432 180 BCLL 0.0 Rep'Stress [nor YES WB 0.00 Horz(CT) -0.01 3 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 24lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.i TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=171/Mechanical, 2=336/0-8-0, 4=79/Mechanical Max Horz 2=278(LC 12) Max Uplift 3=-195(LC 12),,2=-217(LC12) Max Grav 3=198(LC 17), 2=336(LC 1), 4=121(LC 3) FORCES. (lb) - Max. Comp./Max: Ten. - All forces 250 (lb) or less except when shown.. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 6-11-4 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60.plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between.the bottom chord and any other.members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 4 SYP No.2 crushing capacity of 565 psi. 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).except Qt=lb) 4=195, 2=217. 7) This truss design requires that a minimum of 7/16" structural' wood sheathing be applied directly to the top chord and.1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cert 6634: 6904 Parke East Blvd. Tampa FL 33910 . Date: December 4,2019 0 WARNING - Verity design parameteis and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M167473 rev. 1WO312015 BEFORE USE. " Design valid for use only with MITekO connectors. This design is based only upon parameters shown, and Is for an Individual building component, not a.truss system. Before use, the building designer must verify the applicability of design parameters,and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing M��e�" Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPl1 Quality Criteria, DS13-89 and BCSI Bulding Component 6904 Parke East Blvd. Safety Infonnatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type d > ; Qty Ply LOT 25/46/7 / INDIAN RIVER T18812259 2177547 E7P JACK -OPEN 4 1 Job Reference (optional) builders mrstbource (Plant Lony, m), Plant Glty, t-L - JdObt, 1 MeffU 5 JUI: 19 LU IV IVII I UK IIIUU5IIle5, IIIU. VVeu Ueu Y I I:YV:YV LV IV raye I ID:UFLsKgoi2lTgRrnwAiiSOPzBAGN-5y3G KglrgysSU6oKncLm BLpkbvF7q]iK6oOCMkyCMBb 3-0.13 7-0.0 3-0;13 3-11-3 Scale = 1:22.6 a 7-0-0 7.0-0 Plate :Offsets X,Y -- [2:0-2-8;0-0-12] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc)I/deft• Ud PLATES GRIP TOLL 20.0 Plate Grip DOL :1.25 TC . 0.96 Vert(LL) 0.20 4-6 >416 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.71 Ven(CT) 0.17 ' 4-6 >477 180 BCLL 0.0 * Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -AS Weight: 301b FT=20% . LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x6 SP No.2 BOT CHORD Rigid ceiling directly applied. REACTIONS. (lb/size) 3=146/Mechanical, 2=336/0-3-0, 4=104/Mechanical Max Horz 2=280(LC 12) Max. Uplift 3=-188(LC 12),,2=-367(LC 12), 4=-146(LC 12), Max Grav 3=162(LC 17), 2=336(LC 1), 4=139(LC 3) FORCES. (lb) Max. Comp./Max. :Ten. - All forces 250.(Ib) or less except when shown. NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -14-0 to 2-8-0, Interior(1) 2-8-0 to 6-11-4 zone; porch left exposed;C=C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord, live load nonconcurrent with any other live loads. 3) * This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom Chord and any other members: 4) All bearings are assumed to be SYP Not crushing capacity of 565 psi. 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).except. at=lb) 3=188, 2=367, 4=146. 