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Plans (35) /14 57 -oiC -Oa y ) c)-L? SkJ S i- l/✓V NuII MAR: AR 31 2016 M lie k � , . CiTy MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Fax 916/676-1909 Re: PL14-180 UP lA 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:R42865215 thru R42865225 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. 4:c" PR OFFs� ��yGIN9 X02 8 f 2PE - fi'O OREGON cp gLt/ �C0 1BER A. He,-‘4 EXPIRES:06/3012015 September 22,2014 Hernandez,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 1A PL14-180_11P F01 FLOOR 4 1 R42865215 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) Page 22 07:45:47 2014 7.530 s l 11 2014 ID:yUTyIPjSaLPFTG2LFMucJ3zGDHO-hk Ii2xpCT5wUG3r8s0ynnc.Mon KL9KkIjkKPsgLWolVo3yb6nY 1 2-6-0 1 2-0-8 11 1-2-0 1 l 2-0-8 I Scale=1:23.3 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 11 1 2 3 1.5x3 11 4 5 6 3x4= e 7 os 0 ,' o :1:--r.---r.--- ------L'—ee _T( e 12 11 10 g 3x4= 3x6= 8 3x4= 1.5x3 11 3x4= 13-4-e Plate Offsets jX Y)-- [6:0-1-8.Edge).[10:0-1-8.Edge] 13-4-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.20 10-11 >791 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.63 Vert(TL) -0.32 10-11 >490 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:59 lb FT=0%F,0%E LUMBER- TOP CHORD 2x4 DF No.1&Btr(flat) BRACING- TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) WEBS 2x4 DF Stud/Std(flat) end verticals. BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=583/Mechanical,8=583/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1815/0,3-4=-1815/0,4-5=-1253/0,5-6=-1253/0 BOT CHORD 11-12=0/1197,10-11=0/1826,9-10=0/1253,8-9=0/1253 WEBS 2-12=-1292/0,2-11=0/667,4-10=-680/0,6-8=-1390/0 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 4,& 9 PRO�Cs 87022P, �' Akf y '0T OR GON ftp z "C' 'i'�$ER .\ �� C)..9 A. He EXPIRES:06/30/2015 September 22,2014 A roRfehs-Verity design parameters sod READ d OT S GN MUM matozED#P7£.Y RE£f/tF7kr ACE MU7473 ms 1/2512014 tiff RFUSEmivt Design valid for use only with Mick 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 h 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 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteda,D5B-89 and SCSI Building Component lGBnC� Safety Intormoiton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 14 Southern pine fSP)Umbel is 5aesifiectt theremige%edam urn:Mose effective 06161/201.3fuyrA SC Job Truss Truss Type Oty Ply to R42865216 PL14-180_UP F02 FLOOR 3 1 Job Reference(optional) Pacific Lumber 8.Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Mon Sep 22 07:45:48 2014 Page 1 ID:yUTyIPj5aLPFTG2LFMucJ3zGDHO-9vcJ1 YUjhoOwTIQCWraYG?Q8mUbHXhnSD2KVyb6nX I 1-10-0I I 1-8-13 I 1-9-0 I 1 1-2-0 I I 2-3-7 I Scale=1:19.8 1.5x3 I I 3x6= 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 3x4= 7 oe e o 0 y N - o 0 0 7 13 11 10 9 8 3x5= 1.5x3 I I 1.5x3 11 3x4= 3x6= 3x4= 2-1-0 I 11-4-12 1 2-1-0 9-3-12 Plate Offsets(X.Y)-- [5.0-1-8 Edge].j6'0-1-8.Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.04 10-11 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 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, Except: 6-0-0 oc bracing:12-13. REACTIONS. (Ib/size) 13=-218/Mechanical,8=340/Mechanical,12=870/0-5-8 (min.0-1-8) Max Upliftl 3=-280(LC 4) Max Grav13=3(LC 3),8=340(LC 4),12=887(LC 7) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=0/604,3-4=-542/0,4-5=-542/0,5-6=-606/0 BOT CHORD 12-13=-604/0,10-11=0/606,9-10=0/606,8-9=0/606 WEBS 2-12=-501/0,2-13=0/680,3-11=0/489,6-8=-660/0,3-12=-781/0 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 capable of withstanding 100 lb uplift at joint(s)except(jt=lb)13=280. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/7P11. 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. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard „..0 Opt. mac, GIN /0 ` 870 2PE y -0j,OREGO tis A41 ''I'rBER �\ C), A- Ec,`.P EXPIRES:06/30/2015 September 22,2014 I , ®yamIM3-Ver;?rdesi/itwarm ers;ad REAPIf7ESCTdMIS AND MIXED MIMIC REFERENCE PAGE MIT 7473mg.1/25/2018 TFLtSE Design valid for use only with M7ek connectors.This design B based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component B responsibility of building designer-not truss designer.Bracing shown e for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a erector.Additional permMile =anent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quarrfy 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 teSouFhere.Pire(SP)lumber is sifted,tineriesign veer.are them effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply 1A R42865217 PL14-180_UP F03 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Sep 22 07:45:49 2014 Page 1 I D:yUTyl Pj5aLPFTG2LFMucJ3zGDHO-d5AhEuV LS5 Wn5S?03CMpEIp4TYyNKfNr?6ybsyyb6nW I 2-6-0 I I 1-5-6 II 1-2-0 II ?-5-14 I Scale:3/8"=1' 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x8 = 1.5x3 I I 1 //2 3 4 5 6 7 8 9 N 1' 14 13 12 11 3x4= 3x8= 3x6= 1.5x3 II 3x5 = 3x4= 13-1-6 I 11-11-6 12-6-61 13-114 184-4 I 11-11-6 0-7-0 0-7-0 5-1-6 5-1-8 Plate Offsets(X.Y1— [6:0-1-8.Edge[.[11'0-1-8 Edge]. LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.58 Vert(LL) -0.30 12-13 >734 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.46 12-13 >479 360 BCLL 0.0 Rep Stress lncr YES WB 0.69 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:81 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) 15=802/0-4-8 (min.0-1-8),10=802/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2876/0,3-4=-2876/0,4-5=-3510/0,5-6=-3510/0,6-7=-2987/0,7-8=-2987/0 BOT CHORD 14-15=0/1722,13-14=0/3438,12-13=0/2987,11-12=0/2987,10-11=0/1728 WEBS 7-11=-347/0,2-15=-1859/0,2-14=0/1246,4-14=-607/0,5-13=-288/0,6-13=-11/770,8-10=-1865/0,8-11=0/1361 NOTES- 1)Unbalanced floor live loads have been considered for this design. 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 ''.-Q, D P RQFF6s <' . , . I•N fi' .0 ` 870 2PE p k- -7 -5, OREGO 1 tiC'I©, S A. He EXPIRES:06/30/2015 September 22,2014 Si 9 ®WARNI4-Verify design pa:ameelsand REAP AWES GMMIS A7 MIMED POEM REFEARA7 PAGE MIL 7413 crla 1125/2014BSMUSE mil. Design valid for use only with Mick 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 IYIp 1PKn erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DS11-89 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 if Southern Pine(SP)-umbos Is specified,the efeektin vatues are theta effective oe/eifzo1.3 by.R4eC Job Truss Truss Type Qty Ply 1A R42865218 PL14-180_UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Sep 22 07:45:50 2014 Page 1 ID:yUTyIPjSaLPFTG2LFMucJ3zGDHO-5Hk3SE WzDPeeicaadwu2nzMHyKK36Y_Emi9POyb6nV 2-6-0 I 2-6-0 I I 2-3-13 ii 1-2-0 ii 1-2-3 ii 2-3-0 I Scale=1:34.1 1.5x3 II 3x8= 1.5x3 II 3x4 = 3x4= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 12 1W 16 15 14 13 12 3x4= 3x8= 1.5x3 II 1.5x3 II 3x5= 3x8= 3x4= I 7-8-5 I8-3-5 8-10-5I 19-6-8 7-85 0-7-0 0-7-0 10-8-3I Plate Offsets(X.Y)-- [4 0-1-8 Edgel 15:0-1-8 Edgej LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.40 Vert(LL) -0.33 13-14 >701 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.74 Vert(TL) -0.52 13-14 >449 360 BCLL 0.0 Rep Stress Incr YES WB 0.70 Horz(TL) 0.08 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:87 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) 17=854/0-3-12 (min.0-1-8),11=854/0-2-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3119/0,3-4=-3119/0,45=-3852/0,5-6=-3995/0,6-7=-3995/0,7-8=-2919/0,8-9=-2919/0 BOT CHORD 16-17=0/1849,15-16=0/3852,14-15=0/3852,13-14=0/3852,12-13=0/3665,11-12=0/1691 WEBS 2-17=-1996/0,2-16=0/1371,4-16=-928/0,9-11=-1855/0,9-12=0/1347,7-12=-818/0,7-13=0/412,5-13=-260/446 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 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 ��,q 0 PR°FE6's �5 GINF l0 870 2PE p` co cv y '$, OREG 0. Nf4 14, 0,9 k HER EXPIRES:06/30/2015 September 22,2014 a $ tyAre.to -Verity/re:rip roma cern and READ ACM 09 MIS ANL 114CtiZED PtMKREFEREMT PAGE MIT 7473 mt.1,25/20141 BEMUSE mil.. Design valid for use only with M7ek 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MIlrek* fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Qualify Cdferia,DSB-89 and SCSI Building Component Safety Informallon available from Truss Plate Institute,781 N.Lee Street,Suite 312.Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 if-Southern (Sp}lumber is the erafxtes are:those effective 06/031201.3 bbyMMSlC th Job TrussTruss Type Qty Ply 1A R42865219 PL14-180_UP F05 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Sep 22 07:45:51 2014 Page 1 ID:yUTyIPjSaLPFTG2LFMucJ3zGDHO-ZUIRfaWb jmVKm9nBdPHJAuSPLfzoZt8TQRixgyb6nU 1 2-6-0 I 2-6-0 1 2-3-13 I1 1-2-0 I I 1-4-7 1 1-9-0 1 Scale=1:34.0 1.5x3 I I 3x8= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 11 3x4= 1.5x3 I I 3x6 = 1.5x3 II 1 2 a`\ 3 4 5 6 7 8 \ 9 10 11 fiO e e L 1 17 16 15 14 13 1rtL��y 3x4= 3x8= 1.5x3 II 3x4= 3x5= 3x8= 3x4= 18-3-5 B-10-51 19-5-12 I 7-8-5 10-7-7 I 7_8-5 0-7-0 0-7-0 Plate Offsets(X Y)— 14:0-1-8 Fdael 115:0-1-8 Fr)ael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (be) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.33 14-15 >701 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.72 Vert(TL) -0.52 14-15 >443 360 BCLL 0.0 Rep Stress Incr YES WB 0.69 Horz(TL) 0.08 12 n/a n/a BCDL 5.0 Code IBC2012JTP12007 (Matrix) Weight:88 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) 18=851/0-3-12 (min.0-1-8),12=851/0-1-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-3104/0,3-4=-3104/0,4-5=-3840/0,5-6=-3840/0,6-7=-3717/0,7-8=-3717/0,8-9=-2421/0,9-10=-2421/0 BOT CHORD 17-18=0/1843,16-17=0/3840,15-16=0/3840,14-15=0/3931,13-14=0/3199,12-13=0/1353 WEBS 2-18=-1989/0,2-17=0/1361,4-17=-941/0,10-12=-1561/0,10-13=0/1232,8-13=-897/0,8-14=0/598,6-14=-323/0, 6-15=-354/277 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 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 tt;2 '�t'G►NE�9 ,, 87022PE r" y X42),QREG N tiQ 0, ' c�'y;EP �� v...`,- ©"(:),,9 A A. H -" EXPIRES:0613012015 September 22,2014 N ®tht.RNiti5-Verity design rammr.s er ar.d READ10 TES ON NNE AND EMCEE FE T€K REFERENCE EASE NII-7473 rca 1/1S/2110 8E1/4VEUSE 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 Mi is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the #'T�1.' erector.Additional permanent bracing of the overall structure is the responsiblMiTek ify of the building designer.For general guidance regarding R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,058.89 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 TtStuathesri Prise OP)lr,rmiser is specified,the asuasige valuer are these affective 06/01/2013 bgM.SC. Job Truss Truss Type Qty Ply 1A R42865220 PL14-180 UP F06 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Sep 22 07:45:52 2014 Page 1 ID:yUTyIPj5aLPFTG2LFMucJ3zGDHO-1 grptwXElOuMywkzkLwWsORb41zJX0KHh4BGTHyb6nT I 2-6-0 I 1 1-3-10 ii 1-2-0 ii 2-414 I . Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4 = 1.5x3 II 3x6= 1.5x3 ll 1 2 3 4 5 6 7 8 9 • • / \ ° o-7 ate _ _ 0 AL N • - —IG 1) 14 13 12 11 3x4= 3x8= 3x6 = 1.5x3 II 3x5= 3x4= 12-11-10 I 11-9-10 10-4o-7-090-7-0 11x2 18-2-8 1 11-9-10 0-1-8 Plate Offsets(X.Y)-- f6:0-1-8.Edae).f11:0-1-8.Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.29 12-13 >759 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.44 12-13 >494 360 BCLL 0.0 Rep Stress Incr YES WB 0.68 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:81 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) 15=795/0-1-12 (min.0-1-8),10=795/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2845/0,3-4=-2845/0,4-5=-3444/0,5-6=-3444/0,6-7=-2949/0,7-8=-2949/0 BOT CHORD 14-15=0/1706,13-14=0/3392,12-13=0/2949,11-12=0/2949,10-11=0/1712 WEBS 7-11=-342/0,2-15=-1842/0,2-14=0/1229,4-14=-590/0,5-13=-291/0,6-13=-10/754,8-10=-1848/0,8-11=0/1337 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)15. 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 �- cO PROFS �c�5 �CNGi B R f0.p. '' 87022PE r" 04 0. y C1^0.),.OREGO ti?4 0s'i8ER #� v,' S A H'Eg EXPIRES:06/30/2015 September 22,2014 t t ®WARDS i-VerifyrteszynparaimTairsa d READ IVIES CM MS AND MIMED M.fEKk€FETTECEPAGE MIT 7473mit I/19/Ztt1r(RffSSEUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. t Applicability of design parameters and proper incorporation of component's responsibility of budding 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 ■R'T�1.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/IPll Qualify 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 N 5autflerrl;Fme )lumber.isspecifeed,the design eatues acethese effect:l eO6/01/2018 by MSC Job Truss Truss Type Qty Ply 1A R42865221 PL14-180_UP F07 FLOOR 9 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Sep 22 07:45:54 2014 Page 1 I D:yUTyl PjSaLPFTG2LFMucJ3zGDH0-_3za IbZUHe84BDuMsly_xp WyDZi W?zUa90gMY9yb6nR 1 1-0-0 I p-8-14i l 1-2-0 +r 1� Scale=1:38.3 354= 4x4= 3x4 = 3x4 = 3x4= 3x4= 3x4= 3x4= 3x4= 3x6 FP= 3x4 = 4x4 = 1 2 3 4 5 6 7 8 9 1021* > >8 ;\: 3 145 16 19 22 23 •� \ • a� :� :32 31 30 24 3x4= 4x5= 3x5= 3x6 FP= 3x5= 3x5= 3x5= 3x5= 3x5 = 4x5= 3x4= 3x6 SP= 4x5= 6-4-14 I 5-2-14 tet- 22-5-12 5-2-14 7-0� 16-0-14 0-7-0 Plate Offsets QM- )6'0-1-8.Edge] (7:0-1-8 Edge] LOADING(psf) SPACING- 1-4-0 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.45 Vert(LL) -0.41 29-30 >654 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.64 29-30 >418 360 BOLL 0.0 Rep Stress Incr YES WB 0.51 Horz(TL) 0.09 24 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:113 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) 24=820/0-3-0 (min.0-1-8),37=820/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1516/0,3-4=-1516/0,4-5=-2656/0,5-6=-2656/0,6-7=-3350/0,7-8=-3951/0, 8-9=-3951/0,9-10=-4294/0,10-11=-4294/0,11-12=-4374/0,12-13=-4374/0, 13-14=-4132/0,14-15=-4132/0,15-16=-3576/0,16-17=-3576/0,17-18=-3576/0, 18-19=-2702/0,19-20=-2702/0,20-21=-1513/0,21-22=-1513/0 BOT CHORD 36-37=0/800,35-36=0/2145,34-35=0/3350,33-34=0/3350,32-33=0/3350,31-32=0/4138, 30-31=0/4138,29-30=0/4370,28-29=0/4290,27-28=0/3891,26-27=0/3176,25-26=0/2145, 24-25=0/798 WEBS 6-34=0/398,7-33=-346/0,2-37=-1121/0,2-36=0/1002,4-36=-882/0,4-35=0/716, 6-35=-1136/0,22-24=-1117/0,22-25=0/1002,20-25=-885/0,20-26=0/780,18-26=-664/0, 18-27=0/559,15-27=-442/0,15-28=0/337,9-30=-6/262,9-32=-301/0,8-32=-262/0, 7-32=0/916 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 ANSI/TPI 1. 4 P R dF s,, )Required 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. SCO 0,} ' R ,/ LOAD CASE(S) Standard <4 870 2PE r" tocv y meq,GREG! , k 0 418ER 4\ , Qc A. Her` EXPIRES:06/30/2015 September 22,2014 4 ®mum-Vk f design p5ramatrs;ad READ 83375 ON THIS AND MIMED MITEKRE€ EN ME Design valid for use only with MTek connectors.Thu 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 erector.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/7811 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 (SP}1cr� v iss c ,Meal , • .,alp 06/01.401.3IrA€sc Job Truss Truss Type Oty Ply 1A R42865222 PL14-180 UP F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 5 Jul 11 2014 MiTek Industries,Inc.Mon Sep 22 07:45:54 2014 Page 1 ID:yUTyIPj5aLPFTG2LFMucJ3zGDHO-_3zaIbZUHe84BDuMsly_xpW1 WZrE?4Ya9OgMY9yb6nR 1-6-0 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 I I Scale=1:8.7 J O x4= 5 g 3x4= t1-81 -i -- - - 43-0 - - - - - 1 8 4-1-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 """" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.06 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:20 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-3-0 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) 4=181/0-2-12 (min.0-1-8),5=181/0-1-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 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 PR co.- w4NGiN F43 l c` 87. 2PE () ,Aj OREGU ti� 70 A. HeR�� EXPIRES:06/30/2015 September 22,2014 t A. 6.RPII -Verify desiyapammegErsand READ ft•7FSGN7M.5Ale!mum,,.TEKBEFEREMEPAGE MY7473scc1/78/26=5, ,REUSE.' 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 budding 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 MIS@k" 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/1911 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 If Southern Firm f5P)Iumbew is specified,the design.values ate these effective 13€./03/201.3'by AESC ..Job Truss Truss Type Qty Ply 1A R42865223 PL14-180_UP F09 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Sep 22 07:45:55 2014 Paget ID:yUTyIPi5aLPFTG2LFMucJ3zGDHO-SFXyVxZ62xHxpNTYQTTDU036h22VkQMj02Pw4byb6nQ I 2-6-0 1 1-4-9 1 1 1-2-0 1 1 1-4-15 I 1-9-0 I Scale=1:27.8 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 11 1 2 3 4 5 6 7 8 9 10 a — AO e N - e'-7 e e eW �/e 16 15 14 13 12 KYQA 3x5= 3x6= I 4-1-9 148-9 15-3-9 I 15-11-8 I 4-1-9 0-7-0 0-7-0 10-7-15 Plate Offsets(X.Y)— 114'0-1-8 Edge].[15:0-1-8 Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.53 Vert(LL) -0.21 13-14 >902 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.68 Vert(TL) -0.33 13-14 >573 360 BCLL 0.0 Rep Stress lncr YES WB 0.47 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 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) 16=696/Mechanical,11=696/0-2-8 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2175/0,3-4=-2175/0,4-5=-2175/0,5-6=-2650/0,6-7=-2650/0,7-8=1882/0,8-9=-1882/0 BOT CHORD 15-16=0/1476,14-15=0/2175,13-14=0/2590,12-13=0/2400,11-12=0/1084 WEBS 3-15=-381/0,2-16=-1593/0,2-15=0/907,9-11=-1250/0,9-12=0/921,7-12=-597/0,7-13=0/289,5-14=-588/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/FPI 1. 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 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 4*S"Rtip PROpk- ca. 87022PE r" Cr) y0 .., iy -0, .. OREGO (tz. lU A. Her- EXPIRES: EXPIRES:00/2015 September 22,2014 a _ t ®IVARNiM3-Vers ps ?grfesi cdrllemrf and READIES CM MIS AND MIXED MITEK RE€EREMT ACE Mir 7 473 rns 1/25/2614 BEMUSE y Design valid for use only with Welt connectors.This design B based only upon parameters shown,and'u 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 A� � A erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IXi fabrication,quality control,storage,delivery.erection and bracing,consult ANSI/Tall Quality Crtieda,DSB-89 and SCSI 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 tf$euthern>Pine f5F)tumloav ist—M*4,the design statues ares efforts**06 &afm1.3 by ALSO v Job Truss Truss Type Qty Ply 1A R42865224 PL14-180_UP F10 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Sep 22 07:45:56 2014 Page 1 ID:yUTylPj5aLPFTG2LFMucJ3zGDHO-wR5KiHakpFPoQX2kzA?SOEbHFMMW gVtci9Tc2yb6nP I 2-6-0 I 1 1-1-14 II 1-2-0 II 2-5-14 1 Scale=1:31.5 1.5x3 11 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 11 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 / o N o e 15 14 13 12 11 3x4= 3x8= 3x6= 1.5x3 11 3x5= 3x4=- 12-9-14 12-9-14 I 11-7-14 112-2-141 12-11-6 18-0-12 I 11-7-14 0-7-0 0-7-0 5-1-6 0-1-8 Plate Offsets(X.Y)— 16:0-1-8.Edge] [11:0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.54 Vert(LL) -0.27 12-13 >784 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.82 Vert(TL) -0.42 13-14 >509 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.06 10 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:80 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) 15=789/Mechanical,10=789/0-4-4 (min.0-1-8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2814/0,3-4=-2814/0,4-5=-3379/0,5-6=-3379/0,6-7=-2912/0,7-8=-2912/0 BOT CHORD 14-15=0/1691,13-14=0/3345,12-13=0/2912,11-12=0/2912,10-11=0/1696 WEBS 6-12=-257/0,7-11=-337/0,2-15=-1825/0,2-14=0/1212,4-14=-573/0,5-13=-297/0,6-13=-9/742,8-10=-1831/0, 8-11=0/1313 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 (0��D PROF tc.. tiNGIN�k.R �0 -7 87* 2PE N Akt 5.y' Aj,OREGO 1'5) <t/ 90 BER 1N ' ' `' A. i-i EXPIRES:06/30/2015 September 22,2014 4 p a rt$043-Verity deli?a paranx ers and REAP PD7£S GA 77HISANH MODE!)EO MI7EK REFERENCE PAGE MII 1473 res 1/29J2010 BEM Design valid for use only with Welt 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 ` � ��+ ------ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1X1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify 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 IfSouthern MewfSP)lumber is sytecifiest,the design values are:these effective 06/0112019 by MSC • Job Truss Truss Type Oty Ply 1A R42865225 PL14-180_UP F11 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Sep 22 07:45:57 2014 Page 1 ID:yUTyl Pj5aLP FTG2LFMucJ 3zGDHO-OefiwdbMaZXf2hcxXuWnZR8XtmrsCPR0rMu08Uyb6nO 1 7-6-0 I 1-10-0 1 1 1-2-0 I I 2-0-12 I Scale=1:15.3 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4= 3 4 3x4= 5 e Iee 0 er -1) ' e e e 9 8 7 6 354 = 1.5x3 II 3x4= 354= I 4-5-8 4[7-p 5-2-0 I 5-9-0 I 6-0.12 4-5-8 0-1- 0-7-0 0-7-0 2-3-12 Plate Offsets(X.Y)— [4'0-1-8 Edge) [8'0-1-8.Edge] LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.05 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.10 8-9 >921 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:36 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=349/Mechanical,6=349/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-617/0,3-4=-617/0 BOT CHORD 8-9=0/613,7-8=0/617,6-7=0/617 WEBS 2-9=-661/0,4-6=-684/0 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 �'coV't P R QpFS ���5 vNG)N�F9 /19*9 cc 870 2PE f q .oi,OREG• r "'P '',11 SEA .�>\ ' A A. Her EXPIRES:06/3012015 September 22,2014 4 _ l ®ikAANf,43.Ver:Tlydeaipn pranseers uvd READ#tCTES CM DEE AM MIMED MIRK REFERENCE PAGE:1ffi 7473 res 1/20/2II8 (/SE 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 IYE 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteda,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. Cants Heights,CA,95610 if SetriNtfri Pine OP)harreaee is epee Week Dadavgi,estates arethere effective 06/01f2013 lay AMSC .. Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 13/" Center plate on joint unless x,y 6-4-8 dimensions shown int ft-in-sixteenths Failure to Follow Could Cause Property 4 offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury �WDimensions are in ft-in-sixteenths. Ilo, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. diagonal or x-bracing,is always required. See BCSI. TOP CHORDS O'1/16" 2. Truss bracing must be designed by aln engineer.For wide truss spacing,individual lateral braces themselves °:.- IL\IIPjMiV 4mayrequire bracing,or alternative Tor I pbracing should be considered. ��� �� 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. Q 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate c�-e c6-� cs a designer,erection supervisor,properly owner and plates 0 "i' 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 *Plate 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 use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 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 i�4 Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the 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. `MM.' reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NUM NM 0 18.Use of green or treated lumber may pose unacceptable ►- environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal NI19.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. mieke BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, re ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2W 3 4 36'-0" RECEIVED r _ MAR 3 12016 FR1181,,,t --4— ji _mom ji , i ! 9c CJ2 . [GEJ2 Agii CJ3 si A All, 010 A J3 1 GM, gr. ,, 00 J4 Ale CJ5 Mill J5 , Am .► CJ6 X14. �_._.._ ..... J6 / J7 J8 53 cz, J7 _ J8 J6 ._._.. c� . J7 J5 _- € J6 7 12 m 7: J5 J3 Iffil .a E -J4 J2 _ Jw{ 31111tJ1 A" �: i ai J2 A '"" rett ...rr�alV .s r 1 " rj.`— 14;12 alla ,...,, J MIIIIIIIIIIIIIIMIN NOM ' 111 iJl�[ti++Hllyafl/G� _WyE_ .:,,_..._ _ __��-...- _'♦,."„■�rl>�- E: :r– ■ f i [( 0 CONFORMS TO DESIGN CONCEPT D1 ❑ CONFORMS TO DESIGN CONCEPT WITH6.r 1�. GARAGE REVISIONS AS SHOWN 1' -- r 13'-9 314" 0 CONFORMS TO DESIGN CONCEPT . ❑ NON-CONFORMING-REVISE PND RESUBM 1/2 � ®CONFORMS TO DESIGN CONCEPT WITH 36'-0" REVISIONS NOTED THI SHOP DRAWING HAS BEEN REVIEWED FOR NERAL CGNFORVANCE - ❑NON-CONFORMING-REVISE&RESUBMIT WITH THE DESIGN CONCEPT ONLY AND DOES NOP RELIEVE THE RABRICATO1 vENDOR OF RESPONSIBILITY FOP CONFORMANCE WITH THE 1:15 SHOP OR,1MNG HAS 3>F.N REVIEWED FOR GENERAL COUFORMANCE MTh D<S0,1 CONCEPT MY AND DOES NOT REI1 VE 11, DESIGN DRAWINGS AND SPECIFICATIONS ALL OF MICH HAVE PRIORITY FABPICATORVMOR OF REs aso r.FOR CONFORMANCE WITH DESB3N OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. DRAWur.,s,E ECIRCATIDNS,AND APPLICABLE CODES.ALL OF VB-BCH HAVE PRIORITY WER THISHOP DRAW'iG. Bv: Todd R. Eaton Date; September 19, 2014 By David R Burnett Date 10/6/14 CT ENGINEERING INC MILBRANDT ARCHITECTS ',.BUILDER: ISSUE DATE: '. ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 05/19/14 PLACEMENT ONLY REFER TO 'TRUSS CALCULATIONS AND ' 8 ENGINEERED STRUCTURAL RN PROJECT TITLE REV SION-I° DRAWINGS FOR Al FURTHER 1 ' 1-A POLYGONINFORMATION BUILDING DESIGNER+EN WEER OF RECORD " RESPONSI9I.E OR ALL NON TRUSS FLAN. DRAIN 8Y. Rc V1St0N- 2 TO TRUSS CONNECTIONS..BULGING • DESIGNER/ENGINEER OF RECORD TO S CJ` 1 t o CHECKED KEL 9Y: REV/BR/ANDEER OF of Al C O M P A N Y r """ """"" DESIGNS PRIOR TO CONSTRUC€ION DELIVERY COCA,7011.1: SCALE RE`v,S10N-:r. 1/8"=1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. DX CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH D REVISIONS NOTED 361'0110 NON-CONFORMING-REVISE&RESUBMIT ms;. . . ,,....'.,. THIS SHOP DRAWING HAS BEEN RENEREO FOR GENERAL CONFORMANCE- WITH ONFORMANC-WITH DESIGN CONCEPT Ote.Y AND DOES NOT RELIEVE TIE .FABRI ATOR:WNCOR OF REESPINS:BEMRY.DOR CONFORMANCE WITH DESIGN DRAWINGS.SPECIF:CATICWS,ANC APPLICABLE G DES,ALL OF WHICH HAVE N IOFTV OVER THIS SHOP DROWNS. 