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Plans (411) IIIIIIIIIMI t Q L4 SW 2' Q -T-ec? mit MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL13-251 UP H Fax 916/676-1909 2610 A The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R42684414 thru R42684425 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. \�-_co PRQFFs Vis; ‘AG INFF,/ 0 (14 87022PE 9c tn -7 '0j, OREGON cP lid QS A. HE¢k EXPIRES:06/30/2015 August 25,2014 Hemandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply 2610 A R42684414 PL13-251_UP_H FO1 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 Mitek Industries,Inc.Mon Aug 25 09:51:05 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-uigeeSHeQ6IeyJ30hU9zHM9Om4ediTK37hYuxpykJa4 1 2-6-0I 4'5-4I I 1-2-0 11 0-71-8 I 1 1-2-0 11 2-1-0 1 Scale=1:28.5 3x5= 3x4= 3x4= 3x5= 3x4= 1 2 3 4 5 6 7 8 9 10 ,•:, N B 1' 17 16 15 14 13 12 1 3x4 = 3x8 = 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8-3-12 195-12 1 13-3-12 1[i-10-121 16-9-12 I 8-2-4 0. 0.7-0 3-10-0 0-7-0 0-7-0 2-4-0 0-7-0 Plate Offsets(X,Y): f6:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1-8,Edge],[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.28 13-14 >719 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.92 Vert(TL) -0.44 13-14 >460 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 2-2-0 oc bracing:13-14. REACTIONS (lb/size) 18=734/0-4-4 (min.0-1-8),11=734/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2547/0,3-4=-2547/0,4-5=-2895/0,5-6=-2895/0,6-7=-2851/0,7-8=-2851/0,8-9=1674/0 BOT CHORD 17-18=0/1557,16-17=0/2931,15-16=0/2895,14-15=0/2895,13-14=0/1674,12-13=0/1674,11-12=0/1674 WEBS 8-13=-324/0,9-12=0/347,2-18=1680/0,2-17=0/1069,4-17=-415/0,4-16=-302/0,8-14=0/1312,7-14=-294/0, 6-14=-352/0,9-11=-1851/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSIITPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard x.46 0 PRQ C;•3 ��G]N - so 2 ct 8 I 2PE ( r" -y �pj, OREGO 2 Oi OBER �S A. HE4�P EXPIRES:06/30/2015 August 25,2014 4 8 A WARNING-Veritydesrgn parameters and READ MIES 0M THIS AMB INCLUDED MITER REFERENCE PAGE MZI-14;3 rex 1129/1014 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 construction is the responsibillity of the MiTek. e * 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 Qualify Criteria,DSB-B9 and ICSI Building Component 7777 Greenback Lane,Suite 109 Salety Intomwtion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 I/Southern Gine(SP)Wanber is specified,ttse design vetoes ere those effective 06/01/2013 by AtSC Job Truss Truss Type Qty Ply 2610 A R42684415 PL13-251_UP_H F02 Floor 11 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:06 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUat oSyJt2m-MuNOroHGBPIVZTeDFBgCgZidtT2ERyMCLLHRTFykJa3 ' 1 1-0-0 1 10-8-411 1-2-0 II 1-8-8 11 1-9-0 II 1-2-0 I) 1-4-4 I I 1-6-0 1-6-0 1 Scale=1:32.7 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 e o •/ \ O /,NaO \O la/\O O O \O/ • N e 6 eO O O O O m�Xj� O 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4=- 9-5-12 9-5-12 14-5-12 I 8-3-12 8-10-121 I 13-3-12 1B-10-12 1 19-2-8 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-8-12 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.29 21-22 >780 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.46 21-22 >499 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=839/0-4-4 (min.0-1-8),17=839/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1522/0,3-4=-1522/0,4-5=-2658/0,5-6=-2658/0,6-7=-3409/0,7-8=-3409/0, 8-9=-3795/0,9-10=-3795/0,10-11=-3782/0,11-12=3782/0,12-13=-3057/0, 13-14=-2065/0,14-15=-2065/0 BOT CHORD 26-27=0/810,25-26=0/2135,24-25=0/3077,23-24=0/3646,22-23=0/3795,21-22=0/3795, 20-21=0/3057,19-20=0/3057,18-19=0/3057,17-18=0/1161 WEBS 9-23=-273/0,12-20=-282/0,13-19=0/322,2-27=-1135/0,2-26=0/997,4-26=-858/0, 4-25=0/732,6-25=-587/0,6-24=0/465,8-24=-391/0,8-23=0/493,12-21=0/929, 11-21=-270/0,10-21=-107/281,15-17=-1396/0,15-18=0/1086,13-18=-1239/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 't‹.... fisc be attached to walls at their outer ends or restrained by other means. �0p O,� LOAD CASE(S) Ftc Standard ,�� t,, G[NR X02 ' 87022PE �' y Aj, OREGO cP 4;1,�✓ © 5A. HEc;, EXPIRES:06/30/2015 August 25,2014 t $ A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFEREM E RAGE 511-1473 res.1/29/2014 SEWWREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. MI 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 construction is the responsibillity of the MiTek' 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/7911 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern fine ISPli timber is specified',tine design values use those effective 06/01/20123 byAt..S( Job Truss Truss Type Qty Ply 2610 A R42684416 PL13-251_UP_H F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:07 2014 Page 1 ID:_egh?ek1 p1 OgFEOgnUa1 oSyJt2m-g4xO381uyj?MBdDPouBRMnEtytWRAW RLa?1_OiykJa2 I 1-3-15 I 1-2-0 1 1 0-6-13 i 2-6-0 Scale=1:11.6 354= 11.5x3 II 2 31.5x3 II 4 3x4= 5 1.5x3 II LI —/ 0 N � 6 O B 1.5x3 II 3x4= 9 8 7 4. 3x4= 3x4= 1-6-15 I 2-1-15 1 2-8-15 2.110-7 6-0-12 I 1-6-15 0-7-0 0-7-0 d-1-8 3-2-5 Plate Offsets(X,Y): 12:0-1-8,Edqe],[7:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 6-7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.04 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.11 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=261/Mechanical,6=261/0-3-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-331/0,3-4=-331/0 BOT CHORD 8-9=0/331,7-8=0/331,6-7=0/404 WEBS 2-9=-407/0,4-6=-436/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 440 PR OFF �\c NAG[NE' `S,d tc, - ° 870 2PE 4j, OREGO nA/ O OBER \\ ©S A. HERP EXPI RES:06/30/2015 August 25,2014 t t A NARNTAG-Verifydesign pararnetzrs and READ MESON MS AND MCLL8IED MTTEI(REFEREMX PAGE MI!