7) This truss design requires-that'a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock;be applied directly to the bottom chord. Walter P. Finn PE No22899 MiTek USA, Inc. FL Nd 6634: .6904 Parke: East Blvd. Tampa FL 33610. .Date:. December 4,2019 . ... ... . ... ... -A WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE, " Design valid for use only with MiTek® connectors. This design is based only upon parameters shown, and, is for an Individual building component, not a truss system. Before use, the: building designer must verify:the applicability of design parameters.and properly Incorporate This design Into the overall building design, Bracing indicated is to prevent.buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing �p IV1�Tek' Is always required for stability and to preventcollapse with possible personal Injury and property damage. For general guidance regarding the . fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVWII Guallty Cdteda, DSB.89 and BCSI Building Component 6904 Parke East Blvd. . Safety Infonnatlonovollable from Truss Plate Institute, 218 N. Lee Street, Suite:312, Alexandria, VA 22314. Tampa, FL 33610: Job Truss Truss Type C J City Ply LOT 25/46/7 / INDIAN RIVER T18812260 2177547 H7 DIAGONAL HIP GIRDER 3 1 Job Reference (optional) t3uiiaers t-irstbource friant arty, I-L),. rram raty, t-L - SSSb/, 0.49u J Jul, 19 4u 1 w IVII I wN uluu 11—, II I-.._u ­� - , ,.-+...-., —. , aUo . ID:U FLsKgoi2lTgRmwAjj SQPzBAGN-Z8ZeX01TRF_J6GN W LKs?jZL281fdZ7ETLR9luByCMBa 1-10.10 6-3-7 9-10-13 1-10-10 6-3.7 3-7-6 Scale = 1:22.2 Jam~ 5x6 = 6-3.7 9-10-13 _ 6-3.7 3.7-6 Plate Offsets (X Y)-- [2:0-2-4070-0] LOADING (psf) SPACING- 2-04 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.40 Vert(LL) 0.10 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL -1.25 BC 0.50 Vert(CT) 0.08 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB .0.24 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS .Weight: 42 lb FT = 20 LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-9-8 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=165/Mechanical, 2=410/0-8-0, 5=422/Mechanical Max Horz2=334(LC 8) , Max Uplift 4=-201(LC 8), 2=-484(LC 8), 5=-421(LC 8) Max Grav 4=220(LC 13), 2=410(LC 1), 5=422(LC 1) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-638/444 BOT CHORD 2-7=-654/576, 6-7=-654/576 WEBS 3-7= 207/306, 3-6=-707/802 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. I$ Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left exposed; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Dearings are assumed to be: , Joint 5 SYP No.2 crushing capacity of 565 psi. 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) except at=1b) 4=201, 2=484, 5=421. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2=-54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-133(F= 39, B=-89), 8=0(F=10, 13=10)-to-5=-49(F=-15, B=-15) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634. 0904 Parke East Blvd. Tampa FL 33610 Data: December 4,2019 Q WARNING - Verify deslgn parameters and READ NOTES ON THISAND INCLUDED MITEK REFERANCE PAGE11111-7473 rev. 10/0312015 BEFORE USE. Design valid for use only with MiTek@ connectors. This design Is based only upon parameters shown, and, is for an Individual building component, not a truss system. Before use, the. building designer must verify, the applicability of design parameters, and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent.buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabricoflon, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312; Alexandria, VA 22314. - - Tampa, FL 33610. . . Job Truss Truss Type q > Qty Ply LOT 25/46/7 / INDIAN RIVER T18812261 2177547 H7P DIAGONAL HIP GIRDER 2 1 Job Reference (optional) nunaers r-nrstaource trrant uny, rL/,: rrarn carry, rL -aoaoi, 0.4—soul I— �� I U JVII ION , ���, ,_�, p,�. I D:UFLsKgoi2lTgRmwAjjSOPzBAGN-Z8ZeX01TRF_J6GNW LKs?jZLOblf?Z50TLR9luByCMBa -1-10-10 5-2-5 9.10-13 1-10-10 5-M 4-8-8 Scale = 1:22.2 a' v 0 m V� 3x4 = 5-2-5 5-2-5 9-10-13 4-8-8 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.56 Vert(LL) 0.09 6-7 ->999 240 MT20 244/190 TCDL 7.0 Lumber DOL. . 