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HomeMy WebLinkAboutTruss Engineering 04.01.2016ODDO ENGINEERING, INC. 713 Cooper Avenue, Suite 200 Glenwood Springs, CO 81601 (970) 945-1006 Fax 945-2966 Subject 079 vJ S�\x4 _RJ Job Title (14-11:1 ICI V.CGL 2OOJob No. 1 b ©D - �k'd by date by date L of 1_ 1 or 634-X page �PSi Gji� (�G ¢ops-� see goes /5-- /23 Z Z ;,; 24 V.S. �sd L USO2;, R. T�nov‘ poi nr o ck 54;95&.,i r 42'.E-1,16,0( Lelful+:0,. lid P ckm '1- Drc►o(. Juu 7606 Truss A Truss Type COMMON Qty 7 Ply 1 WHITING DECK ROOF R47192479 Job Reference (optional) TRUSFAB, INC., -2-0.0 New Castle, CO 81647 5-2-5 2-0-0 5-2-5 4.00 12 8 010 s Mar 30 2016 MiTek Industries, Inc_ Thu Apr 28 13:59:09 2016 Page 1 ID:NMKg6gGe9DePinlvyKK?gjzT9EZ-yKHg3g_OhQ6Uy?NiGy9Yydo1 eOcBXtXsTmX_aKzMA20 9-10.01 14-5-11 I 19.8-0 I 21-8-0 { 4-7-11 4-7-11 5-2-5 2-0-0 Scale = 1:38.4 4x6 6-9-13 3x8 = 12-10-3 19-8-0 4x6 = 6-9-13 6-0-6 6-9-13 I� m Plate Offsets (X,Y)- IB:0-0.0,0-0-141 1F:Edge,0-0-141_ LOADING (psf) TCLL 40.0 (Roof Snow=40.0) TCDL 10.0 BCLL 0.0 ' BCDL 10.0 LUMBER - TOP CHORD 2x6 DF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 WW Stud SPACING- 2-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr YES Code IRC2009/TP12007 CSI. TC 0.27 BC 0.38 WB 0.45 Matrix -AS DEFL. in (Ioc) Vert(LL) -0.10 H -J Vert(TL) -0.19 H -J Horz(TL) 0.05 F Wind(LL) 0.06 H -J I/deft >999 >999 n/a >999 Lid 360 180 n/a 240 PLATES GRIP MT20 169/123 Weight: 89 Ib FT = 20% REACTIONS. (Ib/size) B=1387/0-5-8, F=1387/0-5-8 Max Horz B=-47(LC 7) Max Uplift B=-328(LC 9), F=-328(LC 9) Max Gray B=1404(LC 2), F=1404(LC 3) FORCES. (Ib) - Max. Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD B -C=-2384/489, C -D=-2044/444, D -E=-2044/444, E -F=-2384/489 BOT CHORD B -J=-372/2154, H -J=-239/1619, F -H=-372/2154 WEBS D -H=-53/585, E -H=-463/145, D -J=-53/585, C -J=-463/145 BRACING - TOP CHORD BOT CHORD Structural wood sheathing directly applied. Rigid ceiling directly applied. NOTES - 1) Wind: ASCE 7-05; 90mph; TCDL=5.Opsf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; partially; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1.33 plate grip DOL=1.33 2) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 3) Unbalanced snow loads have been considered for this design. 4) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 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 20.0psf 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. 7) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=lb) B=328, F=328. 8) This truss design requires that a minimum of 7/16" structural wood sheathing be applied directly to the top chord and W gypsum sheetrock be applied directly to the bottom chord. April 28,2016 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1.7473 rev. 02/18/2015 BEFORE USE. Design valid for use only with Mitek connectors, This design is based only upon parameters shown, and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - not truss designer Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during conslruction is the responsibillity of the erector. Additional permanent bracing of the overall structure is the responsibility of the building designer. For general guidance regarding fabrication, quality control, storage, delivery, erection and bracing, consult ANSI/TPI1 Quality Criteria, DSB-B9 and BCSI Building Component Safety Information available from Truss Plate Institute, 781 N. Lee Steel, Suite 312, Alexandria, VA 22314. 7777 Greenback Lane Suite 109 his-_cA.-955.151 .roo Truss Truss Type Qty Ply WHITING DECK ROOF R47192480 7606 Al 2X6 DROP 1 1 Job Reference (optional) TRUSFAB, INC., New Castle, CO 81647 1 5-11-0 6x12 5-11-0 4.00 12 4x6 E 3x12 M18SHS II D 8 010 s Mar 30 2016 MiTek Industries. Inc. Thu Apr 28 13:59:10 2016 Page 1 I D: NMKg6gGe9DePin IvyKK?gjzT9EZ-RWrCHO?OSkELa9yugfgnUrL47npcGKKOiQGY6mzMA2? 