-1473 leg,1/29/2014 BEWOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on 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 construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVIITek9 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Catena,DSB-B9 and BCSI Boning Component 7777 Greenback Lane,Suite 109 If SSafety'dean tine OPT lvanter'isspecilted TheInstitute, design avatrtes� Those effective£ pet/2013 by ALSC14. Claus Heights,CA,95610 Job Truss Truss Type Qty Ply 2610 A R42684417 PL13-251_UP_H F04 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:08 2014 Page 1 ID:_egh?ek1 p1 OgFEOgnUa 1 oSyJt2m-JHVmGTJWj17DpnobMcjgv_n 1 AHuOv_TVpfmYY8ykJal I ?-2.4 1 3x4= 2 1.5x3 Scale=1:8.8 4 q { 4 3 1.5x3 II 3x4= 2-5-4 I 2-5-4 LOADING(ps() SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.02 Vert(TL) -0.00 3-4 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 12 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-5-4 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=102/Mechanical,3=102/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard vktp PRQFA., 5• ENGINE-J9 '2 � 870 2PE - --4 OREGO / ©„M 'AC! --8ER 1N ©S A. HO; EXPIRES:06/30/2015 August 25,2014 91 A WARNING-Verify design parametsrs and READ NOES ON THIS AND INCLUDED NITER(REFERENCE RAGE 1411-1413 ran 1/15/2014 WORE 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 construction is the responsibillity of the A�f ��. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'YI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Crtieda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pira(SPjlumber is specified,the design vatues are those effective 06/01/2013 by A-SC Job Truss Truss Type Qty Ply 2610 A R42684418 PL13-251_UP_H F05 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:08 2014 Page 1 ID:_egh?ek1 p1OgFEQgnUaloSyJt2m-JHVmGTJWj17DpnobMcjgv_ny2HksvpjVpfmYY8ykJa1 1 1-0-0 1 10-8-0 I I 1-2-0 1 1-5-8 11 2-0-0 I I 1-2-0 I I 2-38 I 2-6-0 I Scale=1:33.2 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x8= 1 2 32" :2<:2 5 9 10 11 12 13 14 15 0 N :J'- \ : \ a-_'a I - N 2 24 23 22 21 20 19 18 17 // 3x4= 4x5= 3x5= 3x5 = 3x4= 3x6= 3x5= 3x4= 9-5-12 14-5-12 I 8-3-12 8--10-121 1 13-3-12 13-10-12 1 19-6-4 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 5-0-8 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edqe],[17:0-1-8,Edge],[21:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.34 18-19 >683 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.70 Vert(TL) -0.53 18-19 >442 360 BCLL 0.0 Rep Stress Incr YES WB 0.75 Horz(TL) 0.07 16 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:92 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 25=853/0-4-4 (min.0-1-8),16=853/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1550/0,3-4=-1550/0,4-5=-2714/0,5-6=-2714/0,6-7=-3493/0,7-8=-3493/0, 8-9=-3907/0,9-10=-3907/0,10-11=-3977/0,11-12=3977/0,12-13=-3210/0, 13-14=3210/0 BOT CHORD 24-25=0/824,23-24=0/2177,22-23=0/3147,21-22=0/3744,20-21=0/3907,19-20=0/3907, 18-19=0/3210,17-18=0/3210,16-17=0/1855 WEBS 9-21=-285/0,12-18=-260/0,13-17=-396/0,2-25=-1155/0,2-24=0/1016,4-24=-878/0, 4-23=0/751,6-23=-607/0,6-22=0/485,8-22=-407/0,8-21=0/512,12-19=0/987, 11-19=-290/0,10-19=-9/349,14-16=2002/0,14-17=0/1482 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)16. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to � 4 �scS' be attached to walls at their outer ends or restrained by other means. 0� QF LOAD CASE(S) Standard • �G+�`� �l`�G[NE�9 /O�� 870 2PE -57 v.,��, OREGO / 4(t// 1'O �M'8ER '\\ �`, A. HE EXPIRES:06/30/2015 August 25,2014 t f A WARNINGNerdy design parameters and READ NO TES ON THIS AND I/i17.GDED ICIER REFEREPEE PAGE MII-1473 ra 1/29/2014 0590RE 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 construction is the responsibillity of the MiTek` 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/7611 Quality Crtterta,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available.from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 It Southern Pine ism norther its specified,the design valves are those e#kactrve 06/01/2013 by ALSO Job Truss Truss Type Qty Ply 2610 A R42684419 PL13-251 UP H F06 Floor 4 .1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:09 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-nT39UpK8UKF4QxNowJEvRCK81h4reJ0e2JW54aykJaO 1 1-0-0 1 10-8-4 11-2-0 11 1-8-8 1 1 1-9-0 ii 1-2-0 I I 1-5-8 1 1 1.6-0 I 1-6-0 1 Scale=1:32.9 454 = 3x4= 3x4= 3x4= 3x4 = 3x4 = 3x4= 3x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 0 0 0 N / \ C /N-/- 'e/\O O O O O O • N O 26 25 24 23 22 21 20 19 18 17 3x4 = 4x5= 3x5= 355= 3x4= 356= 3x8= 354= 9-5-12 14-5-12 I 8-3-12 ¶10-13 I 13-3-12 1?-10-12 1 19-3-12 I 8-3-12 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.46 Vert(LL) -0.30 21-22 >768 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.47 21-22 >491 360 BCLL 0.0 Rep Stress Incr YES WB 0.56 Horz(TL) 0.06 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=844/0-4-4 (min.0-1-8),17=844/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1531/0,3-4=-1531/0,4-5=-2676/0,5-6=-2676/0,6-7=-3437/0,7-8=-3437/0, 8-9=-3834/0,9-10=-3834/0,10-11=-3833/0,11-12=3833/0,12-13=-3115/0, 13-14=-2080/0,14-15=-2080/0 BOT CHORD 26-27=0/815,25-26=0/2149,24-25=0/3100,23-24=0/3679,22-23=0/3834,21-22=0/3834, 20-21=0/3115,19-20=0/3115,18-19=0/3115,17-18=0/1168 WEBS 9-23=-278/0,12-20=-281/0,13-19=0/312,2-27=-1141/0,2-26=0/1003,4-26=-865/0, 4-25=0/738,6-25=-594/0,6-24=0/472,8-24=-397/0,8-23=0/502,12-21=0/925, 11-21=-271/0,10-21=-97/292,15-17=-1403/0,15-18=0/1097,13-18=-1261/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. RV PR OFFS, LOAD CASE(S) dance wit lG4i^j[ � r j� s�O� 87t322PE 7 fi-b�, OREGO q�4ur 'AO c�/yjaER \� r © A. HE��P EXPIRES:06/30/2015 August 25,2014 i 1 AWARNING-verify design yarameters and READ NOTESON?NIS AIM INCLUDED 4TTEKREFEREACEPAGE MZ7-1413 reit 1/29/2014BEFORE USE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for on 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 construction is the responsibillity of the MiTek" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fYi i fabrication,quality control,storage,derivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI BuBdIng Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 l#Southaws Pine(SP)harder is specified,the design waves ere those effective 06/01/2013 by ALSc Job Truss Truss Type Qty Ply 2610 A R42684420 PL13251_UP_H F07 Floor 5 1 Job Reference(optional) Pacific Lumber 8.Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:10 2014 Page 1 ID:_egh?eklplOciFEQgnUaloSyJt2m-FfdXh9KmFeNx25x_U119_PsO95Y_NsOoGzFecOykJa? 0-9-12I I 2-6-0 Scale=1:11.9 1 3x4= 21.5x3 II 3 3x4= 41.5x3 II 0 N N 3x6= 41, 7 6 1.5x3 11 3x4= 6-2-4 6-2-4 LOADING(psi") SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=267/Mechanical,5=267/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-284/0 BOT CHORD 5-6=0/416 WEBS 3-5=-449/0,1-6=0/373 NOTES 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard (?: o PRQp tv`��5 NO)NF' �iro� 87022P, " i OR GON Vi)AL 'P ' 41 ER 1'' .;‘,4 OS A. HE4•k\P EXPIRES:06/30/2015 August 25,2014 t f A W4RNMS-Verify design parameters and READ NOES ON THIS NC INCLUDED WEN REFEREl4LE PAGE MTh 747..3 rex 1/29/2014 SEEM 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 construction is the responsibillity of the MiTek* 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/TPIt Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Fine ISM 1urntrer is specified the design values a re those effective 06/01/2013 tsyAt.SC Job Truss Truss Type Qty Ply 2610 A ,842684421 PL13-251_UP_H F08 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co. Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc. Mon Aug 25 09:51:11 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUe1 oSyJt2m-jsBwVLOOyVogEWA1 kGOWdPViUpw6DhxVd?C9TykJa_ 1 1-0-0 1 10'7-B 11 1-2-0 II 1-8-8 I I 1-9-0 11 1-2-0 1 1 1-5-8 1 1 1-6-0 1 1-6-0 1 Scale=1:32.8 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x4= 3x5= 1 2 3 4 5 6 7 B 9 10 11 12 13 14 15 16 oe o o e - o - o 111%44441111e. 9 N / \ O /\2/\ /\ _ ,- e, _ .-..0////` N a. 2 26 25 24 23 22 21 20 19 18 17 3x4= 4x5= 3x5= 3x5= 3x4= 3x6= 3x8= 3x4 = 14-5-0 I 8-3-0 IB-10-019-5-0 1 13-3-0 13-10- 19-3-0 I 8-3-0 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 4-10-0 Plate Offsets(X,Y): [10:0-1-8,Edge],[12:0-1-8,Edge],[13:0-1-8,Edge],[23:0-1-8,Edqe] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.21 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.42 Vert(TL) -0.33 20-21 >705 360 BCLL 0.0 Rep Stress Incr YES WB 0.55 Horz(TL) 0.00 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:93 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:26-27,25-26,17-18. REACTIONS (lb/size) 27=841/0-3-8 (min.0-1-8),17=841/Mechanical,17=841/Mechanical Max Horz 27=2601(LC 1),17=2601(LC 1),17=-2601(LC 1) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1525/0,3-4=-1525/0,4-5=-2663/0,5-6=-2663/0,6-7=-3417/0,7-8=-3417/0, 8-9=-3816/0,9-10=-3816/0,10-11=-3806/0,11-12=-3806/0,12-13=-3114/0, 13-14=-2070/0,14-15=-2070/0 BOT CHORD 26-27=-1776/0,25-26=-647/0,24-25=0/601,23-24=0/1097,22-23=0/1216,21-22=0/1216, 20-21=0/684,19-20=0/684,18-19=0/684,17-18=-1471/0 WEBS 9-23=-284/0,12-20=-274/0,13-19=0/311,2-27=-1155/0,2-26=0/980,4-26=-884/0, 4-25=0(711,6-25=-612/0,6-24=0/444,8-24=-418/0,8-23=0/500,12-21=0/900, 11-21=-264/0,10-21=-106/282,15-17=-1412/0,15-18=0/1076,13-18=-1269/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Non Standard bearing condition. Review required. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. 1 :) P R OFFS 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to �1 be attached to walls at their outer ends or restrained by other means. �� �NG)N E�R J' - LOAD CASE(S) Standard $7022PE p pN N "4j, OREG N ti�O�� AO 8ER 1N N ©S A. He EXPIRES:06/30/2015 August 25,2014 l r A WARNING-Verify design parameters and READ NOTES ON THIS AND Tat/DED MITER REFEREI4C£PAGE 147I-7473 reit.1/29/2014 BEFORE USE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ��' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 'T,,{'R* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/T1111 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tf Southern tine I51,1 amber is specified,the design values Ore tiros*effective 06/01/2013 byALSC. Job Truss Truss Type City Ply 2610 A R42684422 PL13-251_UP_H F09 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:51:11 2014 Page 1 ID:_egh?ek1 p1OgFEQgnUaloSyJt2m jsBWVLOOyVogEWA1kGOWdPZvUtE6JLxVd?C9TykJa_ 0$-4 I I 2-6-0 Scale=1:11.6 1 3x4= 21.5x3 II 3 3x4= 4 1.5x3 I I 0 N . 3x6= 7 6 1.5x3 I I 3x4= 6-0-12 I 6-0-12 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.00 5-6 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.06 5-6 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.18 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 7=261/Mechanical,5=261/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-7=-283/0 BOT CHORD 5-6=0/403 WEBS 3-5=435/0,1-6=0/363 NOTES 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 444 -v 8 • 2PE -v OREGO, <1�/ C! M&ER Or, A. HERS EXPIRES:06/30/2015 August 25,2014 t B A WARNING-Verify design parameters and READ NOES ON WS AND INCLUDED/fITEl(REFERENCE PAGE NII-1413 rax 1/79/2014 BEFOREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for on individual building component. ,A 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 construction is the responsibillity of the 'Aft"( erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 'Yl�1� fabrication,quality control.storage,delivery,erection and bracing,consult. ANSI/TPI1 Quality Criteria,DSI-89 and ICS!Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 is Souttsecrs gine(SPIT lumber is specified,the design velvets are these effective 66J61/2013 by MSC Job Truss Truss Type Qty Ply 2610 A R42684423 PL13-251_UP_H F10 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc.Mon Aug 25 09:51:12 2014 Page 1 ID:_egh?eklp1OgFEQgnUaloSyJt2m-B21H6rM1nFdflO5MbSnd3gyblu4Lrc75kHklgvykJZz 1 1-0-0 10-t1-4 I I 1-2-0 1 1 1-9-0 1 1 1-8-8 ii 1-2-0 I 1-3-0 1 Scale=1:33.5 4x6= 4x5= 3x4= 3x4= 3x4= 3x4= 3x4 = 4x4 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 26 25 24 23 22 21 20 19 18 3x4 = 4x5= 4x8= 3x5= 3x5= 3x5= 3x8= 3x4 = 1 2-2-412-9-413-4-41 7-2-4 17-9-418-4-41 19-8-0 2-2-4 0-7-0 0-7-0 3-10-0 0-7-0 0-7-0 11-3-12 Plate Offsets(X,Y): [4:0-1-8,Edge],[6:0-1-8,Edge],[7:0-1-8,Edge],[26:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.73 Vert(LL) -0.36 21-22 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.56 21-22 >417 360 BCLL 0.0 Rep Stress Ina YES WB 0.79 Horz(TL) 0.07 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=859/0-4-4 (min.0-1-8),27=859/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1933/0,3-4=-1933/0,4-5=-3238/0,5-6=3238/0,6-7=-3797/0,7-8=-4014/0, 8-9=-4014/0,9-10=-3872/0,10-11=3872/0,11-12=-3166/0,12-13=-3166/0, 13-14=-1879/0,14-15=-1879/0 BOT CHORD 26-27=0/857,25-26=0/1933,24-25=0/1933,23-24=0/3797,22-23=0/3797,21-22=0/3797, 20-21=0/4005,19-20=0/3586,18-19=0/2590,17-18=0/1015 WEBS 3-26=-754/0,4-25=-379/0,7-22=-288/0,4-24=0/1512,5-24=-282/0,6-24=-806/0, 15-17=-1295/0,15-18=0/1104,13-18=-908/0,13-19=0/734,11-19=-537/0,2-27=-1200/0, 2-26=0/1554,11-20=0/365,8-21=-258/0,7-21=0/611 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)27. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ���0 PR QF fisc be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard kJ 9 ���3 .‘GIN . .•,9 /0 8 • 2PE 11' 7 **$, OREGOti �ti 9C 4%'BER \\ �� ©s A. HCP EXPIRES:06/30/2015 August 25,2014 t ► . A WAR//I/4G-Verify design parame9rs and READ ROTES ON THIS AND INCL ED 14175K REFERENCE PAGE MI1-747 3 rev.1/29/2014 SEFIIREUSE Design valid for use only with MTek 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 construction is the responsibillity of the �y�' ��- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern cline ISM lumber is specified,the.design valves pare tease effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply 2610 A R42684424 PL13-251_UP_H F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MiTek Industries,Inc. Mon Aug 25 09:51:13 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-fEJfJBNfYZIWvYgZ991sc2UmxINja5DEyxUJCLykJZy • I 2-6-0 P-5-411 1-2-0 I I 0-11-8 1 i 1-2-0 I I 1-11-4 I Scale=1:28.3 3x5= 3x4= 3x4= 3x5= 3x4 = 1 2 3 4 5,, 6 7 8 9 10 0 0 ‘11 N .-------- _ O - O O 1,..1.-IN 17 16 15 14 13 12 3x4= 3x8= 3x4= 3x8= 3x4= 8-10-12 14-5-12 I 8-2-4 8--12 P-5-12 1 13-3-12 1p-10-12 1 16-8-0 I 8-2-0 0---$$ 0-7-0 3-10-0 0-7-0 0-7-0 2-2-4 0-7-0 Plate Offsets(X,Y): [6:0-1-8,Edge],[8:0-1-8,Edge],[9:0-1-8,Edge],[16:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TOLL 40.0 Plates Increase 1.00 TC 0.72 Vert(LL) -0.27 13-14 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.91 Vert(TL) -0.42 13-14 >469 360 BOLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.05 11 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:76 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18,Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 18=727/04-4 (min.0-1-8),11=727/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2516/0,3-4=-2516/0,4-5=-2841/0,5-6=-2841/0,6-7=-2786/0,7-8=-2786/0,8-9=1593/0 BOT CHORD 17-18=0/1541,16-17=0/2883,15-16=0/2841,14-15=0/2841,13-14=0/1593,12-13=0/1593,11-12=0/1593 WEBS 8-13=-327/0,9-12=0/357,2-18=-1664/0,2-17=0/1052,4-17=-397/0,4-16=-310/0,8-14=0/1322,7-14=-290/0, 6-14=-361/0,9-11=-1785/0 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard c.�Gj<��G)N - s�O 444 �-7 870 2PE co cts -<j,OREGO ✓/ tt Or OBER 1 EXPIRES:06/30/2015 August 25,2014 t t A WARNING-Verify design Parameteo and READ NOTES ON MUM IN LUDED MITER REFERENCE PAGE 0111-7413 rex 1/23/2014 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 construction is the responsibillity of the p�f � < erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY6 fabrication,quality control,storage,delivery,erection and bracing,consult ANSt/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern Pint ISP)Winter is specified,the design salues pare those effective 06/01/2013 byA.SC. Job Truss Truss Type Qty Ply 2610 A R42684425 PL13-251_UP_H F12 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.430 s Jul 25 2013 MTek Industries,Inc.Mon Aug 25 09:51:13 2014 Page 1 ID:_egh?ek1 p1 OgFEQgnUa1 oSyJt2m-fEJfJBNfYZIWvYgZ991sc2UuslYraCQEyxUJCLykJZy 2-6-0 1-9-11 I I 1-2-0 I I 0-7-1 I Scale=1:17.1 1.5x3 11 3x4= 1.5x3 H 1.5x3 H 3x4= 1.5x3 11 1 2 3 4 5 6 4 0 B B o 1 IF 9 8 3x4= 7 3x4= 3x4= 3x4 = 4-5-3 4-9-11 5-1-11 5-8-11 5101.3 9-0-12 4-5-3 0-1-8 0-7-0 0-7-0 0-1 3-2-9 Plate Offsets(X,Y): [8:0-1-8,Edge],[9:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.08 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.21 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:41 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=393/0-2-8 (min.0-1-8),7=393/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-826/0,3-4=-826/0,4-5=-826/0 BOT CHORD 9-10=0/720,8-9=0/826,7-8=0/738 WEBS 2-10=-778/0,5-7=-796/0,5-8=0/306 NOTES 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 4cO PROpp CD Q 870 2PE -57r 04 y 4j, OREG N r7,o4( 41$EB ' OS A. HecA EXPIRES:06/30/2015 August 25,2014 A WARNTAG-Verify design daramet o and READ NOTES ONMIS AM?MIMED MITEMREFERENCEPAGE MFI-14i1 rex 1/29/2814 WORE 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 construction is the responsibillity of the p��*� _ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding tYl 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Cd Mena,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tfSoutt:ern Pine ISM amber rsverified,the design values are those effective JQ1/3013 by At-SC' Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property 1 3/" Center plate on joint unless x,y p y 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Er= Dimensions are in ft-in-sixteenths. irmiiii. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal or X-bracing,is always required. See BCSI. 0-1/16" 2. Truss bracing must be designed by an engineer.For 4 wide truss spacing,individual lateral braces themselves p may require bracing,or alternative Tor I _41111111E O •• p bracing should be considered. I� O A 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. For 4 x 2 orientation,locate ,(2°-:" C7-8 c6-7 C5-• O 4. Provide copies of this truss design to the building designer,erection supervisor,property owner and plates 0-1/11' from outside BOTTOM CHORDS all other interested parties. 