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TRUSS PAPERWORK - DETACHED GARAGE
:-umber design values are in accordar'y with ANSI/TPI 1 section 6.3 Rl;celvco 11hese truss designs rely on lumber values established by others. OCT l 8.2018 M i Tle k Perrnittln St. Lu9 DePartrr RE: 751567 - DETACHED GARAGE Site Information: Customer Info: RANDY MURDOCK Lot/Block: Address: 249 BIMINI DRIVE City: ST LUCIE COUNTY Project Name: DETACHED GARAGE Subdivision: State: FL MiTek USA, Inc. 6904 Parke East Blvd. Mod elampa, FL 33610-4115 Name Address and License # of Structural Engineer of Record, If there is one, for the bulls BANNED Name: ! License #: , Address: BY City: State: St Lucie County General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TP12014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 170 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 12 individual, Truss Design With my !seal affixed to this sheet, I hereby certify tr conforms to 61 G 15-31.003, section 5. of the Florida!,ti No. Seal# Truss Name Date 1 T15300283 A 10/10/18 12 I T15300284 J Ai 1 10/10/18 13 1 T15300285 1 A2 10/10/18 1 14 ( T15,300286 j A3 1 10/10/18 [ 15 1 T15300287 1 A4 1 10/10/18 1 16 j T1 5000288 1 ATA 110/10/18 1 7 1 T15300289 1 GRA 1 10/10/18 8 I T15300290 I J1 1 10/10/18 9 I T15$00291 I J3 1 10/10/18 10 I T15300292 I J5 1 10/10/18 11 I T15300293 I J7 1 10/10/18 112 I T15300294 1 KJ7 1 10/10/18 1 , +z The truss drawing(s) referenced above have been prep MiTek USA, Inc. under my direct supervision based on the parameters provided by! Chambers Truss. Truss Desiign Engineer's Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2019. IMPORTANT NOTE: The seal on these truss component designs is a certification that the engineer named is licensed in the jurisdiction(s) identified and that the designs comply with ANSI/rPI 1. These designs are based upon parameters shown (e.g., loads, supports, dimensions, shapes and design codes), which were given to MiTekj Any project specific information included is for MiTek's customers file reference p6rpose only, and was not taken into account in the preparation of these designs.,•MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and properly incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. ■1 ... V .� 4010 /No 22839 • ; r .0A :• STATE OF00 O R `Q•�`,,, ,�`• /,11111 WilterRfInn PE No22839 MITek USA, Inc. FL cert 6634 6904 Parke -East Blvd. Tampa FL 33610 Date: October 10,2018 Finn, Wal 1 of '! a.- Job Truss T.,rType Qty Ply ACHED GARAGE T15300283 75567 A 2 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 10 12:21:09 2018 Page 1 I D: W4ymxDJgjh21 NMwOxUdDiGyZof4-?JCKXVFoRQsi539j i FCVcPwaW Oesg5upTaygQ7yUpju 2-0-0 6-2-8 11-7-4 17-0-0 19-0-0 24 4-12 29-9-8 36-0-0 38-0-0 , 2-0-0 I' 6-2-8 5-4-12 5-4-12 2.0-0 5-4-12 5.4-12 6-2-8 2-0.0 Scale = 1:66.5 A 0 4.00 FIT 5x6 = 5x6 = 27 4x6 = 4x6 = 3x6 = 3x6 = 21- 0 8-10-14 8-1-2 2-0-0 ' 8-1-2 8-10-14 Plate Offsets (X,Y)-- (4:0-3-0,Edgel, f9:0-3-0,Edge1 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.55 Vert(LL) -0.23 13-15 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.48 13-15 >899 240 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(CT) 0.13 11 n/a n/a BCDL 10.01 Code FBC2017/TPI2014 Matrix -MS Wind(LL) 0.43 13-15 >999 240 Weight: 175lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. Qb/size) 2=1442/0-8-0, 11=1442/0-8-0 Max Horz 2=222(LC 11) Max Uplift 2= 1334(LC 12), 11=-1334(LC 12) 1 FORCES. (lb) ! Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3448/3374, 3-5= 3157/3112, 5-6=-2252/2383, 6-7=-2164/2330, 7-8= 2252/2383, 8-10=-3157/3112, 10-11=-3448/3374 BOT CHORD 2-18= 3021/3243, 16-18=-2475/2683, 15-16=-1782/2099, 13-15=-2513/2683, 11-13=-3060/3243 WEBS 13-18= 407/471, 5-18= 287/530, 5-16= 778/907, 6-16= 480/539, 7-15= 480/539, 8-15= 778/907, 8-13=-287/530, 10-13=-407/471 Structural wood sheathing directly applied or 3-8-8 oc puffins. Rigid ceiling directly applied or 4-1-11 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=40ft; L=36ft; eave=5ft Cat. ll; Exp D; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-9 to 1-6-10, Interior(1) 1-6-10 to 17-0-0, Extedor(2) 17-0-0 to 19-0-0, Interior(1) 24-1-2 to 38-0-9 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) All plates are 3x4 MT20 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 1334 lb uplift at joint 2 and 1334 lb uplift at joint 11. Walter P. Finn PE No12839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2018 ® WARNING - Verily design parameters and READ NOTES ON THIS AND INCLUDED MIrEK REFERANCE PAGEMIP7473 rev. 101031WIS BEFORE USE. Design valid for Use only with Mlfe.0 connectors. This design Is based only upon patamefers shown, and Is for an Individual budding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. ;Bracing Indicated