1.25 BC 0.48 Vert(CT) -0.07_ 6-7 >999 180 BCLL 0.0 ' Rep Stress ]nor NO WB 0.36 Horz(CT) -0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 43lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 • TOP CHORD _ Structural wood sheathing directly applied or-6-0-0 oc purlins. BOT CHORD 2x4 SP No.2 BOT CHORD Rigid ceiling directly applied or 6-4-9 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=227/Mechanical, 2=412/0-4-4, 5=364/Mechanical Max Harz 2=336(4C 8) Max Uplift 4=-277(LC 8), 2=-485(LC 8), 5=-347(LC 8) Max Grav 4=286(LC 13), 2=412(LC 1), 5=364(LC 1) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250:(Ib) or less except when shown. TOP CHORD 2-3= 751/564 BOT CHORD 2-7=-789/696, 6-7=-789/696 WEBS 3-7=-150/271, 3-6=-755/856 NOTES- 1) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18;.MWFRS (directional); porch left exposed; Lumber DOL=1.60.plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Bearings are assumed to be: Joint 2 SYP No.2 crushing capacity of 565 psi, Joint 5 SYP No.2 crushing capacity of 565 psi. 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) except at=lb) 4=277, 2=485,:5=347. 7) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B).' LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 1-2= 54 Trapezoidal Loads (plf) Vert: 2=0(F=27, B=27)-to-4=-134(F=-40,B=-40), 8=0(F=10, B=10)-to-5=-49(F=-15, B=-15) Walter P. Finn PE No.22839 MTek USA, Inc. FL Nit 6634, 6904Parke:East Blvd. Tampa FL 33810 Date: December 4;2019 Q WARNING - Verify design parameters and READ NOTES ON THISINCLUDED MnEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. ,AND Design valid for use only with MReke connectors. This design is based only upon parameters shown, and Is for an individual building component, not a,truss system. Before use, the, building designer must verify, the applicability of design parometers.and properly Incorporate this design Into, the overall building design, Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTbW Is always:required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the . : fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVtPII Quality Criteria, DSB-89 and BCSI Building Component 6904 Parke East Blvd. Safety Informatlonovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Type Qty Ply LOT 25/46/7/ INDIAN RIVER T18812262 2177547 L03 HIP TRUSS 1 1 Job Reference (optional) oulluers rlrslauuwu trlelll l,uy,rL/, 1-Hl Ly,.L-OJOV/, �.c+voo...�w,..,.,,,....,. ,...,......... ...... ...... -.._ ...._..---'- --. ID:JR51SNiTSiaXAOMBFKU9owzAhiT-1 L7OkMm5BZ6AjQyivl NEGmu6DivjlZZda5vJRdyCMBZ 1-4=0 4-6-10 9-0.0 11-0-0 15-5.6 20-0-0 21-4-0 1-4-0 4-6-10 4.5.6 2-0.0 4-5.6 4-6-10 1-4-0 Scale = 1:36.9 a 1 4x6 = 46 = 4 5 46 = 3x4 = 4x6 = 3x4 4x6' _ Io m 0 9-0-0 11-0-0 20-0-0 9-0-0 2-0.0 9-0-0 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.89 Vert(LL) 0.48 9-17 >505 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.83 Vert(CT) 0.39 9-17 >608 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.30 Horz(CT) -0.04 _ 7 n/a n/a BCDL 10.0 Code FBC2017lrP12014 Matrix -AS Weight: 95lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP No.2 TOP CHORD Structural wood sheathing directly applied. BOT CHORD 2x4 SP No.1 BOT CHORD Rigid ceiling directly applied. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=812/0-4-0, 7=812/0-4-0 Max Horz 2=213(LC 11) Max. Uplift 2=-960(LC 12),,,7=-960(LC 12) FORCES. (lb) Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-1271/2443, 3-4=-981/2041, 4-5=-828/1897,5-6=-981/2041, 6-7=-1271/2443 BOT CHORD 2-11=-2117/1122, 9-11 =-1 512/828, 7-9=-2138/1122 WEBS 3-11=-359/716, 4-11=-732/285, 5-9=-732/285, 6-9=-359/715 NOTES- 1) Unbalanced roof live loads have been considered for this design. . 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.0psf; h=25ft; B=45ft; L=40ft;, eave=6ft; Cat. 11; Exp C; Encl., GCpi=0.181 MWFRS (directional) and C-C Exterior(2) -1-4-0 to 2-8-0, Interior(1) 2-8-0 to 9-0-0, Exterior(2) 9-0-0 to 1S=7-14, Interior(1) 16-7-14 to 21-4-0 zone; porch left and right exposed;C-C for members and forces & MW FRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for. a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ;This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom.chord and any other members. 