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Plans (36) 0AS- "20 - ©o1 Nil t33 3 7 Av MiTekC MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax 916/676-1909 5B 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: R41832522 thru R41832537 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. <(-`' P R D,c�sS �cc�\� N�'N4.'Q /p2 8 • 2PE (ter y <0, Ayi A,), OREGON (19 40 'Ab'hI$ER \��Q`a' SA Her EXPIRES:06/30/2015 April 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 ANSUTPI 1. 101. MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL 14-90U P Fax 916/676-1909 5B 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:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. olONIO °s w° WAStih, ,c) wt FT 4, 9639 ISTD v.-t4.6 • April 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 ANSUTPI 1. Job Truss Truss Type Qty Ply 5B R41832522 PL 14-90UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:21 2014 Page 1 ID:j7axn4OsHnThlyaUAczwoszX1 UY-cHTKdJc1YpmObb_IRPgo7B0ohgO7S71 HuPDhOfzOQTa I 2-6-0 I I 2-2-9 II 1-2-0 1 1 2-4-11 Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 0 eo 0 0 1 0 0 y N 11111,111.11 e e e d 13 12 11 10 .. 3x4= 3x8= 3x4 = 3x4 = 3x4 = 10-8-1 11-4-9 1 9-11-9 10t1r1 111-3-1 1 I 16-4-12 1 9-11-9 0-i-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): [10:0-1-8,Edgel,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress lncr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 puffins, 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) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 010NIO . TOP CHORD 2-3=-2463/0,3-4=-2463/0,4-5=-2532/0,5-6=-2532/0,6-7=-2532/0 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 Q �v WAS,1J� 4 WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,4-12=370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 P,$, ,4'G� NOTES , _.. 1. c 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. / r 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 " h 49639 be attached to walls at their outer ends or restrained by other means. 0ISTER- LOAD CASE(S) Standard t /ONALr6 <�R,D PROFt, ` - 87022PE 0.0 sr N y��-oj�OREGO �o �� SA Neck EXPIRES:06/30/2015 April 22,2014 • a KAMM-4' ty de_=(gn Wan*cus a d ROAD A TES GN WE AND; tiC£fl MITE rsEFER£N E PAGE MIT-1473 ree c 1/2/2E14 B6-2RFt/SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ApplicobiFty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 10111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TPI1 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 Sautharn pine SP)lumber in specified.the ttesiger values are those eft cti a l)6/G1/2'71.3 byALSC: Job (Truss Truss Type Qty Ply 5B R41832523 PL14-90UP F02 FLOOR 5 1 li______ Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:22.2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-4U1 igfdfJ7uFCIZU_7B2fOY183goBcGRF3yEw5zOQTZ I 1-6-0 I 1-3-4 1 10-8-3 i 1 2-3-p I 11-2-0 II 1-0-5 1 2-6-0 Scale=1:27.7 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 II 1 2 34x6= 4 5 6 7 8 9 10 • 6 O _ 0 O • N N N-N 4/ e e. a s e o e 17 * 15 14 13 12 11 3x4= 3x6 = 4x5 = 3x5= 1.5x3 II 3x4 = 3x4= I 3-0-4 I 15-10-12 I 3-0-4 12-10-8 Plate Offsets(X,Y): f7:0-1-8,Edgel,f12:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:74 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 6-0-0 oc bracing. REACTIONS (lb/size) 16=1266/0-5-8 (min.0-1-8),17=335/Mechanical,11=456/Mechanical Max Uplift 17=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) P`. "ONTO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. ©c7�'� SJtf 74, TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0/750,5-6=1002/0,6-7=-1002/0,7-8=-1099/0, _ 8-9=-1099/0 4k' C rt r T j mak- BOT CHORD 16-17=664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 r i' ; � ,• N WEBS 3-16=718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=-960/0, C- 9-12=0/379,3-15=0/856 III NOTES ,-6r i0� 49639 + 1)Unbalanced floor live loads have been considered for this design. (31� kj 2)Refer to girder(s)for truss to truss connections. �• R c 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. �SJ0NAI.EG 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. '`�Q`�D P R()FE. LOAD CASE(S) Standard � SS C,N� �NGINEF9 /,y 870 2PE ��c cn cv -7 --9j, OREGON (1)O OQSBER 1�'�Q� q. NEA EXPIRES:06/30/2015 April 22,2014 1 ®iliA,ViiTY3-Verify de lgn raormenrn s dR A7 hE,,TESGN TN'SAM POLLED M:TF?k EFE.SEMEPAGE Nil 1473;mu 1 25/2GfcBERIRE1.SEfedi• Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to inure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSR-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 54utrs•ern Pine(OP)limn her is specified,the design values are those effective 06/01/2sm1.3 by A.LCC LJob Truss Truss Type Qty Ply 5B R41832524 PL14-90UP F03 Floor 3 1 Job Reference(optional) Pacific_urnbri&Truss Co., Lake Oswego,Oregon 7.,10 s fan 1.3 2014 MiTek Industries.Inc. Mon Apr 21 15:39:23 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-Ygb42?eH4R06gv8gYgiHCc57kT4EwOFaTjinSYzOQTY 1 2-6-0 1 I 2-5-1 11 1-2-0 II 2-4-11 l Scale=1:28.9 1.5x3 II 3x5 = 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 e •ee a -- - -- -e 0 0 N N O De - e ' 1'a' 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 10131.9 111-5-9 1 i 16-7-4 I 10-2-1 0-1-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): El O:0-1-8,Edgel,El 1:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:73 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.l&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) 13=725/0-4-8 (min.0-1-8),9=725/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,,,ONto Its TOP CHORD 2-3=-2508/0,3-4=2508/0,4-5=2587/0,5-6=-2587/0,6-7=-2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 0� +� WASH/,, WEBS 6-10=-324/0,2-13=-1666/0,2-12=0/1041,4-12=399/0,4-11=-480/168,7-9=1660/0,7-10=0/1140 C.-) NOTES .:i', /, t 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 ;� r be attached to walls at their outer ends or restrained by other means. �iP 49639 c Cyd O ,4CG/S'i-L- LOAD CASE(S) Standard NWS ONAL G ����� PR6Fets �rl..� ��GINEFR io�� `r' 870 2PE r" -0i, REG N r1Q�4 la A NE' EXPIRES:06/30/2016 April 22,2014 -Verity dont n pa'ink wrn m d READ P/7ES CS'THIS AND;aigID MPTElf REFERENCE PAGE f7T,779 12 �� :'y � , 73;ex 1;�'�f2&'_SBf.�=F3FtT5� Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. NI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not to rss designer.Bracing shown • is for lateral-support of individual wen members only.Additional temporary bracing to insure stability during construction is the responsibillily of the [YI T - 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/TPI1 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 pine/SP)lumber is specified,the design values are.hose effective 06/0112013 by MSC Job Truss Truss Type Qty Ply 5B R41832525 PL 14-90UP F04 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 i 5:39:24 2014 Page 1 ID:j7axn4OsHnThlyaUAczwaszX1 UY-Os9SFLfvrk8yS:iit6YDWpeEXtNnfT6kiNRL?_zOQTX I 2-3-0 I 11-4-11 1-2-0 II 1-0-9 I 2-6-0 Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e _ e _ a . e- /40.0.144411 e o 'N, - iiio iiiiiir N N b e e e e ^o 1 15 14 13 12 11 3x4= 3x8 = 3x5 = 3x4 = 4x4 = 3x4 = 14-3-11 I 13-1-11 13-8-111 I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): [12:0-1-8,Edge],[13:0-1-8,Edgei LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 puffins, 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=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1TONIO 14, TOP CHORD 2-3=-2635/0,3-4=2635/0,4-5=3446/0,5-6=3446/0,6-7=-2477/0,7-8=2477/0,8-9=-2477/0 pJ BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 & OV WASIY' ,. WEBS 7-13=0/354,8-12=569/0,2-16=-1700/0,2-15=0/1191,4-15=679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, C.) 4c., /� 6-13=860/0 ? NOTES i- N 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 1r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. �� 49639 Gy, 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 0� z•GISTER� be attached to walls at their outer ends or restrained by other means. w LOAD CASE(S) Standard SI-ONAL � � 0.0 <<yc\D PROP 87022PE �1' cn .5. ("C‘ O R EG N ric O4� OnSMB ER -V\ \-' A. HE?' EXPIRES:06/30/2015 April 22,2014 I t At4/4FIT`in-Ve;firdesign passrrwtr_<sod RE4D NC,TEECNTHISA/C T:4t.'TMEDMITEX'REFERENT MIT.7473 tt t 1,129/'2014 BI fEI E �!• Design valid-for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. NI 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 theh ivI�yT�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/TPI1 QualIty Criteria,SSB-89 and BCS!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 Seutiv4rn Pine3SPj lumber it specified,the design values are those effective 06/0372013 by MSC Job Truss Truss Type Qty Ply 56 R41832526 PL14-90UP F05 Floor 9 1 Job Reference(optional) Pacific.Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7JulAhwS3tzOQTV 11-3-0 I 11-1-1 I I 1-2-0 ii_ 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4 = 3x4 = 3x4= 4x4— 3x6 FP= 3x8 = 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Ir1:- r N / N-r N--r N 9 r. N - / _ „0000.000.•••••,_ ...