is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek* Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSVIPII CuaitlyCiBedo, DSB-89 and BCSI Su9dLV Component 6904 Parke East Blvd. Safety IntomiaWn3vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Aexandda, VA 22314. Tampa, FL 33610 Job Truss Tr1k— Tvoe Qty Ply D11119ED GARAGE ' T15300284 75567 Al Hi- 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 10 12:21:11 2018 Page 1 ID: W4ymxDJgjh2lNMwOxUdDiGyZof4-xiK4yBG3zl6QLNJ5pgEzhq?tNEKp8wX6xuRxU?yUpjs -2-0-0 0 27-7-14 36-0-0 38-0-0 2-0-0 8-4-2 6-714 6-0 6-7-14 8-4-2 2-0-0 N 6 3X6 = 4.00 12 5x8 = Sx8 = 5 2526 2728 6 16 — 14 13 - 11 3x4 I I 4x6 = 3x8 = 3x4 I 3x4 = 4x6 = 21-0-0 8-4-2 3x6 = Scale = 1:66.5 LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress Incr YES Code FBC2017/TPI2014 CSI. TC 0.72 BC 0.62 WB 1.00 Matrix -MS DEFL. Vett(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) Well Ud -0.23 13-14 >999 360 -0.43 13-14 >997 240 0.14 9 n/a n/a 0.42 13-14 >999 240 PLATES GRIP MT20 244/190 Weight: 172lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-5-9 oc puriins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2x4 SP No.3 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1442/0-8-0, 9=1442/0-8-0 Max Horz 2=199(LC 11) Max Uplift 2=-1334(LC 12), 9=-1334(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-3357/3418, 4-5= 2501/2692, 5-6=-2324/2663, 6-7=-2501/2692, 7-9= 3357/3418 BOT CHORD 2-16=-3040/3131, 14-16=-3040/3131, 13-14=-2132/2323, 11-13= 3079/3131, 9-11— 3079/3131 WEBS 4 16=0/321, 4-14=-976/993, 5-14=-339/489, 6-13= 350/489, 7-13=-975/993, 7-11=0/321 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=40ft; L=36ft; eave=5ft Cat. II; Exp D; Encl.,IGCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 1-6-10, Interior(1) 1-6-10 to 15-0-0, Exterior(2) 15-0-0 to 26-1-2, Interior(1) 26-1-2 to 38-0-9 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 loads. 5) . This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1334 lb uplift at joint 2 and 1334 lb uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2018 ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 1010312015 BEFORE USE. Design valid for Uselonly with MITekS connectors. This design Is based only upon parameters shown, and Is for an indlAdual building component, not �° a truss system. Before use, the building designer must verify the appllcablllty of design parameters and properly Incorporate this design into the overall bullding 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, seeANSVMII GualllyCdlerle, DSB-89 and BCSI BaBding Component 6904 Parke East Blvd. Safety lnfonnaBonovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Truss Tvoe Qty Ply C` .-HED GARAGE T15300285 75567 A2 Hi, 2 1 Job Reference (optional) Chambers Truss,Ilnc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 10 12:21:12 2018 Page 1 ID: W4ymxDJgjh21 NMwOxUdDiGyZof4-PuuS9XHhkLEHyXuINNICD2Y4ZefdtTsGAYAUOSyUpjr -2-0-0 1 7-3-5 1%0-0 18-0-0 23-0-0 28-8-11 36-0-0 38-0-0 2-0-0 7-3-5 5-8-11 5-0-0 5-0-0 5-8-11 7-3-5 2.0-0 N C4 6 5x6 = 3x4 = 5x6 = 4.00 12 4 24 5 25 6 10 14 11 1V 3x8 '= 3x4 11 4x6 = 3x8 = 3x4 [I 3x8 3x8 = 4x6 = Scale = 1:65.6 7-3-5 13-0-0 23-0-0 28-8-11 36-0-0 , 7-3-5 5-8-11 10-0-0 5-8-11 7-3-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TO 0.62 Vert(LL) -0.27 11-14 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.59 Vert(CT) -0.63 11-14 >685 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.61 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Wind(LL) 0.45 11-14 >969 240 Weight:171 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-7-10 oc purlins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 4-0-2 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1442/0-8-0, 8=1442/0-8-0 Max Horz 2=175(LC 11) Max Uplift 2= 1334(LC 12), 8= 1334(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3416/3545, 3-4=-2731/2908, 4-5=-2557/2862, 5-6=-2557/2862, 6-7=-2731/2908, 7,-8=-3417/3544 BOT CHORD 2-15= 3173/3195, 14-15=-3173/3195, 11-14= 2626/2718, 10-11= 3212/3195, 8-10=-3212/3195 WEBS 3-14=-799/875, 4-14=-492/591, 5-14= 365/413, 5-11= 365/413, 6-11= 492/591, 7-11=-798/875 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft B=40ft; L=36ft; eave=5ft; Cat. 11; Exp D; Encl.,IGCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-9 to 1-6-10, Interior(1) 1-6-10 to 13-0-0, Exterior(2) 13-0-0 to 28-1-2, Interior(1) 28-1-2 to 38-0-9 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 i 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 hasl 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 mechariical connection (by others) of truss to bearing plate capable of withstanding 1334 lb uplift at joint 2 and 1334 lb uplift at joint 8. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2018 ® WARNING - Verily desfgn parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MB-7473 rev. 10/03/2015 BEFORE USE. Design vaild for use only with Mile-M connectors. This design Is based only Upon parameters shown, and Is for an Individual building component, not a truss system. Befofe use, the building designer must verily the applicability of design parameters and properly Incorporate this design Into the overall �building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek` is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabricaflom storage, delivery, erection and bracing of trusses and truss systems, seeANSUIP/I Quality CrCerra, DSB119 and SCSI Building Component 6904 Parke East Blvd. Safety lntonnaRon3vallabie from Truss Plate Institute, 218 N. Lee Sheet, Suite 312, Nexandrla, VA 22314. Tampa, FL 33610 Job Truss Tnre - "1e city Ply D'-^—'IED GARAGE T15300286 75567 A3 Hil. , 2 1 Job Reference (optional) l,namoers I russ, mc., MR YlerCe, r-L O. IOU 5 mar I I eU 10 IVII I eR ❑IUUJr1Ie5, IIIG. VVeU V Vl 1 V ILL I.IY -- rays I I D: W4ymxDJgjh21 NMwoxUdDiGyZof4-LHODaCIxGyU?Cg2g UoogJTdNSRLvLKyYdsfb5KyUpip 2-0-0 7-7-2 11.0-0 18-0-0 25-0-0 28-4-14 36-0-0 _ 38-0-0 2-0-0 7-7-2 3-4-14 7-0-0 7.0-0 3-4-14 7-7-2 C9 O 5x8 MT18HS = 3x4 11 4.00 12 4 25 26 5 27 28 5x8 MT18HS = 6 16 1b 14 13 12 11 1u 3x8 3x4 I 3x4 = 4x6 — 3x8 46 — 3x4 = 3x4 II 3x8 — Scale=1:65.6 M t2 f (h O 7-7-2 11-0-0 18-0-0 25-0-0 28-4-14 36-0-0 7-7-2 3-4-14 7-0-0 7-0-0 3-4-14 7-7-2 Plate Offsets (X Y)-- f4:0-5-4 0-2-81 f6:0-5-4 0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Vert(LL) -0.28 13 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.60 Vert(CT) -0.53 11-13 >810 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.82 Horz(CT) 0.14 8 n/a n/a BCDL 10.0 Code FBC20171FPI2014 Matrix -MS Wind(LL) 0.52 13 >826 240 Weight:171 lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (111 size) 2=1442/0-8-0, 8=1442/0-8-0 Max Harz 2=152(LC 11) Max Uplift 2=-1334(LC 12), 8=-1334(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3386/3555, 3-4=-2922/3169, 4-5= 3299/3590, 5-6— 3299/3590, 6-7=-2922/3169, 7-8=-3386/3555 BOT CHORD 2-16=-3172/3161, 15-16=-3172/3161, 13-15= 2636/2750, 11-13=-2674/2750, 1i0-11= 3210/3161, 8-10=-3210/3161 WEBS 3-15— 610/678,4-15= 367/439,4-13=-726l758,5-13= 435/670,6-13= 726/758, 6-11=-367/438, 7-11=-610/678 Structural wood sheathing directly applied or 3-5-15 oc purlins. Rigid ceiling directly applied or 3-10-7 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASIDE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft B=40fh L=36ft; eave=5ft Cat. II; Exp D; Encl.,IGCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 1-6-10, Interior(1) 1-6-10 to 11-0-0, Extedor(2) 11-0-0 to 30-1-2, Interior(1) 30-1-2 to 38-0-9 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) All plates are MI 20 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 1334 lb uplift at joint 2 and 1334 lb uplift at joint 8. Walter P. Finn PE No,22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2018 ® WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 10/03,2015 BEFORE USE. Design valld for user only with MlTekV connectors. This design Is based only upon parameters shown, and Is for on 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, dellvery, erection and bracing of trusses and truss systems, seeANSUIP/r GuaS1y CrBeda, DSS-89 and SCSI Bu0d6mg Component 6904 Parke East Blvd. Safetvintotmatronovallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Tm— TMe Oty Ply Dr=rnryED GARAGE T15300287 75567 A4 Hip, 2 1 Job Reference (optional) Vndlrruers I rubs, In0., rurt rierce, rL -2-0-0 5-6-0 9-0-0 15-0-5 2-0-0 5.6.0 3-6-0 6-0-9 5x8 MT18HS = 4.00 12 4 N 2 b.iju s mar i i zulb IVII IeK mausmes, Inc. vvea uct iu iz:zi:ib zuib rage 1 ID: W4ymxDJgjh21 NMwOxUdDiGyZof4-Hf7z?uKBoZkiR8C3cDg8OujktF 1 QpCor498iADyUpjn 20-11-7 27-0-0 30-6-0 36-0-0 38-0-0 5-10-13 6-0-9 3-6-0 5-6-0 2-0-0 Scale=1:65.5 3x4 I I 5x8 MITI FINS = 3x4 = 5x8 MT18HS = 26 5 27 6 28 7 29 8 3x4 T i tonv 3 9 P5 30 24 31 17 16 15 3x4 = 4x6 = 3x4 = 14 13 12 3x10 = 3x4 = 4x6 = 10 3x8 = 9-0-0 15-0-9 20-11-7 27-0-0 _, 36-0-0 9-0-0 6.0.9 1 5-10-13 6-0-9 9-0-0 Plate Offsets (X Y)-- (4:0-5-4 0-2-81 16:0-4-0 Edge) (8:0-5-4 0-2-8) LOADING (psf) TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-0-0 Plate Grip DOL 1.25 Lumber DOL 1.25 Rep Stress incr YES Code FBC2017/TPI2014 CSI. TC 0.67 BC 0.60 WB 0.93 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) Wind(LL) in (loc) -0.35 14-15 -0.67 14-15 0.15 10 0.66 14-15 I/deft >999 >640 n/a >652 Ud 360 240 n/a 240 PLATES MT20 MT18HS Weight:171 lb GRIP 244/190 244/190 FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORE BOT CHORD 2x4 SP M 30 BOT CHORC WEBS 2x4 SP No.3 REACTIONS. (Ib/size) 2=1442/0-8-0, 10=1442/0-8-0 Max Horz 2=129(LC 11) Max Uplift 2=-1334(LC 12), 10= 