2014-01060 - addn/remodel/repair

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Job• •Truss Truss Type Qty Ply HOME BY LEGACY BWM 1 UNIT YF 123729442 93900 Al Floor 12 1 Job Referenda o tions Scherer Brothers Truss Division, Albertville,MN 55301 7.530 s Jul 112014 MTek Industries,Inc. Thu Feb 2614:06:07 2015 Page 1 ID:2fnzHzk99AJh1KAL9RywdByMlkE-eQo—XZDM2F4?WAywYNUBeLvH9iK L21YrFNOFRzhF3E 0- H1 2 —I I--2°9d1d S 1:44.0 REMOVE RIGHT END RIBBON BLOCK. LUMBER AND CONNECTOR PLATES TRUSS IS 1r2"TOO LONG AT THE RIGHT END. TO BE CUT CLEANLY AN D ACCURATELY AND THE REMAINING PLATE MUST BE 0-0- 4 FULLY EMBEDDED AND UNDISTURBED. 4x8= 3x6= 3x4 = 3x6 FP= 3x6= 4x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 23 21 20 19 18 17 16 15 14 3x6= 4x10= 3x12 MT18HS FP= 4x4= 3x4= 3x8= 4x10= 4x6= ATTACH 24-AYERS OF 7/16"OSB GUSSET(7/16"RATED SHEATHING 24/16 EXP 1) TO FLAT FACE OF VERTICAL 13-14 AS SHOWN WITH 10d(3"X.131")NAILS 0-0$ PER THE FOLLOWING NAIL SCHEDULE:2 ROWS:SPACED @ 2"O.C. USE 3"MEMBER END DISTANCE. GLUE OSB LAYERS TOGETHER PRIOR TO ATTACHING TO TRUSS. 10-6-0 25-11-0 10-" 2-0-0 13-5-0 Plate Offsets(X Y)— 114:Edge 0-1-81 [17:0-1-8 Edael (18:0-1-8 Edoel LOADING(per SPACING- 1-4-0 CSI. DEFL in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.61 Vert(LL) -0.52 16-17 >596 480 MT20 197/144 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.83 16-17 >373 360 MT18HS 197/144 BCLL 0.0 Rep Stress Incr YES WB 0.72 Horz(TL) 0.10 14 n/a n/a BCDL 5.0 Code MNSRCJTP12002 (Matrix) Weight:101 Ib FT=20%F,11%E LUMBER- BRACING- TOP CHORD 2x4 SPF 210OF 1.13E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 SPF 210OF 1.8E(flat)'Except` end verticals. 14-19:2x4 SPF 240OF 2.OE(flat) BOT CHORD 10.0-0 oc bracing:14-21 WEBS 2x4 SPF Stud(flat) REACTIONS. (Ib/size) 21=937105-8,14=93710-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-285810,3-4=-285810,45=-431910,5-6=431918 6-7=-4319/0,7-8=-3 82 610, 8-10=-382610,10-11=-182510,11-12=-182510 BOT CHORD 20-21=011627,18-20--013714,17-18--0/4319,16-17=014277,15-16=0/299i,14-15=0f613 WEBS 5-18=-28910,4-18=0895,4-20=-97110,2-20=0/1396,2-21=-1833/0,7-17=-287/470, 7-16=-51210,1 0-1 6=0194 7,10-15=1323/0,12-15 /1456,12-14=-1105/0 NOTES- 1) Unbalanced floor live loads have been considered for this design. 2)All plates are MT20 plates unless otherwise indicated. 3)All plates are 1.5x3 MT20 unless otherwise indicated. 4) "Semi-rigid pitchbreaks including heels"Member end fixity model was used in the analysis and design of this truss. 5) Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(Q 131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. I Hereby certify that this plan,speci- frcntion,or report was prepared by me or under my direct supervision and that I am a duty,Licensed Pro- fessioeer under a Imus oft State of Minnerim. STEVEN E.FOX DATE REG.NO.219 February 26,2015 ©WARNING-VMfy desto perainelers end READ NOTES ON THIS AND INCLUDED MREK REFERANCE PAGE 4F7473 rev a?/f640N5 BEFORE USE. Design valid for use only with MTek correctors.This design is based only upon parameters shown arxi is for an indMdvaI building component. App Ica biIty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.&acing shown is for lateral svppert of individual web members only.Additional temporary bracing to insvre stability during corshuction is the responsibility of theAiTek erem erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,dei�very,erection and bracing,consult ANSI/rMl a+dS►C*wb,DSSaf and SCSI SuSdng ConWonert 14515 N.Outer Forty,Suite 0300 So"Irtormabon available from Truss Plate Institute,781 N.Lee Street,Suite 312 Alexandria,VA 22314. Chesterfield,MO 63017