„iiiiiiiiiiii e a o o o v o e - 26 25 24 23 22 21 20 19 18 3x4 = 4x6= 3x5 = 3x6 FP= 3x5 = 3x5 = 4x6= 3x6 = 3x5 = 3x5 WB= 15-7-9 14-5-9 15-0-91 20-9-8 I 14-5-9 '0-7-0 7-0I 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edgel,F18:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress!nu YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 10N10 iii TOP CHORD 2-3=-2003/0,3-4=2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=4247/0, 8-9=-4495/0,9-10=4495/0,10-11=-4230/0,11-12=4230/0,12-13=3519/0, WAS 13-14=3519/0,14-15=3519/0 iJ� ��� � �Ij�,C BOT CHORD 25-26=0/1077,24-25=0/2776,23-24=0/3897,22-23=0/3897,21-22=0/4436,20-21=0/4401, w l� .) 19-20=0/3519,18-19=0/3519,17-18=0/1990 N WEBS 12-19=-357/0,13-18=-426/0,2-26=-1375/0,2-25=0/1183,4-25=987/0,4-24=0/813, I - .J e 6-24=618/0,6-22=0/446,15-17=2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, 12-20=0/1057 ri ir NOTES O '7'),p. ,,,, ____;p 1)Unbalanced floor live loads have been considered for this design. -. �''1STh 2)All plates are 1.5x3 MT20 unless otherwise indicated. ' ONAL G 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ��„0Q P R 0E6-o LOAD CASE(S) Standard ��_,j ,�O,NE - /0 87022PE �r” N y -a>, OREGON rimQ 'Ao /48 E R 1N�� A HEFT EXPIRES:06/30/2015 April 22,2014 MIS * M� r t 14 USE ItiA,�h'7:r1:�-1�c;::p�e�an;;a:�rlx�ers �Pr�7rit�?£SO:YTNi„hNG;'KZt'�-EL 7E!S.rsFfi..rszA,tr:;�1G;'??I7,t73,L>r1,'��(21<'t�BfU�t£G�.Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component.Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is far lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the �{PAHAiT��^ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVI fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPl1 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 Pine is/I iumbcq in specified,the druignvaluesare those rffentice036/0212013byALSC Job Truss Truss Type Qty Ply 513 R41832527 PL14-90UP F06 Floor 1 1 Job Reference(optional) Pacific Lurooer&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTrats industries',In,Moo Apr 21 15:39:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-zFG0g0gAMMOghMsFDzG_gEjkKhEo7WE1AhwS3tzOQTV 1-4-0 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 e e i Q N 1 e e* 5 ♦ 4 3x4= 3x4= 1-81 4-1-0 I 0-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud 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 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 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=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES 101%1I0 44, 1)Refer to girder(s)for truss to truss connections. 0 ov wA 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. 0' <{ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. y ; `' ,, 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 ;,; A k'r 1. N be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard f ffr rd Lk` •Iii 4 29639 c '4,$1QNAL (y 87022P, r- t A y Aj, OR GON r Au Is.0 d1LER 1 �. S A 1-i EXPIRES:06/30/2015 April 22,2014 1 Ammon-Ve dc_iga parameters ai£d REAP 107ES ON 3NaS.4N0 mutED NITEK REFERENCE PAGE 14117473 re.c 1/zllf20'1a1 P Et/SEitill Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is.for Lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erecta.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,05B-89 and BCSI Budding 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 Sztuth ern Pine(SP)lumber is..specified,the design values am-The.cue*time i G/011201:3 by AiSC: Job Truss Truss Type Qty Ply 56 R41832528 PL14-90UP F07 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co.. Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwgoeLOlSvfozjUmsbG8Jd?PY81zOQTT 1 1-7-12 I I 1-8-15 1 I 1-2-0 ii 1-4-9 1 1-6-0 i Scale=1:30.1 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 1.5x3 I I 3x4 = 1.5x3 II 3x5= 1.5x3 II 1 2 3x8= 3 4 5 6 7 8 9 10 11 o 0-4,,, ,,,,,,..,,,,,,: _ o _ o _ o o o _ � ''4141411411111111.411" — 41.1.°°11./ 111141141414 — 10.1111 be a a a e a 19 17 16 15 14 13 3x4 II 3x6= 3x8 = 3x5 = 3x5= 1.5x3 II 3x4 = 3x4= I 1-10-12 2-¢14 17-5-4 I 1-10-12 0-14 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edgel,18:0-1-8,Edge1,113:0-1-8,Edge1,[19:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:83 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:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) - - - �O,NIO1p� FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/670,2-3=-950/312,3-4-950/312,4-5-2192/D,5-6-2 1 9 210,6 7-2379/0, © 7v AS)jj 7-8=-2379/0,8-9-1741/0,9-10=-1741/0 4-7.-3,. ..Ch BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, a +z~j 12-13=0/909 t`�'7 ;�j ( ,f 5h • , - WEBS 9-13=-408/0,2-18=808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, • ',7---,i ; 4-16=0/641,417-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 41 /•T NOTES ' 49639 1)Unbalanced floor live loads have been considered for this design. get, .fi0Es,Th t. 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. •6"S410NAL 'G 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. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. ��� P R QFF The design/selection of such connection device(s)is the responsibility of others. s 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). „_Gjd vNGI NE -, s/O, LOAD CASE(S) Standard CC 87022P �r--- 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 / Uniform Loads(plf) Vert:12-19=8,1-11=80 - Concentrated Loads(Ib) Vert:1=-304(F) -y Aj, OREGO rL 41./ O A. H'E� EXPIRES:06/30/2015 April 22,2014 1 t ®VIAR.HT'` Versify de_=/gn pacant[#Srx o xi READ P/D TES ON THIS AND;`A I/D ED!NIIEK.REFERE/Al'PAGE P4117413 m c 112512014 B - ELLS USE. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. hill 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 responsibility of the MiTek.erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 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 Pine/SP)lumber it specified,the design yalue.s are those effective Oe/OI/2OI.3 by ALSO Job Truss Truss Type Qty Ply 5B R41832529 PL14-90UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon ,I :.,n.3 2314 Mack industries,Inc. Mon Apr 21 15:39:28 2014 Page 1 ID:j7axn4OsHr i hlyaUAczwdszXi UY-veOz5iiQuzeOwgoeLOlSvfo4nUv9bNVJd?PY8izOQTT I 2-6-0 0-5-10 1 1 1-2-0 1 1 1-4-14 Scale:314"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4 = 6 i 0 0 N N I e e e e 3x4 = 1 9 8 3x4= 3x4 = 3x4= I 3-1-2 3-?-1p 3-9-10 1 4-4-10 416-2 8-6-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-1- 4-0-6 Plate Offsets(X,Y): [8:0-1-8,Edgel,F9:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.17 Vert(TL) -0.06 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=370/0-2-12 (min.0-1-8),7=370/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y-ONIo I TOP CHORD 2-3=-732/0,3-4=732/0,4-5=-732/0 BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 0% 1 WAShrl. WEBS 2-10=736/0,2-9=37/269,5-7=-718/0 '4) NOTES ;q i ,,,, ' 1, tt 1)Unbalanced floor live loads have been considered for this design. C l N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 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 •,,P • 49639-0 1 be attached to walls at their outer ends or restrained by other means. O fi •Ns ER LOAD CASE(S) Standard ss'ONAL C' ����V) PROFFss mac; N�I N EF9 we 2 870 2PE 9 CC\ --y 'Cj, OREGO q, 4/ -"?On SER .�� �., S A HEY, EXPIRES:06/30/2015 April 22,2014 A WARP/LW.Vecify de_=sgn pamow ers s e REAL Pr"-;75 0%mrs ANG f!K3i6ED MP1EK PEFEREKT PAGE hITT.7 413.z z,t/25512014 BEGELUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an ir,drviduai building component. MI Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown s for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the'estionsisititr of the • . . p pIi gg,, erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVIeK fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 1tS:outhersr Pine(SP)lumber is specified,the design values are these effective 06101/201.3 byA1.SC Job Truss Truss Type Qty Ply 5B R41832530 PL14-90UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:29 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-NgyL12j2fHmFYgbgv5phStLFYuG7KsvTsf96gCzOQTS I 2-6-0 { 0-5-6 I I 1-2-0I I 1-7-2 I Scale:1,1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 II • il -___\ • • N N 6 • • e e e 1.5x3 II 9 8 7 6 3x4= 3x4 = 3x4 = I 3-0-14 3-2- 3-9-6 I 4-4-6 1 6-2-8 I 3-0-14 1- 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): [4:0-1-8,Edge],[8:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.02 8-9 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.12 Vert(TL) -0.03 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:29 lb FT=0%F,0%E r LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, 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=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 01\110 i TOP CHORD 2-3=-362/0,3-4=-362/0 �A BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 S WEBS 2-9=-456/0,4-6=-424/0 C7r-WA �� Y� NOTES .+ �'-1. 't 1)Unbalanced floor live loads have been considered for this design. '1 ; 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. r ; 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,0 /of 4, 49639 c) •4;r� 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 t7k Gj i�. be attached to walls at their outer ends or restrained by other means. .