1334(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3462/3756, 3-4=-3159/3349, 4-5=-3863/4130, 5-7=-3863/4128, 7-8=-3863/4128, 6-9=-3159/3349, 9-10— 3462/3756 BOT CHORD 2-17=-3388/3258, 15-17=-2877/2981, 14-15=-3784/3863, 12-14= 2916/2981, 110-12=-3426/3258 WEBS 3i 17=-396/575, 4-17=-204/383, 4-15=-1134/1088, 5-15=-381/538, 7-14=-339/533, q-14=-1131/1087, 8-12=-204/383, 9-12=396/574 Structural wood sheathing directly applied or 3-4-8 oc pudins. Rigid ceiling directly applied or 3-9-2 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19fh 13=4011; L=36ft; eave=5ft Cat. II; Exp D; Encl.,;GCpi=0.16; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 1-6-10, Interior(1) 1-6-10 to 9-0-0, Exterior(2) 9-0-0 to 32-1-2, Interior(1) 32-1-2 to 38-0-9 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) 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 hasibeen 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 1334 lb uplift at joint 2 and 1334 lb uplift at joint 10. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 10,2018 A WARNING- Verify, design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MO-7473 rev. 101=015 BEFORE USE. -- Design valid for use Only with MITe'og connectors. This design Is based only upon parameters shown, and Is for ati 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 Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the , fabricatlon, storage, delivery, erection and bracing of trusses and truss systems, seeANSWII QualityCiflerb, DSB-89 and BCSI Building Companont 6904 Parke East Blvd. Safety Informationovailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Trr— T +)e Qty Ply D-T"" -lED GARAGE ' T75300288 75567 ATA AT 2 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 10 12:21:17 2018 Page 1 I D: W4ymxDJgjh2l NMwOxUdDiGyZof4-mshLCELgZtsZ3In FAwLNw5FwnfIkYH?JpuFifyUpjm 14-0-3 22-1-12 •2.0-0 8-1-4 13-1%4 14 -0 18-0-0 21-11-13 22-0 27-10-12 36-0-0 38-0-0 2.0-0 8-14 5-9-0 0- 112 3-11-13 3-11-13 0.93 5-9-0 0-0-3 0-1-12 Scale: 3/16°=1' 4.00 12 5x6 = 3x6 3x4 11 Sx8 MT18HS = 3x4 = 3x4 11 3x6 = 3x4 = 5x8 MT18HS = 8-1-4 13-10-4 22-1-12 27-1012 � 36-0-0 8-1-4 5-9-0 8-3-8 5-9% 8-1-4 Plate Offsets (X Y)-- [2:0-0-14 Edgej f4:0-3-0 Edge], f8:0-3-0 Edge], (10:0-0-14 Edge) LOADING (psf) SPACING- 2-0-0 'CSI. DEFL. in (loc) I/dell L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) -0.70 12-14 >621 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Vert(CT) -0.93 14-15 >464 240 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.72 Horz(CT) 0.15 10 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MS Wind(LL) 0.61 15-17 >703 240 Weight: 168lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 20 SP M 31 BOT CHORD WEBS 2x4SPNo.3 WEBS JOINTS REACTIONS. (lb/size) 2=1525/0-8-0, 10=1525/0-8-0 Max Horz 2=233(LC 11) Max Uplift 2=-1284(LC 12), 10= 1284(LC 12) Max Grav 2=1584(LC 20), 10=1584(LC 20) FORCES. (Ib) - Mi ax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3985/2930, 3-5=-3455/2388, 5-6= 653/651, 6-7=-653/651, 7-9=-3455/2388, 9-10= 3985/2930 BOT CHORD 2-17=-2559/3827, 15-17= 2559/3827, 14-15= 1881/3233, 12-14= 2614/3752, 1i0-12= 2614/3752 WEBS 7,14=-249f740, 9-14=-938/811, 9-12=-19/282, 5-15=-249f740, 3-15=-938/811, 3-17=-20/282, 5-18= 2643/1779, 7-18=-2643/1779 Structural wood sheathing directly applied or 3-2-4 oc puffins. Rigid ceiling directly applied or 4-7-8 oc bracing. 1 Row at midpt 5-18, 7-18 1 Brace at Jt(s): 18 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19fh B=40ft; L=36ft; eave=5ft Cat. II; Exp D; Encl.,;GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 1-6-10, Interior(1) 1-6-10 to 18-0-0, Exterior(2) 18-0-0 to 21-7-3 zone;C-C for members and forces 8, MWFRS 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 nonconcurrent with any other live loads. 5) ' This truss haslbeen 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) Ceiling dead load (5.0 psf) on member(s). 5-18, 7-18 7) Bottom chord live load (40.0 pst) and additional bottom chord dead load (5,0 psf) applied only to room. 14-15 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1284 lb uplift at joint 2 and 1284 lb uplift at joint 10. 9) ATTIC SPACE SHOWN IS DESIGNED AS UNINHABITABLE. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2018 ® WARNING - Verity design parameters and READ NOTES ON THIS AND INCLUDED MrrEK REFERANCE PAGE M17-7473 rev. 1010312015 BEFORE USE. ° Design valid for use only with MITekV connectors. This design Is based only upon parameters shown, and Is for an Indvtdual building component not a truss system. Before use, the building designer must verity the applicability of design parameters and properly Incorporate this design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MiTek Is always required for stability and to prevent collapse with possible personal Injury and properly damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANS171PI1 OuafBy CAledo, DS"9 and BCSI &t2dlrtg Component 6904 Parke East Blvd. Safety InformaBonavallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Tri—T-oe Qty Ply D'F "!79EDGARAGE T15300289 75567 GRA Hit !r 2 2 Job Reference o tional l.r IA[r rue[ s I lust;' Inc., _o_n_n 1 1 4.00 F12 rorr rrerce, rL 7-0-0 5x8 MT18HS = 3 t3.1JU s Mar 11 zu18 MI I eK Inausrrles, Inc. Wea uci lu lz:zl:z9 zU18 rage T 5-6-14 5-5-2 15-5-2 15-6-14 3x4 II 3x4 = 5xB MT18HS = 3x4 = 24 25 4 26 27 2829 5 6 30 31 732 33 34 3-1.2 3-10-14 2-0-0 Scale = 1:66.5 5x8 MT18HS = 8 m n' n N Oim O 17 35 36 16 1537 38 39 14 40 41 13 12 42 43 44 11 3x6 _ 3x4 11 5x8 MT1OHS = 3x8 = 4x4 = 3x4 I I 3x6 = 44 = 5x8 MT18HS = I �3-10.14 7.2-0 12.6-14 18-0-0 23-5-2 29-0-0 32-1-2 36-0-0 3-10-14 3-1-2 5-6-14 5-5-2 5-5-2 5-6-14 3-1-2 3-10-14 Plate Offsets (X,1)-- f3:0-5-4,0-2-81, f6:0-4-0,Edgel, f8:0-5-4,0-2-81 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.69 Vert(LL) 1.09 14 >395 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.85 Verl(CT) -1.05 14 >411 240 MT18HS 244/190 BCLL 0.0 '' Rep Stress Incr NO WB 0.66 Horz(CT) -0.19 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 3261b FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD BOT CHORD 2x4 SP M 30 BOT CHORD WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=2772/0-8-0, 9=2772/0-8-0 Max Horz 2= 106(LC 23) Max Uplift 2= 2487(LC 8), 9=-2487(LC 8) 1 FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2 3=-7546/6332, 3-4=-10223/8770, 4-5=-11181/9581, 5-7=-11181/9581, 7-8— 10225/8773, 8-9= 7547/6333 BOT CHORD 2-17= 5813/7105, 16-17=-5829/7140, 14-16= 8512/10223, 12-14=-8515/10225, 111-12= 5830/7141,9-11=-5814/7105 WEBS 31 17=-269/668, 3-16=-2916/3446, 4-16=-1063/1131, 4-14=-885/1084, 5-14— 56U702, 7rl4=-882/1081, 7-12=-1064/1132, 8-12=-2918/3448, 8-11=-269/668 Structural wood sheathing directly applied or 4-3-5 oc purlins. Rigid ceffing directly applied or 5-4-6 oc bracing. NOTES- 1) 2-ply truss to be' connected together with 10d (0.131 °x3°) nails as follows: Top chords connected as follows: 2x4 - 1 row at 0-7-0 oc. Bottom chords connected as follows: 2x4 - 1 row at 0-9-0 oc. Webs connected as follows: 2x4 - 1 row at 0-9-0 oc. 2) All loads are considered equally applied to all plies, except if noted as front (F) or back (B) face in the LOAD CASE(S) section. Ply to ply connections have been provided to distribute only loads noted as (F) or (B), unless otherwise indicated. 3) Unbalanced roof live loads have been considered for this design. 4) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=40ft; L=36ft; eave=5ft Cat. 11; Exp D; Encl., GCpi=0.18; MW FRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 5) Provide adequate drainage to prevent water ponding. 6) All plates are MT20 plates unless otherwise indicated. 7) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 8) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 9) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 2487 Ib uplift at joint 2 and 2487 lb uplift at joint 9. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2018 ® WARNING - Verily'deslgn parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE ASIP7473 rev. 10/012015 BEFORE USE. Design valid for uselonly with MITek':) cohnectors. This design Is based only upon parameters shown, and Is for an individual building component, not truss a system. Befo�Z 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 stablllty 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, seeANSW11 GuaIUyClBeda, DSB-89 and BCSIWdIng Component 6904 Parke East Blvd. Safety/nformat/onavailable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Tm-s T..)a City Ply D--'—!iED GARAGE ' T15300289 76567 GRA Hil. it 2 2 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 Mi-I eK Industries, Inc. Wed Uct 10 12:21:23 2018 Page z ID:W4ymxDJgjh2lNMwOxUdDiGyZof4-aO2cTHPa6jdjnDEPW BSnAMVxk3M3yoothlLavJyUpjg NOTES- 10) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s)136 lb down and 317 lb up at 7-0-0, 105 lb down and 215 lb up at 9-0-12, 105 lb down and 215 lb up at 11-0-12, 105 lb down and 215 lb up at 13-0-12, 105 lb down and 215 lb up at 15-0-12, 105 lb down and 215 lb up at 17-0-12, 105 lb down and 215 lb up at 18-11-4, 105 lb down and 215 lb up at 20-11-4, 105 lb down and 215 lb up at 22-11-4, 105 lb down and 215 lb up at 24-11-4, and 105 lb down and 215 lb up' at 26-11-4, and 136 lb down and 317 lb up at 29-0-0 on top chord, and 392 lb down and 323 lb up at 7-0-0, 83 lb down and 29 lb up at 9-0-12, 83 lb down and 29 lb up at 11-0-12, 83 lb down and 29 lb up at 13-0-12, 83 lb down and 29 lb up at 15-0-12, 83 lb down and 29 lb up at 17-0-12, 83 lb down and 29 lb up at 18-11-4, 83 lb down and 29 lb up at 20-11-4, 83 lb down and 29 lb up at 22-11-4, 83 