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HomeMy WebLinkAboutTRUSS PAPERWORKMiTek® RE: M11392 THE WINDSOR Site Information: Customer: Wynne Dev Corp Lot/Block: Address: unknown City: St. Lucie County SCANNED BY St. Ludprnttnfi/ MiTek USA, Inc. 6904 Parke East Blvd. Tampa, FL 33610-4115 Project Name: M11392 Model: 71 Carlton 3 Bedroom Rear Porch Subdivision: State: FL General Truss Engineering Criteria & Design Loads (Individual Truss Design Drawings Show Special Loading Conditions): Design Code: FBC2017/TPI2014 Design Program: MiTek 20/20 8.1 Wind Code: ASCE 7-10 Wind Speed: 165 mph Roof Load: 37.0 psf Floor Load: N/A psf This package includes 15 individual, dated Truss Design Drawings and 0 Additional Drawings. With my seal affixed to this sheet, I hereby certify that I am the Truss Design Engineer and this index sheet conforms to 61 G15-31.003, section 5 of the Florida Board of Professional Engineers Rules. Seal# Truss Name Date 1 1 T16686490 a 4/3/2019 2 T16686491 at 4/3/2019 FILE COPY 3 T16686492 a2 4/3/2019 4 T16686493 a3 4/3/2019 5 T16686494 a4 4/3/2019 6 T16686495 a5 4/3/2019 7 T16686496 ata 4/3/2019 8 T16686497 b 4/3/2019 9 T16686498 bha 4/3/2019 10 T16686499 gra 4/3/2019 11 T16686500 j1 4/3/2019 12. T16686501 i3 4/3/2019 13 T16686502 i5 4/3/2019 14 T16686503 j7 4/3/2019 15 T16686504 kj7 4/3/2019 REVIEWED FOR CODE COMPLIANCE ST. LUCIE COUNTY BOCC The truss drawing(s) referenced above have been prepared by MiTek USA, Inc under my direct supervision based on the parameters provided by Chambers Truss. Truss Design Engineers Name: Finn, Walter My license renewal date for the state of Florida is February 28, 2021. Florida COA: 6634 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 MiTek. Any project specific information included is for MiTek customers file reference purpose only, and was not taken into account in the preparation a these designs. MiTek has not independently verified the applicability of the design parameters or the designs for any particular building. Before use, the building designer should verify applicability of design parameters and property incorporate these designs into the overall building design per ANSI/TPI 1, Chapter 2. 1 of i , 2019 M11392 e T16686490 4x8 = 2x3 11 4.00 12 2x3 4 26 5 3.6 = 4.4 = 4x8 = 2x3 6 7 27 8 9 Scale = 1:60.5 1b 13 3.4 = 3x4 = 3x6 = 6xS = 30= 3x6.= 3x4 = 3.5 = i c4-11-0 20-2-13 2fi-0-0 35-0-0 A-n-n 5.11.n I Plate Offsets KY)- 12:0-0-14,Edael.14:0-5-4 0-2-01 18:0.5-4 0-2-01 110:0-0-6 Edgel LOADING (psf) SPACING- 2-0-0 CSI. DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.57 Vert(LL) 0.42 12-23 >572 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.47 Vert(CT) 0.37 12-23 >659 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.94 Horz(CT) 0.03 10 n/a Na BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 161 lb F7=20% LUMBER- - 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=433/0-8-0, 15=1596/0-8-0, 10=669/0-8-0 Max Hom 2=-97(LC 10) Max Uplift 2- 235(LC 12), 15=-1439(LC 12), 10=-799(LC 12) Max Gmv 2=467(LC 17). 15=1596(LC 1), 10=685(LC22) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250.(lb) or less except when shown. TOP CHORD 2-3=-639/108, 3-4=-396/0,4-5- 967/776, 5-7=-967l776, 7-8=-454/938, 8-9=-1009/1884, 9-10=-1265/2154 BOT CHORD 2-17=0/652, 15-17=0/430, 14-15=-704/454, 12-14=-1586/938, 10-12=-1971/1174 WEBS 3-17=-372/461,4-17=-272/451,4-15=-1087/1002,5-15=-336/386,7-14=-766/399, 8-14=-580/997, 8-12=-958/447, 9-12=-358/600, 7-15=-1329/2190 Structural wood sheathing directly applied or 6-0-0 oc puriins. Rigid ceiling directly applied or 4-5-1 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exlerior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 9-0-0, Exterior(2) 9-0-0 to 13-11-6. Intenor(1) 13-11-6 to 26-0-0. Exledar(2) 26-0-0 to 30-11-6, Interior(1) 30-11-6 to 36-0-0 zone; patch right exposed;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water ponding. 4) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 5) `This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottomchord and any other members. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 235 lb uplift at joint 2, 1439 lb uplift at joint 15 and 799 lb uplift at joint 10. Wafter P. Finn PE No.32939 MRek USA Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNING -Vergy design cammeten andREAD NOTES ON TNLSAND INCLUDED MmEKREFERANCEPAGEMN-7475 rev. 14VU42,015BEFOREUSE • Design valitl for use only wlm Mnlla onnedars.11Vs tleslgn Ls basetl pNy upon aerometers shown. ontl Bfor an mtlMtluol bustling component,not a tress system. Before use, Me builtling tleSgner mussvetlry Me appllcabllity of tleslgn parameters entl properly Incorporate arils tleslgn Info the overall builtling tlesign. Bracing mtllWtetl is fo prevent bud4ing of lndMtluaitmss webantl[Or chortl members oNy. AtltlidOnal temporary entl pertnaneni bracNg is always required for debalty entl to pieveni pollepse wlm possible personal Niury entl property damage. For general gultlence wga�tling the fabrication, storage, tlelNery, erecr.n nd bracing of husses and buss sysiemz seeAN3U1P11 Cup�pa� C411dp: OSlM9.pnd 6C51 Wltlbp Comppnml sabty lnreurn novolloble ham Truss Plot.Institute. 21B N. Lee Street Suite 312. Alexontltlp. VA 22314. WOW 6904 Palle East BNd. Tampa, FL 33610 Job Truss Truss Type City Ply THE WINDSOR T76686491 M11392 Al SPECIAL 1 1 Job Reference foot onall „unumn15 I rubs, inc., ron nerve, IL a.e4ua use oeule me. Wee Apr a l ea 0:44 LUl a rage 1. u b C 4.00 f 12 5i6= 2x311 m 4 21 5 3x4 = 6 22 5x8 MT18HS = 7 Scale = 1:61.3 13 12 3x6 = 3x5 = 5x8 MT18HS= 3x12 = 2.00 12 m 01t2 Plate Offsets MY)— 12:0-0-2,Edge1 b:0-4-0 0-2-31 i9:0-1-15 Edgel LOADING (psi) SPACING- 2-0-0 CSI. DEFL. in (loc) Well Ud PLATES GRIP TOLL 20.0 Plate Grip DOL 1.25 TC 0.63 Ved(LL) 0.7511-12 >563 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.91 Ved(CT) -1.2111-12 >348 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WB 0.77 Horz(CT) 0.35 9 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matdx-MS Weight: 1551b FT=20% LUMBER- 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=1349/0-8-0, 9=1349/0-8-0 Max Hom 2=-117(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3209/2102, 3-4=-3006/2024, 4-5=-3022/2080, 5-6=>3022/2080, 6-7=-4643/2994, 7-8=-5324/3364, 8-9=-5751/3700 BOT CHORD 2-13=-1883/3007, 12-13=-1591/2657, 11-12=-2456/3908, 9-11=-3442/5478 WEBS 3-13=425/410, 4-13=-354/571,4-12=-362/617, 5-12=-269/279, 6-12=-1034/712, 6-11=-373/892,7-11=-897/1523, 8-11=-404/435 Structural wood sheathing directlyapplied or 2-7-7 oc purlins. Rigid ceiling directly applied or 2-2-0 oc bracing. NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15N; B=70ff; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 36-0-0 zone;C-C for members and forces & MWFRS for reactions shown; Lumber DOL=1.60 plate grip D0L=1.60 3) Provide adequate drainage to prevent water ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 7) Bearing at joint(s) 9 considers parallel to grain value using ANSVTPI 1 angle to grain formula. Building designer should verity capacity of bearing surface. 8) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 825 lb uplift at joint 2 and 825 lb uplift at joint 9. Walter P. Finn PE No.22839 MTek USA, Inc. FL Can 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING -Vaftdesl9n parameters and READ NOTES ON TNISANDINCLUDWMREKREFERANCEPAGEN674TJmv. 10,034WISDEFORE USE • Design vclld for use only wim MRek® connectors. IDis de"On Is bosed only upon parcmeters shown. antl Is tar on Ind du bulltling component, not ��' p huss system. Before use, ire buatllog designer must van the opp"l obalty of design "ammeters antl propoey Incorporate this tleslgn Info me overall buading tlesign. BrccNO lnOlcoted is to prevent buckling of lndNioual huss web antl/or chord members only. AdoMlono temporary antl permanent brodn9 1�s A/� Isplwaysrequlredtar sfobalty and to prevent collapse wifn possible runWury and property damage. For general gultlpnce reggttlNg the IYIjTBk- (.""flan, storage: tlelNary, erec..o antl bracing o/busses antl fruss systems. seeANSU1P11 p-edayCdMM� DSe419 and BC31lutdhp Wmponrrnt Sehry Informotbnovoiigble from Truss plate Institute. 218 N. Lea Sheet Sun. 3, 2. Alexondrlp, VA 22314. 6904 Parke East BNd. Tampa, FL 33610' M11392 IA2 ISPECIAL I 1 I T16686492 5X6 = 30 4.00 12 4 21 5 5x8 = 22 6 Scale=1:61.3 12 3x4 5X8 = 3X12 = 3�' = 2.00 12 10-0.0 10-0-0 149 2-0-0 468 5.0.0 -9--0 I 22I 514 2-6-B 1. Plate Offsets (X Y)— 12:0-M Edgel 16:0-4-0 0-2-31 18:0-1-15 Edgel LOADING (psQ SPACING- 2-0-0 CSI. DEFL. in (too) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.66 Ved(LL) 0.72 10 >585 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) 4.94 10-19 >447 180 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES W B 0.86 Horz(CT) 0.34 8 n/a rda BCDL 10.0 Code FBC20171TPI2014 Matrix -MS Weight: 1601b FT=20% LUMBER- BRACING - TOP CHORD 2X4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-15 cc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 8=1349/0-8-0 Max Hoa 2=136(LC 11) Max Uplift 2=-825(LC 12), 8=-825(LC 12) FORCES. (Ib) -Max Comp:/Max. Ten. -All forces 250 (Ib) or less except when shown.. TOP CHORD 2-3=-3211/2064, 3-4=-3017/1998, 4-5=-2580/1800, 5-6=.3379/2225, 6-7=-5242/3250, 7-8=-5759/3665 BOT CHORD 2-13=-1847/3008, 12-13=-1403/2418, 11-12=-155212629, 10-11=-1990/3441, 8-10=-3410/5485 WEBS 3-13— 420/418,4-13=.427/688,4-12=-337/551, 5-12= 777/605, 5-11=-465/925, 6-11=-391/277, 6-10=-1318/2268, 7-10=-503/530 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0to 36-0-0 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 pending.. 4) All plates are MT20 plates unless othetwise 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) Bearing at joint(s) 8 considers parallel to grain value using ANSVTPI 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 825.Ila uplift at joint 2 and 825 Ito uplift at joint 8. Walter P. Finn PE No22639 MTek USA, Inc. FL Cert6634 6984 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Q WARNING- VenfFd.e9nperemefersend RFJIDNOTFS ON THLSANDWCLUDEDMI KREFERANCEPAGEMR14Timx. 1ea34a1SBEFOREUSE e Design valid for use only with Mali connectors. This design abased only upon parameters show and Is far an Individual building component not a bM buss system. Before use. e building designer must verify, Me appllcobllity, of design parameters and properly incorporate this design Into the overall - building design, Bracing Indicated 5toprevent bucidingofIndividual mussweb and/or chord members only. AddrIonal temporary and permanent bracing Is always required for stability and to prevent collapse wlM possible personal infury and property damage. For general guidance regarding Me fabrication, storage, delivery. erection and bracing of trusses and truss systems saeANSUIPII Guod1�. Cmedo, DSB49 and SCSI Maki Component Sarety Infaunalbfnvollabie from Truss Plate Institute. 218 N. tee Sheet, Suite 312 Alexandria. VA 22314 �� MiTOW 69N Parke East BNd. Tampa, FL 33610 Job Truss Truss Type Ply T76686493 M11392 A3 ��Dltr SP_ECIAL ]THEWI.N'DS,0�11 Chambers Truss, Inc., ,Fort Pierce, FL 8.240 s Dec 62018 MiTek ID:JdiGCA6bx712Syt HDXFw7ye3KX-7g_FO 4.00 12 5.6 _ US = Inc. Wed Apr 3 10:18:46 2019 Scale = 1:62.3 aid. 14 13 3.5 = ass II 5x6 = axle = 2.00 12 _ &6-0 149A 20-0-0 24.E-8 35-0-0 8-6-0 6-3-0 F 5.3.0 4-6-8 10-5-8 Plate Offsets (X,Y)— (2:0-1-6 Edgel. (3:0-3-0 Edgel f8:0-3-0 0-3-41 f9:0-1-15 Edgel LOADING (pso SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ld PLATES GRIP TCLL 20.0 Plate GOP DOL 1.25 TC 0.60 Vert(LL) 0.73 11 >572 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -0.9711-20 >432 160 MT18HS 244/190 BCLL 0.0 ' Rep Stress Incr YES WE 0.83 Hoa(CT) 0.36 9 We n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1601b FT=20% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 BRACING - TOP CHORD Structural wood sheathing directly applied or2-6-15 oc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 7-12 REACTIONS. (l ize) 2=1349/0-8-0, 9=1349/0-8-0 Max Horz 2=-155(LC 10) Max Uplift 2=-825(LC 12), 9=-825(LC 12) FORCES. (lb) - Max. Comp./Max. Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-4=-3256/2031, 4-5=2426/1588, 5-6= 2680/1790, 6-7=-2829/1832, 7-8=5320/3257, 8-9=-5720/3554 BOT CHORD 2-14— 1817/3048, 13-14=-1817/3048, 12-13=-1258/2274, 11-12= 2935/5103, 9-11=-3302/5445 WEBS 4-14=0/329,4-13=-897/636,5-12=-316/661,6-12=.317/616,7-12=-2727/1643, 7-11=-1072/1939, 8-11=-390/391 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; Exp C; Encl., GCpi=0.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Intedor(t) 2-6-0 to 36-0-0 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 ponding. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 pat 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) Beading at jolm(s) 9 considers parallel to grain value using ANSUrPI 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 825 lb uplift at joint 2 and 8251b uplift at joint 9. Walter P. Finn PE No.22839 MiTek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 AWAHNWG.VedyydesgnperemetereendREAONOTESOMMISMI)INLLUDEOMREKNEFExIMCEPAGEMR]4TJrev.lea3ge]SBEFOHEUSE ^ Design valid for use only vdM Mrek®connection. This design h 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 Me overall buildingdesign. Bracing Indicated is to prevent buckling of Individual thus web and/or chord members only. Additional temporary and peonanentbracing MiTek' Is alwaysrequired for stabnlly and to prevent collapse won postible personal injury and property damage. For general guidance regarding me fabrication, storage; delivery, erection and bracing of trusses and tmsv systems. seeANSVr1sII Gup1I1y CMnlp, U411419.and 301 Building Componml mformalbrpvalioble tram truss Plate Institute. 218 N. Lee Street. Sulfa 312 Alexandria. VA MIA. - 69M Padre East Blvd.Sabp Tampa, FL 33610 Job Truss Truss Type Oty Ply M11392 A4 SPECIAL 1 ib rEWINDSORTi6fi86494 Reference (optional) Chambers Truss, Inc., .Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries. Inc. Wed Aor 3 10:18:47 2019 b Scale =1:62.3 4:00 12 5,6 = US = 2x3 II 6 7 16 15 6x10 3x5 = 20 II 5x8 = 3x12 = 2.00 12 8-6.0 14-9-0 18-0-0 24-6-8 35-0-0 8-6.0 f— 6-3-0 3-3-0 6-fi-8 10.5.8 m 2— Plate Offsets (X,Y)-- f2:0-1-6,Edgel f9:0-3-0 Edgel fll:0-1-15 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.59 Vert(LL) 0.80 13 >528 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.95 Vert(CT) -1.05 13 >400 160 MT18HS 244/190 BCLL 0.0 Rep Stress Incr YES WB 0.98 Hom(CT) 0.39 11 n1a Na BCDL 10.0 Code FBC2017/TP12014 Matrix -MS Weight: 172 In FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 2-6-14 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 2x4 SP.No.3 WEBS 1Row at midpt B-14 REACTIONS. (Ib/size) 2=1349/0-8-0, 11=1349/0-8-d Max Hord 2=-175(LC 10) Max Uplift 2=-825(LC 12), 11=-825(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown.. TOP CHORD 2-3=-3253/1989, 3-5=-2435/1560, 5-6— 2399/1639, 6-7=-2217/1501, 7-8= 2300/1519, 8-10=5361/3228, 10-11=-5716/3480 - BOT CHORD 2-16=-1776/3045, 15-16=-1776/3045, 14-15=-1117/2168, 13-14= 2920/5154, , 11-13=-3232/5441 WEBS 3-16=0/334, 3-15= B82/614, 5-15=-238/254,7-14=-163/427, 6-14=-309/604, 6-15=-315/409, 8-14=-3146/1901, B-13= 1034/1946,10-13=-343/333 NOTES- 1) Unbalanced roof live loads have been considered for this design. - 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psh, BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. 11; E1g3 C; Encl., GCpl=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-64), Interior(1) 2-6-0 to 36-0-0 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) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 psf bottom chord live load nonconcument with any other live loads. 6) • This truss has been designed for a live load of 20.0pri 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) Bearing at joints) 11 considers parallel to grain value using ANSVTP11 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 825 lb uplift at joint 2 and 825 lb uplift at joint 11. Walter P. Finn PE No1263S I'll USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 3361B Data: April 3,2019 ,&WARNING-Verwyde9ge evernefenend READNOTES ON TN/SAND/NCLUDWWEKRUMNCEPAGEM474M rev. 1402¢0156EFONEUSE ' Destgnvolld foruae onlywlth Mgek®connectors. ihls design 6 based only upon parameters shown. and is for an individual buildrigcomponent not ��• a miss 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 lndlvidual 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 hjury and property damage. For general guidance regarding the . fabrication, storage. delivery, erection and bracing of trusses and truss systems seeµ8l/IPII Gaaply Cdfeaa, c illi and BCSI Building Component 6904 Palle East Blvd; Safety Informa8onavallabie from Truss Plate Insfltote, 218 N. Lee Street Suite 312 Masantlrla, VA 22314, Tempe, FL 33610 Job Truss Truss Type City Ply THEWINDSOR T76686495 M11392 AS SPECIAL 16 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8240 a Dec 62018 MiTek Industries. Inc. Wed Apr 8.6-0 5x8 MT18HS II 4.00 12 6 Scale=1:60.3 14 13 2x3 II 5x10 = 3x12 = z.00 tz 149-0 24-6-g 3S-M m n r to 8-6-0 63.0 9.9.8 10-5-8 Plate Offsets (X Y)-- 12:0-1-6 Edoel 18:0-3-0 Edael f10:0-1-15 Edael LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Well L/d PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.81 Ven(LL) 0.80 12-13 >526 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.92 Vert(CT) -1.2812-13 >329 180 MT18HS 244/190 BCLL 0.0 Rep Stress lncr YES WB 0.74 Hom(CT) 0.36 10 Na Na BCDL 10.0 Code FBC2017/rP12014 Matrix -MS Weight: 160 In FT=20% LUMBER - TOP CHORD 2x4 SP M 31 'Except' 1-4,8-11: 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3'Except' 6-12: 2x4 SP M 30 OTHERS 2x4 SP No.3 REACTIONS. (lb/size) 2=1349/0-8-0, 10=1349/0-8-0 Max Harz 2=-179(LC 10) Max Uplift 2=-825(LC 12). 10= 825(LC 12) BRACING - TOP CHORD Structural wood sheathing directly applied or 2-2-0 cc pudins. BOT CHORD Rigid ceiling directly applied or 2-2-0 oc bracing. WEBS 1 Row at midpt 6-12 FORCES. (lb) - Max CompJMax. Ten. - All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3247/2112, 3-5=-2449/1679, 5-6= 2397/1763, 6-7=-5452/3624, 7-9=-5398/3482, 9-10=-5732/3689 BOT CHORD 2-14=-1865/3040, 13-14=-1865/3040, 12-13=-1223/2137, 10-12=-3431/5459 WEBS 3-14=0/303, 3-13= 861/619, 5-13=-216/264, 6-13=-300/527, 6-12— 2247/3526, 7-12=-323/388, 9-12=-321/306 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=O.18; MW FRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0zone;C-C for members and forces & 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 nonconcunent 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) Bearing at joint(s) 10 considers parallel to grain value using ANSI/rPl 1 angle to grain formula. Building designer should verity capacity of bearing surface. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 8251b uplift at joint 2 and 8251la uplift at joint 10. Walter P. Finn PE No.226.19 MiTek USA, Inc. FL Carl 6634 6904 Parke East Blvd. Tampa FL 3381D Date: April 3,2019 Q WARNING- Vedly Oeslgnparamefemand READNOTES ON THISAND INCLUDED MREKREFERANCEPAGEN674Mmv. 10?X1¢018REF0REUSE - Design valid for use only wnh MiTek® connectors. This design b based only upon parameters shown and Is for an Individual buldIng component, not ■■ a fruss system. Before use, the bWOing designer must verify the applicability of design parameters and properly Incorporate this design Into the overall building design. gracing Indicated is to prevent buckling of individual fruss web and/or chord members any. Additional temparcry and pa,monem brocing MiT®IC ' Is always required for stability and to prevent collapse with possible personal Injury and property damage. For general guidance regarding the fobricaflon storage; delivery, erection and bracing of trusses and truss systems, seeANSUri Quist ll� Clitoris. DSI-09. and SCSI Building Component 69M Parke East Blvd. - Safety Infoenal anavallable from Tmss Plate Institute. 