�C� �S/ONALC LOAD CASE(S) Standard -ti�cO PR0E ,�5 ,,,,- F9 S/p2 't 870 2PE �{ N 7 --o),OREG N 0�Q4L S One E R 1'`�P�' A. Hem EXPIRES:0613012015 April 22,2014 ®EWAANT` .Vs/fy dexigs pa;amemrs a:.f RFA PIC,TES 2N MIS ANC INCI ££L MITEA-.r's£££REM E PAGE MII•7473 rtz 1/28/2014 BEFORE 115£ IN Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsib'flity of the MiTek.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-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 Pine fSP)iurrrber is specified,the design values are those effective os/a120.1.3 tsyA4SC Job Truss Truss Type Qty Ply 5B R41832531 PL 14-90UP F10 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39:30 2014 Page 1 I0:j7axn4OsHnlhlyaUAczwOszX1 UY-rOWjWOjgQau6A_AOSoKw_4uKNIS83Cjc4JufCezOQTR I 2-3-0 I I 1-7-11 I F 1-2-0 ti 1-4-9 1 1-6-0 1 Scale=1:26.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 e• .ea el) e e 0 0 N N e a e e e e 1' 14 13 12 11 3x4 = 3x6= 3x6 = 1.5x3 II 3x4= 3x4= 12-3-11 I 11-1-11 11-8-111 1 15-5-4 I 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y): 16:0-1-8,Edge],[11:0-1-8,Edge] I LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 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=673/0-4-4 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ,FONjfl h. TOP CHORD 2-3=-2121/0,3-4=-2121/0,4-5=2434/0,5-6=-2434/0,6-7=1775/0,7-8=1775/0 BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925 oC7 .v.WASj iiii WEBS 7-11=-417/0,2-15=1416/0,2-14=0/910,4-14=380/0,5-13=274/0,6-13=0/820,8-10=1112/0,8-11=0/1049 �� ;/.� NOTES v (> � k' . ) 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)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. riff 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 49639 be attached to walls at their outer ends or restrained by other means. Q� 4,461.190//, LOAD CASE(S) Standard SsIONALV' <.ti 0 PRF-So 44y~cGtNEr'9 /04 870 2PE --y �-oj, OREGO 20 4IV COQ 41BER .��,�P- A. HE-Vk EXPIRES: 06130/2015 April 22,2014 t A 8:A(NI;4i-Vuify ries=fgn a:an*mrs t READ Kris ON THIS AND DaLira MIIE!f REFEF,EM. -AAOE MIT 7 513 rE I/29/2014 RER.,Et/SE 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 Mg is ror.!aleral support of individual web members only. Additional temporary bracing to insure stahilty during construclion is the responsibility of the R � ek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding M fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 South-oro Pine(Sp)lumber if apeerffied,the ctetign valuer are;hose effective OG103f2431.3 b1rALSC Job Truss Truss Type Qty Ply 55 R41832532 PL14-90UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co.. Lake Oswego,Oregon - 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-rOWjWOjgQau6A_AOSoKw_4uPzlbT3Hwc4JufCezOQTR I 2-6-0 10-5-10 I I-- 1-2-0 I I 1-6-14 1 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 Je e e O p N N d e e e e e 3x4= 1 9 8 3x4= 3x4= 3x4 = I 3-1-2 31-1�o 3-9-10 1 4-4-10 476-8 8-8-8 I 3-1-2 0-1- 0-7-0 0-7-0 0-11- 4-2-6 Plate Offsets(X,Y): [8:0-1-8,Edgej,(9:0-1-8.Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. "tONTO 1 TOP CHORD 2-3=-761/0,3-4=761/0,4-5=761/0 �,1_ Vii, BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 Oc7 7�WASjtI `1t WEBS 2-10=757/0,2-9=28/290,5-7=737/0 CJ 7' i, r l'6 L„! NOTES C (4—... �= '2. 6 1)Unbalanced floor live loads have been considered for this design. j 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 4 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 '',� 49639 4' be attached to walls at their outer ends or restrained by other means. O� -.Gtsi -E0 LOAD CASE(S) Standard �S40NALV4G �<<-� ,� P R 6FE�s mac_ cNG I N F'9 /,'.2 `t- 87022PE / of ni '3), REGO (1,)OA,/ A. HSR EXPIRES: 06/30/2015 April 22,2014 �� WATM -1•'E;�:')*rfergn/;�1:-z..n� rs;.;;:f READ A#'+�SG'Y MIS ANCs'' txLEL,?+?rTF!C.rtFFEkcXvtz PAGE MIT-::13,rx.!,`2x�f'2�'&ftF;�?!FL?SE 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 P11111 . is for lateral support of individual web members only.Additional temporary bracing io irlsure;stablity 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 MiTek. fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 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 Sourt7nrn Fine)Sts}furnsher is specified.,the ditsign nraluws art:hose effective 06/411/2£51.3 by. .SC Job Truss Truss Type Qty Ply 5B R41832533 PL 14-90UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon - 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39.31 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-JD46jkklBuOzn7IDOWr9XIQW2ipMofRmJzeDk4zOQTQ 2-6-0 1 I 2-3-5 II 1-2-0 II 2-4-11 I Scale=1:28.7 1.5x3 II 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 • a o s o _ o I _ — 111111 o N N 001.1 e e e e e - 1! 12 11 10 NorA 3x4= 3x8 = 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-5 10-1113 11-3-131 I 16-5-8 I 10-0-5 0-I-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): I10:0-1-8,Edge],111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. SsONIO TOP CHORD 2-3=-2476/0,3-4=2476/0,4-5=2549/0,5-6=-2549/0,6-7=-2549/0 �J_ BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 Oc7 1 WASjjj WEBS 6-10=319/0,2-13=-1648/0,2-12=0/1025,4-12=-379/0,4-11=-466/163,7-9=1643/0,7-10=0/1116 t{, �.. 4'L� t � NOTES i vj fie: . Cr 1)Unbalanced floor live loads have been considered for this design. l=- .I 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. r�i�f 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 ° 49639_____,),44,,-, N. be attached to walls at their outer ends or restrained by other means. QA ��rs rEIt> LOAD CASE(S) Standard SSS/ONAL 7' -�ti��° PROF6s ,�5 ��,GI NEFR s/o2 87022PE pr" / A,/ 7 --°,, OREGO cI�O C'0S 'fiA1B E R 1\�P� A. H�- EXPIRES:06/30/2015 April 22,2014 i a WA:W*43-Ve.'ify desjgn Wsr5n10,1'15 3j&READ h1'TES ON3'N:SAND s Lira MP7EKREFEFIMtzPAGE MIT 7413 roc1/25/2CtcB£°ZfEUSE ...•• • Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MI is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity o'the ItlliTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,SSB-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 ff Southern Pine{SP)Ium ber is specified.the rindign values are ttias.e riiv fecte 06/02/201.3 by ALSO Job Truss Truss Type Qty Ply 5B R41832534 PL 14-90U P F13 Floor 6 1 Job Reference(optional) Pacific Lumber R Truss Co., Lake Oswego,Gregor; - - - 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:3912 7Yi4 Page i ID:j7axn4OsHnThlyaUAczwOszX1 UY-nPeUx4IxyC8gPHKPaDNO3Vzcx55RX5zvYcNmHWzOQTP I 2-3-0 I 1 1-4-11 I I 1-2-0 1 1 1-2-5 1 2-6-0 Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 II 3x4 = 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 9 OB 4 D b or N e o o ee be 13 15 14 13 12 3x4= 3x8 = 3x5= 3x4= 4x4 = 3x4 = 14-3-11 I 13-1-11 13-8-111 I 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): 112:0-1-8,Edge1,[13:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 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) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -ONTO If TOP CHORD 2-3=-2664/0,3-4=-2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=-2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 C7 WAS 1- o0'. -WEBS 7-13=0/349,8-12=-534/0,2-16=-1715/0,2-15=0/1206,4-15=-695/0,6-14=-7/395,9-11=1869/0,9-12=0/1118, G � 6-13=853/0 i - * y k NOTES ', N P 1)Unbalanced floor live loads have been considered for this design. r 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 1 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'Q,,1 4, 49639 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 00GISTgti be attached to walls at their outer ends or restrained by other means. ��rONAL � LOAD CASE(S) Standard �.<< cj PR°fess �C?i5 ��GlN�F9 ��2 87022PE i ��' rV �-o��OREGO i ��v� Or) 8 E AN A. HSP' EXPIRES:06/30/2015 April 22,2014 ®KAMM-Ve :'y de_si70 p a:amrurs 3141 RD W 1TS ON 7711S AND;7A2&DEL Mira/EFEREMS PAGE MIT.7413 me 1/2S/20149FMt/SE '...""+ Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 11111 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 responsibility of711S �^ • - - -1 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IVI)leK fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 Qua&ty Criteria,SSB-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 iSPI lumber in specked,the:resign vafuex are those effective 06/01/205.3 byALSC Job Truss Truss Type ry Ply 5B R41832535 PL14-90UP F14 Floor 1 _ Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-FbBs8QmZjVHh1 Rub8xudcjWsmVXEGcZ3nG7JpzzOQTO 1 2-0-0 I 1 1-10-1 I I 1-2-0 I 2-5-3 Scale=1:21.0 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 It 4 5 6 3x4= 7 • 10 9 8 3x4 = 3x5= 3x4= 1.5x3 II 3x4= 1 8-2-9 18-9-9 1 9-4-9 j 12-0-12 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): [6:0-1-8,Edge],[10:0-1-8,Edge] LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 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 purtins, 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) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 'ONTO TOP CHORD 2-3=1397/0,3-4=1397/0,4-5=-1183/0,5-6=-1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 ICC' 0°1ASIL 'V17 WEBS 2-12=994/0,2-11=0/571,4-10=_4 C.,)43/3,6-8=-1277/0 �� .c �G• � G NOTES 'i N 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)12,8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /, r 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 49639 e. be attached to walls at their outer ends or restrained by other means. 