6) All'bearings are assumed to be SYP No:2 crushing capacity of 565 psi, 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except (jt=lb) 2=96017=960. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and 1/2" gypsum sheetrock be applied directly to the bottom chord. Walter P. Finn PE No.22839 MiTek USA, Inc. FL 06116634 6904 Parke: East Blvd. Tampa FL 33610 Date: December 4,2019 0 WARNING -Verify design parameters and READ NOTES ON THIS AND INCLUDED MI TEK REFERANCE PAGE'M11-7473 rev. 10/03/2015 BEFORE USE. Design valid for use only with MITekO connectors. This design Is based only upon parameters shown, and is for an Individual building component, not �- a.truss system. Before use, the, building designer must verlfy.the appllcability of design parameters: and properly Incorporate this design Into the overall building design, Bracing indicated is to of Individual truss web and/or chord members only. Additional temporary and permanent bracing MW . . prevent.buckling Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVTPII Quality Criteria, DS13-89 and SCSI Building Component 6904 Parke East Blvd. Tampa, FL 33610 Safety Informatlonavailable from Truss Plate Institute, 218 N. Lee Street, Suite 31 Z Alexandria, VA 22314. Job Truss Truss Type Qty Ply LOT 25/4617 / INDIAN RIVER T18812263 2177547 L04 Hip Truss 1 1. Job Reference (optional) kiUllders Flfs1bource (Plant tarty, hL), Plant Ulty, t-L - J3btif, 6.Z4U s Jul 14 ZU1e Na I eK Inausines, inc. vveu Line 4 I r:4u:4a cu i y rdye r ID:JR5ISNiTSiaXAOMBFK09owzAhiT-VXgOyhnkytF1 LaWvTIuTp_RIT6DR121mplesz3yCMBY 1-4-0 3-2-12 7.0-0 10-0-0 13-0.0 16-9-4 20-0-0 21-4-0 + 3.2-12 3-9-4 3-0-0 3.0-0 3-9.4 3-2-12 1-4-0 ' Iq 46 = 4 18 5x6 = 19 5 4x6 = 3x8 = : 4x6 = 3x4 = 4x6 = 3-2-12 7-0.0 LOADING (psf) SPACING- 2-0-0 TCLL 20.0 Plate Grip DOL 1.25 TCDL 7.0 Lumber DOL 1.25 BCLL 0.0 Rep Stress Incr NO BCDL 10.0 Code FBC2017fTP12014 LUMBER - TOP CHORD 2x4 SP No.2 `Except` 4-5: 2x4 SP M 31 BOT CHORD 2x4 SP No.2 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1581/0-4-0, 7=1581/0-4-0 Max Harz 2=172(LC 7) Max Uplift 2— 1544(LC 8), 7=-1544(LC 8) Max Grew 2=1 650(LC 13), 7=1650(LC 14) Scale = 1:36.9 CSI. DEFL. in (loc) I/deft_ Ud PLATES GRIP TC 0.80 Vert(LL) 0.24 9-17 >996 240 MT20 244/190 BC 0.93 Vert(CT) -0.21 9-17 >999 180 WB . 0.17 Horz(CT) -0.09 7 n/a n/a Matrix -MS Weight: 98 lb FT = 20% . BRACING - TOP CHORD Structural wood sheathing directly applied or 3-1-1 oc purlins. BOT CHORD Rigid ceiling directly applied or 3-8-10 oc bracing. FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3169/2793, 3-4=-3012/2685, 4-5=-2703/2478, 5-6=-3011/2684, 6-7=-3170/2793 BOT CHORD 2-11= 2365/2909, 9-11=-2196/2694, 7-9=-2366/2782 WEBS 4-11=-179/456, 5-9=-179/456 NOTES- 1) Wnbalanced roof -live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=160mph (3-second gust) Vasd=124mph; TCDL=4.2psf; BCDL=6.Opsf; h=25ft; B=45ft; L=40ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); porch left and right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 5) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the.bottom Chord and any other members. 6) All bearings are, assumed to be SYP No.2 crushing capacity of 565 p'si. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 lb uplift at joint(s) except Qt=lb) 2=1544,7=1544. 8) Girder carries hip end with 7-0-0 end setback. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 674 lb down and 46B lb up at 13-0-0, and 674 lb down and 468 lb up at 7-0-0 on top chord. The design/selection of such connection devices) is the responsibility of others. 10) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as front (F) or back (B). LOAD CASE(S) Standard 1) Dead + Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25. , Uniform Loads (plf) Vert: 1-4=-54, 4-5=-117(F=-63), 5-8=-54, 12-15=-43(F=-23): Concentrated Loads (lb) Vert: 4= 347(F) 5=-347(F) Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke, East Blvd. Tampa FL 33610 Date: December 4,2019 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 1010312015 BEFORE USE. Design valid for use only with MTek® connectors.' this design is based only upon parameters shown, and Is for an individual building component, not '- a, truss system. Before use, the. building designer must verify the applicability of design parameters:and properly Incorporate this design Into the overall building design. Bracing Indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek- Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the : fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/TPII Quallly Cdfoda, DSB 89 and SCSI BuGdlnp Component 6904 Parke East Blvd. Sofa Informallono ailable from Truss Plate Institute, 218 N. Lee Street Suite 312; Alexandria, VA 22 14. Tampa, FL 33610. Symbols PLATE LOCATION AND ORIENTATION 1 3/4 . Center -plate on joint unless x, y offsets are indicated: Dimensions are in ff-in-sixteenths. : Apply plates to both sides of truss and fully embed teeth. 1. I For 4 x 2 orientation, locate plates 0-1/0 from outside edge of truss: This symbol indicates the. required direction of slots in Connector plates. Plate: location details available in MTek 20/20 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots. LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output. Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is:for crushing. only. Industry Standards: ANSI/TPI1: National Design Specification for Metal Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Hgndling, Installing 8c Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-478 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS 8 7_ 6 5 JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS: PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTekO All Rights Reserved min MiTek"'' MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 A General Safety Notes Failure to Follow Could Cause Property Damage or Personal Injury 1.. Additional stability bracing for truss system, e.g. diagonal or X-bracing, is always required. See BCSI. 2. Truss bracing must be designed by an engineer. For wide truss spacing, individual lateral braces themselves may require bracing, or alternative Tor I bracing should; be considered. 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4.;' Provide copies of this truss :design to.the, building designer, erection supervisor, property owner and:. all other interested parties. 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each joint and embed fully. Knots and wane at joint locations are regulated by ANSI/TPI 1. 7.: Design assumes trusses will be suitably protected from the environment in accord.with ANSI/TPI 1. 8. Unless otherwise noted, moisture content of lumber_ shall not exceed 19% at time of fabrication. 9. Unless expressly noted, this design is not applicable for use with fire retardant, preservative treated, or green lumber. 10. Camber is a non-structural consideration and is the responsibility of truss fabricator. General practice is to camber for dead load deflection. 11. Plate type; size, orientation and location dimensions indicated are minimum plating requirements. 12, Lumber used shall be of the species and size, and in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purlins provided at spacing indicated on design. 14. Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is installed, unless otherwise noted. 15. Connections not shown are the responsibility of others. 16. Do not cut or alter truss member or plate without prior approval of an engineer. 17. Install and load vertically unless indicated otherwise. 18. Use of green or treated lumber may pose unacceptable environmental, health or performance risks. Consult with, project engineer before use. 19. Review all portions of this design (front,back, words and pictures) before use. Reviewing pictures alone is not sufficient. 20. Design assumes manufacture in accordance with ANSI/TPI 1 Quality Criteria.