lb down and 29 lb up at 24-11-4, and 83 lb down and 29 lb up at 26-11-4, and 392 lb down and 323 lb up at 28-11-4 on bottom chord. The design/selection of such connection device(s) is the responsibility of others. LOAD CASE(S) Standard 1) Dead + Root Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loadsl(plf) Vert: 1;3=-54, 3-8=-54, 8-10=-54, 18-21=-20 Concentrated Loads (lb) Vert: 3L-105(F) 6— 105(F) 8— 105(F) 17= 392(F) 11=-392(F) 24_ 105(F) 25=-105(F) 26=-105(F) 27=-105(F) 29= 105(F) 31_ 105(F) 32=-105(F) 33� 105(F) 34=-105(F) 35— 62(F) 36— 62(F) 37=-62(F) 38=-62(F) 39=-62(F) 40= 62(F) 41=-62(F) 42= 62(F) 43=-62(F) 44= 62(F) ® WARNING- Verily design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. laWY2015 BEFORE USE. Design valid for uselonly with MiTe4V connectors. This design Is based only upon parameters shown, and is for an Individual buiding component, hot a truss system. BefN 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 IVIiTeW Is always required for stability and to prevent collapse with pom bie personal Injury and property damage. For general guidance regarding the fabrication, storage, delivery, erection and bracing of trusses and truss systems, seeANSI/1'Pll' GualffyCriteria, DSB-69 and BCSI Buildhig Component 6904 Parke East Blvd. Soloty(ntormallonavdiable from Truss Plate Institute, 218 N. Lee Street. Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss True Tvqe Qry Ply DII—IfED GARAGE ' T15300290 75567 J1 JA 'EN 8 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 10 12:21:24 2018 Page 1 ID:W4ymxDJgjh2lNMwOxUdDiGyZof4-2Cc?gdQDvt IaONpb4vzOja2BwTtVh111 wP47SIyUpjf -2-0-0 1-0-0 2-0-0 1-0-0 Scale = 1:6.8 t2 r O M 10 LOADING (psf) SPACING- 2-0-0 CS1. DEFL. in (loc) Well Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) 0.00 5 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.13 Vert(CT) 0.00 5 >999 240 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Wind(LL) -0.00 5 >999 240 Weight: 6lb FT=20% LUMBER- I TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or 1-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb%size) 3=-2 1 /Mechanical, 2=261/0-8-0, 4=-56/Mechanical Max Horz 2=105(LC 12) Max Uplift 3= 21(LC 1), 2= 501(LC 12), 4= 56(LC 1) Max Grav 3=71(1-13 12), 2=261(LC 1), 4=148(LC 12) 1 FORCES. (lb) - tJjax. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. NOTES- II 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft B=40ft; L=36ft; eave=5ft Cat. If; Exp D; Encl., GCpi=0.18; MW FRS (directional) and C-C Exterlor(2) zone;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) Refer to girders) for truss to truss connections. 5) Provide mechagical connection (by others) of truss to bearing plate capable of withstanding 21 lb uplift at joint 3, 501 lb uplift at joint 2 and 56 lb uplift, at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33810 Date: October 10,2018 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev. 10/032015 BEFORE USE. Design vaild for use,lonly with MTe'.b connectors. This design Is based only upon parameters shown, and Is for an Individual bukding component, not a truss system. Before use, the building designer must verify the applicability of design parameters and properly incorporate Th s design Into the overall building design. Bracing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional lemporary 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 Qua/ByCdledo, DS9-89 and SCSI Building Component 6904 Parke East Blvd. Safety Infonnatlon3vailable from Truss Plate Institute, 218 N. Lee Street, Suite 312 Alexandria VA 22314. Tampa, FL 33610 Job Truss Tn'.T 17e city Ply D=T'^'iED GARAGE T15300291 75567 J3 Ja -in 8 1 I Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.130 s Mar 11 2018 MiTek Industries, Inc. Wed Oct 10 12:21:26 2018 Page 1 I D: W4ymxDJgjh21 NMwoxUdDiGyZof4-?bkl5JSTRe?I egz_BJ?Uo?7XQHXx9xoKOjZE W eyUpjd -2-0-0 3-0-0 2-0-0 3-0-0 Scale = 1:10.2 3-0-0 3-0-0 Plate Offsets (X,Y)-- f2:0-1-10,0-0-41 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.00 7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.20 Vert(CT) -0.00 4-7 >999 240 BOLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) 0.00 4 n/a n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) -0.01 4-7 >999 240 Weight: 12lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc pudins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. QbIsize) 3=50/Mechanical, 2=258/0-8-0, 4=20/Mechanical Max Harz 2=154(LC 12) Max Uplift 3= 45(LC 9), 2=-384(LC 12) Max Grav 3=54(LC 17), 2=258(LC 1), 4=44(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=40ft; L=36ft; eave=5ft; Cat. II; Exp D; Encl.,iGCpi=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 1-6-10, Interior(1) 1-6-10 to 2-11-4 zone;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) Refer to girder(s) for truss to truss connections. 