218 N. Lee Sheet. Suite 312. Alexandria. VA 22314, Tampa, FL 33610 Job Truss Truss Type Oty Ply T76686496 M11392 ATA COMMON 5 1 �THEWINDSOR Job Reference (optional) unamuers l n)ss, Inc., Fort Pierce, FL 8.240 s UeC 6 2U16 MI I ex Industries, Inc. W ec Apr J l M11:49 21119 Fagot 4.00 12 4x5 = 6 Scale = 1:59.5 1 'c td 17 '- 15 -- -' 14 12 3x6 = W II 4x6 = 3x6 = 2K3 I 3x6 = 3x6 = 4x6 = LOADING (pso TCLL 20.0 TCDL 7.0 BCLL 0.0 ' BCDL 10.0 SPACING- 2-M Plate Grip DOL 1.25 LumberDOL 1.25 Rep Stress [nor YES Code FBC2017/TP12014 CSL TC 0.59 BC 0.68 WB 0.59 Matrix -MS DEFL. Vert(LL) Vert(CT) Horz(CT) in (too) Well Ud 0.33 14-15 >999 240 -0.6414-15 >652 180 0.13 10 n/a n/a PLATES GRIP MT20 2441190 Weight: 166 In FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 3-1-15 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 5-2-15 oc bracing. WEBS 2x4 SP No.3 REACTIONS. (lb/size) 2=1399/0-8-0, 10=1399/0-8-0 Max Horz 2=-179(LC 10) Max Uplift 2=-775(LC 12). 10=-775(LC 12) FORCES. (Ib) - Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-3404/1963, 3-5=-2807/1637, 5-fi=-2801/1739, 6-7=-2801/1739, 7-9=-2807/1637, 9-10=-3404/1963 BOT CHORD 2-17=-1724/3188, 15-17=-1724/3188, 14-15=-966/2053, 12-14=-1739/3188, 10-12=-1739/3188 WEBS 6-14=-560/968, 9-14=-681/524, 6-15=-560/968, 3-15= 681/524 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=61t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 17-6-0, Exterior(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0zone;C-C for members and forces B, MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 3) 100.01b AC unit load placed on the top chord, 17-6-0 from left end, supported at two points, 5-0-0 apart. 4) This truss has been designed for a 10.0 pat bottom chord live load nonconcument with any other live loads. 5)' This truss has been designed fora live load of 20.Opsf on the bottom chord in all areas where.a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL = 10.0psf. 6) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 775 In uplift at joint 2 and 775111 uplift at joint 10. Walter P. Finn PE No.22839 MTek USA, Inc, FLCed 6634 69D4 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Oty Ply THE WINDSOR T16686497 M11392 B �TrussType COMMON 2 1 Jab Reference (optional Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:512019 Scale=1:59.3 4.00 12 3x8 3x4 = 24 II 3x6 = 3x4 = 3z4 = 3x6 = 2x3 '11 3x4 = I 148e.0.0 21-0 ( 2G11 I 35--0 7-00 8"1 8.305 ,Plate Offsets (X.Y)— f2:0-2-6.Edgel. I6:0.3-0,Edoel I10:0-2-6 Edoel LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.34 Vert(L-) -0.11 14-15 >766 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.38 Vert(CT) -0.24 17-20 >715 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.63 Horz(CT) 0.03 10 n/a We BCDL 10.0 Code FBC2017/rP12014 Matdx-MS Weight: 149 lb FT=20% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 SP No.3 REACTIONS. All bearings 0-8-0. (Ib) - Max Harz 2=-179(LC 10) Max Uplift All uplift 100 lb or less at joint(s) except 2=371(LC 12), 15=453(LC 12), 14=-453(LC 12), 10=-371(LC 12) Max Grav All reactions 250 lb or less atjoint(s) except 2=602(LC 1), 15=844(LC 17), 14=840(LC 18), 10=602(LC 1) FORCES. (lb) -Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-945/572, 5-6=-181/256, 6-7=-181/258, 9-10=-945/574 BOT CHORD 2-17=407/878, 15-17=-407/878, 12-14= 393/858, 10-12=-393/858 WEBS 3-17— 5/301, 3-15=-819/591, 5-15=-277/325,7-14=-277/326, 9-14=319/592, 9-12=-5/301 NOTES- 1) Unbalanced root live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf, h=15ft; 9=70ft; L=35ft; eave=51t; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extenor(2) -1-0-0 to 2-6-0, Intedor(1) 2-6-0 to 17-6-0, Extedor(2) 17-6-0 to 21-0-0, Interior(1) 21-0-0 to 36-0-0 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 psf bottom chord live load nonconcurrent with anyother live loads. 4) ' This muss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members, with BCDL=10.Opsf. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 371 lb uplift at joint 2, 453 lb uplift at joint 15, 453 lb uplift at joint 14 and 371 lb uplift at joint 10. Walter P. Finn PE NoMM Mt ek USA, Inc. FL Cart 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 Job Truss Truss Type OtY Ply THE WINDSOR T16666498 M11392 BHA BOSTON HIP 1 1 Jab Reference o tionsit Chambers Truss, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 MiTek Industries, Inc. Wed Apr 310:18:52 2019 Page 1 ID _kfiGCA6bx7j2Syl HDXFw7ye3KX-ygLWhB71 MW2rgRxLZOTkOrEfFPjAdpvL- IVGmUSoX 15-6-0 2"-0 1-0- 7- g-6-0 11-SO 13-6-014-0A 17.6-0 19-6-0 21-0-0 236o0 25-6-0 - 29-0-0 35-0-0 660 If-0-o 7.00 ( 2-6-0 z-o-0 I z—�s3l-s-o ~z-o-0) zoo 1.s-odd z-o-o z.o-a i.. z-6-o 7." 1" Scale-1:62.4 52 3x4 = 4.c0 12 3x6 55 9 502 —53 4 6 54� 4x4 = 57 15 58 17 56 12 59 20 Nx6 — 3x4 19 1 14 60 22 3x6 201 2 2s 2 r�2! 35 42 43 34 44 � 45 46 47 48 � 49 31 50 51 30 3x6 = 6x8 = 6x8 = 3.6 = -0.0 14-1-0 1-00 1 Bo-i 0-07200 7000 70.0-0 I .Plate Offsets (X,V)-- f3:0-6-4,0-1-121, [32:03-8.0-3-0] LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (too) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.51 Ven(LL) 0.13 35-38 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.54 Vert(CT) -0.16 35-38 >999 180 BCLL 0.0 ' Rep Stress ]nor NO W B 0.65 Horz(CT) 0.04 28 Na n1a BCDL 10A Code FBC2017/rP12014 Matrix -MS Weight: 208 lb Fr=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 5-3-13 oc puffins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. WEBS 2x4 SP No.3 WEBS 1 Row at midpt 333, 2732 JOINTS 1 Brace at Jt(s): 11, 19, 16, 7,23 REACTIONS. All bearings 0-8-0. flat- Max Harz 2=179(LC 7) Max Uplift All uplift 1001b or less atjoint(s) except 2=-565(LC 8), 33— 1269(LC 8). 