41 @ i3 By David R Burnett Date 10/6/14 C� € MILBRANDT ARCHITECTS el: . , ' ,. . :it -4. .... J1 J1I ' J2 Ir.an! 0, CJ2 J3 oils 411T/1111C113 CJ5 `'` ,/�A CJ6 �. :1 tai— J7 . II ap 101 N J9 J8 J8 COCNI m -1 J7 t J6 J7 _: J6lap J5 4 J5 J4 m J3 _ ._ � J2 kle J2 _ ( Jwig1 J1 I 14 r 12 f 1111 • • ' linNalf . I co/9 ...a: : ; ,: , . -jam;- - ,,i.: i M Ax •I *w+ D1Eg CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH GARAGE 13'-9 3�4" 6'-61 ❑ REVISIONS AS SHOWN 8'-41elle NOh CONFORMING-REVISE AND RESUBMIT 361-0" THIS SHOP DINNING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE --- 61,11 lie L%IGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATOR/VENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE DESIGN DR.A,WINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSION By: Todd R. Eaton Date; September 19, 201 CT ENGINEERING INC Iernr eI ha rmmmuTrmA Inc anus BUILDER ISSUE DATE: : ABOVE PLAN PROVIDED FOR TRUSS PLACEMENT ONLY REFER TO POLYGON NW 05/19!14 TRUSSCALCULATiONS AND ....._ .... W.._.•.----•w EWINEEREDSTRUCTURAL - MH PRO ECT TITLE, REVISIONS DRAWINGS FOR ALL FURTHER 1-A POLYGONINFORMA ION BUILDING DESIGNER/ENGINEER OF RECORD ...-«.„„„,.,,.,..-^— — RESPONSIBLE FOR AL NON.TRUSS PLAN' DRAWN BY: REVISION-2. TO TRUSS CONNECTIONS BUILDING DESIGNER/ENGINEER OF RECORD TO 4 Q A N 1 1 I A CRECKEDBY' REVIEW AND APPROVE CW ALL DESIGNS PRIOR TO CONSTRUCTION. DELIVERY LOCATION: SCALE: REVISION-3: 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 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 toads 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). °. _', ,�iy 3*' .X PCIS, kt'� ^e �� el. ,-,74 4 \--1 cR,..--,:xi,,,. '' Q2.+,?43 f :'L,3t r'C�. } i'y ' m t ,liars 1. ;iii/lz= 1E0 III1I This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 13-09.12 GIRDER SUPPORTING 36.10-00 IBC 2012 MAX MEMBER FORCES 4WR(DDFIC(1'1.00 TC: 2x4 KDDF 011618 LOAD DURATION INCREASE - 1.15 (Non-Rep) 1- 2=0494) 1226 1, 6=(•758) 3240 1- 2=(5494) 1226 4- 6=( -566) 2664 BC: 2x6 4001' ,16511 2 30(-3620) 922 6- 7=(-754) 322.4 6- 2=( -568) 2664 4- 5=(-5494) 1226 WEBS; 244 K00F STAND; LOADING 3 4.1-3620) 922 7- 6=(-674) 3224 2. 7=(•1540) 470 246 KOPF 62 A LL =25 PSF Ground Snow (Pg) 4. 51.5494) 1226 8- 5=(-680) 3246 7- 31•1332) 5162 TC UN1P LI) 50.0)+DL( 14.0)j° 64.0'PLF 0'- 4.0' TO 13' 9.8' V= 7. 4'(•1540) 470 IC LATERAL SUPPORT A. 12°OC. DON:.. BC UNIF LL( 460.$)+DL( 333.1).. '763<5::PLF 0 - D,O° TO '3'-.. 9.8" Y' BC LATERAL SUPPORT <_ 12"O DON,:.. BEARING MAX VERT MAX HORZ ERG REQUIRED SRO AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0' '13351 5922V -2131 213H 5.50" 9.48 KDDF ( 625) C,CN,CI8,CN16 (or no prefix) CbmpuTrus, Inc 13'- 9.8' .13351 5922V 0/ OH 5.50' 9.48 KDDF ( 625) M M20HB,M1645,M16 = MiTen MI' series BOTTOM CHORD CHECKED FOR 1opsr LIVE LOAD. TOP AND 90'TTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY,.. "' "i 20�g i ,lkL - t4Y 0O.o.o , „44„,„_9C .J 1?, �,. 1 2 ) complete trusses required. pin together 2 ply with 166 Common nails staggered at VERTICAL DEFLECTION LIMITS: LL 1;240, T Lr180 9' oc in 1 rows) throughout 2x4 top chords, MAX LL DEFL = •0,030' 8 8'- 10.9' Allowed = 0,645', ff�i 7" oc in 2 row(s) throughout 2x6 bottom chords, MAX TL CREEP DEFL = -0,060' el 6 - 10.9" Allowed = 0.863' :y,,,;: 9" oc in 1 row(s) throughout 2x4 webs, a , 9' PC in 2 row(s) throughout 206 webs. MAX ((DRIP, LL DEFL = 0.010' ;t 13'- 4.3' MAX NORIZ, TL DEFL = 0.017' g 13'- 4.3" 6-10-14 6-10-14 DESIGN ASSUMES MOISTURE CONTENT DOES ;.:, _:_.,.. -:._......... .....�.,.,...,..._, ...............w NOT EXCEED 1St AT TIME OF MANUFACTURE, 3-07-11 3 03 03 3-01-07 3-09-07 Design conforms to main 'windfurce-resisting system and components and cladding criteria. 12 12 M-4X6 Wind: 140 mph, h 23.3ft, TCOL=4.2,3COL=6.0, ASCE 7.10, 14.00i 14.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), 3 4 ,0` load duration factor=1.6, f Truss designed for wind loads .41c\. p in the plane of the truss only. 3,6'' • o 41A 4x12 o A ,NsN a; M-1.5x4 \ , '.'-v M-1.5x4 i 'e.,,, # o o " , +1 ,w. crab '... -R,0, 0.:7 - Ia $ s . o o i iM-4x10 M-3x8 M-7x10 M-3x8 M-4x101 : o ,•: 3-07-11 3-03-03 3-03-03 3-07-11 13-09-12 JOB NAME : 1 -A POLYGON A3 ' . ti � Scale: 0.2591 . y- -4 ., WARNINGS..... GENERAL NOTES,unless otherwise noted: C41 `� (' o4- .11 I Budder and carmen contractor should be advised of ell General Notes 1 Th s design is based only upon the parameters shown ands for an fndr01dual 4,4114.13P: 't L�9 t` 111 i Truss: A3 and Warnings before construction commences blinding component Applicability of design per rnotern and proper j 2 204 compression wen bracing most be insaled where shown is. incorporation of component is the responsibility Vete building designer 3 Additional temporary bracing to insure Stability during construction 2' Design assumes the top end bottom chotis,o be laterally braced at CS: :? / ( f /r( i,.d' DES. BY: 6S s File rsspnnsi safy of the erector A604 .r e.g.and at 10'o c respectively unless braced throughout their length by 40001 permanent bracing of •nn,munus sheathing socia as plywood sheathing(TC)endrordrywall(BC) DATE: 5/16/2014 the overall structure is the responsibility or the building designer 3.3x Impact bridging or lateral bracing required where shown++ i�� r 4 No load should be Replied to any component until after all bracing and 4. I stallation o Voss lis the responsibility of the tnpert ve 00nfraranr: 1'' SEQ. :5931235 fasteners are 1,0 le puend et no:mesh rid y loads greater than 4 Design assumes trusses era to be uses in a non-00x05 ve environment es6in toads he applied la any component and are f medar foil hen of use. �'1 1 i. TRANS I Q: 39 8916 5 mpaTO- a na control over and assumes nn responsibility for the 9 Des aassumes ell Learing at ah spoils shown Shim 0'wedge it l fit, fabrication.handling,shipment and installation of components.. 7.Design assumes adequate drainage Is provided. •C' A N O • e This design is lumishod subject the bmitatlans set forth by a.Pieies shall be located on both faces of truss,nod placed so their center 111111111111111111111111111101 P:rnVi n.n tTcsl,copies of which wit be famished upon request Digs comczaowith joint want.chis, 3 Digits indicate ilea o1 pate in inches, MITek USA,1,1C.fOompu7r0,s Software 766(1L)-E i n For basiccrnneclar plate design values see EER-1311,ESR-1988(Mitch) EXPIRES:12/31/2014 IIIINIIIIII( This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9.0" INC 2012 MAX MEMBER FORCES 44R/ODF/Co=1.00 IC: 204 KDOF #18278 LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-5=1-12) 341 5-3=(0) 400 BC: 2x4 HOOF #116TR SPACED 24.0' O.C. 2-3=1-630) 125 5.4=1-12) 341 WENS: 2x4 NODE STAND 3-4={-626) 121 LL( 25 TC LATERAL SUPPORT<= 12'OC. UON.. LOADING .0}+DL( 7.0} ON TOP CHORD = 32.0 PSF NC LATERAL SUPPORT <= 12'0C, UON, DL ON BOTTOM CHORD = 10,0 PSF BEARING MAX VERT MAX HDRZ NAG REQUIRED 8RG AREA TOTAL LOAD =' 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) OVERHANGS: 12.0' 0,0' 0":. 1,0'. •133/- 704V -226/ 2340 5.50" 1,13 )(ODE ( 625) LL 25 PSF Ground Snow (Pg) 13- 0,0' -82/'- 622V 0/ OH 5.50" 1.80 ODE ( 625) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) . Campu`rus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE . ---- M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY INC 2012. "- y---. l`4 ri 4 4,,,1912 'Iw 4.,m.3irt..5*4.».,.1'g.�. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF:. VERTICAL DEFLECTION LIMITS: 1..1.=1./240, 'IL=L/184 MAX LL REEL = -0.002' P -1'- 0.0° Allowed . 0.100"' 6-10-14 6-10-14 MAX TL CREEP DEFL = -0,003" P -1'- 0.0° Allowed = Q,133" MAX TC PANEL LL DEFL = 0.514" P 10'- 2.0' Allowed= 0.067"" 9i... 12 MAX IC PANEL TI. DEFL - 0.952' P 3'- 7.4' Allowed = 1;,000" M-4%6 MAX HORIZ, LL DEFL = 0.004' N 13'- 4,3' 14,00 14,.00 MAX HORI?, Tt. OEFI. - 0.006' P 13'- 4,3° 3.4.0' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. '• ' Design conforms to main oindfdree-resisting system and components and cladding criteria. 7 / 3's0' Windt 140 rhph, h=23,38(, Tf,O1.=4.2,HC16L 6.4, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,6, MWFRS(Otr}, load duration factor=1.8, • Truss designed for wind loads , in the plane of the truss only, ln. co / os ca' „ Ca CD s— rv} p �_ .._ ,. �.. ..._ .....:„--„.. - ..._a Wim.,_ f- u'„ c. oM-3x4 M-1.5x4 M-3x41 o 1 6-10-14 6.10-14 1-00 13-09-12 0PRAr , JOB NAME : 1 -A POLYGON - A2 Scale: 0.3,36 Ai. 1 ,, WARNINGS: GENERAL MOTES unless ss otherwise noted a++' p q i A I Builder anti erection emratxcr should be adinsed of all General Notes 1 This design s based ci.1y upon the paia•!wlers shows ands for an ndivdual d 1" k end Warnings efore conslmrlIen commences. bottling component Applicability of deign parameters and proper I" Truss: A2gab 2 Additional d p pression web biasing must be rnstaI where shwn• Incorporation none lopan is alt esponsh ay of the bmkdmg designer 3.Add t a al ternpmary bracing to insure slahilne di.nng construction 2.Uwign assn res the lop and Haltom cheats to be W'eraliv braced a: y !( ; DES. BY: BS is the respcnaibrrly of the erector.:Additional permanent bracing of 7 91 d at 17 o c.,res it wo plly unless braced throughout(herr length by Cl:› the,overall structure is the responsibility of the building designer cont nous sheathing Such e6 plyweed sheathing(TC)andrur drywail(BC) • DATE: 5/16/2014 r g x hoped kedging or lateral bracing required where shown.++ nnrt-si-- 4..Nu load should be applied to any component until agar all bratung and 4.Installation of truss S the responsibility of the respective contractor. RE'- IS it V , S E Q. : 5931236 fasteners are complete and at no time should any toads greater than 5 Design assumes losses are to be used in a own-corrosive enwronmenI 1 TRANST D design loads be sepias!to any component, and gra for"d7 canArtrgn^or use.. „.. ,('1 I[}: 398916 5:GampuTms has no rhntroi near and assumes no responsibility forihe 6 Design assumes full bearing al all supports shown;.Shim or wedge a V tebricalibn,handl shipment and inslapaho-n ob oorwor ante. necessary ^G°t p,. ° .. Design assumes adequate drainage is provided 4C:GANG I( 6<This design Is furnished s b)ed to the limitations tel forth by 8.Plates shell be located on both faces 01111.155,and placed so Inge center I lIIIII 1111111 III I 1111111111 I II IIITPIIWTCA in 00l Copies of wm.h will be furnished op.request res coincidew to joint center tines 9 Digits Indicate sloe of piste in Inches. MiT6k USA,Inc VCartlpuTruB Software 7.44(1L}-E 1d For basic connectorpiate design values see EON-1311.ESR•1968(MiTek) EXPIRES:12./31/2014 'MIA This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 9,8" ( •2F...[la,5i:7a.&iu,Ee,49 lith tf......G.SL mbli t.i.t`na.�..' .,.egad fo.,''. TC: 244 KDOF #1&BTA LOAD DURATION INCREASE 1.15 QESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KODF 1f88TR SPACED 24.0' O.C. NOT EXCEED 1S%AT TIME OF M1ANU'FACTURE, TC LATERAL SUPPORT x= 12`0C. UON, LOADING PSF Design conforms to main windforc0•resisting UL ON BOTTOM CHORD = 10:�! BC LATERAL SUPPORT <= 12"0C. VON, LL( 25.0)+Dt.( 7.0) ON TOP CHORD n 0.PSF system and components and cladding criteria, 19h Connector plate prefix designators: TOTAL LOAD = 42.0POE wind: 140 mph, h=23.3ft, TCDL=4,2,BCOL 6.U, ASCE 7-19, M102OH5, fBiS to ^o iTkprefix) = riepuTrus, Inc (All Hei.ghts), Enclosed, Cat,2, Exp.9, MWFRS(Diris, M,M2U8S,M16HS,M16 = M11ak M4 series LL= 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. 'Gable end truss on Cent:noous bearing well dOk, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ;3:•.1x2 or Equal gpicaal at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY,.. -Rafar to CoapuT ua genie end detail for 6-10-146-10-14 .tot5let3s c 4.atf:n 12 M.4x4 12 rr 14.001 1 14.00 • / ,' • fi (4 4 o- P i co oi CO i • I 1 . .<1.':'. !..: I • 1 1 � \ ' • i a i o =661.w ..«' i-- '...i'wLz..a ara:lw, :..a'.late:.cv,+s_< "a"2";94= -' aata'.'"s" '^Mary Cr O M-3x4 M-3x4 1-00 13-09-12 • JOB NAME: 1 -A POLYGON - Al Wit- ' fl Scale: 0,3153 kry WARNING: GENERAL NOTES,unless oibetwisenulxr ( • r/ + - d 1 Builder and erection(entracte should be advised of all General Nate I:.This design is based only upon the parameters shown and o for an indNdrai ' ,T,fP /1` } and Warnings berore construction commences. building component Applicability of desen parameters and proper I I•'' Truss: Alcorporation of component is the responsibility of the building designer < J 1 2.2x4 compression won burring must be installed where shown+: Z.Design assumes the top and bottom chords in be laterally brarzd al l Additional temporary bracing to insure stability during construction g 0.c.and at 70'a r„rospenTively unless brand inmugnerd thea length by DES. BY: BS s the reepons tardy of the erector Additional pam cram braving or continuous sheathing such as plywood sheathing(TC)ander drywalVeC) DATE: 5/16/2014 the overall suvciure is the responsibility of the bulldiog designer 3 2x Impact bridging or Weisel bracing required whore shown++ (�� Cj(� nn 4.No load should b!applied to ony component until after all bracing and 4.Installation of tress is the responsibility of the respective ooniracdnr. • %tr.,,a SEQ. : 5931237 fasteners art complete and at no lime.should any loads greater than 5 Design assumes leases are to be used In a non-b(xmsrue environment, /AS „,,,,� T R C�p rl design loads be applied le any component and aro s s medry full bearion”ng of use. C::., *, TRANS I[}. 3 9 U 916 S>Cont uTrus nes no control neer and assu es^.o espanr'b L(y forts S Design assumes fait 6 arlig at all supports shown Shim or wedge.t P^n r p i pessary. • GANG Vi fabrication,handling,shipment and installation of xinextra"nis. 7 Design assumes adequate drainage Is pawkiest 8 Shin design is furnished subject la the Imitations set forth by 8 Plates shall be located on both faces of Iruss,and placed so!heir center 111111 Illll 1111��1111111/11 1111111 TP•1r^CA'n 0701,copies of which wig be tarnished upon request lines coincide with joint center inches. . 111111 lit 11111111 11 111111111111 g Digits incide sine of plc ate lines. Mil'ekUSA,Inc./Campul'rusSoftware 76.6(1L)-E idhMbn-sicccnne:.lbrplate design values see E5R-1311.RAP150P(Pdit'c•kj EXPIRES:12/31/2014 VIII{1111III This design prepared from computer input by (l PACIFIC LUMBER-BC • LIMBER SPECIFICATIONS TRUSS SPAN 36' 10.0' IBC 2012 MAX MEMBER FORCES 4WR DOF/Cq=1.00 TC: 804 IMF k1&BTR LOAD DURATION INCREASE = 1,15 1- 2-t. 0) 114 2-12=f •2881. 2176 3-12.1 .215): 185 B,: 204 RODE Tit&BTR SPACED 24.0' 0.0, 2- 3 ) 2501`. 601 12 13 ) -230) 1856 124.( -72). 475 WEBS:,2x4 IMF STAND; 3- 4.1-23551 605 13-14. •2281 1875 4-13.:f -6681. 261 2x4 OF STAND LOADING 4- 5 )'1738) 572 14-15. -506) 2409 13 5.i. -425);1361 LL( 25.0)+DL( 7.0) ON TOP CHORD 32-0 PSF 5- 6.1)17201 594 15-16= -1029) 3452 13- 6.1 -894) 395 TC LATERAL.SUPPORT 12`00, DON. DL ON BOTTOM CHORD= 10.0 PSP a- 7217242 ) 779 16-11-( -599) 2183 5-14.1 -277) 790 BC LATERAL SUPPORT a. 12"00. LION:. TOTAL LOAD = 42,0 PSF' 7- 0=1-40561 1504 14- 7=f -684): 433 xx ssw _ s+ ars raas:;K xm.es. B 10-I 01 0 7 15={ 7371.1474 NOTE; 2x4 BRACING Al 24"00 VON FOR LL= 25 PSF Ground Snow (Pg) 9•10=(-2104) 670 15- 9=) -920) 620 ALL IOP CHORD AREAS NOT SHEATHED 10 11-1-2678; 950 a•16=:-1808', 470 aaxxe ea, BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10=1.. -334) 1303 xxse,r exap' LIVE LOAD AT LOCATION(5) SPECIFIED BY IBC 2012, OVERHANGS: 24.0" 0-0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSP.. BEARING MAX VERT MAX PORI BRO REQUIRED ERG ARIA LOCATIONS REACTIONS: REACTIONS SIZE SO.IN, (SPECIES) 0'• 0.0' -361; 1653V'. -265/ 2836 5,50' 2.99 RDDF ) 6251 M-1.5x4 or equalat non-structural 38'- 10.0' -472/ 1631V 0/ 0H 5.50' 2,61 RODE ( 625) vertical members Coon). •' for hanger specs. - See approved plans Thg-LJAI.9 Connector plate prefix designator's: VERTICAL DEFLECTION LIMITS: LLLt240, TL=L1180 C,C14,C18,CN10 (or no prefix) - CnrpuTrus, Inc MAX LL DEFL= 0036 -2'- 0.0" Allowed a 0.200' M,M2OHS,MI9HS,1416 = MiTek MT series MAX TL CREEP DEF 0,043 0 -2'- 0.0" Allowed e_ 0.257' MAX LL DEFL ++ -0.174 0 25'' 0.4' Allowed e 1.,896' JT 11: Heel to plate corner = 2.50" MAX TL CREEP OEEFL = ;0.357 8 25' 0.4" Allowed = 2,528'" MAX HORIZ. LL DEFL= 0.061' 9 33 4.5' MAX HORIZ. T1. DEFL A 0,103' 9 46'' 4.5' 18-03 20-07 DESIGN ASSUMES MOISTURE CONTENT DOES I NOT EXCEED 19N AT TIME OF MANUFACTURE. 6-03-03 5.11-14 5-11-14 5-01-05 4-11-09 2-04 €12 3-04-12 > Design conforms to main windfnrcp-resisting 12 2-10-15 1.10-17 system and components and cladding criteria. M-4x6 7,00 Windt 140 mph, Ili 24,5ft, TCO-=4,2,8CD1.-6,0, ASCE 7-10, 4.0 (All Heights), Enclosed, Cat.2, Exp.R, MAFRS)Dir(, load duration factor=1.6 *(1r..,- . 12 Truss designed for wind loads M-5X6(S) ." EE "‹El",,,. 7`O0. 12. in the plane of the truss only. art✓" 3.1 „'' 7.0 0.25" E,, ' M 3x4 4 EE 4 {f Y" „. r • ''',.",,E7M 3x8 U' M 1 5x4 i , , , -5x12 A M 4x6 • '^ 5�a'v • cit M-3x6 . i x �, �_ ._ � _.__. 13 0.25 14 •M 14x4 16 ay 'M-3x6 u.25 E 12 ° M-3x2M-326ca M-5x8(S) M-5x_6(5) 2.00.02 9-02-04 9-00-12 6-09-06 8-03 3-06-08 2-00 - . .�� 38-10 .-- JOB NAME . 1 -A POLYGONB7 Spare; D.159D '• , ,s R p WARNINGS: GENERAL NOTES,unless otherwise noted: C� "�-,,'�1 7,��,. 'f 1 Builder r and emotion contractor should be advised of a4 001,0,01 Nates 1 Telt 004th it 008Atk Only upon MA&arameard elven,i Ores 15 ler qu t T.nduat `" - )dD` a.{7 P E/ .0' T r u S S: 87 and Warnings before construction commences 0vfbeV€witmonalO Arokah,dy of destt51 paxsrn0Oa aca5 pap i / 2_. x4 compression web bracin must he installed where shown 0 eel reucn 4.4400 utneot la th5 re5pen0Enymf tae 019418 s i / .. / gg J..Add Unnat temporary bracing insure sI 1s10y during construction BOA'=slimes Me Cep zed Alam Chanty to batmen*hibachi a£ ( i I 1c,.t DES. BY: BS the responsibility of the merger Additional permanent bracing of 2 rep e d s ea w A res usblyalarelb en;es�n ra throe a ehe +�aB si br Y P 9 n�€s-yatr•;reahea�h«ag sorts asptyr�acr3 xttcassatt )Raad+fac?! tlms DATE: 5/16/2014 the overall structure is the responsibility Odle building designer; 3 2a--npaes g d Lntes.S Sea:rg r.qufrsd 5575flprhi"!--1' OREGON - n�1 • 4>.Nn marl should be applied to any Component until one,all bracing and 4 ! .atke tat et trues i5 the respranendOGy e'ttut tn5p ,una 00004onbe 4'y SEQ. : 55932.38 fasteners are complete and at no 11n should any loads greater Man 5 AS.In a.3 atebburttav0n)a bk.WWHM1n a Aav-Oellhldne enoeann4bet. , ,.-0 design loads be applied to artycomponent.. ani are for"dr w 11 5011 of use I ate¢. 1 TRANS I D: 398916 5 Comp,Tnn has no control over and assumes no responsibility for Ma G anti are for"dray tut lion"o al all 5uppnds shown Shim or wedge.r 7 moem fahai,oat on.handling,shipment and installation of components., 7.Design assumes adequate drainage is presided. GANG 6.This design 1s fumished subject la the limitations set forth by a.Plates shall be located on both faces of truss,and placed so their center III`III1 11111111 III II till TPUWTCA in BC51,copies ul which will be furnished d upon request lines Coincide with joint center lines I 111 9.U.gits indicate size of plate in inches. IvliTekUSA.)nC/Compt.iT'rusSottware'li.E(114-F 1(0 For basic crnneclorplate design vsluassee 050.1311.ESR-148a(MITek) EXPIRES:12/31/2014 IIIA Ii III! This design prepared from computer input by [t PACIFIC LUMBER-BC UMBER SPECIFICATIONS TRUSS SPAN 38 • 10.0' IBC 2012 MAX MEMBER FORCES 4WR/CDF1Cq-1.00 2x4 KDDF 916010 LOAD DONATION INCREASE = 1.10 1. 2-( 0) 114 2-12.(•414) 2189 3.12=1.2151 182 BC: 2x4 KOOF 8(00TR SPACED 24.0' O.C. 2', 3=(-2580) 666 12-.13»(-292) 1883 12 4*( 20) 466 WEBS: 204 KODF STAND; 3''.4=(-2353) 670 13-14.1.307) 1715 4.13=(-664) 259 204 OF 51AN0 A LOADING 4. 5=(-1740) 636 14-15.(-452) 2038 13- 5=(-533) 1404 LI( 25.0)+DL( 7.0) ON TOP CHORD - 32.0 POP 0.:0-(•1094) 681 15.180)-515) 2131 13. 6-(.8f9) 466 TC LATERAL SUPPORT <- 12'0C. UON.. DL ON BOTTOM CHORD = 10.0.PSF6, 7=(-2397) 920 15-11w(-513) 2133 0.14x(-400) 916 BC LATERAL SUPPORT <- 12"00- TION.. TOTAL LOAD = 42.0 P50 ..:.. 9-(-1849) 680 14- 7=(-748) 432 B..,.9-( 0) 0 7.154)-710) 208 OVERHANGS: 24.0' 0.0' LL - 25 PSF Ground Snow (Pg) 9.-1D=(-22391 702 9-15=(-240) 839 11,11.(-2631) 692 15.10-(-326) 158 BOTTOM CHORD CHECKED FOR A 2.0 PSI' LIMITED STORAGE 10-16') 0) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012... THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF:. BEARING MAX VERT MAX NW 6RG REDU19E0 BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'• 0.0' -3331 19660 '-251/ 2656 5.50' 2.99 UDE ( 625) ** For hanger specs. - See approved plans 38'• 10.0' -242/ 1631V 0_ OH 5.50' 2.61 ODE ( 625) Connector plate prefix desipnators: r `+ C,CN,CI8,0518 (or n0 prefix) = CompuTrus, Inc tit 2;-,DB940.,-00T6& d. 4r r ovVt.2-0..„.00 PAc,„R0,*' M,M2OHS,MIBHS,M16 = MiTeu MT series VERTICAL DEFLECTION LIMITS: LL=L/246, TL=L%180 IT 11: Heel to plate corner = 2.50' MAX LL DEFL = •0-;036' @ -2'• 0.0'' llowed = 0,200'" MAX TL CREEP DEFL = •4„043' a -2'- 0,0" Allowed = 0,267' MAX LL OEFL = .6.144" @ 25'• 3.4" Allowed = 1.696' MAX TL CREEP DEFL = >0,293' @ 25', 3.14' Allowed = 2.528`' 0-05-03 fif MAX H0RIZ. LL DEFL = 0.057' @ 38'- 4.5' 18-03 7-00-06 1-06-15 11-11-11 MAX H0RI2, TL DEFL 0.094' @ 38'- 4.5' 6-03-03 5-11-14 5-11-14 3-07-01 3-08-13 5-05-14 6-00 10 DESIGN ASSUMES MOISTURE CONTENT DOES ,.....�,.wn; NOT EXCEED 194 Al TIME OF MANUFACTURE. 1-03-0 Design conforms to main w_ndfarce-resisting 11-09-08 system and components and cladding criteria. I 12 M-4x6 12 12 Wind; 140 mph, h-24.6ft, TCOL=4,2,13COL=6.0, ASCE 7.10, 7.00 4.0" 7.00 -f 7.I10i loAllad Heighton,factorEnclosed6'Cat.2, Exp.6, My(FRS(Di,r), 5 r Truss designed for wind loads M-5x6(S) 13i''''‘.;‘4in the plane of the truss only. 14.3x4 0 .25" r11) ^*,, M-5x10 f4 M-4x6 ''` r el 9 CD Z;' M 1 504 xl /, II "' ! >3x4 3f` .,,,,,,,fl,:-,„3 X8 0� 1 q*.mss .....w,..,..._ 12 ..........�, .W..._19 ....14 IS.._. 6 _ ... f *. o - '?(k".306 M-3x4 0. :25' 0.25' M1 1.5x4 0 M-5x8(5) M-3x4 M-5x8(SI 9-02-04 9.00-12 7.00-06 2-01-14 5-05-14 5-10.14 , 2-00 38-10 .‘a0 PR Op JOB NAME : 1 -A POLYGON - B6 Scale' 0.1454 ( WARNINGS: GENERAL NOTES,unless otherwise noted � , j,f V B6 1. Builder and(radian wilt-add-should be advised of all General Notes 1 T N'a(Tenon la Naaae nett'upsaa 1,1'peror`#t1T.ra 04.' f a"14 toe an 60Bam'1yal s` d Y T Truss: B 6 and Warnings before construction conannOWS trot>4at4 a mpafa fll Atrphcabelyet Oen'fe noraroot6*no end mmer101 + ... 2:204 compre.S510n web bracing must be Installed where shown 4. Y9gt a#.n or C(o"nwe00011Y OW0A OF ih oOp 401 the lwotA"lffl�,lex4000 / 3.. lddfl:dnal Temporary brauny w insure stability during ct.wst t r,IH>n 2 Oat ipe rees;own one tap cool bonnemkdibtt5i to tea 10 0I,y email a 'C-. t t -,, / DES. BY: BS is lee resp0rsro ley of the erector Additional permanent bracing of c3 rl,,.2ros x(1A'ex,,sac 8Nze€y s0He4a Wstu:-d 1n(ClIeOd./dtTWOE(801 cg3lxn,aux anesmald szs�l Ps,ywa��t€naat€€mgtGF a�rr» r,�,e.;) DATE' 5/16/2014 tt •arae stnrch,rn is the responsibility of the building designer, 3 Zn k( to la atq to Ward!bnieb t twomilvis#fteNOsw o't .2„ OREGON y 1 r� 4.No dad should be applied 10 any component until alter all bradng and 4 1060Rptioe of Eves Eb fee npa 1 ty eA Nie P6S0 U& -rcexo:'. n�4ta . SEQ. : 5931239 fasteners are complete end el no lime should any loads greater than 5 Pet'Emixtiattnnonnzeiesnalin lat4al ria ndd Cdlxda ail a€bfrott fl ,, design Wads be applied to any cnmponenl_ a^d are for"dry condition"01 use , '*+1/ 1' TRANS I D: 398 916 S>Cam uTres hos no control over and assumes no re0p0nOihimy for the 6, ,sign assumus full beating at ail supports shown Shim orwedga if 4« p Design ass s N�tG IaUricMlon,hantltin9,shipment and installation Cl ccrrpurwnts. Design assumes adequate drai',aga',pmutdatl, � _. .. �t� 11 I 6.This design is Wrestled subject to the limitations set tong by 8 Plates"shall be located 0n both faces 0f truss,and placed s0 their ceder �II III��II �I II�III II (�t�I TP;IWrCA m 6C61,cop,ec of which will be furnished upon raquasl. Inas coincide with join centernInches. . o Digits indicate size Verde In Inphos. hlilekUSA,Inc;iCnmpuDuoSoftw.,re'.fi„6(iF.}-E 10.For bascconnector plate design values see ESF-1311,EEC-1a88(MITek) EXPIRES:12/31/2014 I ` 1 IIID IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3.8'- 10,0` IBC 2012 MAX MEMBER FORCES 406/DOF/Cq=1.00 Ts: 2x4 K002 010816 LOAD DURATION INCREASE = 1;15 1- 2=20 114 2.72.(.342) 2174 3-12=1 215) 186 BS' 2x4 KCDF 4188TA SPACED 24,0" O.C. 2. 3=1.25811 580 +2.13=(.230) 1864 12- 4=1 -23) 474 WEBS: 2x4 KDOF STAND; 4.1-2355) 584 13-14=(-244) 1875 4.13.! -665 261 2x4 OF STAND A LOADING 4- 5=.H1738) 547 14..15-(.511) 2409 13 5=1 •403) 1249 TO LATERAL SUPPORT r- 12"011. 'CN.. LL( 25.0)+DII 7.0) ON TOP LiORD-_ 32.0 PSF (a"720) 572 15.16=(•941) 3452 13 6=1 .8791 351 BC LATERAL SUPPORT <_ ',2"OC. t,ON:; DL ON BOTTOM t ORD=. 10.0 PSF 6 7 (-:2421) 729 1611=(•607) 2183 6-14.) •2371 708 TOTAL LOADa'1 42.0 PSF r 8-;-'4056 1325 14- 7-1 -660) 387 OVERHANGS: 24.0" 0,0" 6 10=1.2184) 695 7.1501 .6071 1474 LL= 25 PSF Ground Snow (Pg) 9.10=1---. 01 0 5 8=) -918) 528 10.110{.2578) 787 8-16= -1808) 475 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10=1'.. -339) 1303 LIVE LOAD AT LOCATION(S) SPECIFIED DV IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX NORI.. 8R(i REQUIRED BR"u AREA LOCATIONS REACTIONS REACTIONS SIZE SO.IN.. (SPECIES) 0'- 0.0' -332/ 18686 -251/ 265H 5.50` 2.99 KEEP ( 825) For hanger specs. - See approved pians 38'- 10.0" .243: 1631V 0/ OH 5.50' 2.61 KDOF ( 6251 Connector plate prefix designators C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ere, ew.-2:2„ 1ScS$`r11...0i,00k0 0 F-.fl,8:`4diii_DaiLaol 'LC_:P.Z:.04..'..2a.,1o0^a.mg'.,:. M,620i/S.M1611S,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: Lig/240, lig/180 JT 11: Heel to ¢tat e corner = 2.50" MAX LL DEFL = •0.036' 8 2'• 0.0" Allowed = :4.200' MAX TL CREEP DEFL= -0.043' 0 •2'• 0.0" Allowed 6.267" MAX Ll DEFL = -0.174" 8 25'- 0.4" Allowed = 1.896' MAX TL CREEP DEFL = -0.357= N 25'- 0,4' Allowed = :2.528` 0.05-03 MAX HOAR, LL DEFL = 0,061' 0 38'- 4,5' MAX NOROZ, TL DEFL = 0.103' 0 38'- 4.5' 18-03 15-00-06 1-06-15 3-111.2 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 195 AT TIRE OF MANUFACTURE. 6-03-03 5.11.14 5-11-14 5-01.05 4-11-09 5-03-01 1-03-Q73-06-08 Design conforms to main w.i.ndfnrce-resisting system and components and cladding criteria. 