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/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC 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,ESR 1988 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 Southern Pine lumber designations are as follows: in all respects,equal to or better than that ij� Indicated by symbol shown and/or by text in the bracing section of the SYP represents values as published specified. by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 Mitek®All Rights Reserved approval of an engineer. =jl0 reaction section indicates joint II IN III MO number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. SINN 40 18.Use of green or treated lumber may pose unacceptable m— environmental,health or performance risks.Consult with Industry Standards: project engineer before use. Mil 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, MiTek6 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. Mitek Engineering Reference Sheet:MII-7473 rev.01/29/2013 o - o .rN MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate In inches. 10. For basic connector plate design values see ESR-1311,ESR-1988(MiTek). N..3OI � OE , AN ' t , i f� t • s 400, ost . 204 Y J6 tom,, "4" ,tIS1'5 ` '44;"a "1 a f01 EXPIRES ivsl:OJl, IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 0.0' !COND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.' TC: 2x4 KDDF H16BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDOF N1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.D)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 110 m h, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Enclosed, Cat.2, Ex B, MWFRS M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) interior zone, loaddurationfactor=l. 6„ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 8-06 8-06 complete specifications. T '1 1' 12 HM-4x4 12 14.00 Fa 14.00 00111AIIIIIIIIII 11111116A 0 of D D o 0 0 M-3x4 M-3x4 , y ), ), 1-00 17-00 1-00 tilat.° PROF • JOB NAME : 2610-A NH POLYGON - Ali ; (►v s/ Scale: 0.2680 C? 0 WARNINGS: GENERAL NOTES,unless otherwise noted: t . 1 • E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual tt' 921 a P c Truss: A l and Warnings before construction commences. building component.Applicability of design parameters and proper // ' 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. '^'*" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES• BY• Mn2'o.c.and at 10'o.c.respectively unless braced throughout their length by • is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)TC and/or d I'" � ' r cin 9( ) rywall(BC). lir DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. "}T ,y_.OREGON <t/ S E Q• : 6054120 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,G� 4,9 A design loads be applied to any component. and are for"dry condition"of use. Q. �•" 141, �, '�- TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. M ti R 11 7.Designlatesassumesadequatene drainagecIs provided. 1. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111 TPI WTCA in 8CS1,copies of which wit be furnished upon request. git coincidewith joint ain ches 9.Digits indicate size of plate tino inches. ` ! t� G MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 0111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 17-00-00 GIRDER SUPPORTING 37-06-00 IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-6606) 932 1- 6=(-660) 4010 6- 2=( -372) 3060 BC: 2x8 KDDF #1&BTR 2- 3=(-4470) 640 6- 7=(-656) 3990 2- 7=(-1914) 270 WEBS: 2x4 KDDF STAND; LOADING 3- 4=(-4470) 640 7- 8=(-656) 3990 7- 3=( -834) 6404 2x8 DF SS A; LL = 25 PSF Ground Snow (Pg) 4- 5=(-6606) 932 8- 5=(-660) 4010 7- 4=(-1914) 270 2x6 KDDF #2 B TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 17'- 0.0" V 4- 8=( -372) 3060 BC UNIF LL( 443.8)+DL( 321.8)= 765.5 PLF 0'- 0.0" TO 17'- 0.0" V TC LATERAL SUPPORT <= 12"OC. UON. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 0'- 0.0" -974/ 7051V -243/ 243H 5.50° 11.28 KDDF ( 625) Connector plate prefix designators: 17'- 0.0" -974/ 7051V -243/ 243H 5.50' 11.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M,M2OHS,M18HS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND, 2: Design checked for net(-5 got) uplift at 24 "oc spacing.) ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.054" @ 8'- 6.0' Allowed = 0.804" nails staggered at: MAX TL CREEP DEFL = -0.109" @ 8'- 6.0' Allowed = 1.072" 9" oc in 1 row(s) throughout 2x4 top chords, 6" oc in 2 row(s) throughout 2x8 bottom chords, MAX HORIZ. LL DEFL 0.012" @ 16'- 6.5" MAX HORIZ. TL DEFL = 0.020' @ 16'- 6.5" 9" oc in 1 row(s) throughout 2x4 webs, 9" oc in 2 row(s) throughout 2x6 webs. 8 O6 8 06 NOTE: Design assumes moisture content does not to exceed 1996 at time of manufacture. 4-07-14 3-10-02 3-10-02 4-07-14 Design conforms to main windforce-resisting system and components and cladding criteria. 12 M-5x6 12 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 14.00 V. N 14.00 Enclosed, Cat.2, Exp.B, MWFRS, 3 5,0" interior zone, load duration factor=1.6„ Truss designed for wind loads py in the plane of the truss only. v. M-3x6 M-3x6 M-7x16 M-7x16 L'1'� T iii I �1� o o IF 1C f d o 0 1 M-3x10 1-4-10x10 1 M-310 5 0 ), y y )' y 4-06-02 3-11-14 3-11-14 4-06-02 ), y 17-00 WEDGE REQUIRED AT HEEL(S). JOB NAME : 2610-A NH POLYGON - A2 5A`( ciN�OF�'i Scale: 0.2151 C. /9'lI 0 WARNINGS: GENERAL NOTES,unless otherwise noted: �4 io,v l C77C-' 17, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual =92**PE L Truss: A2 and Wamings before construction commences. building component,Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. ,/'" - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by .Alre""-" Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,„fW DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ " 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `7' .OREGON 7,, SEQ. : 6054121 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L- '1'7 N. design loads be applied to any component. and are for"dry condition"of use. //� -1;- 14, 4, 2- �-I- r nTRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V fabrication,handling,shipment and installation of components. Decessary. /�.frfi R S}-4 7.Design assumes adequate drainage is provided. 4 4. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII II II IIII VIII III I III I II IIII TPINVTCA in BCSI,copies of which will furnished upon request. git coincideiatwith jointacenter lines, 9.Digits indicate size of plate In inches. c� MiTek USA,Inc./CompUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/2015 1111111 II IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" 'COND. 2: Design checked for net(-5 DO) uplift at 24 "oc spacing.) TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, considered for this design. P , LL = 25 PSF Ground Snow (Pg) Enclosed, Cat,2, Exp.B, MWFRS, Connector plate prefix designators: interior zone, load duration factor=1,6„ C,CN,C18,CN18 (or no prefix) = CompuTrus, IncTruss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE BE REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEINGNIAL MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 18-09 18-09 complete specifications. 12-06-01 6-02-14 6-02-15 12-06-02 12 1IM-4x4 12 7.00 N Q 7.00 •007II M-3x5(S) M-3x5(S) LO 0 0 0 TM .44 o 0 M-3x5(S) M-3x4 M-3x4 1, 1, y 18-09 18-09 1, 3, y 37-06 1-00 JOB NAME: 2610-A NH POLYGON - B1 Scale: 0.2285 '3�� 1Q pN 0F46 ,s0 WARNINGS: GENERAL NOTES,unless otherwise noted „::.2,#14.1),. ( -{ D 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. .r'� 3.AddiOonal temporary brecing to Insure stability during wnstrvction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r! DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ttv��'�. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}7 .y� REGON ^cY SEQ. : 6054122 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� 7Q , �. design loads be applied to any component. and are for"dry condition"of use. Q " 0, necessary.TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge ifpy fabrication,handling,shipment and Installation of components. necessary. / /•h.R I1 V 7.Design assumes adequate drainage Is provided. C rl L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII II II VIII VIII VIII III I II IIIITPIMlTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-5824) 1802 1-10=(-1553) 5106 10- 2=( -904) 3278 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2- 3=(-2500) 750 10-11=(-1511) 4952 2-11=(-3100) 978 WEBS: 2x4 KDDF STAND; 3- 4=(-2499) 736 11-12=) -546) 1802 11- 3=( -315) 139 2x4 KDDF #1&BTR A LOADING 4- 5=(-1842) 564 12-13=( -593) 1977 11- 4=( -149) 698 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1882) 585 13- 8=( -704) 2353 4-12=( -633) 249 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2644) 745 12- 5=( -297) 1506 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2873) 910 12- 6=( -707) 245 8- 9=( -34) 57 6.13=) -18) 550 OVERHANGS: 0.0" 12.0" LL = 25 PSF Ground Snow (Pg) 13- 7=( -269) 174 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0' 0.0' -217/ 1738V -270/ 270H5.50" 2.78KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc - ( 625) 37'- 6.0" -242/ 1871V -270/ 270H 5.50" 2.99 KDDF M,M20HS,M18HS,M16 = MiTek MT series ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.317" @ 5'- 6.0" Allowed = 1.829" MAX TL CREEP DEFL = -0.582' @ 5'- 6.0" Allowed = 2.439' 18 09 18 09 MAX LL DEFL = -0.002' @ 38'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 38'- 6.0" Allowed = 0.133" 5-07-12 5-00-08 3-11-08 4-01-04 6-01-02 6-01-02 6-06-11 MAX HORIZ. LL DEFL = 0.199" @ 37'- 0.5" T T T '/ T T 1' T MAX HORIZ. TL DEFL = 0.310" @ 37'- 0.5' 12 M-4x6 12 NOTE: Design assumes moisture content does 7.00 7.00 not to exceed 19% at time of manufacture. 4.0' 5 ,s( Design conforms to main windforce-resisting \ system and components and cladding criteria. 3 1 M-5X6(S) Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, M-3x4 Enclosed, Cat.2, Exp.B, MWFRS, 47//1/ M-5x6(S) interior zone, load duration factor=l.6„ 0.25" Truss designed for wind loads in the plane of the truss only. o :4Ahi3 . . 11 10 o M-3x10 ,-4.00 M-7x8 0.25° M-3x4 M-3x6 0 12 4.00 M-5x8(S) WEDGE REQUIRED AT HEEL(S). 12 J, J' i' y .1 y J., 5-06 , 5-00-08 , 8-02-08 9-05-07 9-03-09 y y y 5-06 5-00-08 26-11-08 1-00 37-06 1-00 JOB NAME: 2610-A NH POLYGON - B2 Scale: 0.1674 �5cs'/7`yP11\' s`��'Q WARNINGS: GENERAL NOTES,unless otherwise noted "((''''��ryryry" �j B2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 7 92 0 e i-E r Truss: B2 and Warnings before construction commences. building component.Applicability of design parameters and proper A/J 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'c.c.and at 10'o.c.respectively unless braced throughout their length by WWI' ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ;,w�" - - DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* 1:tOREGON ,I�. �+ I� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. `J. S EQ" : 6054123 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, LL�^V,,� fl\� 77 design loads be applied to any component. and are for"dry condition"of use. V ,''- 1 4" 2 �4 TRANS I D: 40/ /35 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. necessary. �hty.RIO- t 7.Designlatesassumes atedadequate drainagehcisprovided.truss, C+� 4. 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIi VIII II I'll I VIII VIII VIII III IIIITPUWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits Indicate size of plate in Inches. 10. p MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES'12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2850) 937 1- 9=(-734) 2335 2- 9=(-274) 191 BC: 2x4 KDDF H1&BTR SPACED 24.0" 0.C. 2- 3=)-2608) 761 9-10=(-604) 1967 9- 3=) -23) 541 WEBS: 2x4 KDDF STAND 3- 4=)-1864) 598 10-11=(-602) 1967 3-10=(-717) 245 LOADING 4- 5=(-1864) 598 11- 7=(-716) 2331 10- 4=(-272) 1440 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=)-2606) 749 10- 5=(-716) 240 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2848) 924 5-11=( -10) 539 TOTAL LOAD = 42.0 PSF 7- 8=) -34) 57 11- 6=(-271) 175 OVERHANGS: 0,0' 12.0" LL = 25 PSF Ground Snow (Pg) ** For hanger specs. - See approved plans BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. 