32=-1017(LC 8), 28=-434(LC 8) Max Gmv All reactions 250 lb or less atjoint(s)except 2=812(LC 17), 33=1825(LC 1), 32=1529(LC 1), 28=626(LC 1) FORCES. (lb) -Max Conti Ten. -All forces 250 (Ib) or less except when shown. TOP CHORD 2-3=-1692/1103,3-4=-105/259, 27-28=-1129l710,3-5=-441/520,5-7=-436/514, 7-10=-436/514, 10-1 1=-436/514,11-13=-436/514, 13-16=-436/514, 16-18=-436/514, 18-19=436/514,19-21=382/412, 21-23=-382/412, 23-25=382/412, 25-27= 387/418 BOT CHORD 2-35=-939/1572, 33-35=-909/1484, 32-33=-382/400, 30-32=-575/1004, 28-30=-568/1039 WEBS 3-35=-191/649, 27-30=0/451, 3-33=-2090/1523, 11-33=-810/782, 19-32=-772(745, 27-32=-1484/1044, 9-10=463/453, 20-21=462/454 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opst h=15ft; B=70ft; L=35ft; 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 2x3 MT20 unless otherwise indicated. 5) This truss has been designed for a 10.0 pelf bottom chord live load nonconcurrent with any other live loads. 6) ' This truss has been desigried 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 5651b uplift at Joint 2, 12691b uplift at joint 33, 1017 lb uplift at joint 32 and 4341b uplift at joint 28. 8) Graphical puffin representation does not depict the size or the orientation of the puffin along the top and/or bottom chord. 9) Hanger(s) or other connection device(s) shall be provided sufficient to support concentrated load(s) 265 lb down and 381 lb up at 7-0-0. 158 lb down and 206 lb up at 9-0-12, 158 lb down and 206 lb up at 11-0-12, 158 lb down and 206 Its up at 13-0-12, 158 Its down and 206 lb up at 15-0-12, 158 Ib down and 206 Ib up at 17-0-12, 158 lb down and 206 lb up at 17-11-4, 158 lb down and 206 lb up at 19-114. 158 Its down and 206 Ib up at 21-11-4, 1581b down and 206 lb up at 23-114,.and 158 lb down and 206 Its up at 25-11-4, and 15816 down and 206 lb up at 27-11-4 on top chord, and 373 lb down and 236 lb up at 7-0-0, 69 lb down at 9-0-12, 69 lb down at 11-0-12, 69 lb down at 13-0-12, 69 lb down at 15-0-12, 69 lb down at 17-0-12,.69 lb down at 17-114, 69 lb down at 19-114, 69 lb down at 21-114, 69 lb down at 23-114, and 69 lb down at 25-11-4, and 69 lb down at 27-114 on bottom 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 O or back (B). Walter P. Finn PE No.22839 MRek USA, Inc. FL Cart 6634 Stitt Parke East Blvd Tampa FL 33610 Data: April 3,2019 Q WARNING. Vedtydeslgn pbfamef..dBEADN07ES ON 7NISAND 1NCLUDEO MWEKBEFENANCEPAGEM67474xmv. 16214¢015BEFOBE USE • Design valld for use only with Mgek®connectors. This design a based only upon parameters all and is for an hdMdual bufding component not �I• 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 bucWing of lOdNldual truss web antl/or chord members only. Addiflonal temporary and permanent bracing Is always required for stability and to prevent collapse with possible personal Lyury and property damage. For general guidance regarding the MiTek' tobdcalloa storage: delivery, erection ono bracing of trusses and hiss systems meANSVTP11 Quaffly Criteria. DSB419.and BCSI Building Component Scanty tnformationavaeable from Two Plate Insetute, 218 N. Lee Street. Suite 312. Alexandria, VA 22314. 69M Parke East Blvd. Tampa, FL 33610 Job Truss Truss Type pry Ply THE W INDSOR T76686498 M11392 BHA BOSTON HIP 1 1 JobReference o tional Chambers Truss, Inc., Foil Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:53 2019 Page 2 I0:_kfiGCA6bx7j2Sy1 HD%Fw7ye3KK-QOvuu%?f7gAilaW x65_zw3mq_p3PMG9UD9S20DZUSCW LOAD CASE(S) Standard 1) Dead+ Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plf) Vert: 36-39— 20, 1-3=-54, 3-15=-54, 15-27=-54, 27-29=-54 Concentrated Loads (Ib) Vert: 35=-373(F) 30=-23(F) 42=-23(F) 43=23(F) 44=-23(F) 45=-23(F) 46=-23(F) 47=-23(F) 48— 23(F) 49= 23(F) 50=-23(F) 51=-23(F) 52=-169(F) 53=-118(F) 54_ 118(F) 55=-118(F) 56=-118(F) 57=-118(F) 58=-118(F) 59=-118(F) 60=-118(F) 61=-118(F) 62=-118(F).63=-118(F) Job Truss Truss Type Of Ply THE WINDSOR T76686499 M11392 GRA HIP 1 1 Joh Reference o 9onal Chambers Tense, Inc., 4.00 f12 Fort Pierce, FL 8.240 s Dec 62018 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Page 1 ID:_kfiGCA6bx7j2Sy1 HDXFw7ye3KX.uDTG6sOHu81Zwk5jgpVCTGJmDNe5e1 eRpCcKfzUSCV 5x12 MT18HS = 34 11 3xe = 4x8 = 4x8 = Scale=1:60.3 t 1� JJ J4 19 :fa JG It Ju 7 11 4V 41 3x4 = 2x3 11 ax6 = 5,14 = 3x4 = 4x6 = 2x3 II 3xs = 7-0-0 14,11-0 21-5-2 28.0-0 350-0 7-0-0 F 7-11-0 s-6-2 1 6-6.14 7-0.0 Plate Offsets (X.Y)- [3:0-9-0.0-2-81 [6:0-3-8,0-2-01. [7:0-54,0-2-41 [13:0-4-0 0-3-01 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in (fee) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.94 Vert(LL) 0.30 10-21 >792 240 MT20 2441190 TCDL 7.0 Lumber DOL 1.25 BC 0.67 Vert(CT) -0.3010-12 >812 180 MT18HS 244/190 BCLL 0.0 Rep Stress Incr NO WE 1.00 Horz(CT) 0.09 8 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MS Weight: 1531b FT 20% LUMBER - TOP CHORD 2x4 SP M 30 BOTCHORD 2x4SPM30 WEBS 2x4 SP No.3'Except' 4-13: 2x6 SP No.2 REACTIONS. (lb/size) 2=750/0-8-0, 13=3223/0-e-0, 8=1225/0-8-0 Max Horz 2= 78(LC 6) Max Uplift 2=-448(LC 8). 13=-2442(LC 8), 8-1159(LC 8) Max Gmv 2=755(LC 17), 13=3223(LC 1), 8=1225(LC 18) BRACING - TOP CHORD Structural wood sheathing directly applied Or 3-9-5 oc puffins. BOT CHORD Rigid ceiling directly applied or 4-6-8 or; bracing. WEBS 1 Row at midpt 6-13 2 Rows at 1/3 pts 3-13 FORCES. (lb) -Max.. Camp./Max.Ten.-All forces 250:(lb) or less except when shown. TOP CHORD 2-3-1534/729, 3-4=-1052/1347, 4-6=-1052/1347, 6-7=-1946/1834, 7-8=-2978/2565 BOT CHORD 2-15=-586/1423, 13-15=-596/1464, 12-13=-1710/1946, 10-12=-2359/2830, 8-10=-2329/2789 WEBS 3-15— 159f/33,3-13=-2917/1869,4-13=-848/801,6-13=-3504/3050, 6-12=-430/666, 7-12=-940031,7-10=489/690 NOTES- 1) Unbalanced roof live loads have been considered for this design. 2) Wind: ASCE7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf-, h=15ft; B=70ft; L=35ft; eave=5ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional); parch right exposed; Lumber DOL=1.60 plate grip DOL=1.60 3) Provide adequate drainage to prevent water pending. 4) All plates are MT20 plates unless otherwise indicated. 5) This truss has been designed for a 10.0 lost bottom chord live load nonconcurrent with any other live loads. 6)' This truss has been designed fora live Iliad of 20.Opsf an 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 4481b uplift at joint 2, 2442 lb uplift at joint 13 and 1159 lb uplift at joint 8. 