3.09-08 Windt- 140 mph, '0024,6ft, TCOL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), !/' M-4x6 12 12 load duration factor=1.6, 7.00 4;0,^ -1 7.00 i 7.00 Truss designed for wind loads 6 in the plane of the truss only. M-506(S) �3,1 a 0 25" B" 3x4 col 4.�, ~)x* � 7M 3x8 M-1 5 u '1 .. 6. ,•. 1 ,e' ;. "1 5x12 1, M 4x6 o �*` t M-3x6 -- ,3 kF 1 G, to o 1k1-3x6 4.25°' M-3x8 0.25" 7-M-4x4 M-3o6 0 M 5x8(5) M-506(S) 200,02 9-02-04 9-00-12 6-09-06 8-03 '3-06-08 2-00 38-10 JOB NAME: 1 -A POLYGON - B8 ac, 4 Seale: 0.1428 ,, <A4 E. �( • WARNINGS: GENERAL NOTES,unless otherwise noted ^` .41' „.,r^, DDO `».Builder and erre,,lion contractor should be advised of all General Notes I Sr•is[resign is based only upon Me parameters shown and is for an Individual ` 1 ` Truss: 68 and Warnings before construction commencesbereoriq u0frininct:S Af-sl Gslrod/0151 OfOrpardsparaertiera Or§Y proper " 1 2 2x4 c mp essror web bracing moot he installed where shown a 0, 10000+pa ef tn?yorrra01Ira 11, nit pUnsibele d1 She 00.mhng designer i.' r I�.mep#,jr,mistimes Mt lied eso Son ora room le€e 10)era)0 braced a4 1 ( ( (_,•/ DES. BY BS 3 Addlonx lemperrry bracing to insure Mobility daring construction 2' 9 3A ,0.�c.r of/errsx ,p i§s: ocef Mtroc9 du[hair lur ore by is the resransrorldy of the erecicr<Additional permanent bracing of ,�e/;ruu shoat 5uthaps&y' let,hiouO€'CI Cb S/OrdrywafrlNC) DATE: 5/16/2014 the ov^eran structure's the responsibility of the building designer 3 4x loped brdging nr lateral bracl09 required where shown++ 4 No Med should be rippled to any component r.nal alter ell ruaring and 4.Installation of!rues is the responsibility of the respective contraMor.. 0= (7 4 El IN SEQ. : 5931 241 fasteners are complete and at no time should any.gads greater than 5 Design assumes trusses are to he used rn a noir-corrosive environment '-I de_sgin loads ha applied to any ramponent. and are for`dry[xmdlli'n"u1 use. t 1 i • TRANS I Q: 39 8916 S Comp rTNs has n0 control over and assumes n0 espcns,biruy for the 8 Design assumes full bearing at all supports shown,Shim or wedge if k fabrication,Carellrn,sot shipment and installation of caro nests. re ignas N�iGt'.±. ',„ g n p0 7 Plates hall t'lou adequate donboth face Is Minim, provided. GANG 8.This design is furnished subjacA to the limitations Set north by a Plates shall be loured on both fares Mtnias,and placed so(heir censer i. 1111 1I I 111$1111111111111111111 III 7pl,wrcA in OGS{copes of which will be furnished upon roquasl>... lines 00,004'with Io nrr center(roes; L. , Ili 9 Digits iodic re size 01 plate Minures 10: tvii i eS USA,Inc(CompuTrus Software 1'..6.6(1 L)-8/ For basic connector plate design values see ESR-1311,ESR-1388(MiTek) EXP)R E S:12//31/2014 Illll I 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0' IBC 2012 MAX MEMBER FORCES 4WR!DDF(Cq=7.00 TC: l.x4 KODF 710TR LOAD 82041::00 INCREASE = 1.15 1- 2=) 0): 114 2-12=.( 307¢'2177 3-12=6215) 172 BC: 244 KDDF#1&BTR SPACED 24.0" 0.0. 2- 3.62560) 840 12.13=62314. 869 12 4.( -12) 469 WEBS; 2x4 KOOF STAND; 3. 4=1 23531 846 13-14=63061 1715 4-13.66654 254 244 OF STAND A LOADING 4- 5={.1740) 830 14-15.6566 566 2038 13 5=4,720 '1438 LL( 25,0)+DL( 7.0) ON TOP CHORD = 32,9PSF 5- 6=1.1654)' 866 15-16.6.903 2131 13 6=6857i 700 TI' LATERAL SUPPORT <= 124OC, UON, DL ON BOTTOM CHORD - 10,0 PSF 6- 8=)'2397}'.1312 16-11z69014 2133 6.14=(-710 950 BC LATERAL SUPPORT <_ 12'00. ix)N::, TOTAL LOAD ' 42.0 °SF 7. 9=) 0}. 01 id 8=(-774 727 8. 9=(1849)',1026 8.15=,-694); 118 =T ACIN AT 24'DCaUON. OPe. LL = 25 PSF Ground Snow (Pg) 9-10=4.2239)--1097 9-15.63361 839 NOTE: Px4 BRACING OT'SCATH FOP $ 10.11=0,"26311_.12218 1.5.10.)-3911'.. '`. 459 ALL TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSI LIMITED STORAGE 10.16=; 0)'. 251 LIVE LOAD Al' LOCATION(S) SPECIFIED BY INC 2012. OVERHANGS: 24.04a�e 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, BEARING MAX VERT MAX HORZ 8RG REQUIRED 8RG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) 0'- 0.0' -464( 1868V -311/ 288H 5.50" 2.99 COOP ( 825) 0-1.5x4 or equal at non-structural. 38'• 10.0' •6311 16318 0/ OH 5.50" 2.61 ROOF ( 625) vertical nemhers (uon). ' For hanger specs. - See approved plans (W3,-1.;-.0.14 9.R„ . .4L1 -Ii0$d•--.&.8.'I»L-LO;Is.".1.At 24._'9M,...SOa:C2T1S... VERTICAL DEFLECTION LIMITS: L L1240, TL=L/180 Connector plate prefix designators: MAX LL DEFL t -0.036' @ -2'- 0.0' Allowed 0.200" C,M20H6,NCN1S or no prefix) = resuTrus, Inc MAX TL CREEP DEFL - -0,0434 @ -2'- 0.0" Allowed = 0.267' G„M2GH8,M18HS,Y18 = Mitek MT series MAX LL DEFL = 0.170' @ 25'- 3.4' Allowed = 1.896' JT 11: Keel to plate corner = 2.50' MAX TL CREEP DEFL * -0.293' @ 25'• 3.4" Allowed = 2.528" MAX 81012. tine:::: = 0,057' @ 38'• 4.5" MAX HORIZ. TL = 0,094" @ 38'- 4.0' 20 07 ASSUMES MOISTURE CONTENT DOES 1$-03 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6-03-03 5-11-14 5-11-14 3-07-01 2--04-02 5-04-02 6-00-10 Design conforms to main windfcrca-resisting 1=04. 1 1.•10 (6 1 r system and components and cladding criteria. 12 12 140 mph, 11'=24.6ft, TCDL=4.2,BCDL=8.0 ASCE 7-10, 7.00 12 '7.00 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 4'0` 7.00 load duration facfur=l.6, 5 Truss designed for wind loads M-5x6(5) `' .-,� M- %?6 in the plane of the truss only. ,3.1'- M 5x10 0 25 F M-4x6 en t%Gt ' M-1.5x4 { ) h h9A3x4 . $' M h13 II paY 't I1 ' I 4, t 1' 1 E I1 © 3 ., x6 ,, C? •-x1 ._.-...___.-......„W. »::::::---v-=_............==--'''''i„ . 13 .... ..1 a .,..w,._ 18 _...:."...e..,..,.. tt- Ca o ~'''U.3x6 M^3x4 0.25" 0.25'. M-1,5x4 0 M-5x6(5) M-3x4 M-5x8(5) 9-02-04 9-00-12 7-00-06 2-01-14 5-05-14 5-10-14 ,- 2-00 38-10 JOB NAME : 1 -A POLYGON B5 Scale: 0.1454 . ,na WARNINGS: GENERAL NOES,unless otherwise noted: $, � �Filw , ' 1:..Builder and erection contractor should be advised of all General Notes 1 this cosign is based only upon the parameters shown and Is for an Individual and Warnings before construction commences. 08 ebbibbarebl A,ppia„mtlllmv otcles :l lldrameters and proper :..:. Truss: B 5waded2.2x4 compression web b±actng nisi be'nslaliad where shown+. 4rce'pa elnsd 0 nOrptnient hs tna t ofls`hl`q of the building designer C 3:Additional temporary bracing to insure stability during construction 2 calor ae.hunvea tna:ap4hd Ral14m dtaraCla be laterally&aced a1 ._ . T d e.and et 16''4 e.rent000n,s4i onion a usks throughout their length by DES. BY: BS is the responsibility Milne erector Addillonal permanent bracing of continuous sheathing sunt as plywood sheeMinfl(-C)andfordrynall(BG) DATE: 5/16/2014 the overall slruc.ure is the responsibility of the banding designer. 3 20Impact bridging or lateral bracing required where shown++ p�ECO e5y. 4. No load Would be amnionto any component until after all b acing and 4.lnslallat.en of truss is the responsbilny or the respective contractor, #& Cid SEQ. : 5931 242 f1 s e•iors are complete end at no lime should any loads greater than 5.Design assumes trusses are to be used In- n a non-corrosive environment, 71�ry»,, design loads be opined to any component. and are for"dry wndlliori of use. it.? 1 5, TRANS I D: 39891 6 5.CompeTrus has no control over and assumes no respunsiblet or the 6 Design assumes fun boating at all supports shown Shim or wedge it r,r GANG k\ y" necessary, 0.G A N G fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6,.This design is furnished subjed to the limitations set forth by a Plates shall be bloated on both faces oftmss,end placed so their center Ill ll lIi Ill/'(I1II I l IIIII l�lll IIII I'll 1PI 1NTCA In BC51,copies of Medi will be furnished upon I quosl tins contains with joint center fiche, II1111 III 111 I iii I I IE N.liDigitsiurdIndicate size of plate line inches. MiTekUSA,int,.iCorrpuTrus Software7.6.8(1L)-E 10.for basic connector plate design values see ESR-1311,ESR-198e(MITet) EXPIRES:12/31/2014 i This design prepared from computer input by Il ���I �i PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0" IBC 2012 MAX MEMBER FORCES 4000000/Cq=1.00 TC: 2x4 ROOF O1&BTR; LOAD DURATION INCREASE = 1.15 1- 2`( 0) 114 2-14.(-580) 2111 3-14.) -57) 80 2x6 ROOF' O1&8TR 13 SPACED 24.0" 0.C. 2- 3.(-26041 837 14-15.(-581) 2072 1 4-( 0) 157 BC: 2x6 ROOF Al&BTR 3- 4=(-2475) 845 15.16'= II 11 III This design prepared from computer input oy PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 38.10.00 HIP-0 SETBACK 6-00-00 FROM END WALL 18C 2012 MAX MEMBER FORCES 4WR/DDFICq=1.O0 TO: 254 KDDF 13180TR; LOAD DURATION INCREASE = 1,15 (Non-Rep) 2= 0 114 2-14.3.1075f 4213 3.14=3 84) 2'72 2x6 NODE #16818 T2 2.'3= -5153 1436 14.16./.11711 4296 14- 4=3 -55) 211 8C: 2x6 KDDF #16678 LOADING 3. 4= -5040 1454 16.15.i-17221 5264 4.15-( .284) 139 WEBS: 204 KDDF STAND; LL = 25 PSF Ground Snow (Pg) a-'5=11.48803 1634 16.17.4-17221 5264 15- 5=3 -236) 1248 2x4 OF STAND A TO UNIF LL( 50;0)+DL( 14.0)* 64.0 PLF 0'. 0,,0 TO 12', 0.0' V 5- 6=3 0) 0 )$-78 ('1171( 4298 15. 7-(1359) 707 TO UNIF LL( 100;0)+DL( 28.0). 128,0 PLF 12'- 0.0 TO 26'' 10.0' V 6. 7=3.-4208 1453 18 125).1075(.4213 16. 7=( 01 551 IC LATERAL SUPPORT <= 12'0C. 00N TO UNIF Ll( 50,0)+DL( 14.0).: 64,1 PIF 26'- 10.0' TO 36'^ 10,0' V 7- 9 )-4206( 1453 7.17=(-13505 707 BC LATERAL SUPPORT 12"00. I000DC UNIF Ll( 0 0)+DL( 40,0)= 40.0.PLO 0'- 0;0" TO 38`- 10,01 W 8 9.) 0 0 9-17=3 -236) 1248 9-10=(-4880 1634 17.10=( -284) 139 ^ rrsffi TC CONC LL( 500.0)+DL( 140,034' 640,0 LOS @ 12'- 0.0' :0( 11.3.5040.'. 1454 10.18-3 -55) 272 NOTE; 2x4 BRACING AT 12'00 LON, FOR TC CONC LL( 500.0)+OL( 140,0)='. 640,.0 LBS @ 26'- 10.0' 11-12=1-5153) 1436 18 11=( .84) 272 ALL FLAT TOP CHORD AREAS NOT SHEATHED 12.13=33' 0) 114 xaxx.. b===== BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. OVERHANGS: 24.0' 24.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX NOR2 DRS REQUIRED ERG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES! Connector plate prefix designators: + Laterallybrace to roof diaphragm. 0'- 0.0' -909/ 3362V -172/ 172H 5.50" 5.38 KDDF 3 6251 0,CN,018,CN)8 (or no prefix) = CompuTrus, Inc P a 38'- 10.0' -909/ 3362V 0/ OH 5.50' 5.38 KDDF 1 6253 ,M,:V20HS,M18HS,M16 - Mitek MT' series -CC5'i3 au)$Si94,URMGFHO/Of..Ret(:,..St0LL,UO;tl tilt .�`. .5 ,,.. VERTICAL.DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL a -3.036' 9 -2'- 0.0' Allowed >s 0,200' MAX TL CREEP DEFL = ,3.043' @ -2`• 0,0' Allowed-_ 0,267" MAX LL DEFL x -0.241" @ 10'- 00'' Allowed =: 1,896' MAX IL.CREEP DEFL= "0:482' @ Il'' 0,0' Allowed 4. 2-526' MAX LL DEFL m‘.0,036° 0 40'. 00,01 Allowed e' 0,200' MAX TL CREEP DEFL w •0:043' @ 40`• 11,0'' Allowed 4::. 0.;267' MAX HORIZ. LL DEFL = 0,087' 9` 38'- 4,5"' MAX HORIZ, TL DEFL 5 0,144' @.. 38', 4.5" DESIGN ASSUMES MOISTURE CONTENT DOES 0-06-11 0-06-11 NOT EXCEED 194 AT TIME OF MANUFACTURE. 11-11-11 14-10-10 11-11-11Design conforms to main windforce-resisting . .. system and components and cledd:'ng criteria. 4-01 3 O6 04 3 09 12 7-05-05 7 05 05 ����3 09 12 3 06.04 4 01 wind, 140 mph, 0=22,7ft, TCOL=4.2,RCDL=6.0, ASCE 7.10, ' (6 q ,6 4 r (All Heights), Enclosed, 050,2, Exp,B, MW'RS(Dir), 12 1( ► 12 load duration factor=l.6, 7. M-4x10 M-4x10 Truss designed for wind loads (0 M 6X87.00 in the lane of the truss only, ; 6 p Y, „xy ,. M 3x4 / 11 '' i M-3x4 o. M-1 5x4 ,�' ,, Il M-1.5x4 Pi- I r �' . '2 " F i, 3 �(� 'h" '4x1� X M-3x4 M-3x8 8,25 M-3x8 M-3x4 ".:' o; M-7x8(5) 5-10-02 5-05-02 8-01-12 8-01-12 5-05-02 5-10-02 2-00 38-10 WEDGE REDUIRED AT HEEL(S). 2-00 JOB NAME : 1 -A POLYGON - B1 PR()pc. t' Scale; 0.1649 � rtra j(� WARNINGS GENERAL Norms unless otherwise notediii ( 1.Builder and erection contractor should be advised of ell General Notes 1 This design is based only upon the parameters shown and is for an xtdwklual r` k.a 1 P ill y i and Warnings before construction Commences building component Applicability of design parameters and proper Truss: B 1 2 2x4 compression web bracing must be instated where shown= Incorporation of component is the responsibility of the building designer • 2 Design assumes the top and bottom chords to be laterally braced at { ( ' r /( ( , _, ,. 3-Additional temporary bracing to Insure stability during construction l 2'o,c.med at 1(;n c..reopeclivMy unless braced Ihrougheal(nein lennggin by - "-"o ' DES. BY: BS s the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)andterdrywsll(BC) DATE: 5/16/2014 the overall structure is the responsibility Clete building designer, 3,2x Impact bridging or lateral Maung required where shown+e 4.No load should be applied to any component until eller all tracing and 4..Installation 0ftruss is the responsibility of the respective contractor 7, OREGON SEQ. : 5931244 Iasteners are complete and at nn time should any loads greater than 6.Design assumes trusses are to be used in a non-conoslve environment, Its design bads be applied la any component, and are for"dry condition"of t e ÷ i4 11, TRANS I D: 398916 S CompuTms has no control over and assumes no responsibility it me 5 Desgn assumes full bearing a all supports shown:Sbim or wedgy if • fi,y fabricalron,handling,shipment and installation of components.. necessary.. 'J4'C A r,'G R,. 7<Ploiss assumes adequate drainage is fttruss, provided, ti?i•l tV 6.This design is furnished subject to the limitations sol forth by g;Plates shalt be located on both faros ofwss,and placed no their center VIII VIII III I III IIII 111 11111 H TPIA TCA in BC51,copies of which will be tumished upon request, lines wktcide with joint comm Imus.. ` 111 III 111 I 111 III Digits indicate size of plate in inches. MiTcHUSA.Inc/CompuTrusSoftwarelR:.rd(iL)-E 1tj..Forbasicconnectorplatedesignvaluessee650-1311,E5R-Ise8(NSTCk) EXPIRES:12131/2014 �11I1�)I�I This design prepared from computer input by f PACIFIC LUMBER-BC LUMBER SPECIFIC.AT'IONS TRUSS SPAN 38'- 10.0" IBC 2012 MAX MEMBER FORCES 4Y,R,lDDF/C(1=1.OD TC: 2x4 KDDF 4108TR LOAD DURATION INCREASE = 1.15 1- 2'1 0) 114 2 9=1-3811 2210 5- 9=(-249) 206 BC: 2x4 KDOF 4158TR SPACED 24.0" O.C. 2- 3=(-2570) 521 9-10.11.2891 1867 9. 4=( -31) 512 WEBS( 204 KOPF STAND; 3- 40(.2323) 522 10-11=1°2271'. 1757 4..10=(-718) 281 2x4 OF STAND A LOADING 4. 5=(-1660) 462 11- 6=1:.:3899 2082 10- 5=(-310) 1270 LL( 25.0/.DL( 7,0) ON TOP CHORD= 32.0 PSF 5- 6=(-1659) 496 10r• 6=(•722) 280 TC LATERAL SUPPORT u= 12`OC, UON;< DL ON BOTTOM CHORD 10,0 PSF 6. 7=(.2325) 551 6-11-) -48) 524 BC LATERAL SUPPORT == 12'OC, DON,. TOTAL LOAD 42.0 PSF 7. 6=(-2572) 553 II. 7=(-253) 226 OVERHANGS: 24.0' O.C" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REDUTRED RHO AREA .. For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS. REACTIONS SIZE SO.IN. (SPECIES) plate prefix designators: LIVE LOAD Al LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0'. -337/ 1868V -2662908 5.50' 2-.99 MP ( 625) C Connector6,CN18 (or no prefix~ = ors:Comonus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 SF,. 38110"0°- -245; 16310, 0/ OH 5.50" 2.61 KDDF 625) M,M20HS,M18HS,IV16 = MiTek MT series C &t ^w 53gA,,,.Gtk kid#G D Sd p t3...uD °1.at_#_c is , VERTICAL DEFLECTION LIMITS: L.=L7240, T1 L/180 MAX LL DEF! _ -0,036° @ -2'- 0.0' Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.,267" MAX LL DEFL = -0.119" @ 19'- 5.0" Allowed _ <1,890' MAX Ti CREEP DFFI.. = -0.243" @ 19'- 5.0" Allowed = 8.528' MAX HORIZ. LL DEFL = 0.057" @ 381- 45'' 19-05 19-05 MAX HORI2. TL DEFL 0.093" @ 381- 45 -, _,'. DESIGN ASSUMES MOISTURE CONTENT 0005 6-07-14 6-04-09 6-04-09 6-04.09 6-04-09 6-07.14 _ NOT EXCEED 1906 AT TIME OF MANUFACTURE, °O#Sign, conforms to main windforce-reS 'tang 12 12 System and components and cladding criteria. 7.00 M-4X6 7.00 Wind: 140 m h, h=24,9't, TCO).=4.2,BCOL-8.0, ASCE 7-10, 5 4 (All Heights ), Enclosed, Cat.2, Exp.B, M'BFRS(Dir), fo load duration factor=l.6 Truss designed for wind loans M-5x6(S) in the plane of the truss only. 3,1" ti M-5x6(0) 0.25" 0.25" • ot fah'• 1,4,. t M-1.5x4 v V-1.5x4 .3.' ,r€ °gra, Lia /f l ' r': / • Oyi.3' O 7- , o ''- M-3x6 M-3x4 0.25 M-3x4 M-3x6 a M-5x8(5) , 9-10-02 9-06-14 9-06-14 9-10-02 2.00, 38-10 DIRape JOB NAME : 1 -A POLYGON - B4 Scale: 0.1720 u -C.'0, ( WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Sulkier and erection.ontrad0 should be advised of all General Notes 1 This design s based tally upon the parameters 4rhO on r nrI 4 loran menti( ) '� �'P �1, Truss" B4 and Warnings before construction commences building component Anlsi'Miabstea design ohmmeters end r 9 • " • $:. 204 compression web brining must be installed where shown• mntdxptoreuoo p1 rornpomarit In 1.hk MANAA,naity of the Wafts;heathers / a p 2 cea en onolfeta 4'4i"tr0rWHstebFIaae� 0Ha, r _._ DES, BY: BS 3 is the res ter-wormy hearing to sura'meet y during constructionand 7 ,,,./.1f • is the responsibility cf the erector:Addhonel Permanent bra n9 of sa10 ea n,r.,T41(1.141,00,4'anld aNeAWA I t4r810 n ray - cantinpour sheathing 0,1 on 1es bo(5,b,0rio 0 dttn ( ,iC+ar gawa DATE: 5/1 6i2014 the overall structure is the responsibility of the building desgner., 3 2x Impact bridging or Went teavAn#raeu'vad txh4rd shown+ 4.No load should be applied to any component until after all bracing and 4,Installation of buss B this tespenadelly of the respective contractor OREGON 7. SEQ. : 5931245 les loners are 00054ete end al no time shouts any toads greater than S. Design assum s Minces are(P be used in a non-corrosive environment r 'y rig . . :‘ TRANS I D: 398916 design loads be applied to any component and are for dry condition'of use g • 5<Gompofros has no control over and assume.no respansibiffty for the e Design assumes full bearing at all supports shown;Shun or wedge if ,,,,,,,-;e1:9 T fabrication,handling,shipment and installation of components Design j., GANG 'ti,), e P P P.Pl tes hall be located on roahac+is imwded t"i ..'3 6: Thk assign Is furnished sulrydtt to the limitations set forth by 0,Plates shall tie located or,both faces el mass,and placed so Ihair cantor 1111111111111111111111111111111 7PI WTCA in COOl,copies of which we be fcmishad upon request itte coincide with joint amine mos, S . Digits indiceEe size of plate m,rashes.si Mrlok USA,Inglt:,olnpuTrvs Software 7.6..0)T L)-E In:Cur bac connector plate design values see 600,1311,ESR-1905(Yirek) 'EXPIRES.12/31/2014 11111 1111 This design prepared from computer input by PACIFIC LUMBER-8C LUMBER SPECIFICATIONS TRUSS SPAN 38'- 10.0' IBC 2012 MAX MEMBER FORCES 4WR/DOFICq=1.00 TO: 2x4 ROOF 8168TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-10=1.322) 2225 3-10=(-249) 206 BC: 2x4 RODE 816RT'R SPACED 24.0" 0.0. 2- 3=(-2569) 508 10.11.I.224) 1882 10- 4=( -32) 512 WEBS: 2x4 ROOF STAND; 3- 4=(-2323) 509 11 12=(•2241 1756 4-11=(-718) 281 2x4 OF STAND A LOADING 4- 5=(•1659) 483 12- 8=4-367):2078 11- 4=(-298) '1268 LL( 25.0)*0L( 7.0) ON TOP CHORD = 32,0 PSF 5. 6=(.1659) 483 ii- 6-(•719) 281 IC LATERA'_ SUPPORT <= 12"0C, UON.. DL ON BOTTOM CHORD = 10:.0 PSF 6- 7=(-2323) 509 6-12=( -32) 512 8C LATERAL SUPPORT <= 12'OC. JON. TOTAL LOAD= 42.0 PSF 7. 8=(-2569) 508 12. 7=(-249) 206 8- 9=( 0) 114 OVERHANGS: 24.0' 24,0' LL ° 25 POP Ground Snow (Pg) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 POP LIMITED STORAGE BEARING MAX VERT MAX HORZ BOG REQUIRED BOG AREA Gs CN,C'8,1.918 (or no prefix) - Compulru5, Inc LIVE LOAD Al LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) R,820NS,M18HS,M16 :. MiTek kyr series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP. 0'-• 0.0' -,333! 1859V -287! 287H 5.50' 2.97 RODE ( 625) 38'- 10.0' '333/ 1859V 0/ OH 5.50' 2.97 KODF ( 625) 1141f90.,." ,,,g.woo_d0SGled for`nm,-i.,5 011 YA,v4 ..N:0JA4. Q-.speii.4..1' VERTICAL DEFLECTION LIMITS: LL'1.1240, TL=Lf180 MAX 1.1. DEFL .:..0.036'.61 .2'.. :0r',0" Allowed = 0.200' MAX TL CREEP DEFL.=-0.043'9 .2'- 0,0" Allowed = 0.267" MAX L.I.. CFFI .'-0.120" 4 19'• 5.0'° Allowed = 1.896' MAX TL CREEP DF.F1. 4=-0.243 19'. 5,0.' Allowed = 2.528" MAX LL DEFL . -0.036"-0 40'• 10,0` Allowed = 0,200' MAX TL CREEP OEFL = -0.043' 0 40'• 10,0"' Allowed = 0.267' MAX MOBIZ. LL DEFL = 0.058' @ 38'- 4.5' MAX HORIZ. TL REEL = 0.004' 0 38'. 4.5' 19-05 19.05 ,. ;... . ..:...: -- :---- •• , ,-m- �- --- DESIGNASSUMES MOISTURE CONTENT 6-07-14 604 09 6-04 09 6-04-09 6.04-09 6-07-14 NOT EXCEED 199 A O TIME F MANUFACTURE. Design conforms to nain w.ndforce-resisting 12 12 system and components and cladding criteria. 7,00'a-ad M-4X6 7.00 Wind: 140 mph, h=24.9ft, TGOL=4.2,8CD1=6.0, ASCE 7.10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), 5 •� load duration factor=1.6, Truss designed far wind loads M-5x6(5) �.,',;' M-5x6(S) in the plane of the truss only. 0,25 i 0.25" M-1.5o `t `' 39-1.5x4 1 0 1.) 3x6 M-3x4 8.25' M-3x4 M 3x6' ' o M-5x8(S) 9-10-029-06-14 9-06-14 9-10-02 2-00 38-10 WEDGE REQUIRED AT HEEL(S). 2-00f'- PRO pe 4: t" 4 JOB NAME: 1 -A POLYGON " B3 scale: 0.1524 y<; , i . .>. wARNRuG6: GENERAL NOTES,unless otherwise noted 4;4 -�, + `�S 1 Builder and erection contractor should be advised of all General Notes 1 'MG'MGdtaOn rs aaa00e Only rotor'lire PactINNOG Strewn acct RAN en odda1nidu .r Truss: 83 and Warnings before construction commences C011101111111 A' 0046600 palattxetxle andt 2.2x4 compression web bracing mull be Installed where shown+.: a epodef Ritiroiesportst4[dYgnlfiid filet ( ,_� �� X -C../ i ( , 3>.Additional temporary bracing to Insure stability during conslOWon 2 C1 d3Sal it 1}te teltpedlB:iw¢tt5.Iolef lb lZRth their 0 l DES. BY: BS is the responsibility of the erector AdOtlional permanent bradn of ,:o c,end al 10'a p:respectively unless braced throughout their length by p y P 5 eonbnuo s sheathing)such as plywood sheathing(TC)andrordrywail(aC) DATE' 5/16/2014 Ina overall structure fs the responsibility of the building designer 3.. x Impact bridging or latent bracing required where shown s r •°`e OREGON 4 No load should be applied to any component until oiler all bra ing and 4 I istallation Of Inas is the responsibility of the respective uonlraciar'. "�,d° SEQ. : 5931246 fast rens ere complete and at no toe should any loads Trailer loan 5 13e-sign assumes trusses ere to be used in a non-corrosive environment design"cars beapplied to any component reand are for"dry condition"of use. assumesTRANS I D: 398916 5 CompoTruS has no control over and assumes no opans;billy for the Design assumes rod bearing at all 0010000 ahowp 3Nrn or wedge n " A 1 recessry j(3N Gtabr.xllon.handling,oh:moot and fnslalIalian of components esign ha s adequate drainage is provided. 6.This design is furnished subje d,io the!imitate,.sal forth by 8.Pules shall be located on both laces of truss,and placed en their center 1 1) 1I1 I II! I ILII 1' 1 :PriJJfC?,in SCSI,codes 01 which coil bt,fur S'rcd upon request ):nes coincide site joint le'0 000 " 9 Digits indicate size cf date n intoes. n MrTekUSA,Ind/Cure ulnas0010werPlfa.Ei(11..)-F 10.F'orbasicconnectorplatedesignvak10sseeESR-1311.ESR-1ene(N11Tek) EXPIRES:12/31/2014 IIIThis design prepared from computer input by 1) PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6', 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0FfCq=I.00 TC: 204 KDOF M1OBTR LOAD DURATION INCREASE '- 1.15 1.2=( 0) 86 2-7=) -81) 107 7.6=( 0) 18 OC: 2x4 KDOF k1&BTR SPACED 24.0° O.C. 2.3e(-179) 26 6.8=(-104) 137 83e( 0) 52 WEBS: 2x4 KOOF STAND 3.4=( -58) 45 3.8=(-163) 125 LOADING 4.5=( 0) 0 TO LATERAL SUPPORT c= 12"0G. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32-<0 PSF BC LATERAL SUPPORT <= 12'OC. DON, DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42;01 POE BEARING MAX VERT MAX 0002 ERG REQUIRED ERG AREA OVERHANGS: 12.1" 0,0" LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES( LL =25 PSF Ground Snow (Pg) 0'- 0.0" (17/ 3564 -82; '91H 5.50' 0.57 ODDF 1 625) Connector plate prefix designators: 3'- 10.8" .`1021 1384 It' OH 1.60' 0.18 ODE 1 6251 G,CN,C18,CN18 or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0° s-10/ 1090 01 OH 5,50" 0:17 KODF (I 625E M,M20HB,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET,:,. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 011,w •' 3"`'' c adkt0 for a1lu,-S.-.OS-L..,,atET ?..al_u_00..0.eoi 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L1240, TL-L/180 .................................- .................._...... ......._1 MAX LL DEFL = -0.002 P 1'» 0.0' Allowed = 0,:100': MAX IL CREEP DEFL = -0.003 1 (1'-. 01.0 Allowed = 0-,133' _ MAX LL DEFL = 0.005" 4 2' 3-S" Allowed = 0.159 • • MAX TL CREEP DEFL = -0.007' 1 2'- 3".8' Allowed = 0;225 MAX LL DEFL = 0..000' f 0'= 5,0�° Allowed» 0-079' MAX BC PANEL TL DEFL= -0,006' r 4 - 0.2' Allowed .; 0,199" • • ' MAX 00812. LL DEFL = -0..011' 0 a $.5` 12. 4 MAX HORIZ. TL DEFL =, a,0.012' 5 8,5'., 14,00' + DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME Or MANUFACTURE.. Design conforms to main windf0rce resisting M-406 .- system and components and cladding criteria. c�, 3 ht. Wind: 140 mph, h=22.1ft, TCOt.=4.2,BCUL-6.0, ASCE 7-10, a ",. _ "n load duration,fancloosed, Cat 9, Pop.B, MWT'RS(Oir), CD '''',:',, , '+, Truss designed for wind loads { in the plane of the truss only, I I M-3x4 6) t ) . ( - M-3x4 M-1.5x4 j'o f- € ii M-3x6 2-03-12 3-08-04 -- ..... 1-00 2-05-08 6-00 3-06-08 (PROVIDE FOIL BEARING;Jts:2,4,6I PRC JOB NAME•. 1 -A POLYGON - CJ5 Scale 0.421Q �, WARNINGS: GENERAL NOTES,unless otherwise noted: / 41144 in fir. i..Builder and erection contractor should be advised of all General Notes 1.This tlesr?,fs is toad lolly color In pie'a"exa sh n SIR1 S tara1 lndiriduel Truss: CJ 5 and Warnings before+xrnsnvctitxr commences th104lttp r.,,ne OrlAto sqlpocoomye deslOn patart+.004 1 sod an al r+.f 2.2x4 compression web taming must be Installed where shown+.. 5!s6#�'p;*a1kXt ht UaevF*e e 4 Ns Interaspd*:srtt y 5 11101510 des der I w / 3:Additional temporary twang to insure stability dicing constmafan 1 e sasa0,005 theft and boon11110140 feet tatetaily basedaI •t, / t/ ?:..1` ( „„„..0.,..50�l 10 A t respect`very dnlaaa to,"1$fwY Edi OtniFlee lb By DES. BY: ssto the responsibility of me erector.Additional permanent bracing of Lamesolib onern0g sloth as algwo rf 1Newtbio TC,ae&xnIHpwat(BC) DATE: 5/16/2014 the overall structure a the responsibility of the building designee 3.2x Impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component anal after all bracing and 4.Installation of truss is the responsibility White respective contractor. Jv OREGON %r SEQ. : 5931 247 fasteners are complete and at no time should any toads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '9,.