0'- 0.0" -217/ 1744V -270/ 270H 5.50" 2.79 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 37'- 6.0" -242/ 1861V -270/ 270H 5.50" 2.98 KDDF ( 625) 'COND. 2: Design checked for net(-5 gsf) uplift at 24 "oc Sgacing.j VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.145' @ 18'- 9.0' Allowed = 1.829" MAX TL CREEP DEFL = -0.263" @ 18'- 9.0" Allowed = 2.439" MAX LL DEFL = -0.002' @ 38'- 6,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 38'- 6.0' Allowed = 0.133" MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5" MAX HORIZ. TL DEFL = 0.100" @ 37'- 0.5' 18-09 18-09 NOTE: Design assumes moisture content does f T T not to exceed 19% at time of manufacture. 6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 - T 1' '1 .' T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 7.00 M-4x6 a 7.00 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, 4.0" Enclosed, Cat.2, Exp.B, MWFRS, 4 /7' interior zone, load duration factor=1.6„ Truss designed for wind loads #07 M•5x6 S 1 in the plane of the truss only. ( ) M-5x6(S) 0.25" 4$ $4 +B M-1"5x3 M-1"5x3 LID LID O 0 o 1** 9 1 .f 11 o o M-3x6 M-3x4 3.25" M-3x4 M-3x6 0 M-5x8(S) - /, ,1 1, 1, y 9-07-05 9-01-11 9-01-11 9-07-05 y y 37-06 1-00 - PR JOB NAME : 2610-A NH POLYGON - 63 Scale: 0.1674 ..<(' IN �`�`Piv WARNINGS: GENERAL NOTES,unless otherwise noted: C. 0 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 't 92 92�t a a OPE G. r Truss: B3 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. . - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by r'"n is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood@@ ' in ere and/or drywall(BC). DATE' 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A `,C�` " 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}?" ,,y_OREGON w SEQ. : 6054124 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, "% +t +-'. design loads be applied to any component and are for"dry condition"of use. +/^ �:)" 1 4 Y 2.0 �4 TRANS I D: 407735 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if c 7 fabrication,handling,shipment and installation of components. Decessary. -R A 1} 7.Plates assumes adequatedon drainage face isf truss, t„ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located both faces of W ss,and placed so their center IIIIII VIII VIII III VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( -34) 57 2-10=(-713) 2331 3-10=(-271) 175 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2847) 920 10-11=(-598) 1966 10- 40( -10) 539 WEBS: 2x4 KDDF STAND 3- 4=(-2605) 746 11-12=(-598) 1966 4.11=(-716) 240 LOADING 4- 5=(-1863) 594 12- 8=(-713) 2331 11- 5=(-268) 1439 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1863) 594 11- 6=(-716) 240 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2605) 746 6-12=( -10) 539 TOTAL LOAD = 42.0 PSF 7- 8=(-2847) 920 12- 7=(-271) 175 OVERHANGS: 12.0" 12.0" 8- 9=( -34) 57 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IRC 2009. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -241/ 1858V .270/ 270H 5.50" 2.97 KDDF ( 625) 37'- 6.0" -241/ 1858V -270/ 270H 5.50" 2.97 KDDF ( 625) )GOND. 2: Design checked for net(-5 5sf) uplift at 24 "oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.144" @ 18'- 9.0' Allowed = 1.829' MAX TL CREEP DEFL = -0.263" @ 18'- 9.0' Allowed = 2.439" MAX LL DEFL = -0.002" @ 38'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ 38'- 6.0" Allowed = 0.133' 18-09 18-09 MAX HORIZ. LL DEFL = 0.065" @ 37'- 0.5' T T 1' MAX HORIZ. TL DEFL = 0.100" @ 37'- 0.5" 6-06-11 6-01-02 6-01-02 6-01-02 6-01-02 6-06-11 NOTE: Design assumes moisture content does ' ' ' ' 1 T not to exceed 19% at time of manufacture. 12 12 7.001/ M-4x6 Q 7.00 Design conforms to main windforce-resisting system and components and cladding criteria. 4.0" 5 Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, M-5x6(S) \ M-5x6(S) interior zone, load duration factor=1.6„ 3.1 Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. 4 Q +F M-1.5x3 i \ .,M-1.5x3 x. t +. t o Lc, 0 10 1 12 0 CD M-3x6 M-3x4 0.25" M-3x4 M-3x6 0 M-5x8(S) 1, ), y 1, y y y 9-07-05 9-01-11 9-01-11 9-07-05 y y 1-00 37-06 1-00 JOB NAME : 2610-A NH POLYGON - B4 Scale: 0.1625 ���ti, c� PROF `�`$io WARNINGS: GENERAL NOTES,unless otherwise noted: tir 4. �� '�ry� `�c- ' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual !92 A R E E r Truss: B4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+, Incorporation of component is the responsibility of the building designer. _3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall/BC). rt DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `' 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "}T A_.OREGON Sk kr SEQ. : 6054125 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L- "7 N. A, 7�f�] design loads be applied to any component. and are for"dry condition"of use. /a y'- r 4 Y V -. TRANS I D: 4O I I J5 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V {y fabrication,handing,shipment and installation of components. Designne . ' -Ly R r S V 8. latesassumes adequate one drainagecis of sCC'�l t l., 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces o truss,pand placed so their center 1111111111111111111 TPI WTCA in BCSI,copies of which will be furnished upon request, git coincideniatwith jointcenterche. 9.Digits Indicate size of plate In inches. c� p MiTek USA,InciCompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19e8(MiTek) EXPIRES:12/31/2015 11111110111 IIIIIOII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 6.0" !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacinc.I TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 NOTE: Design assumes moisture content does BC: 2x4 KDDF N1&BTR SPACED 24,0" O.C. not to exceed 19% at time of manufacture. IC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Unbalanced live loads have been TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, considered for this design. p LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS, Connector plate prefix designators: interior zone, load duration factor=1.6„ C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. 113 M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 18-09 18-09 complete specifications. T T 1' 12-06-01 6-02-15 6-02-15 12-06-01 T 1' T ' 12 IIM-4x4 12 7.00 NN Q 7.00 M-3x5(5) M-3x5(S) A� lO 4 0 M-3x5(S) o M-3x4 M-3x4 18-09 18-09 1-00 37-06 1-00 Scale: 0.2247 \�� {L � PROF JOB NAME : 2610-A NH POLYGON - B5 , WARNINGS: GENERAL NOTES,unless otherwise noted: <4.t . /1p -�JE {. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual = ` t� Truss: 65 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by /n�` is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). v. ry.. DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ed ``',++'_.. SEQ. + 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '}2" A_ `�,r SE Q. : 6054126 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /. .7 QNt'' A. 774 design loads be applied to any component. and are for"dry condition'of use. O )" /4 y 2. �"}^ TRANS I D: 40! !35 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if $ fabrication,handling,shipment and installation of components. necessary. 'If' r�.,R(y 7.Design assumes adequate drainage Is provided. !^( IL A- 7. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III 111111 VIII VIII II I IIII IIIITPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size offplate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 0111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0' ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) TC: 2x4 KDDF OI&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. NOTE: Design assumes moisture content does not to exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Enclosed, Cat.2, Exp.B, MWFRS, M,M2OHS,M18HS,M16 MiTek MT series LL = 25 PSF Ground Snow (Pg) interior zone, load duration factor=1.6„ LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. Rfer or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 11-00 11-00 complete specifications. 12 IIM-4x4 12 6.001/ Q 6.00 o m 4 a o 1 rL/ii/iiirii//27/7 i»zr zeu,ZYY/ZZZLZ/ �i iriiiiiiiiiiiiiiiiiiiiiiiiiii,/,Y7,iiiiiiiiiiiiiiiiiiiiii iiiii iimnzr r»>r»i»»iii»»i»»i»>iii»iii,� o 0 0 M-3x5(S) M-3x4 M-3x4 12-00 10-00 , ), 1, ), 1-00 22-00 1-00 ti9,t`0 PROPe. JOB NAME : 2610-A NH POLYGON Cl Scale: D.3653 �� `Y(/!/)17y"J�yb� s/Q WARNINGS: GENERAL NOTES,unless otherwise noted: /Jq! t ( l 2, Cl1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual - '4- 2. t9G0 O RLTruss: C and Warnings before construction commences. building component.Applicability of design parameters and proper 2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer.3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY• MJ Is the responsibility of the erector.Additional permanent bracing of 2'oc.and at 10'oc.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/9/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON11 1Z- J'• 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. }2" ,.q_�1 SEQ. : 6054127 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G� 7 \� A design loads be applied to any component. and are for"dry condition"of use. Q ,7 1 4, Thy' - TRAN S I D. 407735 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. Dnecessary. �y 1 7.Design assumes adequate drainage is provided. M y4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIIII IIIII II I El 111111111111 IIII IIIII(III(III(III TPINVTCA In BCS(,copies of which will be furnished upon request. git coincide with joint centerche. 9.Digits indicate size of plate In inches. MITekUSA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 22'- 0.0" IRC 2009 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1- 2=( -36) 50 2- 8=(-501) 1261 3- 8=(-311) 207 BC: 2x4 KDDF 818BTR SPACED 24.0" O.C. 2- 3=(-1504) 634 8- 9v(-339) 834 8- 4=( -98) 492 WEBS: 2x4 KDDF STAND 3- 4=(-1318) 499 9- 6=(-501) 1261 4- 9=( -98) 492 LOADING 4- 5=(-1318) 499 9- 5=(-311) 207 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1504) 634 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( -36) 50 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -151/ 1038V -130/ 130H 5.50" 1.66 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2009 AND IRC 2009 NOT BEING MET. 22'- 0.0' -151/ 1038V -130/ 130H 5.50' 1.66 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacina.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.045" @ 7'- 6.2" Allowed = 1.054" MAX TL CREEP DEFL = -0.088" @ 14'- 5.8" Allowed = 1.406' MAX LL DEFL = -0.002" @ 23'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ 23'- 0.0" Allowed = 0.133' 11-00 11-00 MAX HORIZ. LL DEFL = -0.019" @ 21'- 6.5' T f f MAX HORIZ. TL DEFL = 0.030" @ 21'- 6.5' 5-09-04 5-02-12 5-02-12 5-09-04 NOTE: Design assumes moisture content does T T T T T not to exceed 19% at time of manufacture. 12 12 6.00 D M-4x6 Q 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 4 Wind: 110 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-05, Enclosed, Cat.2, Exp.B, MWFRS, interior zone, load duration factor=1.6„ Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 \ / co co O O O _ .8 _I_ O 8 9 o M-3x4 M-3x4 M-3x5(S) M-3x4 M-3x4 0 1, y .1 .1 7-06-03 6-11-11 7-06-03 12-00 10-00 1, ), ,l )' 1-00 22-00 1-00 '0 PROPFS JOB NAME : 2610-A NH POLYGON - C2 Scale: 0.2653 WARNINGS: GENERAL NOTES,unless otherwise noted: pC , /� 1.Builder and erection contractor °should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4 e 92** L- aidir, Truss: C2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: MJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'0.0.respectively unless braced throughout their length by �/ P ty continuous sheathing such as plywood sheathing(TC)and/or drywall C). • et DATE: 9/9/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ir. 04 SEQ. : 6054128 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L� �"l} Nil A. p T 7-7 design loads be applied to any component. and are for"dry condition"of use. O 14" 2 ..S^ TRANS I : 40 I /35 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pp� .y fabrication,handling,shipment and installation of components. necessary. `r( Ft R 1 y 7.Designlaesassumes adequate ne both drainagecIsprovided.truss,a. t.. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be Jowled on both faces of truss,and placed so their center 1111111111111111111 TPIIWTCA in BCSI,copies of which will be furnished upon request. git coincide with Jointacenter lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015