8) Hanger(s).or.other connection device(s) shall be provided sufficient to support concentrated load(s) 203lbdown and 329 Ib up at 7-M, 901b down and 155 lb up at 9-0-12, 901b down and 155 to up. at 11-0-12, 901b down and 155 to up at 13-0-12, 901b down and 155 lb up at 15-0-12, 901b down and 155 lb up at 17-0-12, 90lb down and 155 It, up at 17-11-4, 901b down and 155 Ib up at 19-11-4, 901b down and 155 Ib up at 21-11-4, 90 lb down and 155 Ile up at 23-11-4. and 901b down and 155 Do up at 25-11-4, and 203 lb down and 329 lb up at 28-0-0 on top chord, and 452 to down and 263 Ib up at 7-0-0, 63 lb down and 3 Ib up at 9-0-12, 63 Ib down and 3Ib up at 11-0-12, 63 Ib down and 3Ib up at 13-0-12, 631b down and 3Ib up at 15-0-12, 631b.down and 31b up at 17-0-12, 63 lb down and 3Ib up at 17-11-4. 63 lb down and 3Ib up at 19-114, 63 Do down and 3 Ib up at 21-11-4, 63 Ib down and 3 Ib up at 23-11-4, and 63 Its down and 3Ib up. at 25-11-4, and 452 lb down and 263 lb up at 27-114 on bottom chord. The design/selection Of such connection device(s) is the responsibility of others. 9) In the LOAD CASE(S) section, loads applied to the face Of the truss are noted as front (F) or back (8). LOADCASE(S) Standard Walter P. Finn PE No.22839 MTelt USA, Inc. FL Cert 6634 6904 Padre Ent Blvd. Tampa FL 33610 Date: April 3,2019 � WARN09G- Vwfydeegnp metemmd READNOMSOMMSMDMCLUDWMffEKSEFERANCEPAGEM674 env. 10,10oY2015BEFOBEUSE Design valid for use only with Mnek®connectors. The design 6 based only upon parameters showrt Intl a for on IndMcluol building component, not a,truss system. Before use, Me bW ding designer must verity the appllcablllN 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 MlTek' Is always required for stabairy and to prevent collapse WM passible personal injury and property damage. For general guidance regarding Me fabdcallon, storage, delivery. erection and bracing of trusses and thus systems. seemstMil QOaley Cr6nb.:DS11-89 and IIC31 building Component Safety Infoena6anovalloble from Trust Plate Institute, 218 N. Lee Street. Suite 312. Maxantlrla. VA 22314. 6904 Parke East Blvd. Tampa, FL 33510 Truss Truss Type Oty Ply THE WINDSORT76686499 Eob7 GRA HIP 1 1 Job Reference (optional) Chambers Truss, Inc., Fort Pierce, FL 8.240 a Dec 6 2018 MiTek Industries, Inc. Wed Apr 3 10:18:54 2019 Page 2 ID _kfiGCA6bx7j2Sy1 HDXFw7ye3KX-uDTG6sOHu81Zwk5jgpVCTGJuxDNe5e1 eFtpCcKfzUSCV LOAD CASE(S) Standard 1) Dead +Roof Live (balanced): Lumber Increase=1.25, Plate Increase=1.25 Uniform Loads (plo Vert: 1-3=-54, 3-7=-54, 7-9=-54, 16-19=20 Concentrated Loads (lb) Vert: 3— 147(B) 7=-147(B) 15=-452(B) 13=40(B) 4=-90(B)10=452(B) 22=90(8) 23=-90(B) 24=-90(B) 26=-90(B) 27= 90(B) 28=-90(B) 30=-90(B) 31=-90(B) 32=-90(B) 33=-40(8) 34=40(B) 35=40(B) 36=40(B) 37=40(B) 38=40(B) 39=40(B) 40— 40(B) 41=40(B) Job Truss Truss Type Qty Ply THEWINDSOR T16686500 M11392 J1 MONOTRUSS 8 1 Job Reference (optional) unamb6rs I use, Inc., Fort Pierce, FL 8.240 s Dec 6 2018 I'vi Industries, Inc. Wed Apr 3 10:18:55 2019 Page 1 I D-.—"GCA6bxT12Syl HDXFw7ye3KX-MPOeJC1 vIROOXutvEW OR7UrEfds3pKmgTx9t6zUScU 3x4 = LOADING (psi) .SPACING- 2-0-0 CSI. DEFL. in (too) War L/d TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 Ven(LL) -0.00 5 >999 240 TCDL 7.0 Lumber DOL 1.25 BC 0.02 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 Mafix-MP LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=9/Mechanical, 2=11B/0-8-0, 4=0/Mechanical Max Horz 2=48(LC 12) Max Uplift 3=4(LC 9), 2=-140(LC 12) Max Grav 3=1l(LC 17), 2=118(LC 1), 4=17(LC 12) FORCES. (lb) - Max. CompJMax. Ten. -All forces 250 (lb) or less except when shown. Scale = 1:6.1 PLATES GRIP MT20 2441190 Weight: 5lb FT=O% 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. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2pst1 BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=61k Cat. II; Exp.C; Encl., GCpi=0.18; MWFRS (directional) and C-C Extedor(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 nonconcument 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 3-61 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 41b uplift at joint 3 and 1401b uplift at joint 2. Walter P. Finn PE No.22639 MTek USA, Inc. FLCed 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 ®WARNING- VerifydaegnParemeMmandflA NOIESONTMSANDDICLUDEOUrlEKBEFE CEPAGEM 74nrev. 7r3111342e15BEFOBEUSE Design valid for use only wIM Mgeks connectors. This design Is based any upon parameters shown, and Is for an Individual building component not a buss system. Before use, Me building designer must verity the appllcoblllty, of design parameters and properly Incorporate MN design Into the overall building design. Bracing Indicated b to prevent buckling of IndMdual Muss web and/or chord members only. Additional temporary and permanent bracing MiTek' Is always reculred for stability and to prevent collopse Win possible personal Injury and properly damage, For general guldonce regarding Me fabrication, storage, delivery, erection and bracing of trusses and truss systems. seeANBVrPII Cui Cdbda, D11ed9. and SCSI Suldbp Component 6904 Parke. East Blvd. Sal infomm6anavallable from Truss Plate Institute, 218 N. Lee Sheaf, Suite 31Z Alaxondrla, VA 22314. Tampa, FL 33610 Job Truss Thus Type Oty Ply M11392 J3 MONO TRUSS 8 1b FEWINDSORT16686501 Reference (optional) ..roomers r rrua, mc.. ran rreme, rL a.24U s Use U 2Ula MI Iex Inoustri Inc. Weil Aar J IU:l B:bb 2U19 3x4 = Scale. 1:9.4 LOADING (psf) SPACING- 2-M CSI. DEFL. in (loc) Vdefl Lrd PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.18 _ Vel it 0.01 -4-7 >999 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 BC 0.19 Vert(CT) -0.01 4-7 >999 180 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horn(CT) -0.00 3 n/a n/a BCDL 10.0 Code FBC2017/TPI2014 Matrix -MP Weight: 111b FT=O% LUMBER - TOP CHORD 2x4 SP No.3 BOT CHORD 2x4 SP No.3 REACTIONS. (lb/size) 3=64/Mechanical, 2=173/0-840, 4=37/Mechanical Max Ho¢ 2=85(LC 12) Max Uplift 3=-54(LC 12), 2=-147(LC 12), 4=-4(LC 12) Max Gray 3=64(LC 1), 2=173(LC 1). 