0 ..hof T Rti� LOAD CASE(S) Standard �sIONAL��O ��-�'�D P R aF -ss `N.7 ANG j N��' 4O�'y 8 • 2PE , r" 'N , � 3i, REGo ef)acv A HER EXPIRES:06/30/2015 April 22,2014 ®WA i/T` -Verify des in parax ars L,:1 REA 5 W IES ON THIS AND iNC.i €ft MTV('REFERENCE PAGE MIT 1413;sa 1,12 V2018BE'_.<4FUSE 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 f; for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibi'Iity of the Mitek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 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 N Southern Pine IPI lumber is specified,the design vAfues ace these effective 06/01/201.3 171E ALSC Job Truss Truss Type Qty Ply 5B R41832536 PL14-90UP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., - Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon e,i 21 15:39:34 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-kolEMlnBUpPYeblohePs8w26nvzq?7vC?wstLPzOQTN I -.-•,1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4 = 3 1.5x3 II Scale=1:8.7 0 N .A 5 4 3x4= 3x4 = I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.08 Vert(LL) 0.00 5 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.09 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.07 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 A.`1ONIo ,i- NOTES O' r7F WASjjl `1-" 1)Refer to girder(s)for truss to truss connections. (/ •S, /_-:- �• G� 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �,- I' G �j 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 ; (46: ►' ,j., N be attached to walls at their outer ends or restrained by other means. ;i 4)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)188 lb down at 1-5-2 on top chord. The design/selection of such connection device(s)is the responsibility of others. t.er 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ' • 49639 c r, �CIS'I - LOAD CASE(S) Standard '(.' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 S`S1ONAL' G Uniform Loads(plf) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) ��-_' .o PROF ��\s ENGIN F9 �`�-22 87022PE �r" a((//44'4. N 17 -0j, OREGON ti9 Oz �OnSMeER .\\ \-\ A. HEVk EXPIRES:06/30/2015 April 22,2014 I AK ill —Ve /yde1go,rurarae'rco;:iREADN'-TESOfy7N.SAND1/Kli.r€DM1TE'..EFE.FsEMxPAGE4111473.es1,125f201dS.MUSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1111 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek.- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quart),Criteria,USB-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 5auth-nre Pine)SP)Jurriher it srsacitied,the design values are these effective o6Jt11J201.3 by_ABC Job Truss Truss Type Qty Ply 5B R41832537 PL14-90UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc. Mon Apr 21 15:39'33 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-FbBs8QmZjVHh1 RubBxudcjWuGVbcGeL3nG7JpzzOQTO I 1-6-0 I 1-6-10 I I 1-2-0 I I 1-4-14 I 2-6-0 I Scale'314"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4 = 11 3 4 53x4 = 6 J e e 0 0 NN e - e e e 3x4 = 1 9 8 3x4= 3x4 = 3x4= I 3-2-10 1 3-9-10 I 4-4-10 I 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): [8:0-1-8,Edge),f9:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 041 ONro I, TOP CHORD 2-11=926/0,3-11=926/0,3-4=926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 o5 1v,WAS-111. WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 ��{ G'� G NOTES p l; _,,, *2. t.t. 1)Unbalanced floor live loads have been considered for this design. - / - N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. % 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. js�r 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 46�g � be attached to walls at their outer ends or restrained by other means. F�IST�R� 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)233 lb down at 2-2-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 'SIGNAL G 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ��p P R ppF Uniform Loads(plf) �, cS' Vert:7-10=-8,1-6=-80 \CoQ ti��'iINEF9 0/0 Concentrated Loads(Ib) �� .f,. Vert:11=-169(B) 17 4Z- 870 2PE r- t.!) cV yC\'c>�` <OREG N ti�O4U or, BER O\� \-" A HE-c?' EXPIRES:06/30/2015 April 22,2014 ®I k `J-Ve fy design a:aaw mrs ar,d READ P.17 7 S Cr T iIS Am isNa rED Mi7EX AEFEREM z A4&E MUT 7 473 ss c 1/25/2DiJ BEC RF t/SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual budding 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'esponsibillity of theMIMiTek.� erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-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 ISM lumber it specified,the design values are those effective 06/01/201.3 byA:LSC Symbols Numbering System Ak General Safety Notes PLATE LOCATION AND ORIENTATION 3/" Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property a offsets are indicated. (Drawings not to scale) Damage or Personal Injury En= Dimensions are in ft-in-sixteenths. I4 Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal or X-bracing,is always required. See BCSI. TOP CHORDS 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves 0 hill WEBS may require bracing,or alternative Tor I a' o bracing should be considered. 441100,, rigillor O 3. Never exceed the design loading shown and never U stack materials on inadequately braced trusses. 1— 0 4. Provide copies of this truss design to the building C7-8 C6-7 C5-6 For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-1a' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each — This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint — required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. `Plate location details available In MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC-ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311, ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907, ESR-2362,ESR-1397,ESR-3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that / Indicated by symbol shown and/or SYP represents values as published specified. bytext in the bracingsection of the by AWC in the 2005r012 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, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. 1 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. h=11 reaction section indicates joint III II III III number where bearings occur. 17.Install and load vertically unless indicated otherwise. -— Min size shown is for crushing only. 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 Metallifill40 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. BCSI: Building Component Safety Information, MiT20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, "�" ANSI/TPI 1 Quality Criteria. Installing &Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 40'-0= 1 r 11'-11' GARAGE RIGHT IA, 8 -, -) o ' -2 -2m -2V -2 -3 — AR1 ASJ1 —__ ASJ1 ASJ2 --_ - IL,,4•401 ASJ2 1 .1 ,0001 ... . . . . .... ... 6:12 AH1 (2) 744/, 4,91 4 _ AH2 11 / / _ AH3 41 AH4C AH6 mu AH7 NI IC") •- --- ---- -- --- •• -- = AH6 6:12 6:12 AH5 AH4 BH3 oBH2 --- 6:12 .. BM(2� y . .®. I _, -- \ - . - - - \ II- D2 (2) E2 (3) s•1z 6:7 _412 D1 �1 6:12 _42 _ ,;.' ibt ® CONFORMS TO DESIGN CONCEIT :1' 6: in I WO ElCONFORMS TO DESIGN CONCEgWITF REVISIONS AS SHOWN 1 - 111NON-CONFORMING-REVISE AND�tSDBMIT i 0X CONFORMS TO DESIGN CONCEPT I V-91' 1 SHOP DRAA1 NG HAS BEEN R VIEWED FOR GENERAL CONFORMANCE CONFORMS TO DESIGN CONCEPT WITH27 lir THE C..SIG J CONCEPT DNL AND DOES NOT RELIEVE THE [ REYISIONS NOTED DE r� OY i g� I FABRICATOR/VENDOR OF RESPONS.BILITY FOR CONFORMANCE WITH THE NON-CANFORMIkG—REVISE&RESUBMIT 1 •- ;:-r=,....,-;u,;3:E'.F FWED Fw:,r-,w.;,.FwIN.N. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY I MT, >IESF D,.7 R, A,. DOS ri. uc;,_r.: ME OVER THIS SHOP DRAiING. CDN'RAC OP SHALL VERIFY ALL aI4LNSIONS. I RIIWIIGT SFF taF.110.MA APNJCAKE C^r)'-S.Al OF WIC 4 isRE i.ro: ��1 arra *:r.4 a+*wssPAr.,ra:,. 40 0" By; Todd R. Eaton Date: September 19, 2014 i By_ Alexia Fukui Date 9/22/14 tMILBRANOT ARCHITECTS CT ENGINEERING©1.4hcaightCompuTruslnc.2006 ..BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT 'UC�CULLATIO SAND ENGINEERED STRUCTURAL I PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 5-B COFFER BUILDING a „giber INFORMATION. N RECORD A RESPONSIBLE FOR ALL NON-TRUSS PLAN. DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING 1 DESIGNER/ENGINEER OF RECORD TO 5 B CHECKED BY: REVIEW AND APPROVE OF ALL Q T COMPANY DELIVERY LOCATION. SCALE. REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. iiC U I; 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. 40'-0' GARAGE LEFT i- 11'-11` •-- csi c#) !Ir IC) cc) 1.... cc) cs) .-- C32 00 Et.? Iii 5? !il 1? R mr- . 