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Job • Truss Truss Type �Qty Ply SAYNIEL VSD 020518RP02 R01 MONO TRUSS 1 1 R146238 Job Reference(optional) Trussway Manufacturing Inc., Houston,TX 8.030 s Apr 212017 MiTek Industries,Inc. Mon Feb 0512.55:04 2018 Page ID:ee?DkHflD?433sXTEfokYAzyS5S-HOuXOIoTmGuOQIKT1QZziaug2rAsljGGwdHj3Pzo8 r i 7-0-7 135� 20-2-7 26-8-0 7�7 64-13 E93 65-9 Scale=1:52.5 MISSING 2' OF TRUSS. 4.00 12 ATTACH "112" 2x4 SP No.2 JACK SCAB REFER TO ATTACHED-R02"REPAIR O EACH FACE OF TRUSS(AS SHOWN) FOR DETAILS REQUIRED. WITH 10d(0.148"x3')COMMON WIRE NAILS @ 1 ROW(S) 3'O.C.ON EACH 3x4 SIDE,IN ALL MEMBERS. C D O B W3 N 5 A w N 4x4= K J L I H M G 3x4= 3x5= 3x5= 3x5= 9-0.0 18-0-9 2 -0 9.0-0 941.9 '6.86-8 Plate Offsets X Y— A:0-3-2 Ed e LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 20.0 Plate Grip DOL 1.25 TC 0.72 Vert(LL) -0.16 A-J >999 240 MT20 244/190 TCDL 10.0 Lumber DOL 1.25 BC 0.97 Vert(TL) -0.51 A-J >626 180 BCLL 0.0 Rep Stress Incr YES WB 0.65 Horz(TL) 0.08 G n/a n/a BCDL 10.0 Code FBC2014/TP12007 Matrix-SH Weight:141 lb FT=20% LUMBER- NOTES- (5-8) TOP CHORD 2x4 SP No.2 1)Wind:ASCE 7-10;Vult=l IOmph(3-second gust) FIELD REPAIR DETAIL. BOB CHORD 2x4 SP No.2 Vasd=85mph;TCDL=5.OpsF,BCDL=5.Opsf;h=25ft;Cat. WEBS 2x4 SP No.3 BRACING- (envelope)11;Exp B;Encl.,GCpi=0.18;MWFRS gable JACK TRUSS UP WITH TEMPORARY SHORING end zone and C-C Intedor(1)zone;Cantilever left and TO A ZERO DEFLECTION PRIOR TO REPAIR. TOP CHORD right exposed;C-C for members and forces&MWFRS PROVIDE TEMPORARY SUPPORT TO HOLD Structural wood sheathing directly applied or 2-5-3 oc TRUSS MEMBERS IN PLACE DURING AND pudins, except end verticals. for reactions shown;Lumber DOL=1.60 plate grip UNTIL REPAIR HAS BEEN APPLIED. BOT CHORD DOL=1.60 2)This truss has been designed for a 10.0 psf bottom Rigid ceiling directly applied or 2-2 0 oc bracing. Chord live load nonconcurrent with an other live loads. THIS REPAIR O BASED ON INFORMATION WEBS Y RECEIVED FROM CUSTOMER. 1 Row at midpt F-G,E-G 3)Provide mechanical connection(by others)of truss to IT IS THE RESPONSIBILITY OF THE BUILDING bearing plate capable of withstanding 60 lb uplift at joint INSPECTOR&CONTRACTOR TO VERIFY THE A and 142 lb uplift at joint G. ADEQUACY OF THIS REPAIR TO MEET REACTIONS. (Ib/Size) THE FIELD CONDITION. A = 105510-3-8 (min.0-1-8) 4)This truss has been designed for a moving G = 1055/0-3-8 (min.0-1-8) concentrated load of 50.0Ib dead located at all mid THIS REPAIR DOES NOT IMPLY THAT Max Horz panels and at all panel points along the Top Chord and THE REMAINING PORTION OF THE A = 245(LC 8) Bottom Chord,nonconcurrent with any other live loads. TRUSS IS UNDAMAGED.THE ENTIRE Max Uplift 5)NOTE: Refer to the attached Trussway Notes, TRUSS SHALL BE INSPECTED TO A = 60(LC 8) Appendices and T-1 sheet for more information. VERIFY THAT NO FURTHER REPAIRS G = -14(LC(LC 6)NOTE: All truss and component designs utilize ARE REQUIRED. manufacturer published connector design values and ^ FORCES. (lb) rules-writing grading agency published lumber design Maximum Compression/Maximum Tension values all in accordance with truss design software TOP CHORD requirements and the applicable edition of ANSVTPI 1. A-N = -2540/140 B N = -2487/151 Where Southern Pine lumber is specified,Supplement ®�I®® B-O = -2258/106 C-O = -2194/116 No.13 to the 2002 Standard Grading Rules for 0 F 7-F®� C-D = -1133120 D-P = -1124/31 Southern Pine Lumber and its provisions andaw Q` aQf E-P = -1017/42 E-Q = -81/0 appendices shall apply. i C' ,•• •, �� F-Q = -25/39 F-G = -153l53 7)NOTE:The truss design accounts for IBC Section BOT CHORD 903.3.1 and NFPA13,NFPA13R or NFPA13D *•• compliance requirements relating to a 250 LB short ;,••,,° A-K = -345l2361 J-K = -345/2361 term(cd=2.0)installer load to be supported at a J-L = -23211573 I-L = -232/1573 ® I Q B A L H.A. GAGA N _ 3 H-M = -116f784 hanger point on top chord or by two trusses on bottom G-M = -1 61784 chord,non-concurrent with other live loads. •• •� ° 81300 WEBS 8)NOTE: The seal on this drawing indicates acceptance ,p.• °Sri B-J = 421/142 C-J = -27f/24 of professional engineering responsibility solely far the �� D,t� C E N S�O°`�<v�4 C-H = -779/157 E-H = -14/766 truss component design shown. E-G = -1134/169 February 7,2 18 ®WARNING-Verily design parameters and READ NOTES ON THrS AND INCLUDED mmuc REFEREArcEPAGE I119-7473 BEFORE USE Engineering Department ! Design valid for use only with MITek connectors.This design is based only upon parameters shown,and is for an individual building component 9411 Alcom SL Applicability of design parameters andproper inco ration of component is responsibility Houston,TX 77093 pp al t pa only. m bracing to Ins of building designer-not truss designer.Bracing shown (713)6916900 is for r.Ad support ei Individual web members only.Additional reis temporary hredng to Insure stability during construction is the responsibility of Ore 8850 Trussway Blvd. erectors n,quality permanent age,de iv the overall structure is the responsibility of the building designer.For general guidance regarding Orlando,FL 32824 fabrication,quality conbol,storage,delivery erection and bracing,consult ANSUTP11 Quality Criteria,BSB-89 and BCSII Building Component (��8�/2777 Safety Information available from Truss Plate Institute,583 D'Onoldo Drive,Madison,WI 53719.