4=50(LC 3) FORCES. (lb) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. BRACING - TOP CHORD Structural wood sheathing directly applied or 3-0-0 oc puriins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf;. BCDL=3.OpsC h=15ft; B=70ft; L=35ft; eave=6ft; Cat. II; Exp C; Encl., GCpi=0.18; MWFRS (directional) and C-C E#erior(2)-1.0-0 to 2-6-0, Interior(1) 2-6-0 to 2-11-8 zone;C-C for members and forces 8 MWFRS for reactions shown; Lumber DOL=1.60 plate grip DOL=1.60 2) This truss has been designed for a 10.0 pet 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 ginler(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 541la uplift at joint 3, 147 lb uplift at joint 2 and 4lbuplift at joint 4. Walter P. Finn PE No.22M MTek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WABNINO-Ver/lydi Parameter smd R&%D NOTES ON TH/SANO INCLUDED Mn'EKNEFENANCEPAGE MLL7473rv. iNA4Qal5eEFOBE USE Design valid for use orly with Mgetep, connectors. This tleslgn is based only upon parameters shown. and Is for an IndMduai building component, not a truss system. Before use, the building designer must verity the applicability of design parameters and propedy Incorporate this design Into the overall building design. Brodng indicated is to preventbuckling of individual truss web and/or chord members only. Additional temporary, and permanent bracing Is always required for stately and to prevent collapse with possible personal Injury and popeM damage. For general guidance regarding the fabricalon. storage, delivery, erection and bracing of trusses antl true system% seeANSVIPII GuoW Cii DSB49 and SCSI Building Component Solely mfortha6olpvoeoble tram Truss Pi01e IrntlNfe. 218 N. Ise Street. But. 312, Alexandria. VA 22314. MiTek' 69U Parke East Blyd. Tampa, FL 33610 Job Truss Truss Type OtY Ply THE WINDSOR T76686502 M11392 J5 MONO TRUSS 8 1 Job Reference o �onal run rturce, rL 3x4 = o.zau s wear a zul a ml I e1C Inausmes, Inc. wee Apr J I JAV aG LU I9 rage 1 ID _k6GCA6bx7j2Syl HDXFw7ye3KX-rbal WY2XDIYH92E60EXgYhOGnO2hYn5wv7hiPYZUSCT .LOADING (pat) SPACING- 2-0-0 CSI. DEFL. in Qoc) Well IJd TCLL 20.0 Plate Grip DOL 1.25 TC 0.73 Veff(LL) 0.07 4-7 >863 240 TCDL 7.0 Lumber DOL 1.25 BC 0.70 Vert(CT)-0.06 4-7 >964 180 BCLL 0.0 ' Rep Stress [nor YES WB 0.00 Horz(CT) -0.00 3 n/a life BCDL. 10.0 Code FBC2017fTP12014 Matrix -MP LUMBER- BRACING. Scale a 1:12.7 PLATES GRIP MT20 244/190 Weight: 17 lb FT=0 TOP CHORD 2x4 SP-No.3 TOP CHORD Structural wood sheathing directly applied or 5-0-0 do puffins. BOT CHORD 2x4 SP No.3 BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 3=115/Mechanical, 2=243/0-8-0, 4=63/Mechanical Max Horz 2=123(LC 12) Max Uplift 3= 104(LC 12), 2= 177(LC 12), 4=-9(LC 12) Max Gmv 3=115(LC 1), 2=243(LC 1), 4=87(LC 3) FORCES. (lb) - Max CompJMax. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind: ASIDE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; 3=701t L=35ft; eave=6ft; Cat. .. II; Exp.C; Encl.. GCpi=0.18; MWFRS (directional) and C-C Exteffor(2) -1-0-0 to 2-6-0, Interior l) 2-6-0 to 4-11-8 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,pat bottom chord live load nonconcurrent with any other live loads.- 3) ' This truss has been designed for a live load of 20.Opsf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 4) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 104 lb uplift at joint 3, 1771Is uplift at joint 2 and 9lb uplift at joint 4. Walter P. Finn PE No.22839 Nis ek USA, Inc. FL Cad 6634 6904 Parke East Blvd. Tampa FL 33610 Date: April 3,2019 O WARNING- Vedrydeslgnparameters end HEAD NOTES ONTHISANDINCLUOED MREKNEFENANCEPAGEMS74Arev. fatsvvII5 BEFORE USE. Design valld for use cNy with WOO connectors. the design Is based only upon parameters shown, and Is for an individual building component, not a truss system. Before use, Me building designer must verity the applicability of desgn parameters and properly Inco porcte this design Into Me overall building design. Bracing indicated is to prevent buckling of Individual buss web ands chord members only. Additional temporary and permanent bracing MOW Is always required for stability and to prevent collapse win possible personal Injury and property damage. For general guidance regarding the fabrication, storage. delivery, erection and bracing of trusses and truss systems sesANBVIPII Quality CMal : Di land 301 Building Component 6904 Palle East Blvd.Safely Mfamationc ilable from Truss Plate Institute. 218 N. lee Street. Suite 312. Alexandria. VA 22314. Tampa, FL 33610 Job Truss Truss Type Oty Ply THE WINDSOR T16686503 M11392 J7 MONO TRUSS 24 1 Job Reference (opt onall a.Z4U a Use B ZUIB MI I ex Industries. Inc. Wea Apr J 1U:1o:b/ zula rage s Chambers Truss, Inc., Fart Pierce, FL 1 3x4 = Scale: 3/4'=1' 7-0-0 Plate ONsets(X))-- I2'0-1-14,Edgel LOADING (psq SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Gdp DOL 1.25 TC 0.47 Vert(LL) 0.17 4-7 >494 240 MT20 244/190 TCDL 7.0 Lumber DOL 1.25 'BC 0.39 Vert(CT) -0.19 4-7 b447 180 BCLL 0.0 ' Rep Stress Incr YES WB 0.00 Horz(CT) -0.00 3 Na n1a BCDL 10.0 Code FBC20171TPI2014 Matrix -MP Weight: 231b FT=O% LUMBER- BRACING - TOP CHORD 2x4 SP M 30 TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc pudins. BOT CHORD 2x4 SP M 30 BOT CHORD Rigid ceiling directly applied or 10-M oc bracing. REACTIONS. (Ibsize) 3=165/Mechaniral, 2=315/0-8-0, 4=88/Mechanical Max Hom 2=161(LC 12) Max Uplift 3=-153(LC 12),.2=-211(LC 12), 4=-12(LC 12) Max Gmv 3=165(LC 1). 2=315(LC 1), 4=125(LC 3) - .FORCES. (Ib) -Max. Comp./Max. Ten. -All forces 250 (lb) or less except when shown. NOTES- 1) Wind; ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6ft; Cat. 11; Eilp C; Encl., GCpi=0.18; MWFRS (directional) and C-C Exterior(2) -1-0-0 to 2-6-0, Interior(1) 2-6-0 to 6-11-8 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 designedfor a 10.0 pelf 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 togirder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 1531b uplift at joint 3, 211 Ito uplift at joint 2 and 12 lb uplift at joint 4. Walter P. Finn PE Na22839 MTell USA, Inc, FL Carl 6634 SON Parke East Blvd. Tampa FL 33610 Date: April 3,2019 AWARNWG- Venrydeslgn parpmelemandREAD NOTES ON TNAS AND INCLUDED MITEKREFERANCEPAGEMU7473rev.. 11=U11SREFORE USE - Design valid for use only with MrieMconnectors. This design Is based only upon parameters shown. and Is for on individual building component, not ' a truss system.. Before use, Me building designer must vent' the applicability of design parameters and properly Incorporate this design Into the overall bulldingdeslgn, Bracing Indicated is to bucWing of Individual trussweb and/or chord members only. Additional temporary and permanent bracing MOW prevent Is always required for stability and to prevent collapse wlm possible personal Injury and property damage. For general guidance regarding the fobncatiom storage, dellvery, erection and bracing of trusses and Muss systems. seeANSVIPII Cuopy Criteria. OS549 and BCSI Building Component 6904 Parke East Blvd: Tampa, FL 33610 Safety Infbnnallanavolloble from Truss Plate Institute, 218 N. Lee Street. Suite 312 Alexandria. VA 22314. Job Truss Truss Type OtY Ply T16666504 M11392 KJ7 MONO TRUSS 4 1 �THEWINDSOR Job Reference (optional) ­u 11 me,J nwe. a , run rierce, rL a.evu a uec a eu l e mu i en