9 - ASJ1 _ ASJ1 N ASJ2 . ASJ2 AH1 (2) 6:12 _D _ - . _ , -- --- - r•Olp11,;Pr - ' !jor ir r -'' AH3 ._ - ,' - AH5C . /AA , -AH6 AH7 - - \ -- .. s W -- -- - _ -- -- 4 - �A1 (4) Nr NI i --- ---- AH7 - ---- -- 6:12 ' • 6:12 • AH4 BH3 -_ BH2 BH1 (2) 4:12 _ \ D2 (2) c� 91 6:12 - — _ - ft•1? \E2 (31 N _ 1'2 s s ir£ONFORMS TO DESIGN CONCEPT C 12 f :1 ` I1°"- / c� 'O 'n C LI, LFORMS TO DESIGN CONCEPT WITH _ _ - 7'�_ L REVISIONS AS S OWN 201-4 1/2' 81-9 I '❑x CONFORMS TO DESIGNWNCEPT ElNON-CONFORh1In-REVISE AND RESUBMIT 'l ROEVISORMS OEO IGNCONC£FTSNITH 61 THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE L El NON-CONFORMING-REVISE&RESUBMIT WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE fffffff rws s�K' ntwltc us R'P 1C M rik a�vu c t& t Mti! i'ES. ;:.NCVT [ICY PC ^.f5 WIT REE.E PF FABRICATOR/VENDOR OF RESP iSIBILITY FOR CONFORMANCE WITH THE FAPREATCANRVA Of RE7,,,i2finliTYFORhNT:aR.—MTh I'S DESIGN DRAWINGS AND SPECIFICATIONS ALL OF MiICii HAVE PRIORITY .5,.WECYuFA ,x F3AT1: .PE.v3; 3_Ece5. ,,R MMI.?h."7: •...?TN3 5?1:P NAM, OVER THIS SHOP DRAWING. M:iTEsrT•^•S SN'I VER00V 41J r9CIL;T0R By Alexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19, 2014 l MILBRANDT ARCHITECTS _ CT ENGINEERING INC ®Copyright CompuTrus Inc.2006 B117t Mt. raoJE DATE. ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENTNLY.REFER TO TRUSS CAL�LATIONSAND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER y PLAN 5-B COFFER INFORMATION.BUILDING DESONSIBLE FOR OF RECORD GIN a umber PLAN- DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON TRUSS TO TRUSS CONNECTIONS-BUILDING 5 / B CHECKED BY. DEIGNEERIEERRORD TO SIEVIEW AND APPROVE OF ��11� TRUSS DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. Qt COMPANY 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. l CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA 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). l K .r, ,,,,, \---\„6.0Ra,z3IsT ,.._,. 3,": .<?\s4�2 LA. „jay l'ib "'sic-1'11.Y 4' --6 ‘ IN:t (:)//1/1/ EXPIRES 61;011 EXPIRES II IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-958) 2635 3-10=(-318) 336 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3001) 1231 10-11=(-697) 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 1165 11.12=(-716) 2136 4-11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912) 966 11- 6=(-785) 486 BC LATERAL SUPPORT <= 12"0C. VON. DL ON BOTTOM CHORD = 10,0 PSF 6- 7=(-2717) 1165 6-12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0" 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -276/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) CO,, I- '.n c ec ed • ne -5 •s u.l'f a 24 "or spacina.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18C MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed 0.111" MAX LL DEFL = 0.178" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.330" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0,001" @ 40'- 10.0" Allowed = 0,111' MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ, TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 20-00 20-00 NOT EXCEED 19% AT TIME OF MANUFACTURE. 'f 'f '( Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 V �1 6.00 load duration factor=1.6, 4.0" Truss designed for wind loads 5 -"c in the plane of the truss only. M-5x6(5) '!r M-5x6(S) 3.1' 0.25" 0.25" co O o M-1.5x4 M-1.5x4 + + 0) \ / c•-) 0 0 o 10 1 'r 12 +~\ p CD ' -3x8 M-3x4 0.25" M-3x4 M-3x8 0 M-5x8(S) y J, ,1 y J, y 10-03-04 9-08-12 9-08-12 10-03-04 , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al Scale: 0.1552 \��� `NGPN���ss, WARNINGS: GENERAL NOTES,unless otherwise noted: I ��.9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Q- J 0• E 1" Tr u s S: Al and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 0/�"'/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d wall BC, r PY 9(T ) ry � ) ��� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (Z" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREG ONg SEQ. : 5992791 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 47 \t ,` design loads be applied to any component. and are for"dry condition"of use. / y 20 TRANSI D: 4033 34 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes toll bearing at all supports shown.Shim or wedge if Q 14, "y, fabrication,handling,shipment and installation of components. necessary. /11 -'PRIt V s 7.Design assumes adequate drainage is Provided. 1-� 6.This design is furnished subject to the lirrtalions set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I II I I I III I I III III I 1111TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-3048) 1745 12-13=(-1422) 2605 3-13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=(-2505) 1688 13-14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5=( -597) 766 14-15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-1683) 1035 15.16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5. 7=( -481) 778 16-10=(-1447) 2608 6-15=(-348) 150 TOTAL LOAD = 42.0 PSF 6- 8=(-1683) 1035 8-15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24'OC UON. FOR $ LL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9-10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10.11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0' 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) vertical members (uon). 0'- 0.0' -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been 40'- 0.0' -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) considered for this design. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240 TL=L/180 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.235' @ 22'- 7.4' Allowed = 1.954" MAX TL CREEP DEFL = -0.334' @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123' @ 39'- 6.5" 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-00 00-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce•resisting - -03-0$ 1' 1' '1 1' system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-4x6 M-4x6 12 load duration factor=1.6, /- 6.00 V 5., M-3x8. �� Truss designed for wind loads � Q.� Q 6.00 in the plane of the truss only. M-4x6 M-4x6 6 $ cm / M-5x6(S) • M-5x6(S) 0 0.25"00000.1°°' .25" 0.25" + v* C) th C] O o1 If .o, ' ... 8 1 2 13 ® 15 16 1 " o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) J, y y J, y y J, 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-6 NH - AH7 Scale: 0.1547 5����GPN QFFyss, WARNINGS: GENERAL NOTES,unless otherwise noted:1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Lt\ • •rY Truss: AH7 and Warnings before construction commences. building component.Applicability of design parameters and proper `��yyyy� r 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: B S2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d all BC. dr the overall structure Is the responsibility of the buildingdesigner. 9R s ) aw y 40 DATE: 7/11/2014 po ty 9 3.2x Impact bridging or lateral bracing required where shown++ � (� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -p OREGON (� SEQ. : 5992792 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� 4,� d�tx design loads be applied to any component. and are for"dry condition"of use. Y 2 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 14, 0P fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided.R L� 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 11111 VIII VIII VIII VIII VIII 1111 IIll TPIMRCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Nnes. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 42 2-12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTP SPACED 24,0" O.C. 2- 3=(-3057) 1363 12-13=(-1078) 2616 3-13=(-534) 316 WEBS: 2x4 HOOF STAND 3- 4=(-2492) 1266 13-14=( -957) 2433 13- 4=(-267) 708 LOADING 4- 5=) 0) 0 14-15=) -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15-16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16-100)-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=) 0) 0 8-15=(-268) 708 8- 9=(-2492) 1266 15- 9=;-534) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-3057) 1363 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 42 = BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED 3RG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ;SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -156/ 156H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M:XHS,M16 = MiTek MT series [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.209" @ 26'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358' @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6,5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 1' 1' Wind: 140 mph, h=23,2ft, TCDLu4,2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-03 4-00-05 4-00-05 -03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1' f T T 1' - '1 ' - load duration factor=l,6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. 12 M-4x6 5 M-3x8 ---„, --, M-4x6 12 6.00 l/ s 6,00 M-5x8(5) ' r"" M-5x8(5) .4- 0.25" 0.25" 0 a; ft +. + c•-) co 0 0 v 1 9 .a 'I - e, 9 1 4 o ' 12 13 14 "I 15 16 C o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y y y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH6 �R ° p RDPF , Scale: 0.1547 C?..-,:_<5\ � N�(Nr 4/p WARNINGS: GENERAL NOTES,unless otherwise noted: Jj 2Sy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4'. 7..(('')$I E r Truss: AH 6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by • 3 s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ti'-'40. ► DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f r [. /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. j7 OREGON 1(/ SE Q. . 