- design bads be applied to any rompnnent. and are for"dry wntl4ldn"of use. 3.Pf- ,,ii 11 TRANS I D: 398916 S CompuTms has no control over and assumes no responsibility forma t ,massa Burnes full tearing at all supports shown Shim or wedge if "-#k t GA NG ,\S fabneanon,handling,shi 1nM'n1 and installation 01 components cY g l 7.Design assumes adequate drainage is orm dad. 6..This design is furnished subject to the limitations set bnh by 6.Plates shall be located on both faces of truss.and plated so their malar �I TRYWI'CA In SCSI,copies of which will be furnished upon request:: lines coincide with joint centerlines. IIT)hill If I ISI ��� I ('�(��� it If I If S.Digits indicate size or plate in inches. MITekUSA,Inc/CampuTrusSoftware 70,6(1L)-Z 10.For Santo connector plato deorgn values sen 6OCt31 1,EtIiIslsttO(StiT001 EXPIRES:12/31/2014 14111 This design prepared from computer input oy PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 I TC: 204 KODF A16BTF; LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.6=) •81) 107 6.5'-( 0) 10 BC: 2x4 KOOF O168TR SPACED 24,0' O.C. 2.3`(•179) 26 5.7=(-104) 137 5-3=( 0) 52 WEBS: 2x4 ROOF STAND 3.4=) -58) 45 3-7=(-1631 125 LOADING TC LATERAL SUPPORT o= 12"Do. UON.: LL( 25.0)+DL( 7.0) ON TOP CHORD m. 32.0 POE RC LATERAL SUPPORT <' 12'0C. VON..: OL ON BOTTOM CHORD. 10,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TOTAL LOAD 4. 42.0 POE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0.0" 0'- 0,0' -17/ 356V -81/ 1900 5,50" 0.57 KODF ( 625) LL = 25 PSF Ground Snow (PB) 3'- 10.8' .110/ 86V 0/ OH 1,50' 0.14 NODE ( 625) Connector plate prefix designators: 6'- 0.0" -10/ 109V 0/ O0 5.50' 0.17 KDOF ( 625) C,CM,CI8,CN18 (or no prefix) = CoapuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT aeries REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, 0 �� : g O Olio f - tetT x� 1 0 -a y�,, Qil S 1 s MC.a.«,' ..- BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS; LL=L1240, TL-L1180 3-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY., MAX LL DEFL = -0.002' ;d -1"- 6.0'. Allowed = 0.100'.` ....- MAX TL CREEP DEFL = -0.003' D -i'- 9,0' Allowed - 0,133" MAX LL DEFL = 0.005' 0 2'• G.6'': Allowed = 0.,109' 4 MAX TL CREEP OEFL. _ -0.007' 0 2'- 9.0.' Allowed = 0.225' MAX LL DEFL = 0.000' 0 t . 0.0' Allowed = 0.079' MAX BC PANEL TL DEFL -0.006' st 4`- 0.2' Allowed 0.489" 12 MAX HORIZ,::LL ()EFL= -0.011" @ 5'. 8,6'. MAX HORI2..TL DEFL = 0.012" 0 5'•- 8.6° 14.00 DESIGN ASSUMES MOISTURE CONTENT DOES M 4x6 NOT EXCEED 19k AT TIME. OF MANUFACTURE. 7 o Design conforms to main w.nndforce-resisting system and components Cad cladding criteria. CV ?.. o Wind: 140 mph, h=21,Sft, TCOL-4.2,BCOL=6.0, ASCE 7.10, 1 ti, (All Heights), Enclased, Cat.2, Exp.B, MWFRS(Dir), o v load duration factor=1.6, nj Truss designed for wind loads • in the plane of the truss only. w �^ M 3x4 "°� 1 .._____.....� 0 ='� - M 3x4 ',n- r _U,c 0 .,, o a. M-3x6 , ` M-1.5x4 2-03-12 3-08-04 1-00 2-05-08 6-00 3-06.08 .90`0100 DULL NFART.BF4Lto'2,4:t1' OFE JOB NAME : 1 -A POLYGON - CJ4 ' ° R .. __ Scale: 0.4748 1n�.') �' ..-WARNINGS: ST/T4SIAL 14#7E$ enlete thriew110 noted i - . 4 I Builder and erection POW:KW should be advised of all General Notes I,'NI deggfn 4e tesec4 Only 544aa 1n0 pwlllnrofeu'40,1,""&'4 0 Of an 0K118,83,84 /al . 'n'1 w P - ,t; Truss" CJ and Warnings before coeslmtmn Commences 1Milkhg Cdn�rx),0•ts 41 4011./of de0it 401001 rd1erm anrt;Mepdr 2 2x4 compression web booing roust be lostalled wham shown+: mGanrsnSas as pt rmznpansnl4y.Shx+'-C00Fl[r3i ?p of)00 00010bsr,daf> %4 a. GCsga sssultlae IDe SCP Cad b h 101044x014 ba ta)er,111y txaaeH at r'.- ' r £' 1 3..,Addalinnailempnrary bra=ng to Insure stab a•y during construction ..�. :. / , g a,c anr}at tar'1I 1*%pittS 140 en`.aa$vot4O fn,Ovp ta.t41'1a OE)O!l DES. BY: BS is the respo stbibly of the ereolor;Additional permanent.bracing of 5areWsm rs 5haathxtq 61,01 as piyvOked shaithatprre:'6M,OtCi*Mitt'tt, DATE: 5/1612014 the overall structure is the responsibility of the building designer.: 3 2x k,nonoT& g`ftg dr,alma,b"46.4 regtnt18 salre?n lhcawn a" Q(1E(3: ;m- SEQ.r-s r� A q 8 No load should be applied to any component until alter all bracing and 4 /eolpe84100 41 0n40 is the r00000sa iy 4t the reapEcrlwe tenlraater ' SEQ. : 5931248 fasteners are complete and al no time should any loads greater than a 13ws4n yme>1ru100 es S I Ne used et A ldl-I' Siva eaahrasnllnala `.7 design lands be applied to any component. and ore for"dry dandelion of use, (,i' 7 1^( TRANS I D: 398916 S::t.ompu frus ams no control over and assumes no responsibility for the 6.Ql.xl ri nswr es full bt 1 ng el ell supports shows::Shire or wedge.if p rab4Wlion,handling,shipment and'installation of components y nedassary.. tf r,1 p resign assumes aleflmnlal)e Is provided A1�C1 9;This design.Is furnished subject to the limllanons set forth by 8 Piales shall be IaCe'ed on boin faces of Miss,and placed s0 their Center MUR I H MI lIIII TP4yTCA in SCSI.copies of which will ba fie/listed upon request. MiTek USA.Inc:/ConpuT040 Software 7f.tf1LIZ . line coincide with joint center 11n mea, gNil indicate size df 0) oI1LhaS. 10 For basic connector plate design values see CSR-1311,ESR-1 088(kb TOO EXPIRES'12/31/2014 IIT I III This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDFIGg=1.00 TC: 2x4 HOOF A1d8TR LOAD DURATION INCREASE - 1.15 1-2°) 0).86 2-7°) -81) 107 7-8e) 0) 18 BC: 2x4 KOPF #16670 SPACED 24.0' 0.C. 2.3°(-179),'26 6.8=(-104) 137 6.3=) 0) 52 WEBS: 2x4 KDDF STAND 3-4*( -58) 45 3-8'(-163) 125 LOADING 4-5=) 0,i.' 0 TC LATERAL SUPPORT<- 12'0{. UON. LL( 25.0)*Dl( 7.0) ON TOP CHORD- 32.0'PSF BC LATERAL SUPPORT <n 12'0C, UON. DL ON BOTTOM CHORD = 10.0.PSF TOTAL. LOAD * 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.:0" LOCATIONS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) C'- 0.0' ..17/ 3560 •82/ 193H 5.50' 0.57 KDDF ( 625) Connector plate prefix designators: 3,- 10.8° -95/ 192V 0/ OH 1,50' 0.25 KDDF ( 625) C,CN,G18,C141B (or no prefix) - CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6-.. 0.0' ,10/ 109V 0/ OH 5.50' 0.17 KDDF ( 625) M,M201S,M1BHS,M16 _ RiTek MT series - - REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, BOTTOM CHORD CHECKED FOR LOPSF LIVE LOAD. TOP .0: ...:2L-L'.C.St4D.„Ca,6&,k&0. -tfi.Ct.r .02f1-..taG.1.ltt;...0it,.,2,4.21AF..,"SP40!12+.). AND BOTTOM CHORD LIVE LOADS ACT NON„CONCURRENTLY., VERTICAL DEFLECTION LIMITS: LL-L/240, TL-L1180 5-11-0B MAX Ll DEFL r-0.002' ,0 -1' 0.0' Allowed p 0.100' ""- ---�--� - „ MAX TL CREEP DEFL >•0.-003" 6. .1`, 0,0" Allowed * 0,133" MAX LL DEAL * 0,005' H 2'-.. 3,8' Allowed . 0.189" ' MAX TL CREEP DEAL -0,00'1" g 2' 3,6' Allowed W 0.225' MAX LL DEAL = MOO" B 0'::; 0.0" Allowed 0..,079' MAX BC PANEL. Ti.. DEFLa `O,DO8° H 4', 0-.2" Allowed . 0:;199" MAX HORIZ, L.L. DEF) ...,0.011" H 5i. R-B'. MAX HORIZ: TL DEFL *, 0.012° 2 5'- 8<6' DESIGN ASSUMES MOISTURE CONTENT DOES 12 ,.° NOT EXCEED 19%AT TIME OF MANUFACTURE, 14.00 Cosign conforms to main wan.dfbr:e-resisting system and components and cladding criteria- o Wind/ 140 mph, h-22.7ft, TCDD=4.2,9CDL=6.0, ASCE 7-10,.. Q'; (All. Hea.ghts), Enclosed, Cat.2, Exp,B, M'dliRSIDir)i co t o load duration factor-1.6, co: M-4x6 Truss designed for wind loads o-„ 3 in the plane of the truss only, I 'y co 0 co -8"` - -,,'-o 4 ' ... M-3x4 1 M-1.54 . r c)�,_. .. 0 x , CD 7 1 X1a ;'M-3x4 M-3x6 2.03.12 3-08-04 1-00 2-05-08 6.00 3-06-08 IP'400144.-Ft'.L"9_A3IlGS.;d.3.2*4,0 JOB NAME : 1 -A POLYGON - CJ6 -,:-...-...:,,,;\-i.... .4.0. -. 7%.. { r Scale: 0.3645 - J...0 • �;. WARNINGS. GENERAL NOTES,unless uth nsise noted: i! 1'sii ' g^s 7. I.Builder and erection contractor slmukl be advised of all General Notes 1 This design is based only upon the parameters shown and is for an individual : xd` fI'1b.. i"�i / - Truss: CJ 6 and 0M1amings before construction commences, building ootnponent Applicability of design parameters and proper 2,2e4 compression web baring must be installed where shown+.. Incorporation of camponent is the resporsRalily al the building designer g} S..Additional tam g g 2,.Design assumes the tap and bottom fiords to be laterally braced at S- / ( 4, // I,„ porary Wscin to insure ability dudn construction D o.c.and at 1D o.C.resperxlvef unless braced throughout their length by -} / t DES. BY: BS is •therespansibilityTithe ereaarAdditional permanent bracinof y g g g in Impair sheathing such as plywood guiieinhere s ao,, drywalKB(.7 DATE: 5/16/2014 the overall structure is the In any component of the building designer t In Impact hndgmg or lateral brandsg required where shown i+ pFNEGON rr�� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contract.. ✓ SEQ. : 5931 249 fasteners are complete and at no lime should any loads greeter then S:Design assumes busses are to be used In a non.cam>slve environment, / r design bads be applied to any component.: and are tar'dry xndtlion°of use � 1,, b TRANS I D; 39 6916 S cafacaTNa has au Centra,ever and..Sail,. a a mSpanelb,Ky lar the a Design assumes full bearing at WI Stlppods shows.shirtier Wedge If ---'Z-, \, '..- fabrication,handler shy necessary ^ ' g,shipment and Installation of Wrrmpanemis,: 7'.Design assumes adequate drainage is provided. `7 A N s.7 e..This design Is furnished subject❑the limitations set forth by e..Plates shall be Wooled on both feces of truss.and placed so their center (I I II I� I III HI I)III TPUm SCSI,rapes of will Es furnished uponrequest.. Ines coincide wehiap center Imes. i` g Da7Is indicate size atl male In inches. in non'ekusa,mc/CompinT .oSotware7cb(it.i-Z For basic connecter piste design valuesseeEER-tit1.ESR-/988(MiTek) EXPIRES:12/31/2014 - IIIIII IIIA This design prepared from computer input by PACIFIC LUMBER-BC 'UMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRrDDF(Cq=1,00 IC: 2x4 ROOF 0186TH LOAD 91380106 INCREASE = 1.15 1- 21 0) 86 2. 7=(-166) 191 7, 3=t 0) 44 BC: 2x4 KODF 1/188TR SPACED 24.0' 0.C. 2 3=(,282 112 7- 8.(-167) 189 3 8a ti-98` 180 WEBS: 204 KDOF 51AND 3- 4=(-187) 144 8-. 9=(-200) 203 8 4=t'-108 117 LOADING 3- 5=( 0) 0 d 9°)-239) 206 TO LATERAL SUPPORT <= 1205, KN.. LL) 25.0)+OL( 7.0) ON TOP CHORD= 32,0 POE 4- 6={ •28) 38 9r Ref -94) 53 BC LATERAL SUPPORT <= 12'0C, UON:- in ON BOTTOM CHORD= 10.6 PSP, TOTAL LOAD = 42,8 P50 ,_w,,,,,o. BEARING MAX VERT MAX HORZ BAG REQUIRED 800 AREA N▪OTE: 2x4 BRACING AT 24 CC VON FOR LI..= 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SO-IN, (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0 0.0:" ..102; 3968 -54/ 880 5,50" 0.63 KODF ( 625) »x ae.ax,.-= ss,„x- LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0.0' -33/ 2438 0/ OH 5.60" 0.39 KDDF ( 625) ec�a w>EmRx�= .a y.�an,v. 4FOUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING VET.- _ OVERHANGS: 12.7' 0..0" -L.,sD„_E::,O..,S."�.°L.FIi ,K,«G.�:Rr;iia d:`�..cD ~?p.l. 4t...4t Z1 '3 3D'«CLOX,,1 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Connector plate prefix designators' 0-09.08 AND BOTTOM CHORD LIVE LOADS ACI' 000.00:NCURRENTLY,, VERTICAL. DEFLECTION LIMITS: LL "2401 180 C,CN,C18,CN18 (or h0 prefix) = COapuT'•us, Inc 1' MAX LL DEFL = -0.002 0 -1': 0.0' Allowed. 0.100' M,M20NS,M18I1S,M16 . 6iTek MT seriesMAX IL CREEP DEFL - -0.003 @ -1` 0.0" Allowed + 0.133' 2-11-11 3-00-05 MAX BC PANEL LL DEFL = -0,003' @ 3' 11.6" Allowed = 0.129' '.' MAX BC PANEL TL REFI -0.005" 0 3%- 11.6' Allowed = 0.772" 1-11-08 0-02.11 3-00-05 --- MAX HORIZ, LL DEFL = •0,003" @ 5'- 8.5' MAX HORI2. TL DEFL = 0.002' @ 5'- 8.5" DES GN ES -,.....,2-01 .......... NOTIEXCEEDU119%ATTIMEMOISTURE CONTENT MANUFACTURE, 12 Design conforms to main windrorce-res sting M-3 ') system and components and cladding criteria, 14,00 M,5x$ Wind: 140 mph, h=21ft, TOL-4,0 BOOL-"n.0, ASCE '7-10, (Ail Heights), Enclosed, Cat.2, Exp B, MWFRS(Dir), load duration factor-1,6, Truss designed for ecoid leads , M-1,5x4 in the plane of the truss only, a; 2 r:, `-� , ,w M-3x4 . z , , , €. h e P- L'- � �M 5x6 M 3x4; ::.,.0. co ` 1 1. 1; M-1.5x4 M-3x4+ M-3x4+ ....c;3,75 12 0-07-12 I 1-09-12 3-06-08 M• 1-00 2-05-08 3-06-08 1-00 6.00 JOB NAME : 1 -A POLYGON - CJ3 Scale: 0.35771f Af..::-- WARNINGS: GENERAL NOTES,unless otherwise nosed: r ' 1 Builder and erection contractor should be advised of all Gensrai Notes 1.This deign is based only upon the narsmeters shown and is for on Individual 'it ! i�X r. [" and Warnings before construction comonancas. building componeot.Applicability of design parameters and proper '^ I Truss: GJ 3incorporation of component is the responsibihly of the building designer. :?..:..,;7p 2.204 compression web Oradea must be Installed where shown+.: 2.Design assumes the top and bottom Shards to soemay braced at .:+ / t, k.7.1 /( 3 Additional Temporary bracing to insure stability during construction 2'Pc.and Si 10 o.c,respectivelyueia5II It/senit throughout chair length by - DES. BY: BS is the nspansibr.ey of the erector.Additional permanent nradng Cl wntinucus sheathing such as plywnad shisairttng4T4Andfordrywali(aG) DATE: 5/16/2014 the overall structure Is the respenslWnty of lee building designer,. :3.20 Impact bndg ng or lateral bradng required where shown++ •,'s 4. 0 F L'GO 10 4 No load should be applied to any component until atter all bracing and 4. Installation dimes is the responsibility of the respective caniredor. a "'S SEQ. : 5931252 laser.s ore complete and et no los should any keds greater than S Design assumes noses ere to be used era non•cnrreswe environment, : 'rtr""t Y .:c' design(cads be app',etl to any sampans and ars far"dry,condition" full h hearing g use TRANS .' 1 I D: 398916 C sign loos has no Control over and assume no resprrslH:h y for the 6.005 10 assumes N otlaring et aft supports snown Seim dr wedge i! 1" 4 nn:assary. '">'.>`_.r.-7�N'.J� Iabr aetan,handling.shipment and Instalialion of components. 7.Design assumes adequate drainage Is provided •. f 6.:This design'a furnished subject in the limitations set forth by 5,Plates shall be located on both feces of Inas,and placed so their center (flI I I1III I1 II(I(II H i�(I�(I I 1 IPVv1TCA In 13001,capitis of elson will be Nrnistrnd upon request> lines coincide with Joint ate In Tires Iji I 9 Digits indicate size of plate in moves. MiToikUSA,Irte 7CcxnpuTru5 SoSwarp-t:6;5{1L)-E n For basic connector plate designvalie5 see ESR-1311,E5R-1ags(MITek) EXPIRES:12/31/2014 IIII (i II1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 406,000 Cq=1,00 IC: 254 ODE 41,BTR; LOAD DURATION INCREASE = 1.15 1. 2=( 0) 114 2-15.(.1092) 3530 15 3 ('3'41 1104 12 23=( -11 192 256 ROOF O'&8TR 73 SPACED 24.0" 0.0. 2- 3=/.4203)>1333 15-16.( -936) 2975 3-164)-76i)= 261 23-13.1.86) 107 BC: 2x6 KDDF 915,BTR; 3- 4=f-2710) 929 16-17.) -684) 2284 16. 4+t 0) 282 2x8 KODF N48BTR 84 LOADING 4 5=0,22807 904 17-18=1 -625) 2005 4-t741-4501 145 WEBS: 2x4 081E STAND; LL( 25.0/+OL'( 7.0) ON TOP CHORD - 32,0°PSF 5. 541,19101 813 19-20.) 0) 0 17 9'(-3251 789 244 OF STAND A; OL ON BOTTOM CHORD = 10,.0 PBF S. 8=4' O1:- 0 18.20=1.•675) 2082 17. 54)-4431' 277 2x6 NODE .MM2 8 TOTAL LOAD = 42,8:PSF 6 7=(.°20311 883 20-21=1.:-643) 1972 6-18+1.2071 525 7 9-1.20251 899 21-22=(', -661) 2023 18. 74)' -554 430 TO LATERAL SUPPORT < 12"OC UON LL '= 25 P5:= Ground Snoa (Pg) 9.11-I=1725/ 754 22 23=) -578) 1893 20 7=)-789'1 310 BC LA'T'ERAL SUPPORT <- 12'00..YON. 10.11-{.` 01` 0 23-14=1 -636) 1976 7.2°4( -66) 167 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(.2043); 834 21. 941 -22)[ 171 xxxxx.ex4..."..4"dx44.'54Xxxx,exhex. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET, 12-13=(-23O1) 630 9.0241-4921- 247 NOTE: 244 BRACING AT 24'OC JON- FOR 13.14=1..24411 824 11.224i-225) 711 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22.12=1-2631- 96 -xv..sa amssa.4xa =resaa= AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -axaa:caa �a NEARING MAX VERT MAX HORZ 5116 REQUIRED ERG AREA OVERHANGS: 24.0' 0,0" 15-11-11 4-06-10 15-11-11 LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) ............. ... W.w „ ,,w :,. .-.,..,-wu...•. _w•,...- ,,,.-. 0'- 0.0'. .436! 17710 -154) 168H 5.50' 2.83 KIOF ( 625) 8.1.554 or equal at non-structural 36'', 0.0'' ,3461 1533V Di OH 5.50" 2.45 ROOF ( 625) vertical members (Mon). 7-05-08 8-06-03 8-08-13 11-09-08 _v 8-3x4 where shown; Jts:4,6,0,12,16,21,Al 4-01-14 1.02.03 0-07-06 3-07-06 4-02,,01 .1A-ILD- ill--olio le iC zRiI 5 8 -1 oD!I.Ei 0---40.0840;DO'^' 1-1' 'F=1( -f_ -r VERTICAL DEFLECTION LIMITS: Li. 1!240, TL t/r6Q Connector plate prefix designators. MAXL QF O, 0' Allowed = 0.2C0" o 6,018 ,618 for no prefix) - CompuTrus, Inc 4-03-14 2.05.04 4-08-02 4-02-07 3-07-06 M X FL 038 0 2 O .". -. -�.r, --- .. ,( MAX TL CREEP DEFL 0;043 0 2'- 0.0" Allowed = 0.287:' t,..S:20H,.s,Mi BfiS,'A18 = Mitek MT series 1 x MAX LL DEFL = -0.123" 8 12'• 10::5' Allowed = 1.779' 0-07 MAX IL CREEP DEFL - -0.249" R 12'- 10.5" Allowed 4 2.372' 11-09-08 17 11-09-08 s` MAX HOR12. LL DEFL = 0.063' P 36'• 0.5' ., - ... .. MAX H0RI7, TO DEFT. = 0.108' H 36'- 0.5° M 3xg1 1 0 2-11 ; : _ y. '"+ DESIGN ASSUMES MOISTURE CONTENT DOES )4', 7,00 NOT EXCEED 150 AT TIME.OF MANUFACTURE, 7.G0 > i��� M-4x6 `<,", M-4x6 5 7( 9i s .. Design conforms to main win;iforce-resisting system and components and cladding criteria. r- M-3x6(S) * � �� a t •• i "^;,, a Wind: 140 mph, Ili 23 9ft, TOOL=4.2,DCO1=6.0, ASCE 7.10, an (All Heights), Enclosed, Cat.2, Esp.B, Mei:RS(0ir), o ( x. ri "'f^°" M-1.5x4 load duration fartnr=1.8 e v 1t 1 , ,,z� x l .!3 Truss designed for wind loads M 3x6 r � 1 "'< is the plane of the truss only. Ijm oM-3x8 il = ',,. , o rn^- , ; i ,_._.. .3,,44,,,...___..,�71 .• ooo aat 5 8 3x8 ° 2:D 2 2 2 3 11 4 , 0 o M 6x8 _.M 10x10 0.25= M 3x10 0 M-3x4+ M-3x4+ M-6x8 M-7x6(6) 3.75 2,92 --. 12 12 )- y -.y ), ), j ! 2-05.08 4-05-10 1-05-14 5-03-02 5-11-12 -05-004-03-14 5 084 03 14 1-07-07 5.07.08 5-03-04 2-00 10-05 2-00 21-07-08 12-10-08 23-07-08 2-00 36-06 -4a PR JOB NAME : 1 -A POLYGON - C2 4 -t � yy t )) L , 5 ala 18 'x l ( 'L • r WARNINGS: GENERAL NOTES unless otherwise noted' 71" " r ;,'+i C2 1,Builder and erection contractor shows be advised of an Genera:Notes I Tuts designs based only L n i e parern ler shown m a 1 is for an individual y 5 Truss: C 2 aro Warnings before construction commences building component,.'ppli€abea4y otOi ars ea4An fn netand proper t • f.L 2 2 4 ipres5 a b bracing need be instal'.d here shown+ nen,p�alto <f oongl<M1eiH a 006 tee0Otiflai Rf'Orion building designerX / r 2 Deignazsumes:helapandbe£tnruGRa44roNolaterallybracedal f ry f i DEC. �Y: BS 3 Additional te:r sora y brs ang to insure slatiky during const•ucl o^. Z o, a x1 t id o c sap H .,y unless braced th o gen d(hair length by is the responsibility of Thu erector Additional permanent brarAng of confnaaus sheathing such as plywood sheathing(TC)and/or drywatlICC) DATE: 5/16/2014 tho overall structure is De responsibility of the building designer. 3 x impact bridging Si lateral bracing required where shown 4 4...NO load shoed he applied,to any component un.4 after all brncst6 and 4.,.Irsraaaf on of truss is the respanaibi'ty of the respective contractor ." {7REGQ IN SEQ. : 59312 53 fasteners ora uon,olal¢and al no time should any loads greater than 5 Design annum s trusses are to be send in a non wr swe envirrnmanl s„3 design n7i loads be applied to any Crt'porant and are for'dry dull b on'of we. ,, 1r. -T„ TRANS I Q: 39 8916 b Compo fors hes no control over and assur ds rid recponzibility for Ili, 6 Lesion assumes full bearing a1 all.eufncns shown Mehr or wedge!! 1 gm t } fabrication,handling,sh,proent and installation of components. n Signa s .6 N G y4 7.Design assumes adequate drainage ce. loins, a 1' 5,.This design A furnished nthjeG to the limitations se,Tone by E.Plates shalt be ocawd on both faces of and.pieced so Derr center III I I II II I If I I Ill i II I II P'V:CA in 21C,SI,copies of whiG1 win be furnished ration request, Digit coincide•SIl pf pcenter lines 9 Digits cdsize.dfplate n.'cess. NNTetkUSA.Inc,/CompuTrus505049e7.6-6(1L)E 1,3 FOr basic connector plale design values see ESR,1 3 I 1,ESR,1 966(MiTers) EXPIRES:12/31/2014 1101 'II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 36-06-00 HIP-O SETBACK 6.00.00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1,00 TC: 204 OF 2400F• LOAD DURATION INCREASE = 1,15 (Non-Rep) 1 2=) 0) 114 2,15.(.16771 6949 15 3=) -466) 2331 12.23"( 0) 316 2+4 ROOF 0116TR T3; 2 3=).9243) 0041 15.15.(.1441)-5856 3.16=1,-1129) 197 23.13=(-73) 155 2x6 ROOF 9158TR T2 LOADING 3 4=1-5558) 5575 16.17=(.1286( 4743 16- 4=1 0) 421 BC: 2x6 KDIF #'&BTR; LL = 25 P&P Ground Snow (Pg) 4 5=)-5002).1645 17.18.(.1382) 4541 4-17=( -568) 110 2+8 ODE a1aBTR 64 IC UNIF LL( 50.0)+DL( 14,01= 64.0 PLF 0'- 0,0' TO 12"- 0.0' V 5• 6=( 0) 0 19.20=) 0) 0 17- 5=( -495) 1646 WEBS: 244 K)UF STAND; TC UNIF LL( 100-0)+0L( 28,0)n 128.0 PLF 12', 0 0 TO 24'. 6.0' V. 0 7=(-4279) 1455 18.20=(.1463) 4663 17. 7.(-)204) 593 2x4 OF STAND A; TC UNIF LL( 50,0)+DL( 14.0). 64.0 PLF 24'- 6,0' TO 36.'- 8.0' V 8=(-4593) 1600 20.21=(,1394) 4419 7.18=1 -397) 1053 2x6 K6DF 42 B BC UNIF Ll( 0,0)+OL( 40)01.= 40:::0 PLF 0.. 0..0° TO 36°, CO' V 6- 9=(-4540) 1633 21.22=(-1443) 4537 18- 8=) -228) 1025 2tI1=(-3869) 1339 22.23=r1124) 3981 20. 81-1763) 668 TC !LATERAL SUPPORT . 12"0C 000... TO CONC LLI 500.0)'.+DL( 140.0)* 640,0' LRS 4 12'- 070' 10-11.) 0) 0 23..14=(,.1085) 3948 8.2'-( -34) 211 6C LATERAL SUPPORT r 12'00. (JO,; IC CONE) LL( 500,0)+DL( 140.0)= 640,0 LOS 4 24'- 6,0' 11,12.(-4488) 1504 21. 0=( 0) 297 12 13=)-4705) 1364 9.22=('1106) 530 M = =xx , LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11,14=1-4825) 1350 11-22=) -270) 1236 NOTE: 2+4 96401N0 A 24"OCEON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING !MET, 22-12=( -315) 126 ALL FLAT OP CFORO AREAS NOT SHEATHED :a= :o-�= =: «4 BOTTOM CHORD CHECKED FOR 1005= LIVE LOAD, TOP BEARING MAX VERT MAX HORZ BAG 660018EO BRG AREA #_ _____ + AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY; LOCATIONS REACTIONS REACTIONS SIZE 50.114,. (SPECIES) OVERHANGS: 24.0" 0.0' 0'- 0.0' -832/ 3176V =1521 165H 5.50° 5.08 KDDF ( 625) + Laterally brace to roof diaphragm. 36'- 6.0' -745! 2938V 04 OH 5,50' 4.70 KDDF 1 6251 M-364 whore Orson; JTs:4,7,9,12,16,21,23 ,- Connector plate predesignators: ,. 2: ''.'3d-"t-Ck '"rl,7oc I6`:.ai.09i:' 2.L.1.S,_ALIA"",.O 'OH&CAnG°.,. C,M,018,11418 (or no prefix) = CompuTrus, Inc 0-06-14 v RTICAL DEFLECTION LIMIT; L=L/240, IL=L/180 t',M20HS,M18Hsrf116 = MiTek 617 series ,tr-( MAX LL ()EFL = -0.092- t° 2' 0.0' Allowed = 0.200' MAX TL CREEP DEFL ' .0,039 @ 2 0,0' Allowed = 0,267' ..11 ta: Heel to plate corner 2.00' 0-07-05 MAX LL DEFT.. _ .0,258" P 12' 0,5°` Allowed = 1..779' ,(-,) MAX TL. CREEP DEFL = -0.511" a 12'• 10,5' Allowed = 2:372' 11-11-11 12-06-10 11-11-'1 ✓,,.,,..:�r. _._.,........_.... _ ,_....— MAX HORIZ. LL DEF(. = 0.131' 4 36'. 0,5' 4-01-14 2-05.04 4-02-15 3-07-06 4-02-01 MAX 60812. TL OEFL = 0.216" 0 's6 0,5' . —^•^^'•—.ter' --`� 't' "f'1 • 1 "� ? ` '. CESIGH ASSUMES MOISTURE CONTENT GOES 2-11 4-03-14 5-03-02 0-06.14 3-07-06NOT EXCEED 19%AT TIME OF MANUFACTURE,. 11-09-0811-09-08 Design conforms to main wiodfurce-resisting r` i° system and components and cladding criteria. 44 12 M-4x10 640 M-,x8 �M- x10 12 Windt 140 mph, h=22.7ft TOOL=4.2,DCOL=6.0ASCE 7.10, 7,00I (All Heights), Enclosed, Cat.2, Exp 8, EEAFRS(Uir), 7.00 load duration ranter 1;6, , 4` )" '7... -""---- _�� Truss designed for wind loads r'" a g :. t '+ �2 in the plane of the Truss only. o r7 1 :' xy a0.4 1.5X4 M 3x10 r , ,) ' 1 'ti., m c, M18MS 3x18 1 M-3x10 Q 14 ( 1 '1 ao :' „,,„,,,,,,,._.--4K-..14-18 16 < 17 ', `¢ M 3x8 tg 23 2' 0,2�� 23 ) 1a o W:.M-8x8 o G M-3x4+ n .-M-10x10 M-6x16 2.92 CD 114-3X4+ Q 12 M-7x8(S) 3.75 12 A”- ' 2-05-08 4.03.14 4-05-101-07-07 5-07-08 5-03-02 5-0- 03 04 5-11-12 2-00 2-05-08 10-05 2-00 21-07-08 12-10-08 23-07-08 2-00 36-06 JOB NAME : 1 A POLYGON - Cl alp; ,13 , ;� NA `' ., s..WARNINGS: GENERAL NOTES,unless otherwise noted „,,,,,,. + 7 } "'�' Cl1 Racer and emotion contractor should be advised 01 all General Notes 4.The S444iypo rS 044Rd o,4y4pnq Me ransstere srr00=0 ansa Ot111 04 0,0=.aauui ;I � F' ;, Truss: C and Wamings helore construction core w,w cos: +54001 ecamawaa 4tWl+0a6gay Orlardrac pareeelle+a add saw (- L 2 2x4 compression web bracing mus:be installed where shown�. '0+644y 10,00 41 4rntl00+04 4054'4ep13f1Sm4itp 411.1q L+3idknO Wore 00.000100004W 2 3.Adtlaional terovary bracing lC rnsura slObrl,1Y Qunng cnnswahon `,To00000wsn+ae thtar,sad 00 Wet"'60000:0 aft nP a e..004 41 I6.0,0 re rlr'aeir 01lle0$¢rdc4d lhc4 'asnt htg7 0k'+4A DES. BY: BS 's he responsibility or the ereaor Addaie00'permanent bracing of $A1x4euwos S,-eeehJ3lttk14+F4wWTHII u0Rl+IH4404°TcI H,al,0+415 meA : DATE: 5/16/2014 the overall structure is the responsibility of the building designer er. 3 Os 0npa0,0;4000 ra 4:9049,00004'e1#9rad Where Strewn++ g OREGON SEQ. : 5931254 4.No Mad sne,ld be spoiled to any component until atter an bracing and 4 100100004tlruo,O0,0 rosp000'sAAy 4+4,010 roS4sotoH saranaxxr .1k : fasteners ace commie and a1 no time should any loads greater than 5 taesaah Ras 0)16110'40+/gala0R rca0dsn a 4400'00,nt0,'0$OIVAA00'r;6 0 , , design Ma ix be-polled to any component and are ro cry ounolllon of 4,0 - .fl"/ 1 1 w TRANS I D: 398916 5 ,tom'Trus has no control over enc assumes no responsibility for The 6 Design as,u+1 "1 4ea I O at all snpponshShim s ow9 cr wedge'I fabrication.handlin shipment and installation o1 components Design n>. g. Po 7. necessary assumes adequate drainage is pruvidrr4i. 6:.This design is famished subject to the limitations set 4Onh by 0.Plates she be Ixated on both faces of trues,and placed so their center 111 1 hill(1I�I III(iIl I11)�I1II NI 7FIt�t:A in SCSI,civics of whirit will be rurnisNed upon request.. fines coincide wlo joint center lines .. 