5) Provide mecharjical connection (by others) of truss to bearing plate capable of withstanding 45 lb uplift at joint 3 and 384 lb uplift at joint 2. 1 Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2018 ® WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev. 1010312015 BEFORE USE. Design vaild for usejonly with Milek8 connectors. This design Is based only upon parameters shown, and Is tot 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 fabricatlom storage; delivery, erection and bracing of trusses and truss systems, seeANSWII Qua/ByCdledo, DSB-89 and BCSI Bu9dtrtg Component 6904 Parke East Blvd. Safety/nformallon3vailabie from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Tr- Tempe Qty Ply C'T"^HED GARAGE T15300292 75567 J5 Ja, ?n 8 1 Job Reference (optional) Chambers truss, Inc., Fort Pierce, FL 8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 10 12:21:28 2018 Page 1 I D: W4ymxDJgjh21 NMwOxUdDiGyZof4-xzsV W?TjzFF?t_6MJk2ytQCtw46vdrlcrl2KbW yUpjb -2-0-0 5-0-0 2-0-0 5-0-0 Scale = 1:13.8 5-0-0 I 5-0-0 Plate Offsets (X,Y)-- f2:0-1-6,0-0-01 LOADING (psf) i SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 ' Plate Grip DOL 1.25 TC 0.34 Vert(LL) -0.02 4-7 >999 360 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.68 Vert(CT) -0.05 4-7 >999 240 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 rVa n/a BCDL 10.0 Code FBC2017ITP12014 Matrix -MP Wind(LL) 0.06 4-7 >921 240 Weight: 19lb FT=20% LUMBER- I BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-0-0 oc puriins. SOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=109/Mechanical, 2=316/0-8-0, 4=5 1 /Mechanical Max Horz 2=205(LC 12) Max Uplift 3=-127(LC 12), 2=-403(LC 12), 4= 2(LC 9) Max Grav 3=109(LC 14 2=316(LC 1), 4=82(LC 3) FORCES. (lb) - I ax. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; VuIt=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19f; B=40ft; L=36ft; eave=5ft; Cat. 11; Exp D; Encl.,�GCpf=0.18; MWFRS (directional) and C-C Exterior(2) -2-0-9 to 1-6-10, Interfor(1) 1-6-10 to 4-11-4 zone;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 hasl been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 127 lb uplift at joint 3, 403 lb uplift at joint 2 and 2 lb uplift at joint 4. Walter P. Finn PE No.22839 MiiTek USA, Inc. FL Cert 8634 6904 Parke East Blvd. Tempe FL 33810 Date: October 10,2018 ® WARNING - Vedly design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1140.7473 rev. 10/03,2015 BEFORE USE. Design Valid for Use only with MITekV 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 bullding design. Brbcing Indicated Is to prevent buckling of Individual truss web and/or chord members only. Additional temporary and permanent bracing MOW always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fabrication, storage, dellvery, erection and bracing of trusses and truss systems, seeANSUIPII QuamyCtBedo DSB-69 and BCSI Buifding Component 6904 Parke East Blvd. Safety Informatlomvallable from Truss Plate Institute, 218 N. Lee Street, Suite 312. Alexandria, VA 22314. Tampa, FL 33610 Job Truss Tn,^-T 9e Qty Ply GARAGE T15300293 75567 J7 Jai'. �n 24 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 2-0-0 8.130 s Mar 112018 MiTek Industries, Inc. Wed Oct 10 12:21:30 2018 Page 1 ID: W4ymxDJgjh21 NMwoxUdDiGyZof4-tMzGxhVzVtVj61GIQ94Qyr17hurO5lnvlLXRfPyUpjZ 7-0-0 7-0-0 7-0-0 Scale = 1:17.5 N N n N W N LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.65 Vert(LL) -0.07 4-7 >999 360 MT20 244/190 TCDL 7.0 I Lumber DOL 1.25 BC 0.49 Vert(CT) -0.17 4-7 >501 240 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 Wind(LL) 0.21 4-7 >403 240 Weight: 25lb FT=20% LUMBER - TOP CHORD 21 SP M 30 BOT CHORD 2x4 SP M 30 REACTIONS. (lb/size) 3=159/Mechanical, 2=383/0-8-0, 4=82/Mechanical Max Horz 2=256(LC 12) M1 x Uplift 3=-199(LC 12), 2=-442(LC 12), 4=-9(LC 12) Max Grav 3=159(LC 1), 2=383(LC 1), 4=123(LC 3) FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-1 0- Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft; B=40ft; L=36ft; eave=5ft; Cat. II; Exp D; End] GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -2-0-9 to 1-6-10, Interior(1) 1-6-10 to 6-11-4 zone;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 hasp 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 elide will fit between Ehe bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 199 lb uplift at joint 3, 442 lb uplift at joint 2 and 9 lb uplift at joint 4. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cert 8634 8904 Parke East Blvd. Tampa FL 3361D Date: October 10,2018 ® WARNING- Ve1I1 design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE M11-7473 rev. 10/032015 BEFORE USE. Design valid for use only with MITekb connectors. This design Is based only upon parameters shown, and Is for on Individual bulldtr•,g component. not a truss system. Befdre 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 orgy. 