5 9927 93 fasteners are complete and al no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, l, 4t ,1t' TRANS I D: 403334 _1 design loads be applied to any component. and are for"drycondition"of use. / +� 2- r 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge if Q 14, fabrication.handling,shipment and installation of components. necessary. 4/ '� 7.Design assumes adequate drainage is provided. R `1.-V- 6.This design is furnished subject to the(irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III il li RI I 1111 Hum II III TPI WTCA in BCSI,copies of which will be furnished upon request. git coincidedtwith joint tecenter nche. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 110 II IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 20 2 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-10=(-931) 2619 10- 3=( 0) 241 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2- 3=(-3057) 165 10-11=(-933) 2616 3-11=(-534) 368 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 038 11-12=(-698) 2433 11- 4=(-241) 708 LOADING 4- 5=(-2136) 015 12-13=(-698) 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 015 13-14=(-957) 2616 12- 5=( 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 038 14- 8=(-955) 2619 5-13=(-527) 203 TOTAL LOAD = 42,0 PSF 7- 8=(-3057) 164 6-13=(-241) 708 B- 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7-14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V -155/ 155H 5.50" 2,84 KDDF { 625) 40'- 0.0" -247/ 1775V 0/ OH 5.50" 2.84 KDDF { 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0,083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0,111" MAX LL DEFL = 0.179" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 1. 13-11-11 ? 12-00-10 13-11-11 load duration ffarowind6, Truss designed for wind loads in the plane of the truss only. 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 12 12 6.DOL� M-4x6 M-3x8 M-4x6 -441 6.00 M-5x8(:) M-5x8(5) 0.25" 0.25" o O. + + ro 44444441 .n co 0 0 10 11 1 13 14 0 O M-3x8 M-1.5x4 M-3x8 u,25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) /, /, y y > 1, y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 `.��5 °p1,10 .4. N 0 .4. o WARNINGS: GENERAL NOTES,unless otherwise noted: . ' '" 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual [r11�G 10, E 1--- Truss: -- Truss: AH 5 and Warnings before construction commences. building component.Applicability of design parameters and proper ncor oration of component is the responsibility of the buildingdesigner. 2.2x4 compression web bracing must be installed where shown+. P po p tY t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 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). ,,,,WIIIII1P4 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 11.' j 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON (L SEQ. : 5992794 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L /f7 \tx i4 design loads be applied to any component, and are for"dry condition"of use. �. 2� TRANSI D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 �� fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. 4•1 •R 7L` 6.This design is furnished subject to the Irritations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IN I Eli I I I I III III III III TPIMITCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 ii II IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cqe" 00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-14=(-1134) 2587 3-14=(•135) 235 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2- 3=(-3022) 1414 14-15=(-1211) 3183 14- 4=(- 96) 899 WEBS: 2x4 KODF STAND 3- 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16.17=(-1264) 3183 6-15=( -32) 304 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17-12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7-16=(-'97) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=1 -32) 304 8-10=(-2455) 1236 8-17=(-176) 443 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10-17=(• 96) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2812) 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 42 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) )GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.273" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606' MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.094' @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09 5-01-12 5-01-12 2-10-09 4-07 5-01-08 load duration factor=1.6, -03-06 1' ' 1 .2-03-0 T ' Truss designed for wind loads 10-00 10-00 in the plane of the truss only. 6.00 D M-4x6 5 M-33 x4 M 5 76(�).25" M-8x4 9 0 4x6 12 Q 6.00 CD M-1.5x43 M-1.5x4 /\/ O o /- O 1 " :�. ME .s. 3 4 4- 6 M-3x8 M-13x8 10.25" 0.251' M-3x8 M-3x8 c M-5x6(S) M-5x6(S) /1 y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y y 0-10 40-00 0-10 JOB `SAME : POLYGON PLAN 5-B NH - AH4 Scale: 0.1547 ���-�N�N S's• WARNINGS: GENERAL NOTES,unless otherwise noted: 1(J R vSy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual uO,z- t �j'!1h r ("- Truss: AH 4 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 411 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). WI �" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ EZ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -57, A_OREGON tri SEQ. . 5992795 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, , ".1 \tx X, T DI� design loads be applied to any component. and are for"dry condition"of use. / 9 y 2� TRANSI U: 4 0333 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 �, fabrication,handling,shipment and installation of components. necessary. /1/ ''ARRA,C�j 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II I III I I I II II I I II 1 IIII IITPI/V TCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 WOOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1012) 2587 3-13=(-136) 307 BC: 2x4 MODE #1&BTA SPACED 24.0" O.C. 2- 3=(-3022) 1237 13-14=( -974) 3183 13- 4=(-275) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1094 14-15=(-1050) 3398 13- 5=(-976) 397 LOADING 4- 5=(-2455) 1044 15-16=(-1012) 3183 5-14=( -43) 304 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16-11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 8- 9=( 0) 0 7-16=(-976) 389 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2812) 1112 9-16=(-269) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3022) 1247 16.10=(-136) 293 - LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) [Ota, 2: Design checked for net(-5 psf) uplift at 24 "oc spacin9,l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ O'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 f-( Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 4-07 5-01-08 Truss designed for wind loads r __ ,( f f,( f in the plane of the truss only. 10-00 T T 12 M-4x6 M-5x6(S) M-4x6 t2 6.00 V M- x4 6 0.25" M- x4 8 Q 6.00 v 1 s\sss: M-1.5x 3 0-1.5x4 L, o ,/ 0 0 0 f o 1 4 1'15 6 2 0 CD M-3x8 M-3x8 b.25" 0.25' M-3x8 M-3x8E o M-5x6(5) M-5x6(S) y J, ), y ), ), 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3Scale: 0.1481 "\' �N1 S> WARNINGS: GENERAL NOTES,unless otherwise noted: �17 C 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual I -` Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper s � 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'c.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of r continuous sheathing such as plywood sheathing(TC)and/or drywall{BC). .^''�,MIllli� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ v' (Z 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. - OREGON (� SEQ. : 5992796 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /� \' design loads be applied to any component. and are for"dry condition"of use. / '<a1 i,- 20 TRANSI D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 0 1 t...-1- necessary. fabrication,handling,shipment and installation of components. /1/&'' �) p p 7.Design assumes adequate drainage is provided. RMIA-- 6. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111 I II I II I I I 1111 IIII I III TPI/WrCA in BCSI,copies of which will be furnished upon request. git coincideidiwith jointacenter che. 9. Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIIc This design prepared from computer i:::put by PACIFIC LUMBER-BC LUMBER SPFCIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1214) 2654 3-13=( -13) 2-2 2x6.<DDF #1&BTR T2 SPACED 24.0" 0.C. 2- 3=(-3102) 1424 13-14=(-2120) 5340 13- 4=( -309) 975 BC: 2x6 KDDF #1&BTR 3- 4=(-3143) 1441 14-15=(-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=1 0) 0 15-16=(-2516) 6278 6-14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16-17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392) 2262 17-18=(-1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18-11=(-1204) 2686 7-16=( -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9.10=(-2748) 1332 8-17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10.11=(-3111) 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=) 0) 42 17-10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18=) 0) 180 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -289/ 1775V -118/ 118H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series )COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536" @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.975" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 1 ( f - 1/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-00-12 05-03 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, Truss designed for wind loads -05-1 in the plane of the truss only. 6-00 T 1' 12 12 M-4x6 12 6.00 6.00 I/ 4.0" \1 6.00 9 f, 5 O _ M-5x6 M-36 x8 M-3x8 M-5x16 M 3x4 r o'i o M-1.5x 3 _r' C'7 N O O 411111111111111111111111 / j. 415' .