11 I IMI 9.Digits indicate sae oprate in inches. 1 fM PES:12 1/2014 M14i7ek USA,Inc:ICampiaTrus SQftWHte Z6 6(1 i)-E 10.For basic:nn-necior platedesign values see ESR•1311.:ESR-1989(Mi"ex; / IIAll This design prepared from computer input by ` PACIFIC LUMBER-BC LOOSER SPECIFICATIONS TRUSS SPAN 36'- 6,0' IBC 2012 MAX MEMBER FORGES 41R/DDF/Cq=1.00 TD: 2x4 HDDF 4188TR LOAD DURATION INCREASE = 1,15 1- 2.E 0) 114 2-11=(."523}-:3198 11- 3-8,123I 1029 7.16=( -29):486 BC: 2x4 <DDF 010BTR SPACED 24.0" 0.0. 2- 3=(-.3893)'708 11-12*.(-472( 2846 3-12=(-6691 216 16- 8=(.224).}192 WEBS 2x4 KOOF STAND; 3 4={-2613)'-',490 12.13=(-286) 2184 12- 4=i 0) 339 2x4 DF STAND A LOADING 4. 5=}„2083):486 14-15=1 -81 58 4.13=(-576) 150 LL( 25.0)C0L( 7.01 ON T01 CHORD w 32.0 PSF 5- 6.4-2091) 621 15 16=(=211€'1642 5-13.4-364) 253 IC LATERAL SUPPORT <= 12'OC. DON, DL. ON BOTTOM CHORD= 10.0 PSF 6- 7-(-1560) 458 16- 9-(-342}-1937 14-13.i 0)' 70 BC LATERAL SUPPORT c_ 12-0C. 000,, TOTAL LOAD= 42.0 PSF 7. 8.).21741 478 13' 6')):-3331: 1047 8- 9-3.24011;475 13-16=f-1301 1192 OVERHANGS: 24.0' 24.0' LI. 25 PSF Ground Snow (Pg) 9-10.i 0) 114 6-115.4-110) 632 15. 7=1-6751' 265 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PIF LIMITED STORAGE C,CN,C18,018 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S1 SPECIFIED 8Y IBC 2012. BEARING MAX VERT MAX NOR3.: SRO REOLIIRED BAG AREA M,M20HS,M18HS,M16 = Miiek MY series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, LOCATIONS REACTIONS REACTIONS SIZE SO.2B, (SPECIES) 0'- 0.0" •314/ 17610 270/ 2700 5,50' 2.82 KCDF I°: 625} 36'- 6 0' .313/ 17610 0/ OH 5,50` 2.82 HOOF 1 6251 .a a r E ;a.QsrG. ZL.�0S.iStI1.,,.0tA90�S7__2.wre.51 `_W;73u. a,:34...0e_i.aV,00,: VERTICAL DEFLECTION LIMITS; LL=1.12401,TL-1/1B0 MAX LL DEFL = -0.036' 0 -2 - 0.0' -.Allowed.4 0,200' MAX TL CREEP DEFL = -0.043' 4 -2 - 0.0' Allowedc= 0.,267` MAX LL DEFL = -0.142'4 12'- !1,4' Allowed:..r: '7,779' MAX TL CREEP DEFL = -0.282' 8 12'- 11.4" Allowed a= 2,372' MAX LL DEFL.= -0.036' 0 38 - 6.0" Allowed:i 0.200' MAX TL CREEP DEFL = -0.043' 0 36'- 6.0' Allowed = D.267°' 18-0318.03 MAX HORIZ. LL DEFL - 0,002' 8 36'- 0.5' 2-09 5-00-12 502 08 01 6-01-10 5.11-14 6-03-03 MAX HORIZ. TL DEFL = 0.137' 8 36'• 0.5' DESIGN ASSUMES MOISTURE CONTENT DOES 1212 NOT EXCEED 19N Al TIME OF MANUFACTURE. 7.00 12M-6x8 7.00 Design Conforms to main windforce-resisting 6 ' system and components and cladding criteria, ^,y'x Wind: 140 mph h=24.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, eft td 5x6(S) (All. Heights), Enclosed, Cat.2, EXp.B, M15FR.S(O.i.r), r it 5,7 load duration factor=1,6 • M-1,5x4 Truss designed for wind loads .„,-, 0.25" in the plane of the truss only. M-5x6(S) ,, ` 't '. 0 0.25", „" '" 1.. H 1 ` `, M-1.5x4 M-444 \ r. 0 o hi 5Y6 V' . r- to 15x8 M f 12 ,...' )3 o2 M Sx6 Md 3x4 )N.,==•5--.5.),...7--...,„..741.--_,;;;:--•••••••••••••••-• 4x8 0.255 M-3x6)=9 "'3 o M-3x4+ M-6x6 8 M-3x4+ 3.75 M-1.5x4 ( ) 12 2.05.05` 5-00-12 5-06 ; 5.02 12 9-00-12 9-02-04 2-00 2-05-08 10-05 23-07-08 2-00, 2-00 36-06 2.00 JOB NAME: 1 -A POLYGON - C3 ,' Y, ', . 0p sca e: 0.1475 ,., :'-'040"'-41.7.,9t:,;„.{ WARNINGS: GENERAL NOTES unless olheawNe noted: 1 Builder and emotion convenor should be advised of all General Notes 1 This; sit:s based only upon the parameters shown and is Mr an individual 4 : xj 1 L /tar f s Truss: C3 and Warnings before construction commences ; b ,ding component.Applicability of design Parameters and r oo 1 ? 2 2,44 compression web bracing must be instal V where shown+, incorporation f component is the respons bihly of rhe building oesg per g t 2 Design assumes the lop and bottom Chords to be laterally braced at 3 Additional rempo•ary bracing lv lis re stabirny,luring nruimction DES. BY: BS s the responsibility of the erecdo1 Additional pennanonl braung or 2 o r;and al o o c;respectively unless braced throughout thea length by DATE: 5/16/2014 y continuous sheathing such as plywood eWired whet Ct andrei drywall(68) ,he overall structure s the responsibility of the buildingdesigner 3 2z imod bridging or lateral bracing peau r.d where shown 1i. r- 4 No load should be spoked to any Component until aver all bracing and 4. Installation of truss is the responsibility of the respective contractor. �R„w OREGON SEQ. : 593125 5 fasteners ora oontri le and at no time should any toads greater Ihan Design 1SSntrieS lrussas are to be used n n>n-corrosive environment, f ? CS design Wads Do applied to any component an"'' ntl ora for"dry can0a cn dt use "'E fC�,ta 11 TRANS I D: 39 8916 5 CompuTrus has no control over antl assumes no responsibility for Ne 6 an"''assumes fol"'""bearing Cl all supports shown Shim or wedge if f Mtn icalio n.noodlinr,shipment and Installation of ram is necessary 6.= GANG -.. ran 7 Design 11011bassumes adequate drainage is Provided. W,�ty Ij 6..This design is furnished subjen to the limitations set ronh by 9.Prates shall be located on both faces of truss,and piaxd so their renter 1111111111311111111111 TPI.'YvTCA in ECM,copies of wni will be furnished upon request Imes coincide with Joint Center Imes g Digits indicate sdza of plata In Inches. ME'TSk USA,Ind/(-ornpci FNS Software 7.0 6(1 L)-E: 10.:For basic connector plate design values see ESR-1311,ESR-1988(Milex) EXPIRES:12/31/2014 11I I IIIIIII This design prepared from computer input by t1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0° IBC 2012 MAX MEMBER FORCES 4WR/DOF(CT=1.00 IC; 2x4 KODP =;ABTA LOAD DURATION INCREASE = 1.15 1- 2=i 01 86 2- 6=( -80) 171 Fi 3=) 0) 44 6C; 2x4 KOEF 8150"R SPACED 24.0' C.C. 2- 3-1.2821. 45 6. 7=) -811) 170 3, 7.1 ,84) 180 WEBS: 2x4 KDOF STAND 3. 4.(-187) 66 7- 8-(-117) 203 4=1:105) 108 LOADING 4 5=1: -287:35 4 5=1-239) 112 TC LATERAL SUPPORT 24'0C. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD . 32.8 POP 8 5';( •54) 53 BC LATERAL SUPPORT o- 12'01. 0ON> EL ON BOT'T'OM CHORD = 10.0 PEP TOTAL LOAD = 42,0P51 BEARING MAX VERT MAX HOHZ 6RG REQUIRED BPG AREA LOCATIONS REACTIONS REACTIONS SIZE SOAR, (SPECIES' NOTE: 21(4 BRACING AT 24"OC UON. FOR L.L. 25 POP Ground Snow (Pg) 0'- 0.0' -82/ 3960 -54/ 874 5.50' 0.63 KODF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 6'• 0.0' -•28/ 2430 0/ ON 5.50' 0.39 400F ( 6251: rasnx::__,.-sr„.sn.Ara___..:.:...=eraras...e.._-z..r LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF TIC 2012 AND IRC 2012 NOT BEING MET, OVERHANGS; 12.0' " 3f_ " 4r$" 8a Cli.{ 53& i>+ir (t..„- 2»<.°w, -a ciii BOffOM CHORE CHECKED FOR tOPSF .'YE LOAD. TOP JfRTICA!.. DEFLECTION LIMITS; ll=1/240, Tl 11 8ti Conre for plate prefix designators; AND BOTTOM CHORD LIVE LOULOADS ACT NON.CONCURRENTLY. MAX LL DEFL 0.003' 0 -1` 0.0' Allowed = 0,100' C,CN,.18,CN18 (or no prefix) CompuTrus, Inc MAX TL CREEP DEFL 0_003" P -1 0.0' Allowed 33' Prl;:MZOHS,M;BHS,k116 "diTok MT series 111 11 _.......-... QO OS MAX BC PANEL LL 3EFL = .0.003' 4 3 - 11,6' Allowed . 0.129" MAX 7C PANEL IL DEFL . 0.005 4 4'- 1.0' Allowed 0.255" 1-11.11 3-09.05+ 3.03 3 MAX HORI2. LL DEFL = •0.002" 8 5' 8.5` 1� n„ MAX HERIZ. TL DEFL = 0.002" 8 5'• 8.5' 12 14 00 M-5X6 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1St AT TIME OF MANUFACTURE M-3x4 M-1.5x4 '''l Design conforms to main windforce-resisting system and components and cladding criteria. f�1 t :„}_. Wind: 140 mph, h020.4ft, TCOL=4.2,8CDL=6,0, ASCE 7.10, �1 ilii I„ ; 1`T (All. Heights), Enclosed, Cat.2, 057.8, MWFRS(Dir), load duration factor•1.6, o ( 1 o Truss designed for wind loads o ( ( in the plane of the truss only. r �, M 3x4 I mij �7 M-5x6 M 3x4 E v sx p o .0 M-1.5x4] • y , M-3x4+ M-3x4+ 3.75 12 1-09-12 0-07-12 3-06-08 1.00 2-05.08 3-06-08 1-00 6-00 • 0PRO p JOB NAME: 1 -A POLYGON CJ2 Scale; 0.4680 r0 ...4.k.,")'� `� WARNINGS: GENERAL NOTES,unless otherwise noted r-a 44 1..Builder and edion contractor should be advised of all O°.feral Notes 1..This design is based only upon the parameters shown and is for an individual2 I� r 3 Truss; CJ 2 and Warnings before construction commences barring component Applicability of design parameters and{roper 2.204 compression web bracing most hr installed where shown+, incorporation of component is the responsibility of the budding designer ,•-'"; a 3:.Additional temporary brawn o insure stabilityUuri", Consbudion 2 Design assumes the top and bottom chords to ha laterally braced al is the responslbilly of the cruder Additional ermanent bracing of 2 o c.:and at 10'O..c rospedively unless braced throughout their length by DES. BY: BS2 continuous sheathing such an plywood sheathing(TC)and/or dryweanti ) DATE: 5/16/2014 the overall structure is the responsibility of the building designer, 3 2,2 Impact bodging or lateral bracing required where shown++ {7nFtc, '4 3`tor1( 4 No load should be applied to any Component unts user all bracing and 4. Installation of truss is the responstladny of the raopeclive contractor rtyr - ) SEQ. ; 5931256 ta5'enere We aimpleie and at r a r aho040 any leads greater then 5 Design assumes trusses are la be used in a non<01rsn ne environment, 8 a r)C3� design loads he applied W any component and are ror'dry condition"of use. "",..€€ E 8 TRANS I Q; 398 916 5 Compu7rus has no control over and assignee co responsibility for the b neG See assumes full bearing at all supports shown Shim or wedge if 'N 1rbnca1,00 ha riling.a'+iprrient and installation..!ca>mmmenis. 7 Design aosumes adequate drainage is provided A NOR 0,:This designs fuin?sired s abject to the limitations set hilt by 8,Plates shall be located on Loll farms of truss.and placed so their center I7II III 1I I illi 1illf I�t i PUUvTCA in BCSI,copies Cf whiGt will be famished upon requasG. Mires coinndcoincidecod?fo a fpaete inches in che, 9..Riess cd sae Orplcie k .. hM,Te'4USA.Inc lCampulruaSoftware 7.6:6(1L)-E 10 For basic connector pram design values sue ESR.1311,ESR-1588(MiTekl EXPIRES:12/31/2014 III I This design prepared from computer input by PACIFIC LUMBER-SC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6,0' IBC 2012 MAX MEMBER FORCES 4MR/DDF(Cq=1.00 TC: 2.4 K2DF 8163'0 LOAD DURATION INCREASE = 1.15 1- 2'; 01 114 2- 9=(-358) 20411 3. 9a 220) 188 BC: 2x4 KDDF 4108TR SPACED 24,01 0,0, 2- 3=('2400);490 9-10-(-228) 1738 9- .4.;''-24) 461 WEBS: 204 OOP STAND; 3- 4-;"2169}:469 10-11.1-217) 1651 4.1t 671) 265 2x4 OF STAND A LOADING 4- 5"1-15561.453 11. 8=(-366) 1439 10- Gel 288) 1166 LL( 25,011.0L( 7.0) ON 'OM CHORD = 32.0 ASP 5 6.i-15561 467 TO- 8.j:675) 264 IC _A.TERAL SUPPORT <- 121OC.,UON,: DL ON BOTTOM CHORD = 10.0'.PSE 6- 7.;;,2171) 518 6-€"='i -41) 474 8. :-A.TERAL. SUPPORT 0' 12'0C, UON, TOTAL. LOAD = 42.01 POP 7- 8=(x24021.521 '''i- 7_(•226) 209 OVERHANGS: 24.0" 0,0' LL = 25 PSF Ground Snow (Pc) BEARING MAX VERT MAX HORZ ORB REQUIRED BRG AREA Connector plate prefix designators i BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE 50.16. (SPECIES C,CN,C18,CNi8 for no prt;fix) = COmpuTros, Inc LIVE LOAD AT LOCATION(S) SPECIFIED ST IBC 2012. 0'- 0.0" -117/ 17710 -2501 26311 5.50' 2.83 KODF ( 625) M,M20HS,M18H5,M16 = Mitek Mi series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PST,. 36'- 6,0' 426/ 1533V 0/ OH 5,50` 2.45 GDP ( 6251 i OR30 2 61IttL Clti9R.tt; 5: t2$.L.2 s .-i VERTICAL DEFLECTION LIMITS: 11=112.40, TL=Lf180 MAX LL DEPL = -0.036' @ -2 - 0.0' Allowed's 0,200' MAX TL CREEP DEFL _ -0.043' @ -21- 0.0' Allowed . 0-,267" MAX LL DEFL= -0.104' @ 181- 3,0' Allowed= 1.779' MAX TL CREEP DEFL _ -0.212' @ 16'• 3.0' Allowed = 2,372'' MAX HORIZ. LL DEFL = 0.049' @ 36'- 0.5' MAX HORIZ. IL DEFL = 0,081' @ 36'- 0.5' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED ION AT TIME OP MANUFACTURE. 18-03 18-03 - - Design conforms to main windforce-resisting 6-02.10 5-11-05 6-01-01 6.01.01 5-11-05 6-02-10 system and components and cladding criteria, Wind; 140 mph, h=24.6ft, ICOL=4.2,OCDL'E,O, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat,2, EXp,B, MWFRS(Dir), 7.00 '=-7.00 load duration factor=1.6 4.0' Truss designed for wind loads 5 ,,, in the plane of the truss only. Itwy tM-5x6(S) 3 w M-5x6(S) 0,25 0.25" M-1.5x4 1 -1.5x4 3 : k ' ) ` F, CP 1 lis ' :(n` o x M-3x6 M-3x4 1, 25" M-3x4 M 3x M-5x8(S) 9-03-02 8-11-14 8 11-14 9-03-022-00 36-06 0EO00 B000IRED;i HEEL(S). D PRo1:= JOB NAME: 1 -A POLYGON - C4 Scale: 0.1629 G' rrr WARNINGS OWWNM1QAL 040419 orh.49$,uhaoa,aeneep: y �,'7)-,f tt 1.,. 1,Builder and emotion cnniranr Should be adma0d of all Genera,Notes 0 'P1tte'Seapaorw o end Peiy Trow+Ma pa i,tats w 000n,e acdiOyurwn 888848 881 ` I'' SO P E/ " ,y 1 Truss: C 4and Warnings before 000Strur nn can mences M54455p auz'000R rn hpp0C,abaly dt40Sq n caratxetora 0ngtl(ops" i} 2:2,4compression web bracing must be Installed here shown e=CR:.00' §Mill 0.0110040'.:4 la a 0060400.11y or`aria 0.000atpdaag9000 / 3.A..drt onI temporary bracing rsure'1 1111 'Porno const motionDES. BY: BS I 2 0 0 888 xr,ne"via ln8 88 94 to n 0,0000l484101Ar800 088844 of ` 4.....„.., / { 1 .''..1 ( . ia the responsibility or the erector Additional permanent bracing or 2 Au .a!00 0 C rrtpp"tiivdiy 001t00,'MOW 4 u9houttnes ta4gi ttby 08188"8.881'14+n84..44.8M491yw#4449*411999a imoi,3o"3eywav,,Scl, DATE: 5/16/2014 the o verall Straotcw is Inc responsibility of the budding designer, 4 25be�xtt1 oral -e rue Ialsrwl lxt0c5f0 rtalrodw69t9 Sntxo a c 0 E O 4.No load should be applied to any component until after all bracing and H 18818130811 81 tads'0 the 4.0888188088 CII 198 r030AOalee 4vt'afotl,N .4� SEQ. : 5931257 listeners are complete and at no time should any loads greater than H I"eO'4"atsr mss t.,saac:Are rel'W uwr.O ii a O0*00NO3'w ellvkusuawoo. 1`Tam.• Ct and ars for dry condition*of use • - : TRANS I D: 398916 design loads be applied to any component 5 and are assumes full bion*o al ail suFpor`s Conan.Snim urwedge 4 - j' at^r ITnbG has no pnnlml over and assumes no r95pnrs piitY i0r the necessary ,fes-(��,^,,q \,,. e. to b000lian,haool:ng,abipr-an,and Instahation o;components 7 Design asumes adequate drainage Is provided.. a"t.X.;ry N G 1111111 6.This design 0.furnished subject t0100 limiiandn5 001 forth by a:;piate5 shalt oe located on both Woes of miss,and placed so their Canter I �1 1 IIIII€���SII 7c+I Cn Ir.wool,copies of which will be furnished upon kW,9est.. lines coincide with join)ate In net,.. g Rig Is indicate alis of plate In ncnes F;:iTek USA,InclCompuTrun Software 7.fs.6(1L)-h 10.Forbash;connectorplete.design values see 6811-1311,ES12-19B5(MTekl EXPIRES:12131/2014 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC (.:UMBER SPECIFICATIONS TRUSS SPAN 6'- 4.5' IBC 2012 MAX MEMBER FORCES 4WR/UDF1Cq=1,00 7C: 254 KDDF 018BTR LOAD DURATION INCREASE = 1.15 '1.2=( 0) 86 2-6=(-17) 155 8-3=(0) 183 BC: 254 KDDF 418BTR SPACED 24.0' O.C. 2-3=(-290) 87 6.4-(.17) 155 WEBS: 254 KODF STAND 3.4=(-299) 87 LOADING 4-5=( 0) 86 TC LATERAL SUPPORT <= 12'0C,.(ION. LL( 25.0)45L$'. 7.0) ON TOP CHORD = 32,0 PSF BC LATERAL SUPPORT x= 12'OC. UON>... 'DL- ON BOTTOM CHORD = 10,9 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HOHZ BRG REQUIRED ERG AREA OVERHANGS: 12.0" 12,0' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) LL = 25 POE Ground Snow (Pg) 0'- 0.0' .74/ 4660 -141/ 1418 5,50' 0.75 NODE ( 625) Connector plate prefix designators: 6'- 4.5' --74/ 4660 01 OH 5.50' 0.75 KDDF 1625) C,CN,C18,CN1E (or no prefix) = ConpuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,0205S,M18H5,M15 MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, YD. Zi rittiiiTiEliGilinirI __, --"'""'" • BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD, TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL.-4.002' @ -1 9;,0" Allowed = 0.100' MAX IL CREEP DEFL m =30003' @ -1'- 1.0" Allowed = 0.133, 4-02-044-02-04 MAX LL DEFL,-0.002' @ 91• 4.5' Allowed = 0.100' 1 MAX TL CREEP DEFL* -0,003' @ 9-1 4.5' Allowed = 0,133" MAX TC PANEL LL Mart' 0.167' @ 3' 1,.0" Allowed = 0.3386 12 M-4x6 12 MAX TC PANEL TL DEFL= 0.162' @ 5;1- '1,0' Allowed = 0,582' 14.00 ,114.00 MAX HOAR. LL DEFL = 0.001' @ 7'- 11.0" 3 4.,V MAX HORIZ. TL DEFL = 0,001' @ 7' 11.0' DESIGN ASSUMES MOISTURE CONTENT DOES - - NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windferce-resisting system and components and cladding criteria. -11 Wind: 140 mph, 15=15ft, TC11L=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Dir), load duration factor=l.6, "rTruss designed for wind loads o in the plane of the truss only. .57 ' E I O O , T• �r 1 4co- M-3x4 M-1.5x4 M-3x42 4.02-04 4.02-04 1-00 8-04-08 1-00 P JOB NAME : 1 -A POLYGON - D2 Scale: D.4,Q60 , o 1 ,Ir .„,,,:: : 4. •?'.L7a,' WARNINGS: GENERAL NOTES,unless otherwise noted: 4i,,� ''1� S� 1 Builder and erection contractor should be advised of ai General Notes 1 TVs design s based only upon the parameters shown and is for an Individual 1r f"' 8(i-+ f Truss:" D2 and Warnings before construction cenenences building component Applicability of design parameters and proper 2 2x4 compression web bracing must be installed where shown incorporation of curn.01 st is lire responsibility of the building dasgnur, 3..Additional temporary braung to insure stability durum,w savchar: 2 Design assumes the lop and bottom chords to be laterally braced at •••••:,l, r, - 'z•frr( DES. BY' BS is the re 2`o C and at 10'no respectively unless braced throughout their length by responsibility of the erector Additional permanent gracing of continuous sheathing such as plywood sheathing(TC)and/or drywali(BC) DATE: 5/16/2014 the overall structure is the responsibility of the building designers 3 2x impact bridging or lateral bracing required where shown+5 �- SEQ. : 4.No load should ba applied to any component until alter all oracles and 4.Installationentrussis the responsibility of the respective contractor, 'OREGON 5931258 fasteners are complete and at no time should any leads greater then 5 Design assumes trusses are In be used er a non-corrosive environment, s design loads be applied to any rwmpnrrenI and are tot dry t o ditto of use 1 1.• • TRANS I D: 39 8916 5:CompuTrus hes no control over and assumes no responsibility for the 6.end are assumes ori bearing at all supports semenf.Shim or wedge If rracemery.. ,nf �'y. fabdcalion.handling,snipmem and Installation of components.. Design assumes adequate drainage is Provided. uA N G. 6. This design is furnished settled to the limitations set forth by 8 Plates shell be Mooted on both faces(dimes,and placed 5o Ihoir center IIIIII IIIII IIIII(III IIIII I III IIID(III(III 7PWViCA SCSI,copies of which will be furnished upon request lines wdcat with Joint at center i che. g.lines iscid°size of plata in rtines. MITekUSA,lnc,/CompuTrusSoRware7;.fi;6(tL)-G 1d..Forbasic.connector pate design values see ESR-1311,ESR-Salle(MiTek) EXPIRES:12/31/2014 Mill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6' 4.5' ,a&1.;, O.t1R2IO,Cf,.�i?Sy 0 f g„Jfe.Z 5„pif}...:(tk,L1 f ..at,;Z r iorcad::m0.:. TC: 204 RODE 8100TH LOAD DURATION INCREASE - 1.15 BC: 2x9 NUDE 81&BTR SPACED 24.0° O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 15%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <, 12`OC, UON.. LOADING Design conforms to main wiodforce.resistinc DC LATERAL SUPPORT - 12"OC, UON,: LL( 25.0)�DL( 7.0) ON TOP CHORD= 92.0 PSF system and components and cladding criteria. UL ON BOTTOM CHORD = 10,0 PSE' Connector plate prefix designators: TOTAL LOAD= 42.0 PSFr 'Wind:; 140 m h, h=15ft, TCOL=4,2,SC01.=6.Q, ASCE 7-10, 0,CN,CI6,CNIB (dr no prefix) = uompu'(rus, Inc P 6.,M20H5,M18HS,N16 = MiTek MT series LL = 25 POE Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, NWFRS(Dir), load duration factor=1.6, LIMITED STORAGEDOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET, in the pians of the truss only. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP axle andtrUSs on etar0ous bearing rat; S ., AND BOTTOM CHORD LIVE LOADS ACT NON CONC(1RRENTLY. !Refer or eOpa tub Ofie at ndud uar lfors, ilYgfer to i<ampMTrua gaple end detail for 4-02.04 4-02-04 iseeeplete spscltisatlanS 12 IIM•4x4 12 W 14.00 14.00 cx cl i • O 3 . f A r rill .....-:,.. �v ,. \ n CS M-3x4 M-3x4' 1-00 8-04.08 1.00 D PRS JOB NAME : 1 -A POLYGON - D1 Scale, 0.4207 ' ` WARNINGS: GENERAL NOTES,unless otherwise noted is; y», 1.Builder and erection contractor should be advised of as General Notes 1 This designs Lased only upon the parameters shown and Is for an Individual aT..9n a I Truss: D 1 and Warnings before construction commences [fulfilled component Applicability of design parameters end proper 2<2s4 compression web bracing must be installed where shover<. incorporation of component is the responsibility Ogre building designer 3>.Adelliornl lem ..? pnrety bearing to insure stability during roost talion • Design assumes the top and bottom chords In be laleraily braced al C,. DES. BY: BS is the rosponsi hitity cOhe erector:Additional permanent bracing of F oo.and et 1a'o-a;respectively unless braced throughout their length by the overact structure is the respanait>ile of the buildin des'nor„ continuous sheathing such as plywood sheath hcre s andlor drywell(BC) DATE: 5/16/2014 y 9 iO 3 2s rnpect bridging or lateral bracing required where shown e e r^� 4..No load should be applied to any component until alter all bracing and 4.:Installation of(fuss i5 the responsibility of the respective contractor: ° D EEs.ON SEQ. : 593125 9 fasteners ere nonlpiela and at no tree should any mads greater inan s.Design assumes lussas ere lobe used in a noncnnnslve environment 'i e. ....— TRANS loads be applied to any cab cvsanY and are for"dry condition'of use. t ' € 1 I" ' TRANS I D: 398916 5 t4NM Yep has PO control aver POO ala, 59 M bait,Orf Mrlhe a and ere or"dry onditi act'of use supports shown.Shim or wedge if Design febet:aMh,flBaHl+g,septette?orad hPSa qP OeetGoeMttte 4«. S:This design Is iwn nand seated to the lineations Set torch 7 Design assumes adequate drainage is proded .. GANG III I III III I I I I I III I HI Ell ® 9 Plates shall be locales on cbothenter oen.faceof Miss,and pieced a0 their center TPIAMCA in SCSI,copies of which will be furnished upon request. lines widcat with joint canter&nos. 9 Digits oindde axe of plata in incites, MfT'ekU5A,IhclCompliT'rus5ofware706(1L)-E 1a..ForbasicconnectorpatedesignvaluesseeESR•1311,ESR-189e(MiTef EXPIRES:12/31/2014 IPA!11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 6.5' IBC 2012 MAX MEMBER FORCES 4WA/D0F/CQ.=1.00 TC: 204 HOOF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-380) 389 1-5=(-252) 299 2-5=(-257) 259 BC: 2x4 HOOF y1&8TR SPACED 24.0' O.C. 2.3=(-303) 335 5-3=(-315) 284 WEBS: 2x4 DF STAND: 3.4e( -20) 9 204 HOOF k18.13TR A: LOADING 2x4 HOOF STAND B LL( 25.0)4DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HOR2 MRS REQUIRED BAG AREA TC LATERAL SUPPORT 0= 12"OC. UON, TOTAL LOAD= 42.0 PIF LOCATIONS REACTIONS REACTIONS SIZE SQ.INs (SPECIES) BC LATERAL SUPPORT o= 12'OC. UON.. 0'- 0.0' -32/ 3346 .159/ 259H 5.50" 0.53 HOOF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 6,5 '177/ 3526 0/ OH 5.50" 0.56 KOOF ( 625) Connector plate prefix designators: C,UN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL � .,� -rt ,t;; ;, a �; pi, ,.ati4, 00 8°CirgG M,M20HS,M18HS,M16 = MiTeh MT series REQUIREMENTS OF I8C 2012 AND IRE 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL-1(240, T1.4/180BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP MAX BC PANEL LL DEFL = -0.034' B 3'.. 3.a' Allowed a 0„272'' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL TL DEFL = -0.084" B 3'- 3,8' Allowedly. 0.563''' MAX MOBIL LL DEFL = 0.002'A .I`• 1;D` 3-04-10 2-10 02 0.03-12 MAX HOR12. IL DEFT = 0,002'A 4'• 1,D' ......w GN ES 12 OSIEXCEEDUi19%ATMOISTURE OF MANUFACTURE. M-1.5x4 4 14.0U ,�, ? > Design conforms to main windforce-resisting •fir' system and components and cladding criteria. Wind: 140 mph, h=1S,rift, TCDL=4,2,BC.OL-6.0, ASCE 7,10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed fur wind loads in the plane of the truss only. "£ I M-1.5x4 . 0 #, Q WEDGE REOUTAED AT HEFL(S1. ;1 { •' i C7 R ` ' r al o r: 15 'M-3x4 M 3x4; 6-01 0-05-08 6-06.08 x-ED pRore . JOB NAME : 1 -A POLYGON - E2 Scale: 0.3289 I 'S/.0. WARNINGS: GENERAL NOTES,unless otherwise noted: f*�};5°w.IIt l Yp 1 Guilder and erection contractor sho4d be advised of all General Notes 1 This designis based only upon the parameters shown and is for an individual 'R 1a(.4' tt Truss: E2 and Warnings before construction commences building component,Applicability of design parameters and proper .. ;fi 2..204 cornpreasmn web brach must be instated where shown r. incorporation of component Ls the responaibiely of the building designer, °v 3.Additional temporary bracngglo insure stability during construction must Design assumes the tap and bottom chords to be laterally braced at -(.W / ( >--"1.. /( DES. BY: BS is the responsibilityof the erector.Additional permanent bracing of 2 o:c::end at 1a'a,a respealvely unless braced lhmughaa their length by 9 continuous sheathing such as plywood sheathing(TC)andror drywall(BC) DATE: 5/16/2014 the overall structure is the responsibility of the building designer 3 2x Impact bridging or lateral Mating required where shown++ OREGON 4 Ne load shoals be applied to any component until after all biasing and 4 Installation of hues is the reeponsiblity of the respective contractor. S EQ. : 5931260 fasteners are complete and at no time should any loads greater than 5 Design assures trusses are to be used in a non-canosive environment. 1!",.? design loads be applied to any rxlnlpononl and ere assume audition"of use. y„' (.,H 1 1, TRANS I D: 398916 5 CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supporta shown Shim or wedge if fabrication.handtut,shipment end installation of components Design ars GA t<1 °4 . g npo 7.Design assumes cared one drainage isprovidedtmMed. 