lnausmes, Inc. wea Apr J l unam, eul a 3x4 Scale = 1:20.6 6.8-12 3-1-5 LOADING (psf) SPACING- 2-0-0 CSI. DEFL. in floc) I/defl L/d PLATES GRIP TCLL 20.0 Plate Grp DOL 1.25 TC 0.20 Vert(LL) -0.04 7-10 >999 240 MT20 244/190 TCDL 7.0 Lumber COL 1.25 'BC 0.26 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: 38 lb. FT=O% LUMBER - TOP CHORD 2x4 SP M 30 BOT CHORD 2x4 SP M 30 WEBS 2x4 SP No.3 REACTIONS. (lb/size) 4=127/Mechanical, 2=379/0-11-5,.5=461/Mechanical Max Horz 2=192(LC 8) Max Uplift 4=-131(LC 8), 2=-262(LC 8), 5=-238(LC 8) Max Gray 4=156(LC 13), 2=379(LC 1), 5=461(LC 1) FORCES. (lb) - Max. Camp./Max. Ten. -All forces 250 (lb) or less except when shown. TOP CHORD 2-3=-838/366 BOT CHORD 2-7=-487/798, 6-7=-487(/98 WEBS 3-7=0/307,3-6=-920/561 BRACING - TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. NOTES- 1) Wind: ASCE 7-10; Vult=165mph (3-second gust) Vasd=128mph; TCDL=4.2psf; BCDL=3.Opsf; h=15ft; B=70ft; L=35ft; eave=6f ; Cat. II; Exp C; Encl., GCpi=0.18; MW FRS (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 fora 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) Refer to girder(s) for truss to truss connections. 5) Provide mechanical connection (by others) of truss to.bearng plate capable of withstanding 131 lb uplift at joint 4, 262 lb uplift at joint 2 and 238111 uplift at joint 5. 6) In the LOAD CASE(S) section, loads applied to the face of the truss are noted as from (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 (plo Vert: 2=0(F=27, B=27)-to-4=-133(F— 39, B=-39), 8=0(F=10, B=10)-to-5=A9(F=-15, B=-15) Water P. Finn PE No.22939 MTek USA, Inc, FL Cart 6634 6994 Parke East Blvd. Tampa FL 33610 Data: April 3,2019 - QWARNING- Venlydearoparerlietenend READ NOTES ON THISAND INCLUDED MITEKBEFENANCEPAGEM67473revJO134015BEFOREUSE Design valid for use only w6h Mirada connectors. This design Is based only upon barometers shown, and Is for on Individual building component, not a hum system. Before use, he building designer must verity the applicobllity, of design parameters and properly incorporate this design Into the overall building desighr.Bracing indicated is to prevent buckling of individual truss web and/or chord members only. Additional temporary and permanent bracing Is always required for stability and to prevent collapse with possble personal Injury andproperty damage. For general guldonce regarding the fabrlcatlort storage. delivery, erection and bracing of husses and from systems, axsANSUIPII Qua' ry Ci@r dp, D53-81 nd SCSI Building Cempanmt Safety Infeimolbmvoiloble from Truss Plate Institute, 218 N. Lee Sheet Suite 312, Nexantltla, VA 22314. WOW 6904 Padre East all Tampa, FL W610' Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 3 " Center plate on Joint unless x, y /4 offsets are indicated. 6-4-8 dimensions shown In ft-In-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property Damage or Personal Injury: Dimensions are in ft-in-sixteenths. Apply plates to (both sides of truss 1 3 1. Additional stability bracing for truss system, e.g. and fully embed teeth. TOP CHORDS diagonal or X-bracing, Is always required. See BCSI. I/ r cis c2a. 2. Truss bracing must be designed by an engineer. For 0' Id 0 wide truss spacing, Individual. lateral braces themselves may require bracing, or alternative TorI c0,�'iX bracing should beconsidered. Op Z%0- 3., Never exceed the design loading shown antl never inadequately braced trusses. aUstack materials on 4. Provide copies of this truss design to the building For;4 x 2 orientation, locate cr-e co- csa BOTTOM CHORDS designer, erection supervisor, property owner and all other Interested parties.. Pic0-'he" from outside edge of truss. 8 7 6 5 5, Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol Indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE _ joint and embed fully. Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPl 1. connector plates, P THE LEFT. 7. Design assumes trusses will suitably protected from ' Plate location details available in MTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accordwith ANSI/rPI 1. software or upon request. NUMBERS/LETTERS, 8. Unless otherwise noted, moisture content of Lumber, shall not exceed 79% of time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted, this design is not applicable for CC -ES Reports: use with fire retardant, preservative treated, or green lumber. The first dimension Is the plate 10. Camber Is a non-structural consideration and Is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352, ESR1988 responsibility of truss fabricator. General practice is to to slots. Second dimension is ER-3907, ESR-2362, ESR-1397, ESR-3282 camber for dead load deflection.. the length parallel to slots. 11. Plate type, size, orientation and location dimensions Indicated are minimum plating requirements. LATERAL BRACING LOCATION 12. Lumber used shall be of the species and size, and ^� 7 Indicated by symbol shown and/or by text in the bracing section of the Trusses are designed for wind loads in the plane of the truss unless otherwiseshown. in all respects, equal to or better than that specified. 13. Top chords must be sheathed or purllns provided at CYy// output. Use T or I bracing spacing Indicatedon design. If Indicated. Lumber design values are in accordance with ANSI/TPI'1 section 6.3 These truss designs rely on lumber values 14 Bottom chords require lateral bracing at 10 ft. spacing, or less, if no ceiling is Installed, unless otherwise noted. BEARING established by others. Indicates location where bearings (supports) occur. Icons vary but © 2012 MiTekO All Rights Reserved 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. reaction section indicates joint number where bearings occur. 17. Install and load vertically unless indicated othe wise. Min size shown is for crushing only,or ® treated lumber may a. Use of green y pose unacceptable environmental, health or performance risks. Consult with Industry Standards project engineer before use. ANSI/TPI1: National Design Specification for Metal 19. Review all portions of this design (front,back words Plate Connected Wood Truss Construction. and pictures) before use. Reviewing pictures alone DSB-89: Design Standard for Bracing. ® is not sufficient. BCSI: Building Component Safety Information, M !1'e k 20. Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/rPl 1 Quality Criteria. Installing & Bracing of Metal Plate Connected Wood Trusses. MTek Engineering Reference Sheet:-Mll-7473 rev. 10/03/2016