9-10-0 13-9-0 19.8- 3-11-0 3-11-0 5-11-0 2x4 11 F 5x10 II H 2x4 I I 4x6 3x12 M18SHS II J K 6x12 L Scale = 1:39 7 1 T 1.5x4 II 7-3-10 ifl-1-6x4-41 S R Q 1.5x4 II 4x6 = 5x8 = 12-4-6 M P 0 4x6 =1.5x4 II 7-3-10 5-0-13 1 N 1,5x4 II 19-8-0 7.3.10 9 Plate Offsets (X,Y)— [8:0-0-11 0-2-1], [C:0-10-13,0-0-41. (K:0-10-13 0.0-4 [L 00-11,0-2-11, IQ:0-4-0,0.3-4] LOADING (psf) TCLL 40.0 (Roof Snow --40.0) TCDL 10.0 BCLL 0.0 * BCDL 10.0 SPACING- 4-0-0 Plate Grip DOL 1.00 Lumber DOL 1.00 Rep Stress Incr NO Code IRC2009/TPI2007 CSI. TC 0.80 BC 0.95 WB 0.48 Matrix -MS DEFL. in Vert(LL) -0.25 Vert(TL) -0.45 Horz(TL) 0.12 Wind(LL) 0.10 (loc) I/defl P >905 Q >515 L n/a P >999 L/d 360 180 n/a 240 PLATES MT20 M18SHS GRIP 169/123 169/123 Weight: 114 Ib FT = 20% LUMBER - TOP CHORD 2x6 DF 2100F 1.8E BOT CHORD 2x4 SPF 2100F 1.8E WEBS 2x4 SPF 2100F 1.8E *Except* I-P,E-R: 2x4 WW Stud OTHERS 2x4 WW Stud REACTIONS. (Ib/size) B=2765/0-5-8, L=2765/0-5-8 Max Horz B=-82(LC 7) Max Uplift B=-426(LC 9), L=-426(LC 9) Max Gray B=2794(LC 2), L=2802(LC 3) BRACING - TOP CHORD 2-0-0 oc purlins (3-1-13 max.) (Switched from sheeted: Spacing > 2-0-0). BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. FORCES. (Ib) - Max Comp./Max. Ten. - All forces 250 (Ib) or less except when shown. TOP CHORD A -B=0/262, B -C=-4973/450, C -E=-4854/457, E -F=-4515/457, F -G=-4469/489, G -H=-4456/488, H -I=-4516/457, I -K=-4880/458, K -L=-5000/450, L -M=0/262 BOT CHORD B -T=-299/4705, S -T=-294/4712, R -S=-290/4700, Q -R=-178/3541, P -Q=-177/3542, 0-P=-291/4726, N-0=-294/4738, L -N=-300/4731 WEBS G -V=-106/1482, P -V=-64/1277, I -P=-864/84, R -U=-64/1276, G -U=-109/1520, E -R=-865/83, F -U=-307/56, H -V=-257/53 NOTES - 1) Wind: ASCE 7-05; 9omph; TCDL=5.0psf; BCDL=5.0psf; h=25ft; B=45ft; L=24ft; eave=4ft; Cat. II; Exp C; enclosed; MWFRS (all heights); cantilever left and right exposed ; end vertical left and right exposed; Lumber DOL=1 33 plate grip DOL=1.33 2) Truss designed for wind loads in the plane of the truss only. For studs exposed to wind (normal to the face), see Standard Industry Gable End Details as applicable, or consult qualified budding designer as per ANSI/TPI 1. 3) TCLL: ASCE 7-05; Pf=40.0 psf (flat roof snow); Category II; Exp C; Fully Exp.; Ct= 1 4) Unbalanced snow loads have been considered for this design. 5) This truss has been designed for greater of min roof live load of 16.0 psf or 2.00 times flat roof load of 40.0 psf on overhangs non -concurrent with other live loads. 6) All plates are MT20 plates unless otherwise indicated. 7) Gable studs spaced at 2-0-0 oc. 8) This truss has been designed for a 10.0 psf bottom chord live load nonconcurrent with any other live loads. 9) * This truss has been designed for a live load of 20.0psf on the bottom chord in all areas where a rectangle 3-6-0 tall by 2-0-0 wide will fit between the bottom chord and any other members. 10) Provide mechanical connection (by others) of truss to bearing plate capable of withstanding 100 Ib uplift at joint(s) except (jt=1b) B=426, L=426. 11) Graphical purlin representation does not depict the size or the orientation of the purlin along the top and/or bottom chord. April 28,2016 0 WARNING - Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M11-7473 rev. 02/18/2015 BEFORE USE. Design void for use only with MiTek connectors, osis design Is hosed only upon aerometers shown, and is for an individual !wilding component. Applicability of design parameters and proper incorporation of component is responsibility of building designer - nal truss designer. Bracing shown k for lateral support of Individual web members only. Additional temporary bracing to Insure stability during construction is the responslblllity of the erector. Addlllonol permanent txacIng of the overall structure is the responsibility of the building designer. For general guidance regording fabrication, quality control, slorage, delivery, ereclion and bracing, consull ANSI/TPI1 Quality Criteria, DSB-Be and BCSI Building Component Safety Information available from Truss Plate Institule, 781 N. Lee Street, Suile 312, Alexandria, VA 22314. 1111 MiTek 7777 Greenback Lane Suite 109 r'ilriHeights.CA 95610