5.This design is famished sublact to the limitations net forth by 8..Plates shall be boated both tacos of truss,and placed so tack center III 11111111 III ILII IIIA H IIII TPI/WfrA in 9001.copies of which will be furnished upon request;. lines coincide with joint center lines, III I 111111 II 9. Digits indicate size of Gale,n inches. MiT"ek LISA Software 7..110)1L)-E 1s.Farbasic connector plote design values see ESN-1311,Eolt 14ae(M,fex) EXPIRES:12/3112014 `` 1This design prepared from computer input by I11�IIIlI)1iiII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'• 6.5" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 OF 41&BTR; LOAD DURATION INCREASE = 1.15 1-2=(-380).389 1-5=(-252) 299 2-5-(-257) 259 2x4 ROOF a1&BTR Ti SPACED 24.0" 0.1, 2-3=(-303 .335 5-3=(-315) 284 BI: 204 KDDF al&BTR 3.4a( •20'1 9 WEBS°, 204 DF STAND; - LOADING 2x4 ROOF ai&BTA A; LL( 25.0)OOL( 7.0) ON TOP CHORD z 32.0 PSF 2x4 ROOF STAND B - L ON BOTTOM CHORD_- 10.0 PSF BEARING MAX VERT MAX HORZ ARO REQUIRED RHO AREA TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) TC LATERAL SUPPORT <- 124.0C. UCN.. 01- 0.0' -32/ 334V >-159/ 259H 3.60' 0,53 KOCF t 625 SC LATERAL SUPPORT<= 12'01. UON. LL = 25 PSF Ground Snow (Pg) 6'- 6.5' -1771 352V 0/ OH 5.50' 0.56 RODE 1 625) M-1.504 nor equal at nostructural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL -� -- -------- - -- members (eon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING NET„ G0N0. 2. Ueaign cheokpd for sot( S rauf; B41.11.1.% °...label, Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L1180 Connector NIESplate {or prefix) = CompuTrus, Inc ANDTBOTTOMRCHORDCKED FOR 10PAC LIVE LOAD. TOP MAX BC PANEL LL DEFL = -0.034' M 3'- 3,3' Allowed � 0.272' M,CN,C1,MiBHS,(or = Mprek MT series LIVE LOADS ACT NON-CONCURRENTLY. MAX BC PANEL IL DEFL = -0.084' @ 3'. 3.3' Allowed : 0.363' 3-04-10 2-10-02 0-03-12 MAX HORIZ, LL DEFL = 0.002' @ 6'• 1.0" „ ....._.._.___._..._.... '( 402 OUTLAOKER NOTCHES CUT WITH CARE AT 2X IN-LET AREAS ONLY, MAX HORIZ. TL DEFL = 0.002' @ 6'- 1.0" 12- A4 1 5x4 DESIGN ASSUMES MOISTURE CONTENT COES 14.00 4 NOT EXCEED 19%AT TIME OF MANUFACTURE. 3 ., Refer to CompuTrus standard Design conforms to main windforce-resisting M;3stB gable end detail for complete system and components and cladding criteria. specificati.ons- i 3. Mind: 140 mph, h=15.4ft, TCOL=4.2,RCDL=6.X, ASCE 7.10, I' (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Oir), , 'F load duration factor=1.6, Truss designed for wind loads ,; , in the plane of the truss only. M-3xB ' Truss designed for 4x2 outlookers. USE 2x4 M-1.5x4 iw 1 `,� OF M1&BTR let-ins. Insure tight fit at each { ,:,o end of let•i.n. X3.",`,/ o i sd ( } d _--., , ... . . ..s o M-3x4 M 3x4 1 l 6-01 0-05-08 6-06-08 PRO/33A- JOB NAME : 1 -A POLYGON - El Scale: 0.3308 -�- %� )� �.. -�� WARNINGS: GENERAL NOTES,unless olhMmse noted: _ g P 'i 1.Builder and erection contractor should be advised or all General Notes I This design is based only upon the parameters shown end is for an individual : ix R Truss: E 1 and Warnings Cetera consiredion commences building component,Appirnbd ty of design parameters and proper 2<2x4 compression web bracing most be installed where shown a. incorporation of component*the responsibility of the bonding designer 2 Design assumes the top and bottom chords to be laterally braced at r f F ,':71 /r (,, 3.Atlr,e roll temporary bracing to insure stability during cl bracing eeco on n c Heti at 1LT ad respedivaly lm3 S.t3<aCSp 1M^p tsaut their length b --> r l ! t DES. BY: BS is the resporrsibirly of the eyed.Additional permanent bracing of g y Ile,,vr-,all'lt OOter$Is the,os nnsiidbl of the building designerirmniiepes.5h$atnina such as plywoaddt.Ared Kt(Tn1tenonrdrywell(BC) DATE: 5/16/2014 n y g 3 Ind m+dgus or lateral bretar4(mgatted wham obown++ Q 5931261 r� 4.No load shack(be applied to any component until alai all bracing and 4 installation of truss*the responsibility of the respective contractor. le OREGON SEQ. : 5 931 26 1 fasteners are compete and al no time should any loads grealerthan 5..Design assumes busses are to be used in a nue uonosive environment '"p . eX design loads be applied to any component: and are for"dry condition"of use �",. i ibi TRANS I D: 398916 5 Compu Trus has no control over and assumes no responsibiity keine a Design assumes dull bearing Mal supports shown.Shim erwedge if "f'; necessary: nn11 ,„. {ubncelion,nandlmg,shipment and installation of compnncnls. r Design assumes adequate drainage is provided, *,-7 rig iv G 0 'This design is furnished subjed to the limitations set forth by 0 Plates shall be located on broth faces of truss,and placed so their center 111111 I I I II III 111111 1111 TPINVTCA in BCS',copes of which will be furnished upon requestruof es coincide with)n corderdues, m Digs Indicate size of plate in inches hAiTekUS%A,Inc./CompuTndsSoftware7.6,6(1L)-E tb.ForbasicconnectorplatedesgnvaluesseeEST41311,ESR-19CS(Mnok) EXPIRES:12131/20'14 11I+IIEI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.0" ka. ..,:,;>E $,1,gI1„,bact«.,1.5£.„3ki a.lS#1i....41.tt_ 24 ".„..5('c5 TC: 2x4 KDDF HIEBTR LOAD DURATION INCREASE = 1,15 DESIGN ASSUMES MOISTURE CONTENT GOES DC: 2x4 KDDF N11BTR SPACED 24,0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE, IC LATERAL SUPPORT <= 12'01, UON... LOADING Design conforms to main wlndtarCa•resisting BC LATERAL SUPPORT c= 12'OC, SON. LL( 25.0)+DL( 7,0) ON TOP CHORD 32:0 PSF DL ON BOTTOM CHORD . 10,0 PSF system and Components and cladding criteria, Connector plate prefix designators: TOTAL LOAD = 42.0-PSF Wind: 140 mphl h=20.4ft, TCDL=4.2,BCOL=6.Q. ASCE 7-10, M,M2OHS,,ONIS (3r not iTek prefix) = rumpuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir•), f,M20H5,MiBHS,fd1B MiTeY MT series LL 25 POE Ground Snow {Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10p5F LIVE LOAD. TOP `Gable end truss on continuous bearing wall UON.` AND BOTTOM CHORD LIVE LOADS ACT NON•CONCURRENTLY. `Reeffer or equal typical at stud verticals. er to C4mpdTrus gable and detail for CCOglete xpecifiG0tioae. 1-11-08 1 11 08 12 12 14,00 HM-4x4 14,00 '1171' i 03 Os q • co j: 1' 1 O /ci O. O C, ...a..s,..t� ew.:.S 6........,,...,........�. -„,,:...z.._-,, O M-3x4 M-3x4 1-00 3-11 1-00 JOB NAME : 1 —A POLYGON F1 . 1 Scale: 0.5727 •r " • WARNINGS: GENERAL NOTES,unless otherwise noted: ,f a^� }` 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€ndlvidual , 'p�t»° � } Truss: F1 and Warnings before construction commences. building component,Applicability parameters ty of design parameteand proper ,P +�P 2 2x4 compression web bracing must be installed where snows+: Incorporation of component Is the responsibility of the building designer„ rte--, r o r 3.Additional temporary bracing to insure stability during construction 2:;Design I los the lap and lactam chords to be laterally traced al ,'3 j • g t DES. BY: BS - is the responsibility of the erector,Additional permanent bracing of Tac.and at 1a'o z.respectively unless braced tnmughnul their length by po y P A continuous sheathing such as plywood sheathing(TC)andfor dywall(BC). DATE: 5/16/2014 the overall sin:Gure is the responsibility of the building designer 3 24 Impact bridging or lateral bracing required where shown++ ;rn 1 4..No load should to applied to any component until after ell loaning and 4.Installation of boss is the responsibility cube respective contractor, OREGON 6 SEQ. : 5931262 fasteners am complete and at no lime should any loads greater than S.Design assumes trusses are to be used in a non-corrosive environment, -T C,1 design loads be applkxf M any component... Des ere i'ssume r full b or-'r"'8. f use qo f ^ ' 8 C a..Design assumes full bearing al all supports spawn,Shim of wedge it 7 TRANS ID: 390916 5 CompuTms has no control over and assumes no responsibility for the necessary Is,� fabrication,handling,shipment and installation of wmponelns- '7:.Uesgn assumes adequate drainage is p00205d: GA N G E This design A fumuned subject to the limilatrans set forth by a.-Plates shall be located on both(aces of truss,end placed so their center 11111111111111111111111111111111111111 P1 Wl CA t BCSI copies of which will be furnished upon request lines coincide aa WOOinJoint newer lines 9.Digits indicate size of plate MiTek USA,Inc lOompuTrus Software 7.O<G{1L)-E 10_FOr be.S,crnnnrcior plate design values see ESR-1311,ESR.19ee(MiTeki EXPIRES:12/31/2014 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR!DDF/Cq=1,90 IC: 2x4 KW 4188TR LOAD DURATION INCREASE= 1,15 1.2.-( 0) 104 2.5=(-63) 88 3.5=(-2O2) 195 BC: 204 KOOF 010970 SPACED 24.0" 0.C. 2-3=(-152) 160 WEBS: 2x4 0001 STAND 3.4=( •12) 5 LOADING TO LATERAL SUPPORT <= 12"0C. UON, LL( 25.0),DL( 7.0) ON TOP CHORD= 32.0 POE SC LATERAL SUPPORT<= 12"CC. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN, (SPECIES) OVERHANGS: 21.8° 1:0'. 0'- 0,0' "117/ 5130 --66/ 13BH 5.50'. 0,82 CODE , 625) LL = 25 POE Ground Snow (Pg) 5'- 9.0' -40/ 2330 0/ OH 5.50' 0,37 COOP :1 6251 Connector plate prefix designators: C,CN,CIB,CNIB (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16= (hied MT series REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET, 'e.4 '- -t1 'B deals EOL-16' -fS614-411111.E.,.B.t-1I .00•.4444^i'` i VERTICAL DEFLECTION LIMITS: LL'L/240, TLA/180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL'' •0.024 a •1' 0,5"': Allowed . 0,181'. AND BOTTOM CHORD LIVE LOADS ACT NON'CONCURRENTLY; MAX IL CREEP DEFL = •0.029 0 -1'. 9.$' Allowed . 0.242` MAX TC PANEL LL DEFL = 0.090" 4 3"-.,.. 1,t° Allowed 0.°372'' 5.05.04 0-03-12 MAX TC PANEL TL DEFL -0.084" 3 2'=31,0 Allowed =- 0,558' MAX HORIZ" LL DEFL. = 0.001" N 5'- 5,2' 12 M-1.5x4 a< MAX HORIZ. TL DEFL : 0.001" tb 5,, 5,2' 7.00I3 r: DESIGN ASSUMES MOISTURE CONTENT DOES 1 NOT EXCEED 19k AT TIME OF MANUFACTURE,. ,C'i IDesign conforms to main windforce-resisting •`' �, 1. system and components and cladding criteria. r'', - Wind;: 140 mph, .h=20,9ft, TCDL=4,2,0CDL=6.0, ASCE 7.10, (All Heights), Enclosed, Gat,2, Imp.B, MN RS(Diri,, • load duration factor.-.1.6, oy Truss designed for wind loads c., in the plane of the truss only, CO ;'Q 00 • • , 1 coi .._, _.w,...,..... .,_._�w ......, ,., .... --^arty...._ .,'v. CO ,` IM-3x4 M-1.5x4 5.05.04 0-03-12 1-09-12 5-09 JOB NAME: 1 -A POLYGON - G2 Scale= 0,5363 YINv ♦ �'.'. WARNINGS; GENERAL NOTES,unless otherwise noted• +'/ �",(,„ ? 1¢ /�n 1..Builder eon erection contracts should be advised of all General Notes 1 1001 ONO'es 64,0 ocdy 0000100 04144e4 1,4W1 444ou lane,,mO vidal ,/0 P /[,/! Truss: G 2 and W0nnngs before construction commences. 0081100 e4mOn ill"(APOIAb rity et dOgn{{srantent sod peoe m 2.2e4 compression web bracing must be installed where shown a. alaapteSbA5 of Vainttn+ient'zi Pie PeepOnsithddp af Ow balintadeated,: 3.Additional temporary Gracing to insure sIabiley during consOvction 2'GOa wlsOutnAe iha tap"4 boiwle:h,nr.0s tA1 htdatN 411ed et f- ( : �x l t,„,d, DES. BY: BS is the resgorxsihrdy of the etecior.Additional permanent bracing of 10'1*0 01oea o"",..t.006/4,41s,hsrtw Ill4s eraro�o€Ytlf63 WN thaid Is bg the overall sVuct,re is the nus ansiLdlit of the building des'net.. 23 t,ao.44 sh0athig a.lch as Myroe4 50 00 hesh 1 0tou.4/m(Axsx ) DATE: 5/1612014 p x nt ,m 3 .x1,r00*tdes,0txx„ateralhxsmrsfs04MOwh 0shcaea.0 4..No load should b e applied la any component until seer s I bracing and 4 PAntetteben:Ogees A the m40;04d414 km 004 F e 'A4 C£IMtkit , OREGON ' SEQ. : 5931263 fasteners am complete and at no time should any loads greater than 5 04,09.4.44.44 r40e7 fret to E»us00t o o0*00110,ti*5',4* V4e0, ''` , design loads be appited to nay component aweOes a€e foras"'thy rxmtss,o(,P qt Sa Pte''la, a ,'” TRANS I D: 398916 5 Compu7rus has no control over and assumes no responsibility for tea a UasMgn assumes tun bearing et all supporta shown Shim or wedge if _ rec0ssarY. ,. rabtication,handling,shipment and installation of components • O",tt�� r, Designassumes adequate Apt nage is pn,nn.1.: vANG II 1i1 I III iI1 III I VIII 1/1 I1II 5 This design is furnished 000100 to the Ilmaaiions set(Drib by 8 Plates shall be located on both(aces of toss,and placed so their center MINI VIII VIII IIII VIII IIII IIID Ell TPttWT.A In BCSI copies of viol+:((will be furnished Upon eequesl. lines winkle with Joint cents Imes, . g Diggs lydiealU size ofe plate nlnoheer Mi';etk USA,{rx_yCompu'IRrs Software 75:6(iL)'E to For basic connector plate design values see EER-1311,ESR-1988(MITek) EXrPIRES:12/31/2014 IIII!II, This design prepared from computer input by ( PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.0" :IBC 2012 MAX MEMBER FORCES 4WRIOOF/Cq=1.00 TC: 2x4 KDOF 018BTR LOAD DURATION INCREASE - 1.15 1.2kt 01 104 2.$=(-63) 88 3-5=(-202) 195 BC: 2x4 KDOF R180TR SPACED 24,0" O.C. 2-3C(•152) 160 WEBS: 2x4 KOOF STAND 3.4w(-°12) 5 LOADING TC LATERAL SUPPORT r 12'OC. UON, LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF SC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD= 10.0 PSF BEARING MAX VERT MAX HORZ BOG REOUIRED SRO AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.'IN,. )SPECIES) OVERHANGS; 21.8+' 0:0' 0'- 0.0° •117/ 513V -65/ 138H 5.50" 0.82'CDDF ( 625) LL= 25 PSF Ground Snow (Pg) 5'- 9.0° -401 233V 0/ OH 5.50" 0.37 KOPF ( 625) M-1.5x4 or equal at non-structural vertical members (air). LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '" REQUIREMENTS OF INC 2012 AND ITC 2012 NOT BEING MET. �k?s3Q......1;..»ZC, ,at[L,irt$+ for ref-Casi.._3..Difi-lPJ,s._ 2.:...O,t...1X.a S E.°f Connector plate prefix designators: VERTICAL DEFLECTION LIMITS; LL.1.1240, TL L/1800 C,CN,CI6,CN18 (or no prefix) = Compulrus, Inc BOTTOM CHORD CHECKED FOR 1OPSP LIVE LOAD. TOP MAX LL DEFL= -0.024' 9 -1'• 0.8' Allowed w' 0.101'' M,M2OHS,MIBHS,M16 = MiTek MT series AND BOTTOM CHORD LIVE LOADS ACT NON°CONCURRENTLY:,.. MAX'L CREEP DEFL= -0.029" 9 -1'- 900" Allowed ._ 0.242"` MAX TC PANEL LL DEFL - 0.090" P 3', 1,1' Allowed a_ 0,372"° 5-05-04 0°03.12'' MAX TC PANEL TL DEFL = -0.084" P 2'- 11.0' Allowed . 0.558 MAX HORIZ, LL DEFL = 0.001 C 6', 5°2'' 12 MAX HORIZ, TL DEFL = 0.001` 4 5'. 5.2' 7,00 M-1.5x4 4 ,A-F',;' DESIGN ASSUMES MOISTURE CONTENT DOES t , NOT EXCEED 19%5N AT TIME OF MANUFACTURE, ,i r'E,i Design conforms to main w.indtnrbe•resisting ,,, .•" system and components and cladding criteria. Wind: 140 mph, h-20.9ft, TCDL-4.2,8C0L-6,0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirt, _cad duration factor-l.5, a, Truss designed for wind leads c) in the plane of the truss only. co ,°`' ,,,,r 1 ) Refer to CompuTrus standard "' 4 ='� gable end detail for complete „.., r specifications. il ca 4 5 )M-3x4 M-1 5x4 1 • 1 �� -�- 5-05-04 0.03.12 1-09-12 5-09 JOB NAME : 1 -A POLYGON - G1 `•� ` (N ` Scale: 0.5356 t e a R + GENERAL OTE9 unless otherwise noted } v' &VA a derN z` P 1 6u:ldor end erection contractor should be advised of all C.4;nara!Notes 1 ?bislang Is based#Aly.b(,'+�?Ino R;l;'t�r'ai#FS shown and wk for an indi iCuai r ' °eF ( ':- ',/ ti, Truss: G1 and Warnings before construction commences buile xg tore MO€R�b#ly eedaft O r aatoatetera Mil tarrete 1. 'nd nompression web bracing mast be installed where shown+< Cdipdtaltdn of Ct;Vt�'1gtEan4 i6 elle 4a&f rtf�y Vibe bs:7tlaNj d�Ca ngr f •� ft r p 9 2 Design assumes the 1t and bottemfhaitle IP be laterally Closed at / -'!a 3 Additional temporary bracing to Ensure stability during construction 2'o c and al 10 o c PCF[at rgli ell onias9 wooed t.-rg ampul ittat by '-� ' DES. BY: BS Is the responsibility of the erector Additional permanent bradng of continuous sheathing Stich es ta!xwdntl afsi aPt 117Diarattee dr1iia ) DATE: 5/16/2014 are overall Ottudute is the responsibility of.he nu ldmB designer, 3 x,^Kaci 646666,5 66 ilfirili 6616669 relliikl6666afie 4,'anton.+ s 4.No load shnukt be applied to any component until after all bracing and 4 'natCtobnn of row is trft f66 ttrrlty'4"(6"464cots stoat. OREGON t," SEQ. : 5931264 fastemers are complete and at no lane shoutt any loads greater than S 3"esim00 rtrr2s^nP Va fan to 0"fif6616 a nen-caertaive.cnvf Immnent. "iact s''' • TRANS I D: 398916 design toads be applied to any component and are ie d y randNion rinse t-tr A, s.C 5 0Trus has no control over end assumes no responnlbe!ly far the 0 Do ignar assumes ms tr anng at err supports shown Shim or wedge i1 1 fabrication,handling,shipment end installation of components.. Design asessary ,<^•° 7: Fl en assumes adequate ale bath face is of truss, an t:t i.. 6:This design is furnished subject to the lirtdsl!ons set forth by a. rla:es shall he Incited an G'sth loves of ttUsS,and placed s+,MeV center VIII�)!REM VIII IIII VIII IIII IIII I'F'IMrTCA a1 BL51.:Gpips ofwhictE will be furnished upon raqur!s4. Digit coincide with joint plate 0 roes 1Digits indicate alio of plata to roes METeta USA,Inc../CnmpU7rvs Software 7 sa:h{1 L)-0 10 For basic connector plate design values see E5R-1311.ESO-1958(Wee) EXPIRES:12/31/2014 • 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONJS 5-09-00 GIRDER SUPPORTING 6•0R49' IBC 2012 MAX MEMBER FORCES 4WR10DF!Cq=1.00 7C: 2xd KODF +18678 LOAD DURATION INCREASE = 1,15 (104,er-._.. 1.2=(-14B) 157 1-4=(•62) 84 2.4=(-204) 188 BC: 2x6 ROOF elaSTR 2-3=( -12) 5 WEBS: 2x4 ROOF STAND LOADING LL = 25 P5F Ground Snow (Pg) TG LATERAL SUPPORT <- 1240C, tION> TC UN;z' «1( 50.0}+0L( 14.0)= 64,0 PLF 0' 0.0' TO 5=. 3.4"y.. BEARING MAX VERT MAX HORT SRO REQUIRED BRG AREA BC LATERAL SUPPORT <= 1210C UON. BC UNIF LL( 56,8)+DI.( 50,6)- 115.4.PLF 0'- 0;(01 TO S:"• 4.0' e 4`"' LOCATIONS REACTIONS AEAGTIONS SIZE 59,IN. (SPECIES) S'•- 0.0' ,881 526V : -591 1188 5.50' 0.65 ROOF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9„,0” -107/ 503V 0/ OH 5.50' 0.81 ROOF ( 625) C,CN,C18,CNI8 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET.. 54,5420HS,81OHS,M16 M:.Tek MT series _ BOTTOM CHORD CHOCKED FOR 10115F LIVE LOAD. TOP 'COIF° ° DB-�O0-^s •• t.I1.»`.37.9 I.RP1kf-t--0t a?,•-n&-00X,10 ; AND BOTTOM CHORD LIVE LOADS AC7' NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L(240, TL-L1180 5-05 04 0-01..12'- MAX TC PANEL LL DEFL 0,089' @ 2'- 10,9' Allowed - 0.350" mm..o... ....�,,...„.�.,.5-05 0 �..._ ... MAX TO PANEL TL DEFL. • -0.087' @ 2'- 11,0' Allowed = 0.525' 12 MAX HCAIZ, LL DEFL = 0.000' 8 5'• 5,2' 7.00 MAX HO82Z. TL DEFL a 0.000" @ 5'- 5.2' M-1.5x4 NOTE: Design assumes moisture content does , j i` not to exceed 19% at time of manufacture. a Design conforms to main windforce-resisting ` system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,6COL=8.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Oir), load duration factor=1.6, ✓"' ,-,,,.. Truss designed for wind loads Q, in the plane of the truss only. a o ica , I r, 1 CDltH • 0 4 1• ,M-•3x4 M-1.5x4 I' • • i', 5-05-04 0-03-12 5-09 2. \ \gypPR1 '. JOB NAME: 1 -A POLYGON G GIRD Scale: 0.5560 \l ...,..,1k0(ry . WARNINGS: GENERAL NOTES,unless o!hetwise noted p'7 • 1.>.Guilder and erection contractor should be advised of all General Notes l This deli n based only on Iha parameters shown end is furan individual r ••'( PE-r€ G 9 Ywo P , 71' ,5 -_ Truss: GIRD and Wamings before construction commences building component Appficasl4ty of design parameters and proper 9 r 2 2x4 compression web bracing must be installed whom shown a ificorporatkm of cnrinoneo Ls the responsibility of the building designer 3.Additional temporary bracing to insure atabiatp during consuvolion ' Design assumes the lop and bottom o chords lo be laterally braced at �� (-) / DES. BY: MJ is the responsibility of the erector.Additional pemlanenl bracing of 2`o,c,and at 10't-le respectively unless braced throughout their length by the snoreil StnKtu continuous sheathing such as plywood sheathing(TG)andeor'drywantGD) DATE: 5/19/2014 re is the responsibility of the building designer 2x impact bridging or lateral bracing required where shown++ 4 No load should be applied to any component sold sitar all bracing and 4 Inslallanon of truss is the responsibility of the respective contractor. RE.C3'JN SEQ. : 5933 891 l fasteners are complete and al 1w time should any loads greater than 5 Design assumes in.ss,s are to be used in a non-0000 ive envir:nmsnl. 'Sf„„, r design loads be applied to any component.. Grid are for"dry cordivan"of use, f.,„�.. 11, i� TRANS ID: 399097 5CumpuTlus has no coned over mud assumes,st responsibility for the 6,Design assumes hili bearing 51011 supports shown Shins or wedge if J, V fabrication,handling. I 'e Design C� shipment and nslat Mion of rnmponen;s>. 7 Dosign assumes adequate dmnaga is provided V 5:.a .\ 1 ( 1 5>.Thus design is furnished subject!o the limitations set forth by e.Pleats shall be located on both facts of miss,and placed so their renter • I III I I��I III1� �it�II)III III • 1 PIIVJYCA kr 0051 copes of which will be furnished upon request. lines coincide with loin center lines.. P�iTCk USA,Inc/CoriipuTrua Software 7 6.6(1L).0 10 For bavdc connector plate design values sae ESR 1311,ESR-lees('iCTcl • EXPIRES:12/31/2014 1E110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 5"0' IBC 2012 MAX MEMBER FORCES 4W'R(DDFICq=1,00 IC: 2x4 KDOF 41158TR LOAD DURATION INCREASE. = 1.15 1-2=) 0) 104 2.5.(-35) 42 3-5=(.1091 131 BC; 2x4 KODF OISBTR SPACED 24.0" 0.0.- 2.3=(•112) 80 WEBS: 254 KDDF STAND 3.4=( -12) 5 LOADING TC LATERAL SUPPORT <_ 12'0C. UON. LL( 25.0)+OL.( 7.0) ON TOP CHORD= 32»:0 PSF BC LATERAL SUPPORT <.= 12'0C. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HURZ BOO REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 21,8" 0.0" 0'- 0.0` •1281 467V .40/ 869 5.50' 0,75 KODF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 5.0° -18/ 133V 0/ OH 5.50' 0.21 ODE ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL �"""�""'Z- yam ;), n, y<,,;_•0p,1 1„I,,,;t.zC...„3#..ETO., . M.D20HS,MI8HS,M16 = MiTek MT series REQUIREMENTS OF INC 2012 AND IRC 2012 NOT BEING MET,.. VERTICAL DEFLECTION LIMITS: LL.L/240, TL-L(180 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX LL DEFL = -0.024" @ -1'- S.0' Allowed = 0.181' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY,. MAX TL CREEP DEFL = -D.029° @ -1'- 8.8" Allowed 0.242" 3.01.04 0.03-12 MAX TC PANEL. LL DEFL. 0.017' @ 1 3-8' Allowed = 0.192' f _ /, MAX TG PANEL TL DEFL = 0.019' @ 1"- 8.8' Allowed = 0.280' , 12 MAX H0RI2. LL DEFL s:. 0.000' @ 31. 1..-a- 7.00 .o7.00 MAX HORIZ. IL DEFL +: 0,000° @ r. is"' DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x4 4 NOT EXCEED 19%AT TIME CF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. A Wind; 140 mph, h=20.2ft, TOOL=4.2,8COL=6,0, ASCE 7-10, All Heights), Enclosed, Cat.2, Exp,B, MWFRS(oirl, �,.r load duration factor=l.6, ,"°.` ,r°' M Truss designed for wind loads { c:: in the plane of the truss only. dV ✓ ......1 lA wf { i ' Ria'. `.r O sM-3x4 M-1,5x4 i , 3-01-04 0-03-12 1-09-12 3-05 JOB NAME : 1 -A POLYGON - H26dala: 0.6269 ,r WARNINGS: GENERAL 140 TES,unless otherwise noted: n. ^'` (J/� it 1.Builder end ere=hon congaed.,should be advised of ail General Notes 1 This design is based only upon the parameters shown and is tor an individual s''ihlis;4 �( X P I. ; Truss: 1 1 G aril Warnings below,Construction cone m0080 bu1dirv4 component.Applicability of design parameters and proper _ incorporation is/component nent is the responsibility 01,05 building dos"net 1 2 2x4 compression web bracing most be installed where shown p Y d 'g 1 € 3. Additional temporary bracing to Insure stability during constnsilon 2 Design assumes the lip end bottom unlechoss b to be laterally braced er ,-.,� r is the responsibility of the erector Additional permanent b'aun of 7 0.0:.and at:d'0:0.resperdr ely unless braced throughout their length by DES. SY: BS y a g n inuous sheathing such as plywood shealhing(TC)and/or drywall(BC) DATE: 5/16/2014� 4 the overall structure Is the responsibility of the building designer, 3. 2x Impast bridging or 151511 bracing requIril where shown= OREGON i'ap SEQ. : 5931265 4.No load sitnu01 be applied to any=reorient 11010 after al bracing end 4.Insleeetion of Truss is the responsibility of the respective contractor . fasteners are complete end at nr,time should any loads greater than 5..Design aasurress trusses ere to 101 risen In a r orecorrosive envimnr08 I 144, lid �+ design loads be applied to any component and ars ler dryfullbearing condition'of use sq TRANS ID: 398916 S Csignto toads aplied lolovaranponent nn response 10 for the 6 Design M00.51.8assumes bearing at all supportsshnvrtn Shinn 0r we4gal r-� s+ fabricrdfon,hend!ing,shipment and InsWBadpn of components 7 Design assumes aderryafe drainage is provkled (GANG 5 This design is furnished subject le the limitations set Ruth by a: Plates shat'be located on both hace_s of/mss.and placed so Ineir 0Rnter IHNI IIH(h�II����� III 1 1I III TPINVTCA in aC51.copies of which will be furnished upon wquest hies cin dicat with jot prate io noes. 9:lines indieat5 ithjo cer Dines EXPIRES:�'�31/2014 I MiTEk USA,Inc lCompu7rua Software 7 6,E(S L}-E 10 For basic connector late design values see E50-1311,0.00.1568 QAiTek) 1IIIIIII1{III This design prepared from computer input by I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'• 5.0' :gild ....1i..:.0.0,1J,9.CL.&Rk f .201i.L3..4.e..L..1f#. w Aiw.xA OO_.;M O:Ctg.s IC: 2x4 RODE ki&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDOF k1&B7R SPACED 24,0' O,C. NOT EXCEED 15%AT TINE DF NTENT DTURE, TC LATERAL SUPPORT <= 12"0C. SON, LOADING Design Conforms to Yldin windfort:e-resisting BC LATERAL SUPPORT mu 12"OC. SON. LL( 25.O}�DL( 7.0) ON TOM CHORD B= 32,0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD s 10,0 PSF Connector plate prefix designators: TOTAL LOAD= 42,0 PSP" 'Winds. 140 mph, h=15ft, TGDL=4.2,500L-6.0, ASCE 7-10, C,CN,C1B,CN18 (or no prefix) = CompuTrus, Inc (All Heights) Enclosed Cat.2, Exp.B, MWPAS(Dirj, M,N2OHS,MI8HS,MI6 = MiTek MT mecism LL = 25 PSF Ground Snow (Pg} load duration factor=l.� LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind s.oads in the plana of the truss only. REQUIREMENTS OF IBC 2012 AND INC 2012 NOT BEING MET., Ouble end truss on continhena hOtfl�1O sUl,l.IO}+' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP A' ts.1x2 or equal typical.at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.. MRm'er to CompCTrtiU gable end detail for • :0M IetesPasL" p. ors, ,- 12 ' 7.00' r `i ' m °,-'1 o , ' M-3x4 -,-- 1-09.12 3-05 Ep PRO, JOB NAME : 1 —A POLYGON H1 Scale: 0 8752 ,. C1t � ;y WARNINGS GENERAL NOTES unless otherwise noted: • � DL FA Truss: 1. Ru truer and.rection contractor should be advised of as General Notes this design s ba ed only upon the paremete'S shown and Is for an Indrvxi al ri., F I rU S S: H 1 and udar•rinae before construction cnmmers,as:. building rcmpor 1 Rvp?ie.'+bAIF 4:dna ytxl 5r0 meters and proper y: '4..`' incorporation of coni ativer rs tee r&sRlansitr g of the bonding designer ( '•'"}/d 2.2 compression web bracing roust be k15la IlEG where shown�., / 3.Additional temporary c-facing to insure stability during constnictlan Design assumes the u;,na u"Y+eaam 105$or Io be laterally tracr_d et 210.o.and a1 ec G.C.respectively unless braced Pimughuut their length by DES. BY: BS is t a responsibility of 1ne erector Additional permanent bracingol continuous sheathing such as Opened shea h ngfTC!andfordrywali{BC}, DATE: 5/16/2014 ttte overall structure is the responsibility 011ie buiktirg designer 3 Au impact bridging or Worst bracing required where shown at t OREGON Gj, 4.No bad should be applied to any component until seer all t rating and 4.lost a.la+Ion of tins is the responsibility of the respective contractor. SEQ. : 5931266 tas+ ors are complete and al lime shouki any loads greater than 5 Design asxu•-inn losses are to be smelt in a nor.-corrosive enwonment, —r� t a °5 design loads be applied to any com;wnenE, and are for"dry condition'of use. l TRANS I D: 398916 s Woripprrus has no n bni over and assumes no responsibility for the Design assamas dull bearing ata+supporta shown Shim or wedge it �y • \ry fabrication thandln shipment and Installation of components. Designnecsnary.: �u,, N G s, J N.Pratesassumeslocated adequaterdrainage isIto so,provided. a This design is furnished 5ubjed to the limile+ipns sot forth by N.Prates snarl be located on both laces or bliss,and placed as their owlet IR 1 I I im ill m 1 1 1111)111TPl:NTCA In BCE).copies of which will be furnished upon mVues+ tires a1mWa with joint center iines 9 Digits indicate size of Rale in inches Mitek USA.Inc tCompulrusSoftware 766IIL)-r 1n..For basic connector plats daslgnvawassee EGOtil1,ESR-tias(.u,:iekI EXPIRES:12/31/2014 Illril)I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- Q.0° IBC 2012 MAX MEMBER FORCES 4WRIDDF!C0=1.00 TC: 204 ODE A188TR LOAD DURATION INCREASE = 1.15 1»2.r 01 86 2-5=(0) 0 BC: 2x4 600F H18BIR SPACED 24,0" O.C. 2.30.334) 185 3.40 -83$ 0 IC LATERAL SUPPORT f= 121OC. DON. LOADING BC LATERAL SUPPORT <- 121OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD = 32..0 POP DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HOR2 BO REOUIRED BM AREA OVERHANGS: 12.0' 11,6" TOTAL LOAD = 42,0 PSF LOCATIONS. REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'• 0.:01: •34! 3930 -0133/ 3250 5.50': 0.63 KOOF ( 625) Connector plate prefix designators: U. = 25 PSF Ground Snow (Pg) 5`- 9.2 Oi 1460 t'/ 0H 5.50' 0.23 KUDF ( 625) C,CN,CI6,0N18 (or no prefix) = CompuTrus, Inc 6 0,0' -288/ 272V 0/ 01 1.50' 0.35 ODE ( 625) M,M20HS,MIEHS,M16 = Mitek MT series BOTTOM CORD CHECKED FOR A 20 P5F LIMITED STORAGE LIVE ;.CAD AT LOCATION(S) SPECIFIED BY IBC 2012. """.:,:. .... "-`. THE BOTTOM CHORD DEAD LOAD IS A MINTYUM OF 10 nSF. xyu ' '.. ! 6...2180)1000 '.CC XD i '4'`iA l-si aca 3 ,+'`,4.,..1zk,S00.0ii .•.:. VERTICAL DEFLECTION LIMITS: LL=1/240, 1L=L/180 MAX LL DEFL x =0_002 0 1. 0.0' Allowed .. 2,100` MAX TL CREEP DEFL x -1,003' M .1' 0.0' Allowed = 0.133' MAX LL DEFL x 4..:002' H 01.- 11,6" Allowed 0.006'; MAX TL CREEP DEFL s. 4,003" H 9'- 11,8" .Allowed t 0,128' 1• MAX TC PANEL LL DEFL= 9:295" 0 '3', 7.3' Allowed, 1.5761 MAX TC PANEL TL REEL._ -2.290" P 31• 5,2' Allowed - 0;864' MAX 00812: LL DEFL = -0.O06' a 5` 11,2' MAX 00812,<TL DEFL = -0.006' 0 5' 11..2' 12DESIGN ASSUMES MOISTURE CONTENT DOES /� NOT EXCEED 19% AT TIME OF MANUFACTURE, 14.00 Design conforms to main windforce-resisting system and components and cladding criteria. cg Wind 140 mph, h=23.3ft, TCDL=4.2,BCDL=6,0, ASCE 7.10, I o (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only, i i y' oul xti............ ._... .- .,.....-.�., is c'/-. 2 ,„„ S 1 I M-3x4 a 1-00 6-00 0-11-09 >:00OJt01 IULL-,JEARI!Gi,tS 4.0,3 4sks 13 ri3.d= JOB NAME : 1 -A POLYGON - J7 Scale: 0.3877 0( s 't.6)' ' - WARNINGS: GENERAL NOTES,unless otherwise noted. ¢ f , �. 1 1 Sunderand erection coninfhcr should he advised of all General Notes 1 Pelf c 5 rgn It So*Saran the puruMrelers 00awyn and st Or OA,dividuel ,X,1, 0 4 1 ,t S Truss: J 7 and Warnings before construction commences b 00x009 ecmprananl.4pn3Gs5:it9 e1 r rnlgn Perste ethea sad Meath : t 2 2n4 compression web bracing must be installed where shown 0., >~''Gsl"pr+dtt mr'4,gr pasee a aha rtaRMasaSR3 e'hale tutr4daag devaner 1-g A r r 7 asiga 4dmt um0Ke the Olid 09mwtht t 130.03132M el 51:- I 3 Addilionai le;nporary bracing to insure stability airi ty ng construction 2 o sad et ler o e respaGev tly trouts MOM aft e st e thaw tettttppl�hh by -' DES. BY: BS is the responsibility of the erector Additional permanent bracing or ,4v ueas Inedthtt'g:hu;hproser a8 Ana nasgtTCI mathsehyroaO)SC). DATE- 5/16/2014 the overall structure Is the responsibility of the building designer 3.la Inipael badging ar lateral bracing ruga t ensue Mem** f OREGON r a.Na load should be applied to any component until after all bra ng and 4,Installation of truss is the resparesibd4gbi[hd Pen&etntne sdntrnctor. t3" t," SEQ. : 5931267 fasteners ers are complete and al no lime should any Made greater than 5 Design assumes trusses are lobe uzed al a mawC z'1Sae ens"aenrnent 1,o 5 designloads be applied u:any rmppnent_ and are for dry condition"ull of use 1'' 11S . TRANS I D. 398916 Computrus has no control ever and assumes no responsibility for the 6 and ar assumes tut o at ed supports amain<Shim m wedge d necessary ga,,gg�w. 1++ febvcation,handling.shipment and installation pf components.. 7..DeSigO assumes adequate drainage is provided. A N£„';3 • 6..This design s furn3hed ruble*to the limitations set forth by 8..Plates shall be located on both laces of truss.and placed so their center �i I I I $/ 1111111111111111111 'I'PilyyT(;A lin SCSI.maples of which will he ta("1151nd upon moues! Nits coincide with printpatcenter IInhes ill a.Digits ird;rale size plate in inches. N1iTel USA InC<1(;ompul rota Software 7,6 6(11..)-F. 10.For base onnnecior Male design values see ERR-1311,ESR-1988(MiTek) EXPI*5:12/31/2014 IIIIIII III111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'-- 0.0" IBC 2012 MAX MEMBER FORCES 4Wfl!DDF/Cq=1.00 TC: 204 KOOF @106TH LOAD DURATION INCREASE = 1.15 1-2=(( 0) 86 2.4'(0) 0 BC: 2x4 KOOF H1&BTR SPACED 24.0" 0.G. 2-3=(-223) 184 TC LATERAL SUPPORT = 12`0G. UON LOADING BC LATERAL SUPPORT On 12`0C, DON..S LL( 25.0)401..( 7.0) ON TOP CHORD = 32.0.PSF BEARING MAX VERT MAX HOHZ SHO AEOUTAED ORO AREA DL ON BOTTOM CHORD = 10.1;'PSF LOCATIONS REACTIONS REACTIONS SIZE, SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -34i. 402V •.1131 2650 5.50 0.64 KDDF ( 625) 5'- 4.2' 01 1450 0/ 06 5,50` 0.23 KDDF ( 625) Connector plate prefix desigrators: LL= 25 PSF Ground Snow (Pg) 5'- 11.6" -164, 201V 0/ OH 1,50' 0.32 UDE ( 625) C,CN,C16,CN1B (or no prefix) _ CompaTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSI LIMITED STORAGE ; LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. uO .>.. MO., :...080100.°PrJIX�m,a ..n. f- tctt it d41�,ft....dl.:.i.. ,,.tL4,.. U aG.O . 5-11.09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, VERTICAL DEFLECTION LIMITS. 1.L-0)240 IL-1/180 ......---.-----.- .' MAX LL DEFL •0.002" @ 1 ., C .� Allowed ... 0.100" �:. MAX TL CREEP DEFL - -0.003' @ '.'-1. . 0<4Allowed =, 0.133" '1 MAX TC PANEL LL DEFL = 0.333" @ 3 - 7•0" Allowed 0.572" MAX TC PANEL TL DEFL- -0.285" 0 3'. 4.B Allowed 0.858' MAX HORIZ. LL DEFL -0.004" 6 5'- 10,8" MAX H0R12, TL DEFL = -0.004' @ S'• 10.B° DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 14%AT TIME OF MANUFACTURE. 12 7-• Design conforms to main windforce-restating 14,00 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4,2,8CDL-6.0, ASCE 7.10. (All Heights), Enclosed, Cat.2, Exp.8, MWFRS(Oir), load duration factor=1.6, £,N Truss designed far' wind loads o in the plane of the truss only. o w- ,,, - • Cs tit l CD; r x: M-3x4 1-00 6-00 AAV OS F;;LL.STARI S',JE`s .i,3 JOB NAME: 1 -A POLYGON - J6 r 4 Scale: 0.4167 + 'a �1 WARNINGS: GENERAL NOTES,unless otherwise noted: t.', . t 1 . I..Builder and a reclion anrractor snood be advised of an General Notes 1..This design s based only upon the parameters shown and is 1cr an individual / Truss:I s s" J 6 and Warnings before onnsinfolion commences building component.Applicability of design parameters end proper � " V J J. v 2 2xa compression web bracing must be installed where shown t.. opo uhur of component is tee responsibi Hp of Ire ba)dna desIgnet 0'..«... J ( . 2 DesNn assumes the top end bottom chords to be laterally braced at / i f ' 3..Additional temporary bracing to insure stability during onnatruMMn , -.w=" DES. BY: BS ,s the responsibility of the creche Additional permanent bracing of 2 ox.awl at in'o c i�nspe lively a less braced ibroug tout their!engin by DATE: 5/16/2014 cool n pup sheathing sup}as plywood shred where s wear drywall(BC) the overall structure is the resoonMbikiy of the building designer 2x impact bridging or lateral bracing required where shown + r^1 n 4.Na toed should be applied to any component unlit after all Placing and 4. Installation of;icons the respcnslblity of the respective contractor; `ter OREGON 1 SEQ. : 5931 2 68 fastedc o are complete end at no time should any bads erealor than 5 I esign assumes trusses are to be used in a non-corrosive environment 7"99 �^ 7 n design loads be applied m any component n a ars for`dry condt,ion"df us. -ti- 'j TRANS ill: 3 98916 5.:CempuTrus has no control over and assumes no responsibility for the 6..Design r°r"WYs full bean"°at all supports shown Shim or wedge if ,r �^ro fabrication noodling,shipment and installation of components: nocossary G G L• sh sl 7.Design assumes adegdata drainage is pmvkled.. A t`I 6.This design is furnisha,l subject.to the bmitailons set forth by E.plates shall he boated on born faces of taus,and pieced so their center FtiVJfCA in BCSi,copes of which mit be 1 m shed upon request.. fines coincide with)dint renter ices. Mill H.Digits Indicate stye of plate in inches. IIIIIIIIIIIIIIIIII )IIIIIIIIIIIIII III MTchUSA,ht /CototpTruSSoftware706(1L)-E 10 Far bandncnnoecter Flab aeon values eon ERR-I 311,ERR-tHuS(MITOPI EXPIRES:12/31/2014 I !I'II This design prepared from Computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" I3C 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF X1EBTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-5=(D) 0 BC: 2x4 KDDF 418BTR SPACED 24.0" 0.0. 2-3=(-417) 361 3-4=(.107) 44 TC LATERAL SUPPORT n- 12'0G..UON.. LOADING BC LATERAL SUPPORT <= 12'OC. UON LL( 25.0( 0L( 7,0) ON TOP CHORD= 32.0 PSI DL ON BOTTOM CHORD a 10.0 PSF BEARING MAX VERT MAX MORZ BOG REQUIRED ERG AREA OVERHANGS: 12.0" 0 0" TOTAL. LOAD Y. 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN, (SPECIES) 0'- 0.0" -24/ 378V ..1591 348Ff 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- G.2" 0/ 138V 0tOH 5.50" 0.22 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, ire 5'- 11.2" '359/ 4320 0='. OH 1.50' 0.55 KDDF ( 625) M,M20H5,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6" -20/ 11V O' OH 1,50° 0.02 KDDF TI 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. THE BOTTOM,x,HDRr DEAD LIS A MINIMUM OF 10 PSF.. ' am±; t.,,01nisi.....-atB 't1S.31,G.H014-(.Q2":.,.,3.6t..,,3.1x1ffi,Ii_iiaerR':-.,s7 4...=._9.kt.9:;;'. - VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed . 0.100" MAX TL CREEP DEFT. _ -0.003' @ -1'- 0.0 Allowed R.. 0..133' /'... MAX IC PANEL LL DEFL = 0.197' @ 2'- 11.6" Allowed +. 0,578' MAX TC PANEL IL DEFL = 0.170' @ 2'- 11.6' Allowed -'' 0;864' / . / MAX HORIZ, EL DEFL = -0.006" @ 5'- 11.2" MAX CORIZ. TL DEFL = -0.007' @ 5'- 11.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 194 AT TIME OF MANUFACTURE, 12 Design conforms to ma_n windfdroe-resisting 14.00 system and components and cladding criteria. °^ Wind: 140 mph, h=23.9ft, TCDL=4.2,6CDL=6,O, ASCE 7.10, (All Heights), Enclosed, Cet.2, Exp.6, MVPRS(Dir), Of load duration factor°1.6, Truss designed for wind loads o in toe plane of the truss Only. °° cr io o Ij BI M-3X4 1-00 6-00 1-11-09 PhR/J 5 o)Ll.a DRiH&JL5 i R±a.3 0 3 U 1 / sx JOB NAME : 1 -A POLYGON - J8 Scale: 0,3553 ;tisra , 1 . WARNINGS: GENERAL NOTES,unless otherwise noted: y'"^+ 4' "A i I. Builder and erection contractor should be advised of art General Notes 0.This design Is based only upon the parameters shown and Ls for an Individual `° I i"{s,� ?` L. j ,)i A Truss: J 8 and Wamir,gu before cansb0Ceee cornmet cies building component.Applicability of design peremolors and proper T f Incorporation of oonproneet Is the responsibility Who building designer 2 204 compression web bracing most be installed where snown+ f d 3.Additional lempuraty booing to insure stab.ity tluring construction 2.:Design assumes the to •p and bottom chords to be laterally!)raced at _? B - { ._ G y permanent bracing of 7o ex:And at 10'oc.reepedwe'y unless braced throughout their length by DES. BY: BS is she res onslbllit of erector Additional g coniiremus sheathing sum as plywood sheathing(TC)andtor drywalltBC).. DATE: 5/16/2014]312 x169 the overall structure is the responsid ay of the building designer 3.20 Impact bridging or lateral braang required where shown++ Ma 4. No load shoule be applied to any component after all bracing and 4 inslailalion of truss:s the responsibility of the respective contractor Go' OREGON SEQ. : 5.7 . rastennrsre should any complete and of no`Imo shoany loads greater than A.:Design assumes Susses ere Id be used in a non-corrosive environment, ,T ' ,'f , p design i roans be applied to ally component and are for*dry di ditton`prose. "y} t, 4 TRANS I D: 390 916 5. CompuTrus hes no control over and assures no responsibility for the tl'. Design ssumes toll bearing of all"Pane shown,Shim or wedge if 1 1 f- t'�'_,.�` fabrication,handling.shipment and installation al components._ 7 Design assumes adequate drainage is provided.. i,4'Si NG 5+ 5 This design is furnished subject in the 1m4abors set forth by 8.Plates shall be located on both faces of truss,and placed so their confer III II II IIID III I I I IIIII II II III)ILII Telt/Wit-CA in SCSI coo-es ol'whiJl will he furnished upon redueSF, linos indicate veidt jof p center che< {If 9,lines coincide size el pate In lines, MrrotUSA.Inc!CnmpuTnfsSoftware 7.0.6(1l.)-F. it)For basic connector plate design values see ESR-1311,ESR-1988(MTek) EXPIRES:12/31/2014 1111`I1 I Ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 7.7' IBC 2012 MAX MEMBER FORCES 4WR!DDF/C,q=1.00 TC: 2x4 HOOF 416310. LOAD DURATION INCREASE = 1.15 1.2v/ 0/ 86 2.5=(0) 0 BC: 2x4 HOOF h163TR SPACED 24.0" 0.0. 2-3..1-538) 474 3.4= 123) 75 IC LATERAL SUPPORT e- 12`OC. UON, LOADING BC LATERAL SUPPORT e= 12'OC. UON:' LL( 25.0)+DL( 7.01 ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 POE 6Ei4r?1,iG. MAX VERT' MAX HGRZ SRO REQUIRED BOG AREA OVERHANGS: 12.0 0.0" TOTAL LOAD = 42.0 PSF LCsC T1t7?IS REACTIONS REACTIONS SIZE SD.IN. (SPECIES) 0'.,, 0.0! -23/ 3760 -193; 4211- Siii," 0.60 ODE ( 6251 Connector plate prefix designators: LL= 25 PSF Ground Snow (Pp) S ^ 9.2' 0! 1380 01' ON 5.50° 0.22 KDDF ( 625) C,CN,C18,CN16 (or no prefix) = Coepulrus, Inc 5', 114" -.4031 4610 0?. OF 1.52' 0.59 ODE ( 625:/ M,M20HS,M16HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 POE LIMITED STORAGE AS':, 7,7" -8./ 930 0/ ON 1.50' 0.13 KDDF ( 625) LIVE LOAD Al' LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF..: C 11.,,.24 -0A Q CPH,OINOw-°gl- L,,t4m- y 400.3t.24.56.BL3,5.».'l .,,. VERTICAL DEFLECTION LIMITS. Lia,'0240, TL=L 180 MAX I.I. DEFL = -0.002 C 0' Allowed = 0,100' MAX TL CREEP DEFL = -0.003' P • - 0.0" Allowed = 0,133' MAX TC PANEL LL DEFL _ 0,149` a 3':. 4.8' Allowed _ 0,.576" MAX TC PANEL TL OEFL - -0.150' 0 3'- 2.5' Allowed = 0,064' MAX HOR1:Z. LL OEFL -0.011' 2 E':., 4.0 MAX HORi2, TL DEFL - -0.011' E: 9'- 6.0' • - • DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED ION AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00:. Wind: 140 mph, h=24,9tt, TCDL=4.2,9COL=6.0, ASCE 7-10, (All Heights), Enclosed, 001.2, Exp•B, MWFRS(Dir), ,o load duration factor-1.6, Truss designed for wind loads in the plane of the truss only. 0 G cam]I, „m,...�.. . M3x4 1-00 6-00 3-07-11 iP3C:0S,R.E...1.11LL...E'A3 h:?..;.=.Y.s.x.2,.:..,.3...4) \i',„,c ,:', ) :44i ' JOB NAME : 1 -A POLYGON - J10 Scale: 0.3062 ' , ) x'' WARNINGS: GENERAL NOTES,unless otherwise rem 1 „ +$ I. Builder and erection(*Ninon,sh0uld be advised of all General Notes 1 Tris design is based only i pun the parameters shown and is for an Individual iJ&k y.7- Truss: O 1 O and Warnings be!ure conalmation commences, building component,Applicability of design parameters and proper , 2 204 compression web brocirg must be a slab ed where shown*,. Incorymattvn of component is the responsibility of the building designer C 3.Additional br�+xa y bracing la insure stabil ly during condition. 2 Design assn nes Ile top and 00110.1 cho'ds to be laterally braced at ""'" ° j / DES. BY: BS is am responsibility of the Credo,AAun:anal permanent brads of 2 a C.and at 101 0:0<respectively,mess braced throughout their lenyyl1th by - Xg cam/nuous sheathing such as plywood sheaihing(TC)and/or dr,eall(DC; DATE: 5/16/2014 the overall structure is the responsibility of the building designer 2x impact bridging or lateral bracing required where clown i a' OREGON r? SEQ. : o n 4.No load should be applied to any component and i atter all biarbisonand a..instead.instead.of truss m the responsibility of the respective contractor:: Elis` 5931270 fasteners ore complete and a1 no lime should any toads greater than $<Design onsumes closes Kelp he used in a non-corrosive enNr0nment •.lrOi ,� T D1-� design bads be applied to any component and err,for"dry candabn"0t use e .'Or-j 1"t, TRANS I U: 398916 5,4ornpu I ms has no confroi over and assumes no responsibility for the 6 Design assumes full bearing at all auppars shown,Shim or wedge if [ fabrication,hander, OokS sa ss GANG \-• g.shipment and InstnuaUon of components, 7 Design assumes adequate drainage is provided. �A 1�t 6.. This design is furnished subject to the Ilmllatans set forth by e:Plates shall be located on both faces of buss,and placed so their canter (�I�I�III�I���IIII III{I III II I��I I(f TFI/INICA in BC^sl,cmp.cc o(vhicll will be furnished upon request, lines'nidcae w Ih joint conte knee, 1 fl.Digits indicate size or plate to lines, Mi Tek USA,Inc fCompul ivs Software r 0.6(1 L)-E 10.For basic connector pieta design vat000 see BOO-Lill,680.1888(MiTeNa EXPIRES'.12/3112014 I I RI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Co.1.00 TC: 204 HOOF 11/188TR LOAD DURATION INCREASE - 1,15 1-2=( 0) 86 2.5=(0) 0 BC: 2x4 KOOz%..g18BTR SPACED 24.0° D.C. 2-3=(-463) 427 3-4-(-111) 48 TC LATERAL SUPPORT <= 12'0C. 0011 LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)*DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD= 10,0 PSF BEARING., MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42,0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50..N. (SPECIES) 0`. 0,0' -24/l 378V "179/ 391H 5.50" 0.60 HOOF ( 625) Connector plate prefix designators: LL= 25 PSF Ground Snow (Fg) 5 C,2° 0/ 138V 0/ OH 5,50" 0.22 CODE ( 625) C,CN,018,CIa18 (or no prefix) = Coa:puTrus, Inc 5 - 114'_' .3771 4390 0/ OH 1.50" 0.56 KDDF ( 625) O,M201'S,51545,516 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE B • 1€.5° -50"; 554 0/ OH 1.50" 0.09 KODF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 POP... Ui21a ::.04.8.4r9..GCAShUJgrµlet(..a.06il-,MOI4T SA 2;,°.0 21111 f°u VERTICAL. DEFLECTION LIMITS: LL=L/240, TL=1/180 a MAX LL DEFL a •0,002" 5 -1' 0..4 A'IOwed s'. 0.100 MAX TI..CREEP DEFL•.»•0.003' M -1', 0.0" Allowed 0 :1.133" MAX TC PANEL LL DEFL a 0,153" 5 3'• 4,8" Allowed .. 0.576':. MAX TC PANEL.TL DEFL =-.0.155" 5 3'. 2:5"° Allowed.• 0.864" MAX HORIZ. LL DEFL '= -0.009' 5 9 IC.c MAX HORIZ. IL DEFL = -0.009' 5 8'• 10-3 DESIGN ASSUMES MOISTURE CONTENT DOES �;.' s.' NOT 10000D 19%AT TINE OF MANUFACTURE. C' Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14,00 " Wind; 140 mph, h=24.5ft, TCDL=4.2,8001=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), load duration factor=1.6, r f:,* o Truss designed for wind loads rin the plane of the truss only. 0 0 r,(-- CD,__ • 0 M-3x4 1-00 6-00 2-11-09 6iis r 1Y1 B:.Tig;"T8az:a.3. aa1„a P 1 OFA, JOB NAME : 1 -A POLYGON - J9 scala; 0.32„ s )NE WARNINGS: GENERAL NOTES,unless otherwise noted: L ii '� 1.Builder ana erection contractor should be advised of all General Na es I This design Is based only upon the parameters shown and Is for an individual ir` � 1 ;T vi Truss: J9 and Warnings before construction commences building conn,enant.Applicability of design perimeters end proper a 2x4 corn rooster,web bracing must be Installed shown-i, of component Is the responsibility at the building designer - _¢ 2 Design assumes lie top and bottom chords to be laterally braced et fi'( 3 Additional'taws!),bracing to Insure stability during conatmdian X'o.c;and al 1a'o il..respectively unless braced thratgthml their length by DES. BY: BS s the responsibility of the maw Additional prm slant bracing of continuous sheathing such as plywood sheathing(TC)and/ar drywea(BC) DATE: 5/16/2014 use ova is structure is the iasWrs b lay of the building designer 3 2x Wiped tit aging or lateral bracing required where shown+- « OREGON4.No Ina0 shouy3 be applied to arty component until after all tracing and 4, Installation of truss is the responsibility of the respective contractor: fasteners are complete and at no lame sroutd any loads greater than 5..Design assumes trusses Sislo be used in a nana:rmosiow environment e.y1 �,) SEQ. : 5931271 fasteners ', and aro assumes full beating g use. design loads be applied to any component, 1't s:Design assumes tuts beating at ea supgons Shawn;Shirr ur wedge A r i TRANS 1 d: 3 98916 a CampaTms has no control over end assumes no rasp ns bil4y for the necessary 4/ "r�^ !� fabrication,handling,shipment and installation of c»mponeats.. 7,Design assumes adequate drainage is rovided-. L"\7,A' N S..This design is famished subjed to the limitations set forth by 8 Plates shall be located on both faces of truss and placed so their center Ilial I (II 11 III III ILIIIIIII11IIILII 7PWJTCA [SCSI,copies of which witbe famished upon request "cgs IndicatedcMe with 1ml pcentn inches,1{I I I g,Diggs eke of plate to inches. MTek USA,mr..:lCornpuTnaS ScrftWmrto 7..a.G(1I.)-E. lU..For basic connector plate design values see ESR-1311.E917-1988(MITeld EXPIRES:12/31/2014 • iI1NillIIII This design prepared from computer input by ` PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 0.0' 18G 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 204 KODF 010810 LOAD DURATION INCREASE.: 1,15 1-2=( 0) 86 2-4'=(0) 0 BC: 204 KDDF 01081'0 SPACED 24,0' 0.C. 2.3=(-82) 83 TC LATERAL SUPPORT s= 12'0C, OCR.. LOADING BC LATERAL SUPPORT <= 124OC. UON, LL( 25.0)+OL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED ERG AREA DL ON BOTTOM CHORD= 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF 0' 0,0' •341 295V 44/ 1170 5.50' 0.47 CODE ( 625) 1'<. 10.84 -.1391 127V 0/ OH 1.50° 0,20 KDDF ( 625) Connector plate prefix designators:: LL = 25 PSF Ground Snow (Pg) 6's 3,8" 0/ 50V Oi OH 5.50' 0.08 UDE ( 625) C,CN,CI8.CN16 (or no prefix) CompuTrus, Inc M,M2OHS,018HS,M16 . MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL """"R '- REQUIREMENTS OF I80 2012 AND IRC 2012 NOT BEING MET, `' '`"' "'8' " ''}' "�'r e'i a. Ft 1`�' ;.`„8.`,. ,,,, 4 680”` �-'''. VERTICAL DEFLECTION LIMITS: LL=0240, TL.L1160 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP MAX LL DEFL =_ '.0.002' @ -1'• 0.0' Allowed :. 0.100' 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL +0,003' @ -1'. 0.0' Allowed s 0.133' ".............................'' MAX TO PANEL LL DEFL ., 0.004' @ 0'n 12,0' Allowed x 0.'63'. f •MAX TO PANEL TL DEFL m •0.005' @ 1',- 1-.4' Allowed e 0,244` MAX BC PANEL LL DEFL= 0.009' @ 2'- 8.6' Allowed s 0,254 12 MAX BC PANEL TL DEFL . -0.023' @ 3', 3.8' Allowed* 0..339" 14.00 3' MAX HORIZ, LL DEFL = -0.000' @ 1', 19,8`, MAX HOBIZ. TL DEFL = 0.000' @ 1', 10,0 f* II DESIGN ASSUMES MOISTURE CONTENT DOES r +' NOT EXCEED 19%AT TIME OF MANUrAcluer. E Design conforms to main e"ndfcrco-resisting system and components and cladding criteria, 1 o Wind: 140 mph, h=20.4ft, TCDL=4,2,RCDL=6.0, ASCE 7.10, I . (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads c`I in the plane of the truss only. c� .. o' -'1 M-3x4 ( • ( 1-00 Rya1Ot,F;ILL,,xEARIIID .ts.: . .. 6-00 JOB NAME: 1 -A POLYGON - J2 \ Ph' 'r Scale 0,6667 gali WARNINGS: GENERAL NOTES,unless otherwise noted: : �t .7' da f.,t nn qiI 1> Builder and erection contractor should be advised of all General Notes 1 The30e3G,IS sons'II 41'P/epao'NO beftw 0005 Sateen Cod Storm individual - l / Truss: J2 and Wamings before conslrucnon commences [ d LYrir end,Appi14shet,of design r arar ears and wow - iii""" uncrup oration at c ew Is rasrwr y 51166 halal de*t nmr / 2.204 compression web bracing must be installed where shown«;. Y.`j,'""" ¢ 1 DES. 6Y BJ 8:Additional temporary bracing to insure Wbilily dining const-Dion 2.pasty wo tots moo toq and btrdtante bra dd otstfif1. it thee'wS 1 t 2'Chaxes1#Caw secsaslatyt0104nee4ned1h'Y' andden.eegthby is ma rosponsUilay of the erector Additional permanent bracing of taxrar+�.mus sheathing earn as pi}'+'raad sF,a�hH�T4;'erid.>nrdrywsa(BC}. DATE' 5/16/2014 the overan structure is the responsibiley of the building designer:' 3 2w I'toed bddging or lateral breads required where NNW++ + OREGON P C' 4 No load should be applied to any component until after ad bracing and 4 Installation of truss is the responsibility of the respective comrade,, d 1 . 