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, seeANSW11 CuaBlyCrBeft DSB-69 and SCSI Bulldlny Component 6904 Parke East Blvd. Safety Informatbn.�vallable from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria, VA 22314. Tampa, FL 33610 Job Truss Tv- T-qe city Ply D�7" 9ED GARAGE T15300294 75567 KJ7 Di- Hip Girder 4 1 Job Reference o tional Chambers Truss, Inc., Fort Pierce, FL 2-9-15 8.130 s Mar 11 2018 MITek Industries, Inc. Wed Oct 1u 12:z1:81 2018 rage 1 ID:W4ymxDJgjh2lNMwoxUdDiGyZof4-LYXeB1 WcGAdakSrx_tbfV2gLpIElg9?3X?H?BryUpjY 6-8-12 9-10-1 6-8-12 3-1-4 NAILED NAILED NAILED NAILED 3x4 = NAILED NAILED Scale: 1/2"=l' 6-8-12 6-8-12 9-10-1 Plate Offsets (X Y)-- f2:0-2-3 0-0-11 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/dell Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.49 Vert(LL) -0.09 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.22 Vert(CT) -0.11 7-10 >999 180 BCLL 0.0 Rep Stress Incr NO WB 0.19 Horz(CT) 0.01 5 n/a n/a BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 41 lb FT = 20 LUMBER- BRACING - TOP CHORD 2z4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2I 4 SP N0.3 REACTIONS. (Ib/size) 4=50/Mechanical, 2=516/0-10-15, 5=359/Mechanical Max Harz 2=254(LC 8) Max Uplift 4=-80(LC 24), 2=-671(LC 8), 5=-266(LC 8) Max GraV 4=50(LC 1), 2=518(LC 28), 5=375(LC 28) FORCES. (lb) - Max. Comp./Max. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD ,2-3=-744/421 BOT CHORD i2-7=-501/711, 6-7= 501/711 WEBS :3-7=-30/296, 3-6= 820/578 NOTES- 1) Wind: ASCE 7-10; Vult=170mph (3-second gust) Vasd=132mph; TCDL=4.2psf; BCDL=3.Opsf; h=19ft B=40ft L=36fh eave=5ft; Cat. II; Exp D; Encl., GCpi=0.18; MWFRS (directional); Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 3) ` This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to beating plate capable of withstanding 80 lb uplift at joint 4, 671 lb uplift at joint 2 and 266 lb uplift at joint 5. 6) "NAILED" indicates 3-1Od (0.148"x3") or 2-12d (0.148"x3.25") toe -nails per NDS guidlines. 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: 1-4= 54, 5-8= 20 Concentrated Loads (lb) Vert: 12=-65(F=-33, B=-33) 13=61(F=30, B=30) 14=2(F=1, B=1) 15= 45(F=-22, B=-22) Walter P. Finn PE No.22639 MiTek USA, Inc. FL Cent 6634 6904 Parke East Blvd. Tampa FL 33610 Date: October 10,2018 © WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE Mll-7473 rev. f0/03/2015 BEFORE USE. Design valid for Use only with WHOM 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, seeANSUIP/1 GualBy Cdleda, DSB-69 and BCS18uildkig Component 6904 Parke East Blvd. Safety/nformat/onavalloble from Truss Plate Institute, 218 N. Lee Street, Suite 312, Alexandria. VA 22314. Tama, FL 33610 Symbols PLATE LOCATION AND ORIENTATION V Center plate on joint unless x, y offsets are indicated. Dimensions are in ft-in-sixteenths. Apply plates to both sides of truss and fully embed teeth. 2 orientation, locate )-II& from outside edge of truss. This symbol indicates the required direction of slots in connector plates. 'Plate location detar7s available in MiTek20120 software or upon request. PLATE SIZE The first dimension is the plate 4 x 4 width measured perpendicular to slots. Second dimension is the length parallel to slots, LATERAL BRACING LOCATION Indicated by symbol shown and/or by text in the bracing section of the output, Use T or I bracing if indicated. BEARING Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint number where bearings occur. Min size shown is for crushing only, Industry Standards: ANSI/TPI1: National -Design -Specification -for Metal -- Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, Guide to Good Practice for Handling, Installing & Bracing of Metal Plate Connected Wood Trusses. Numbering System 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) 1 2 3 TOP CHORDS JOINTS ARE GENERALLYNUMBERED/LETTERED CLOCKWISE AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO THE LEFT. CHORDS AND WEBS ARE IDENTIFIED BY END JOINT NUMBERS/LETTERS. PRODUCT CODE APPROVALS ICC-ES Reports: ESR-1311, ESR-1352, ESR1988 ER-3907, ESR-2362, ESR-1397, ESR-3282 Trusses are designed for wind loads in the plane of the truss unless otherwise shown. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. © 2012 MiTek® All Rights Reserved MiTek Engineering Reference Sheet: Mll-7473 rev. 10/03/2015 ® 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. B. Unless otherwise noted, moisture content of lumber shall not exceed 190/.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 heated lumber may pose unacceptable environmental, health or performance risks. Consult with project engineer before use. 19,.Review_alLportions_of tbis 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.