2. SEQ. : 5931 272 fasteners are complete and al no time should any toads greater than 5 Design assumes trusses are to be used in a non-corrosive environment, -1,, . -IP design loads tri applies to any ccmporenl and are for orm condition"of use. _ L 1., `j� .! TRANS I D: 398916 5 CompuTrus has no control over and assumes no responsibility for the 6 Design a s—dry dull bearing at all supportsshown Shim orwedya If T 4r fabrication,handling,shipment and installation of a!n!onents.. Desigassumes,. oh P p 7.Pesi s shallbeladequatetedonboth drainage is provided.and 1 6.This design Is furnished subject to the limitations se!forth 5Y a Pietas shall be located on Wth faces et boas, paced so their center III IIfII Ill 1111 III III I I III I I III TP.1JrCA In SCSI,copies of which wilt be famished spun request Imes coincide with join'ate n inches 11 g.lies oor ndes,sirs-,01{dale in Inness Mit ek USA,Inc(CompuTrus Software 7 5.6(1 L)-E IC.For basic=modes plate design values see ESR-1311,ESR-110801(MOTex) EXPIRES:12/31/2014 IIIIIII HI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KOOF :6158TH LOAD DURATION INCREASE = 1.15 1.2=1 0) 86 2.40(0) 0 BC: 2x4 COOP .H16BTR SPACED 24.0' O.C. 2-3=(-89) 174 CC LATERAL SUPPORT <= 12'0C, UON, LOADING BC LATERAL SUPPORT <= 12'0C. UON. LI( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED,BRa AREA OL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO IN,,. (SPECIES) OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF O.- 0.0', -170/ 327V -r26/ 621' 5.50'. 0.52 KODF ( 625) 0'.. 10.6' -74/ I66V 0; OH 1.50.. 0.27 KODF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50' 0.08 KOOF 625) C,CN,C18,C108 for no prefix) = Conpuirus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL """-""` REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEING MET.... `'G .L...l:R6' .,. ,--yr.f. ''iii.. @~I.,,6r4M '1„,4t"3J" °2"„_.G0-a9"U='. VERTICAL DEFLECTION LIMITS: LL=L/240, T!.=L11HI BOTTOM CHORD CHECKED FOR 10P5F LIVE LOAD. TOP MAX LL DEFL = -0,002' @ ,1", 0.0" Allowed. 0,100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003' @ -tl` 0.0' Allowed . 0,133' 0-11-09 MAX CC PANEL LL DEFL = 0.001' @ 0`, 8(:2" Allowed < 0,059" MAX IC PANEL TL OEFL = -0.001" @ 0'- 7,9' Allowed a 0.088' MAX BC PANEL LL DEFL= 0,007° @ 2'. 8.6' Allowed° 0.254' 12 MAX BC PANEL TL DEFL - -0.020' @ 3'- 3,8° Allowed < 0.339' 14.00' MAX HORIZ. LL DEFL = -0.001" 9 0'- 10.8' MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 0. , Design conforms to main windforce-resisting system and components and cladding criteria. Wind; 140 mph, h=19.8ft, TCDL=4.2,RCEL-6.0, ASCE 7-10f (All Heights), Enclosed; Cat.2, Exp.B, MWFRS(Dir), "' load duration factor=1.8, Truss designed for wind loads c,0 in the plane of the truss only. M-3x4 Y CJ t ) • 1-00 ORc0'LE_syJLL dlfuP,uhS,k. .2,a,,'- 6-00 likJOB NAME : 1 -A POLYGON - J1 v� PR Scale: 0.7067 ,)N '�O+ WARNINGS: GENERAL NOTES,unless olherwse noted , s/ li "4 1 Bider and erection contractor should be advised of all General Notes 1 'Phis design is based only upon the parameters shown and is for an Individual 'a^ P S i Truss: and Warnings before construction commences iraNdorg exrn4xanena,APE ElNry sddeelon berameters end proper 2 2x4 compression web bracing must be installed where shown it,- 2 #d xt stON of a a a a eq a p+ yot the buikinq designer g 2 t}t.5 en ddaextes thtt tap and ens le CZ"- e laterally braced at .� t L4.- I' 3..Additional temporary bracing to insure stability during construction 2'd u and at tet d c:respectively vsly ur unless braced throughout then lenplh by DES. BY. BS is the responsibility of the s actor Additional pePnerd bracing of continuous sheathing such as plywood aheating(TC)and/ordry.vaii(lC) DATE: 5/16/2014 the overall structure 0 the responsibility of the buikimg designer 3 2x Impact bridging or lateral bracing required where shown Cif fir N e 4.No load should be applied to any component until after all bracing and 4 Installation of truss is the responsibitty of the respective contractor, (PI' SEQ. : 5931273 fasteners ere complete and at co time should any loads greater than 5 Design assumes trusses are In be used In a non-corrosive environment ,,Rd design loads be applied to any wn:ponent._ and are fur"dry full btiori el use. 1 1 j TRANS I D: 398916 s ConpuTrus has no control over sod assumes no responsibility lee the e,Design assumes full bearing at all supports shown,Shim or wedge +/ ;1 fabrication,handling,shipment and installation of components Design ay., "P`v p N L" V 7.Design hell be 1 adequate drainage is provided. 7+1 1 S This design N furnished subject to Ina limitations set forth by 8.Plates shall be lobated on both(aces of tress,and placed so their center III )VIII II II I III I III II I VIII III)II TPVLVTCA In BCCI copies of whl4P will bt furnished upon request. lines coincide with joint01p ane or lice. 9 Digits m,nc,do size of plata inline,inches. MiTek LISA,IrwlCampuTrus Software 7..6.6)1 L)-E 6..For basic connector plate design values see 156-1311,COTI-LOSS(MITek) EXPIRES:12/31/2014 IIIIll This design prepared from computer input by PACIFIC LUMBER-BC 1 LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 IC: 2x4 ODE 01811TH LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.4-(0) 0 BC: 2x4 COOF 6108TR SPACED 24.0' O.C. 2..3-(-81) 106 TC :LATERAL SUPPORT <' 12"OC. UON, LOADING BC LATERAL SUPPORT x- 12JOC. UON LL( 25.0)+DL( 7,0) ON TOP CHORD '. 32.0 PS.F BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSI LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0' 0,0' TOTAL LOAD = 42.0 PSI 0'- 0.0" .5/ 318V -62i. 1530 5..50-" 0.51 IMF ( 625;'. 2'- 10.6" .160/ I41V 0/ OH 1,50' 0.23 ROOF ( 625, Connector plate prefix designators: LL =25 PUP Ground Snow (Pg) 6'- 0.0" 0/ 53V 0/ OH 5,50` 0.09 KDDF ( 625)- C,CN,C18,CN18 (or no prefix) = ComouTrus, Inc M,M200S,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL IC 'aQyy1 p,,a,,„,gr;,, ,@y,,64._fikC F:rr.e...11 51�.,L.t a.TV,a 90_SR.flt:L,V'., REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET" VERTICAL DEFLECTION LIMITS L.L. l(240, TL.L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL a 4.002 0 i 0,0' Allowed. 0,100" 2-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL. . •0.003 0 1'• 0.0' Allowed . 0.133' tee MAX LL DEFL= 0..000' 0 0'. 0.0` Allowed e 0.129' MAX BC PANEL LL DEFL . 40.009" a 2 6.0". Allowed =.. 0.254" MAX TC PANEL TL DEFL = •0:016" 0 I'' 0.2 Allowed o. 0.398" ' MAX BC PANEL TL DEFL e 4,030" 0 B', 1,4" Allowed $' 0,339" 14,04' MAX HORIZ t,. DEFL = -0.001' 6 2'• 10.8" i- ,+ MAX HORIZ TL DEFL = 0,007' to 2'- 10.8" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 191s AT TIME OF MANUFACTURE,,. Design conforms to main windforce-resisting system and components and cladding criteria. c.r Wind: 140 mph '.h 21ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, ` ' (All Heights), Enclosed, Cat.2, Exp.D, MwrRS:Dir(,, load duration factor=1.6, Truss designed for wind .loads of in the plane of the truss only. / c.7� r,„7„.,:',4 co "d-3X4 1-00a/UyISt»..rOL,..WARS. to a.:. 6..00 std P pt. JOB NAME : 1 -A POLYGON Scale 0.5856 (ok1'4 J3 ‘11(0' GENERAL NOTES unless otherwise noted r^ +p' WARNINGS f 1 Builder and erection mnlrador shard be advised of all General Notes i.This design is beset only upon the parameter shown and is for an individual ��/ ��.�.�^l',i Truss: J3 and Warnings galore Construction nolrirlencea building component Applicability of design parameters and proper 2 204 compression web bracing rest be installed where shown e. incorporation of component is the responsibility of the building designer / t.'' /J 3:Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at t"� f ? / ` ....Z DES. BY: BS La the respans'':bilit of the erer'os Additienal permanent hradng of 2 ac.and at 10 o o respectively unless braced throughout Noir length by L:l y curainuoos t eathiiig such as plywood shealhingt'TC)andror da 051(OC) DATE: 5/16/2014 the overall structure a the responsibility or the guiding designer. 3 20 impact badging or lateral bracing required where shover++ is OREGON Mn road srwukl be applied to any component until eller all bracing and 4 Installation of truss is the responsibility M the respective contractor, SEQ. : 5931274 fasteners are complete and at no time should any loads greater than 0.Design assumes trusses are to be used n a rnmcnrrosive environment design loads he applied to any component. and are for"dry cnsti bla bearing g anal. u...design TNs nes no lied to over and oneuma5 no responsibility for the 6 Design assumes NIL bearing al all supports at40wfl.Shim of wedge it "'*� TRANS ID: 398916p y Design necessary GANG labdcation,handling,shipment and installation of components:. 7 Design assumes adequate drainage is provided:. 6,This design is furnished subject to the limitations set forth by 8.Plates sham be located on both faces of buss,and placed so their center IIIA 111111111111111111111111111111111 1P NVTC A SCSI,copies of wit ch will be furnished upon request lines m odea was rant center.In inobe 8 Digits indicate iddy with of plate to Inches; MiTekUSA,Inr,.CfxnpuTntsSaBware7.6.6(1L}f 1f1.Forbasicconnedorpistedesignvaluessee60101311 SR1MH8(MTek) EXPIRES:12/31/2014 IIS1§111 This design prepared from computer input by ';) PACIFIC LUMBER-BC It;P LUMBER SPECIFICATIONS TRUSS SPAN G'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDFfCq=1.00 TC: 204 KDDF 418ETR LOAD DURATION INCREASE = 1.15 1-2=1 0) 86 2-4=)0•. 0 BC: 234 KDDF 0108TR SPACED 24.0" O.C. 2.3==..180) 157 TC LATERAL SUPPORT 12'0C. VON:. LOADING RC !LATERAL SUPPORT <- II"AC. EON, LL( 25.0)+OL( 7,0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX HORZ ERG REQUIRED ERG AREA DL ON BOTTOM CHORD= 10.D PSF LOCATIONS REACTIONS REACTIONS SIZE SO-IN. (SPECIES) OVERHANGS: 12,0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0' -22/ 375V .1.001 227H 5.50' 0.60 CODE ( 625) 4'- 10.8' .166// 179V 0/ OH 1.50" 0.29 KDDF ( 825) Connector plate prefix designators: LL= 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 70V 0! OH 5.50' 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = Compulrus, Inc M,M20H8,M1EHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF 18C 2012 AND INC 2012 NOT BEING MET. `0• °"tel X_0IO€&kC?.i"'''3fLJH+L;3."R3a .3."a't..>P` 4t• `Cg.x'� VERTICAL. DEFLECTION LIMITS::LL=Ll240, IL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL= -0.002' @ �1`:. 0.0" Allowed = 0,100`: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY., MAX TL CHEEP DEFL- •0•.003° @ -1.' 0.0' Allowed = 0.133' 4-11-09 MAX LL DEFL = 0.000' @ 13 0.0" Allowed = 0.029' _�..', MAX TL CREEP DEFL = 0.000' 0 0`,.-. 0.0" Allowed = 0439' 1 MAX TO PANEL LL DEFL = 0.140' 0 2`:. 10.1' Allowed = 0,470' /1 MAX TC PANEL TL DEFL = -0.132' @ 2` 10.3' Allowed = 0.705' MAX HORIZ. LL DEFL -0.003' @ 4 , 10.8 MAX HORIZ, TI.. DEFL -0,003' @ 4 • 1.0;6'• '' DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 14.00: ' :•• Design conforms to main windforce-resisting system and components and cladding criteria, Wind: 140 h, h 22.tft, TCUL=4.2,BCOL=5.0, ASCE 7.10: / (All Heights), Enclosed, Cat.2, Exp.B, MWFRoth TI 1 ed load duration racter=1.8, Truss designed for wind loads in the plane of the truss only. ci tU ci fi • -,--..............„„,. ....„......... „,.„,.... ,„.......,„___ .,,,,.-.._.,„.„..r„..,..,,,.......: ci M-3X4 6-00 i90V.sPx -DUlE iIi ;.t.?; :' JOB NAME : 1 -A POLYGON .. J5 t ... Scale 0.4418 ., ,p '£. �. '44 WARNINGS..... GENERAL NOTES unless otherwise noted: r,j i Cx I Builder and mention contractor should be od rased ofall General NrdW 1 Thda siestas is based dM up lee petaAte1ts&hewn 00R A Wan udtsdea7 d 4 -f y1 t -, and Warnings before construction cnrmnen„es. ins1c19 enr)relent ly`ol Outdo as ernetera ddd.am I " 4( Truss: J 50 9RXMOion of rr!4 s,e msr*,-trraLley of 9re des,nix s t 2 axe rxtmpreuion web bracing must be nsloiled where shown+. 2 t144*pn ulnneo ttse 7 tour bad'oAt r3,urs tb tra'A,draki7t bado at / f `''t /t „ f 3 Additional temporary bracing to insole stability during constructionr / �" r DES. BY: BS Ls the re-sponsib!7ny ofthe erector.Additional permanent bracing of a o"„anti at 40'04 @atIdl qn{ t1 004,400000110000 h Aannruro[ta aIA�SM,�as plyx~rftMq abaadtxrTC,1 ananr cdry eat>il DATE: 5/16/2014 the overall structure is Ore respansibiRy of the building designer, 3 71 Impact Lxtdgtng or Wenn brae+np rannirad where shown.. OREGON p 4.No load should be applied to any component until after all bracing and 4 ai#a414n at Inis3 1.100 tabttdoblbilny el the r44000U 5nr'nraoeur 41 SEQ. : 5 93127 5 fasteners are complete and al no time should any loads greater than S Dwery aonoenwa 1giace0 em tG ba 044 h+a norwt d r9S,140000 ^V. Lao 6 design loads be applied to any component.: 004 ase fee'Wry 000014aq"et 100* ". t'✓` TRANS Z 398916 9.CcmpuTrus has no control over and assumes no responsibility for the a Owen assumes full beaded at a17 supports shown Shim orwodgo if fabrication,handing,shipment and inslaaabon of cnrrq+onenis<. Designary. 7.Design assumes adequate droinage Is provided, GANG 6 This design n furnished subject to the!irritations sal tom by S.Plates shall be located or,both faces et truss,and placed so their center II II III I IN VIII VIII 1111 III III II (�IIII TPINRCA in 0051,eopias of which will be furnished upon ir14oesl. !hies cndicaa with joint center inns. 1 9 Digits indirala size of p ale in inches. n Cy1ITek USA,Ina/Compu'Trus Software 7 6 6{11.).E. 10.For basin connector plate design values see ESR-1311,ESR-t 9ee(M Tek) EXPIRES:12/31,2014 , 1 , , 1 1 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC 1 ' LUMBER SPECIFICATIONS I TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/1g.1.00 IC: 204 KDOF #1613TR I LOAD DURATION INCREASE . 1.15 1-2.( 0) 66 2•4.(0) 0 BC: 2x4 KOOF 0101170 SPACED 24,0' 0.0. 2.3=(-132) 131 IC LATERAL SUPPORT x= 12'0C, UON. ' LOADING BC LATERAL SUPPORT -4. 12'0C, UOU. LL( 25.0)-1-DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REOUIREO BRG AREA DL ON BOTTOM CHORD. 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS; 12.0' 0.0' TOTAL LOAD . 42.0 PSF 01. 0,0" .10/ 346V -611 1890 5.50' 0.55 KOOF ( 625) 3'. 10.6' >165/ 160V 0/ OH 1.50' 0.26 KDDF ( 625) Connector plate prefix designators: LL . 25 PSF Ground Snow (Pg) 0"- R 0' 0/ NOV 0/ OH 5.50' 0.10 KODF ( 625) C,CM,C18,CN18 (or no prefix) . CompuTrus, Inc M,M2OHS,M16116,M16 . MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF INC 2012 AND IAC 2012 NOT BEING MET, kW1ILILtimsttald Yr ut143 oIlLoo117ftot24_.!.*;...3Auilii2 VERTICAL DEFLECTION LIMITS: LL-L1240, TL.1.1160 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP MAX LL DEFL . .0.002' @ .1"- 0.1" Allowed m 0,100' 3-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON--CONCURRENTLY MAX TL CREEP DEFL . -0.003@ -1" 0.1" Allowed . 0,133' -I, MAX LL DEFL . 0.000' @ 0 0.0' Allowed . 0„079' MAR TL CREEP DEFL. 0.000' @ 0:- 0.2' Allowed a 0,105" /1 MAX 'IC PANEL LL DEFL . 0.054' @ /:. 2 Allowed . 0,367' MAX DC PANEL TL DEFL n .0.037' @ 2", 1.4" Allowed . 0,339' MAX HORIZ. LL DEFL . ,3.002' @ 3 , 10,0r t2 MAX HORIZ. Ti. DEFL . .0.002' 0 3 , 11.3' ,, ,,, 14.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%Al'TIME OF MAKUFACTURE. Design conforms to MAIM windforce-rosisting --1' system and components and cladding criteria. Wind: 140 mph, h.21.5ft, TCOL=4.2,5COL.6,0, ASCE 7.10, ot (All Heights), Enclosed, Cat,2, Exp.S, OFRS(Dirj, (z, load duration factor'-1.6, Truss designed for wind loads eix . in the plane of the truss only, ul „, ,..• --' c3 --....-. ..--- , o o , . M•3x4 . . 1 --, . . 1-00 6-00 ...f330ffibLTaLTitA3ititaii:U745. .. c.„D rnOpe JOB NAME: 1 -A POLYGON - J4 co'. ,,,,,NcoiNie.. . 00i...,.•.. Scale: 0.5089 WARNINGS: GENERAL NOTES,unless othenvise noted, 1 Builder and erection centraraor ehoukf be advised of en General Notes I This design is based only upon the parameters shown and is for an individual CC*i ',.4.3,4,P 1 v ih. Truss: J4 and Warnings before construction enmmences building component Applicability of design parameters and proper 2 2x4 compression web bracing must be installed where shown e, incorporation of component is the responsibility of Ore building designer 2.Design assumes the lop and.bottom chords to he kilerally braced al ''''''':::; a/ ( ,1 //( Li, 3 Additional temporary bracing to Insure stability during construction DES. BY: BS is the responskality of the erector.Addilional pennanenl bracing of 2 0 a and at 10 o s respectively unless braced throughout glee length by continuous sheathing such as plywood shaatherg(TC)and/or drywall(BC) . GANG DATE: 5/16/2014 ; the overall structure Ls the responskality of the building designer 3 2x Inmate bridging or lateral tradng required where shown e t ii. OREGON t. . 4 No load should be applied Is any component until alter all bracing and 4.Installation 0110100 is the responsibility OM respective contractor. L') SEQ. : 5931 276 . fasteners are complete and al no lime should any loads greater than E Design assumes trusses are lo be used in a non-COM/NW environment fits r9' TRANS ID: 398916 design loads be applied to any component : 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition'of use 5,Design assumes furl bearing et all supports shown Slam or wedge if 11 11 nft..q fablicalion,handling.shipment and installation of components 7 Design assumes adequate drainage is provided . 5 This design a furnished subject In the limitations set forth by 8 Plates shall be 00010400 both faces of trustr,and placed so their center III 11111111111111111111111111 TPINVTCA in BC5I,copies of which will be furnished upon request Hoes coincide with joint center Ones MiTek USA,Inc/CompuTrus Software 7 6 60 I..)-E 9,Digits indicate slze of plate In Inches, I 0 For basic connector plate design values see ESRit 311,ESR-1988 BiliTeln EXPIRES:12/31/2014 . . II'IIII NAt This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11,8' IBC 2012 MAX MEMBER FORCES 41VR/DDFICq=1,00 IC: 204 KDDF R158TR LOAD DURATION INCREASE = 1.15 1-2=( 0) 114 2-4=(0) 0 BC: 2x4 KOOP k158TR SPACED 24.0" 0.0. 2-3=(-159) 91 IC LAIERAL SUPPORT <= 12'DC. UON. LOADING BC LATERAL SUPPORT <_ 1°`0C, SON, LL( 25.0)+DL( 7.0) ON TOP CHORD= 32,0 PSF BEARING MAX VERT MAX H002 BRG REQUIRED ERG AREA DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0' 0:0" TOTAL LOAD . 42.0 PSF 0'- 0.0' -82/ 5130 -57d:- 192H 5.50` 0,82 ODE ( 625) 1'. 9,2`. -113/ 294V O1 OH 5,50" 0.47 ODE ( 625) Connector plate prefix designators: LL = 25 POE Ground Snow (Pg) /'- 11.E 107 192V 0! OH SO 0.31 KDDF ( 625) C,CN,C18,CN18 (cr no prefix) - CompuTrus, Inc M,M20HS,MIEHS,M16 =. Milak MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL '- Rgh� i,� y <: air . REGUIREMENTS Or IBC 2012 AND IRC 2012 NOT BEING MET, lij VERTICAL DEFLECTION LIMITS:: LI..=L./240, TL=1./180 BOTTOM CHORD CHECKED FOR DOPSF LIVE LOAD, TOP MAX LL DEFL= -0.036' @ 2-- 0.0° Allowed = 0,200"" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAO Tt. CREEP DEFL = -0.043" @ -2".. 0,0' Allowed - 0:267 MAX BC PANEL LL DEFL = 0.007" @ '1'- 0.1' Allowed = 0.,054 MAX BC PANEL TL DEFL= 4.008" @ t' 0.1" Allowed = :0:.;072' -"99[, MAX HORIZ. LL DEFL = -0.001` 0 7 , 11- MAX HORIZ. TL DEFL - -0.001' 9' - 11,1` ✓'. DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 7,00, Design conforms to main windfnrce-resisting system and components and cladding criteria. Wind:'140 mph, h=21.6ft, TCDL=4,2,8CD1=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dirl, load duration `actor=l.6, Truss designed for wind loads [ o in the plane of the truss only. cm um o/- ' In ",e.:., C> 0 2., sir „, I €M-3x4 I 2-00 2-00 5-11-13 0) Pfloic,,6 JOB NAME: 1 -A POLYGON - SJ2 Scale: 0.5111 $' « �?. WARNINGS GENERAL NOTES,unless olherwNe noied: I .„Si , 1 Builder and emotion contractor should he aesised of all General Notes 1.Tits dotage Is based 0r4Eapdn the purtsemb rs shown and i@ for an Individual ,} Truss: SJ 2 and Warnings before construction commences #stied'Gaerpeow#-Ay tj•S14CsSan grater a;felO tied krno fn sr n of Ci0 s:Mara Is ere tWaw' rolwf the bW9 i� etc ."may g , 2..204 compression web bracing mast be installed whore shown+,: L--, 7 ,. /( , 3.Additional temporary bracing to insure stability during construction 2 Design assumes th0,0 arm h,,,r00,ehmclr da io?erany 9nacaa9 of DES. BY: BS is the responaibilit of the erector Additional permanent bra ai of c a a.and she o d i'agpeas plyietlaaa#rarxd mtU itreif f3 Pa any y P 9 continuous sheathing tato as arom9.s`hdalr5n¢{FG} r*9Ps:( 'pw.�{9t'i DATE: 6/16/2014 the overall structure is the responsrbitily of the building designer... 3 *wlm11acdkeedIoenE color tartest erottlect oew so coOhfe 011M'n.. ."" 4: No load should be applied to any component until aper ft bracing and 4 Inhhlsgatmn e41101a is'11et1aptfosi# y btthd rsailmeMoe#rMere'a'tOrn oo OREGON SEQ. : 593 1 27!-ffasteners are complete and at no lane should any loads greater than 5 da rt o 41005010+as are la be UMW el a 000-03RO05C feWee'`tr0 4 tt�'� O design loads be applied to any companenl. and are ror"dry coeditvse. 'r"t ? ° TRANS I D: 39$916 5<CompoTrus has no control over and assumes no responsibility lar the d.Oewgn aasurnas run bearing at ail swoons shown.Brim or wUdgn f �r necessary, C, h1G Nabnoalion,handling,shipment and installmion or components.. 7,Design assumes adequate drainage m provided- . 6.This design is furnished subject to the limitations set forth by 0 Males shall be located on both faces of Miss,and placed so their center • 101111111111111111111 TPIy(rCA In BCSi,copies of win will be furnished upon impost MITUrlSA,Inn/CenpuTrlsSofwa"a7 fi.6(1L)E liras coincide with Mint ranter Ideas yDips indicate site of in inches 10 eorbasic connector plate design values see ESR-1311,N.R R"191 RE;r:Talo EXP(AES:12/31/2014 11EB11011 This design prepared from computer input by 1 PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/D0F/CG'-1.00 TC: 2x4 ROOF RIORTR LOAD DURATION INCREASE = 1.15 1-2 1-90) 144 14 2-4.(0) 0 BC: 2x4 ODE al&BTR SPACED 24.0' O.C. TC LATERAL SUPPORT ,e 12'OC. U0N, LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)^DL( 7.0) ON TOP CHORD' 32,00.POE BEARING MAX VERT MAX NORZ RAG REQUIRED BRG AREA. OL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.1N.: (SPECIES!, OVERHANGS: 24.0' 0-.0' TOTAL LOAD = 42,0 PSF 0'- 0.0" •1601 578V -301. 119H 5,50'- 0.92 ODE ( 625) I 1`. 9.2" .,923/ 520 0' OH 5,50'. 0.10 KDDF ( 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.8" .441 044 01 OH 1.50' 0,15 KDOP ( 825; C,CN,C18,CN18 (or no prefix) = Compuirus,, Inc V,M2odS,M18HS,M18 =MileN MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'I 's -Eiigi, 4i fit-yS<sr 5 t,t l,)p;;, -„X„„-,,�,a„_,g-x_,p.s '..xr,Dsi REQUIREMENTS OF IBC 2012 AND IBC 2012 NOT BEING MET, 12 VERTICAL. DEFLECTION .IMTTS. LL.L/240, TL=L1180 BOTTOM CHORD CHECKED FOR1OPSF LIVE LOAD. TOP MAX LL DER. = -0,038' 0 .2 0.0' Allowed . 0,200'. 7.00 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.043 ;Y -2'•. 0.0` Allowed . 0.267' _.,,. MAX BC PANEL !.1. DEFL. 0.003” N 1', 0,1' Allowed " 0.:054',. MAX TC PANEL TL OEFL a 0,007'P 1', 5,1" Allowed ... 0,407` MAX HORIZ, LL DEN, x •0.000 "' 3'" MAX HORIZ- TL DER,. -0.001' 1 3 t"# DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED lot AT TIME OF MANUFACTURE, Design conforms to rain windfcrce-resisting • p syst'n and components and cladding criteria, =o Wind S 140 mph, h=20.4ft, TCOL=4.2,8CDL=8.0, ASCE 7.10, CD (All Heights), Enclosed, Cal.2, Exp.B, MNFRS(D'r),. 'oil load duration `actor=1-o, Truss designed for wind loads in the plane of the truss only. os- u7 co M-3x4 • �...-.. — .,,:._ ,, 2-00 2-00 1-11-13 E-ZYI F Ili' .$ 13..C413.3.0—,.1 *` 0 PROp- JOB NAME: 1 -A POLYGON x SJ1 Scale 0 7422 ' ( i�M W � 1 Builder GENERAL NOw annless only upon t e noted: CC } �t r `f . 1 Builder and erection contractor should be advised of all General Notes 1 Ths design is based only upon the parameters shown and is toren Individual ,/ > Truss• SJ 1 aril Warnings bels a construction commences building component:Applicability of design parameters and proper ss 2 2c4 compression web bracing must be installed where shown+:. Incorporation of component 0 the responsibility of the bung designer / ---S^ / 2 Design assumes the lop and bottom chords to be laterally braced at �� 3.Additional temporary braGng to insure stealthy during construction 2'o,d,and at to'o,b<respectively unless braced throughout their length by DES. BY: BS - is the responsibility of the oreaor Additional permanent bracing of continuous sheathing seal as plywood sheathing(TC)andiur drywall(BC) DATE: 5/16/2014 the overall structure is the responsibility of the building designer 3 2a i pact bridging or lateral firedog required where shown++ .4..; OREGON .'b 5931278 4 No load should be applied to any component until atter all bracing and 4 Installation of truss Is the responsibility of the respective contractor '3 SEQ. : fasteners are complete and at no erne should any loads greater than S,Design assumes trusses are to be used ina non corrosive environment, , is a ,t Z r" design loads be applied to any v+mWneoL and 7,a,.; re for"dry condltlon"or use s\ TRANS398916 g Compenus has no rental over and assumes no responsibility for the 8 naewssa assumes full bearing al all supports shewn Shim or wedge if 1 z h ID: fabrication,handling,shipment and installation of components:. ry. 1 se 7.Plates 1,0110 el ailed one lace is provided 8.This design is furnished subject 90 the limitations set"ooh by 0 Plates shall be loaned on both(acus of Muss,and plae:ed so their center I IMI)TALI ALIT III IIID III It IIII III iTek U A M Inc copies of which will be Fut upon request.. lines coincide01with r nt plate late ds lines l 1 �Rl 9 Nits indicate size Of plate in inches MfiekUSA n;iCnmpuTrusSo tvraretOru)11..)-F. 1n.:For baaiccnnnacler platedeuftnvalnessae6CR13tl.esrz-foge(am ok) EXPIRES:12/31/2014