� �, FOCI �.- Cf- IIN ..--.4%,42 �. l'- o 13 14 '/ 15 '' 1,6 17 18o O IM-3x8 M-4x12 0.25" M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 O =M-8x8(S) =M-8x8(S) .1 y 1, y y 1, (- 1' 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 y y , /- 0-10 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH2 Scale: 0.1481 ����R G�N 0i4-un WARNINGS: GENERAL NOTES,unless otherwise noted: II 11//JJ p7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual CZ' •..,4_ E r' Truss: BH2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at UESDES. 2'o.c.and at 10'o.c,respectively unless braced throughout their length by �w . BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall�BC). ,,,+,Yt�l�! �" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGON 4/ SEQ. : 5992797 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �i 47 1� design loads be applied to any component. and are for"dry condition"of use, y rZt .� TRANSI D: 4033 34 5.CompuTrus has no control over and assumes Co responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, �h fabrication,handling,shipment and installation of components. necessary. f 7.Design assumes adequate drainage is provided. ��RIO_ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center 1111 III III I I I I II I 111, III III TPIAMTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L(-E 10.For basic connector plate design values see ESR-1311.ESR-1888(MiTek) EXPIRES:12/31/2015 II. I I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-12=( -958) 5580 3.12=( -120) 766 9.17=(0) 138 2x6 KDDF #1&BTR T2 2- 3=( -6484) 1158 12-13=(-2356) 12824 12- 4=( -390) 2390 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -6788) 1218 13-14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14.15=(-2778) 15096 5-13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15-16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16-17=( -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12°OC. UON. BC UNIF LL( 50,0)+DL( 54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0" V 7- 8=( -5222) 946 17-10=( -752) 4772 6-15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 9-10=( -5482) 926 7-16=(-8536) 1596 NOTE: 2x4 BRACING AT 24°OC UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0" 10-11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0" 16- 9=( -300) 328 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0" -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M2OHS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,1 Join together 2 ply with 16d Common nails staggered at VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ** HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.000" @ 0'--10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0" Allowed = 1.954" + Laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWF?S(Dir), load duration factor=1.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads T f l' 11 f in the plane of the truss only. f3-00-122-10-15r 6-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 12 12 12 6,00 II 6.00 t/ M-4x6 6.00 4.0" 8 •hf o M-5x6 M-3510 M-36(10 M-5x16 M-3x4 '� o M-1.5x s ,-001 o M-3x6 cm 12 13 14 15 16 17 o M-3x8 M-5x12 0.25" M-3x6 0.25r M-5x12 M-1.5x4 0 M18HS-7x14(S) ** M18HS-7x14(S) lir841# .1384# ), )- y y >- )< J, ), vip 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 lo;1iq JOB NAME :°-POLYGON PLAN 5-B NH - BH1 40-00 0-1° ��� a PRoPess Scale: 0.14810 ) NG1NE R >Ip WARNINGS: GENERAL NOTES,unless otherwise noted: / 7 2' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CZ- w l 0• E t-- Tr u s s: B H 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 411111r 3.Addit onal temporary bracing to insure stab lily during construction2.Design assumes the top and bottom chords to be laterally braced atDES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additonal permanent bracing of 'continuous sheathing such as plywood sheathing(TC)andlor drywall(BC), ,,- At,, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -y OREGON ((/ SEQ. : 5992798 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. 1, 47 ,Nb' design loads be applied to any component. and are for"dry condition"of use. / rZ(} �L_ TRANS I D: 403 334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full baa ng at all supports shown.Shim or wedge if © /4, Ce)'' h T fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is Provided.RIO, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III III III I 11 MIN III EllTPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IE II IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 HOOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=) 0) 42 2-15=(-1678) 3991 15- 3=(-353) 977 12-23=(0) 242 BC: 2x4 KDDF #18,BTR SPACED 24.0" 0.C. 2- 3=(-4625) 1974 15-16=(-1549) 3653 3.16=(-721) 416 WEBS: 2x4'KDOF STAND 3- 4=(-3338) 1493 16-17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17-18=(-1056) 2757 4-17=(-519) 279 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-20=) 0) 0 17- 50(.400) 969 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18-20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7-18=(-153) 492 8- 9=(-2797) 1389 21-22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-2288) 1229 22-23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 0 23-13=(-1134) 2638 8-21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3077) 1361 9-22=(-710) 315 OVERHANGS: 10.0" 10.0" 13.14=( 0) 42 11.22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICONO. 2: Design checked for net(-5 psf) uplift at 24 "oc spaci 9.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001" 9 40'- 10.0" Allowed = 0.083" IMAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-12 -05-04 6-01-04 2-03 -0 6-03-04 MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5" 12-00 -03-0 3-04-13 5-05-04 12 00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. '( f T 'f Design conforms to main windforce-resisting 12 M- x4 10 12 system and components and cladding criteria, 6.00 M-4x6 7 M-ix8 M-3x4 M-4x6 p 6.00 mph,1 Wind: 140 m h, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r ` (All Heights), Enclosed, Cat.2, Exp.B, MVIFPS(Dir), M-3x4 load duration factor=l.6, Truss designed for wind loads 0 4• M 3x4 in the plane of the truss only. n , %M-4x4 co co M-3x8 3 M-3x8 m o (NI o o --�)�� 1 �r� 5 16 17 18� T _ p - 4 v o: o M-5x8 M-3x4 M-3x8 M-dx6 20 0.2 ' M 3x8 M-123 5x4 a M-3x4+ M-4x10 M-3x4+ 2.75 1.89 12 M-5x6(S) 12 09-1 ; y /, ,- y y y y , 2-05-0 4-05-12 4-07-08 1,08-0 6-03-06 6-01-04 5-05-04 6-01-08 y ,, 0.1y0 2-05-08 11-11 ),2-00 23-07-08 01-10 y y 14-04-08 25-07-08 y y 0-10 40-00 0-10 _JOB NAME : POLYGON PLAN 5-B NH - AH5C Scale: 0.1332 S�RNG�N o�FsS> WARNINGS: GENERAL NOTES,unless otherwise noted: I "'�-7 J(�/ 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �� p , S• E 1--- TrussTruss: : AH5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d wall BC. tom► the overall structure is the responsibility of the buildingdesigner. p y ry ( ) '-111 'CC DATE: 7/11/2014 P ty 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 11- OREGON 4i SEQ. : 5992799 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G, 'it A,� design loads be applied to any component. and are for"drycondition"of use. 7 y 00 TRANSI D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, 0i fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. -/=31:11t-\-- 6. This design is furnished subject to the limitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center III II I III I II 111111 1ft TPI/WTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(114-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" BC 20 2 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1439) 3991 13- 3=(-298) 977 9-20=(-264) 807 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4625) 712 3-14=(-1329) 3653 3-14=(-721) 386 20.10=(-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338) 292 4-15=(-1028) 2930 14- 4=( -14) 289 10-21=) 0) 242 LOADING 4- 5=(-2840) 155 5-16=( -815) 2757 4-15=(-519) 342 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 098 7-18=( 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785) 177 6-18=( -812) 2776 15- 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797) 159 8-19=( -802) 2727 6-16=(-161) 492 8- 9=(-2288) 038 9-20=( -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2643) 076 20-21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3077) 172 21-11=( -970) 2638 7.19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=) 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=(-710) 275 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -242/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) COND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0,001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.232" @ 16'- 6.2" Allowed _ 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed - 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.188" @ 39'- 6.5 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 11-11-11 16-00-10 11-11-11 T - . Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-05 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria, / 12 2-05-04 12 Wind: 140 mph, h=22.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 D M-4x65 M-'x4 M-'x8 M-'x4 9M-4x6 Q 6.00 load duration factor=l.6, Truss designed for wind loads -- sa in the plane of the truss only. M-3x4 + :41-3x4 o %M-4x4 3 co N o M-3x8 o 0 0 o M 5x8 M-3x4 M-3x8 17 18 0 21? 20 21 0 0 o M-3x8 M-1.5x4 M-3x8 0 M-3x4+ M-5x6 M-4x10 M-5x6(5) M-3x4+ a 2"75 1.89 J y 12 y '2-0 9-12t 1y J., y y y J' ?-05-01 4-05-12 4-07-08 1;08-0 6-03-06 6-01-04 5-05-04 6-01-08 y y 0-19 2-05-08 11-11 y2-00 23-07-08 01-10 rr 14-04-08 25-07-08 ky y Y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4C Scale: 0,1499 ��'\<-�N�,�N�pess,� WARNINGS: GENERAL NOTES,unless otherwise noted: �-em 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual j�! ( �011 E c" Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin C and/or d wall BC. , 4 P Y sheathing(TC)) rY ) 01100, i ,iii- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,i 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992800 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L � 77 design loads be applied to any component. and are for"dry condition"of use. / �r 2°N -k-, TRANSt 0: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © , necessary. it f ' fabrication,handling.shipment and installation of components. 7.Design assumes adequate drainage is provided. R I 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111 VIII I III VIII VIII IIII VIII IIII III I TPINYTCA In BCSI,copies of which w 11 be furnished upon request. lings coidciae with joint aeninr lines. 19. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18-19=(-1439) 3656 4-18=( -191) 182 LOADING 4- 5=(-3215) 1467 20-21=) 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846) 1359 21-22=(-1559) 4171 7-19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22-23=(-1449) 3686 8-19=( -85) 46 8- 9=(-4282) 1836 23-15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3994) 1670 21-10=) -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10-22=) -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 0 22-11=( -80) 536 OVERHANGS: 10.0" 10.0" 13-14=(-2863) 1308 11-23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-15=(-2908) 1337 13-23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15.16=( 0) 42 23.14={ -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BAG REQUIRED BIG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -300/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -301/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 0,1 2• Denim() ce•c ed fo e -5 rs u'lift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,001" @ 0'--10.0" Allowed = 0.083" 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" ,f--_ T f / MAX LL DEFL = 0.381" @ 21'- 6.8' Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" 2-08-08 2-03-03 3-01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001' @ 40'- 10.0' Allowed = 0.083" '' 1' T 1' 1' 1' T 1' '(' 1' MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 2-01-12 2-10-04 0- 8-05 2-01-12 5-04-05 2-03-0 3-10-08 T T T - 't 1 '(' 1' '' 1' f f '' 'f MAX HORIZ. LL DEFL = -0.131" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5' 8-00 8-00 T f ? ' DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5x6(S) 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 6.00 M- 12 3X4 M-3x4 X16.00 Design conforms to main windforce-resisting system and components and cladding criteria. M-5x6 M-1 5x4 0,�5e =M-4x4 M 4x6 y 5 7 r1 9 y i 11 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x4 1.-y\e e (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .4 a 4444ss: o M-1"5x4 load duration factor=1.6, Lr, M-1.5X43 1/A + ,111-1.5x4 Truss designed for wind loads CO M-3x8 O N O fl _ .-r� r- 4-1(z o O 1 ire 1 8 1''�- - 6 rn 0 o M 5x10 M-3x8 M-6x10 21 0.252' 23 1 M-3x4+ M-3x8 M-3x8 0 M-3x4+ M-4x12 a 2.75 1.89 - M-5x8(S) 12 12 y J' ), y J' J, J, J' 2-00 5-06-12 6-04-04 1-00-12 9-03-04 8-02-04 7-06-12 0-10 2-00 11-11 2-00 24-01 0-10 J- y - J' 13-11 26-01 J' 1' J' 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3 Scale: 0.1400 S,\<�NGPN o,�tss,/ WARNINGS: GENERAL NOTES,unless otherwise noted: 2-Y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual (� • Er Truss: AH3 and Warnings before construction commences. building component.Applicability of design parameters and proper •! C r ncor oration of component is the responsibility of the buildingdesigner. 2.2=4 compression web bracing must be installed where shown+• P Po P tY t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by :rR s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin C and/or r wall BC. � r,�llw PY 9(r ) ry ) ,� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ It 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 37 OREGON 4/ SEQ. : 5992801 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L /,7 1t. A, design loads be applied to any component. and are for"dry condition"of use. / qY rZQ TRANSI D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 1 4, '�fi IO,.6fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. ilg .R RIO- 6. .This design is furnished subject to the'irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IN I III I III II III IN II III TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIDIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21-12=(0) 204 BC: 2x4 KDDF 111ABTR SPACED 24.0" O.C. 2- 3=(-4158) 1554 15-16=(-1096 3045 15- 4=( -173) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1463 16-17=(-1145) 3656 4-16=) -192) 258 LOADING 4- 5=(-3215) 1216 18.19=( 0) 0 16- 5=( -358) 1134 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17-19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19-20=(-1292) 4171 6-17= -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20-21=(-1162) 3686 7-17=) -85) 56 8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=( -184) 596 NOTE: 2x4 BRACING AT 24'OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=(-2863) 1085 9-20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-2908) 1176 20-10=( -84) 536 OVERHANGS: 10.0' 10.0' 13.14=( 0) 42 10-21=(-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11-21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -235/ 1775V -89/ 89H 5.50' 2.84 KDDF ( 625) JT 13: Heel to plate corner = 2.00' 40'- 0.0' -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001• @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = -0.354' @ 21'- 6.8' Allowed = 1.954' MAX TL CREEP DEFL = -D.712" @ 21'- 6.8" Allowed = 2.606" • • MAX LL DEFL = 0.001• @ 40'- 10.0" Allowed = 0.083' MAX TL CREEP DEFL = •0.001' @ 40'- 10.0' Allowed = 0.111' • MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.207' @ 39'- 6.5' DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. T f 1' T Design conforms to main windforce-resisting T-01-1'12-08-0E'11 �,3-01-071, �3-01-04 5-07-13 5-04-05 f ,r5-01-02 4-01-03 3-10-08 , system and components and cladding criteria. 2-08-08 2-08-05 '-01-1212 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Q 6,00 • 6.00 M-5x6 M-4x6 load duration factor=l.6,5 M-Rx4 M-175x4 6 0s25" =M-4x4 1 Truss designed for wind loads y in the plane of the truss only. M-3x447M-1.5x4 o M-1.5x4 r.AllikAl&Ilb.." 2o cl M-3x83/ ac N crte. oo p� o 1 r "15M-5x10 16 17�~Www .,-=-•- 4 -u) 0 o M-3x4+ M-3x8 M-6x10 19 0.25;'() 21 `1 M-3x4+ M-3x8 M-3x8 0 1.69.===--- -==n M-4x12 M-5x8(S) .-2,75 12 y y 12 J' J' > J, 1- 1- y y2-00, 5-06-12 6-04-04 1-y00-12� 9-03-04 8-02-04 7-06-12 y y 0-1y0 2-00 11-11 y2-00 24-01 0-10 13-11 26-01 y y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH2 Scale: 0.1550 c�"��'RNGPN RQFFSsJ WARNINGS: GENERAL NOTES,unless otherwise noted: "V 17 AH2 r f 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4` • Truss: AI 12 and Warnings before construction commences. building component.Applicability of design parameters and proper ���r� E 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. Alir ,/ 3.Additional temporary bracing to Insure stalrNty during construction 2.Design assumes the top and bottom chords to be laterally braced at y/ DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � ■ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,s0"1 lrw DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1Z 4.No load should be appaed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7 OREGON L(/ SE Q. 5992802 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 1.-, -. ti� design loads be applied to any component. and are for"dry conditioni of use. / .1� `1°\ 1° .� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 4, Q. fabrication,handling,shipment and Installation of components. necessary. Jj,��R R t 0, 7.Design assumes adequate drainage Is provided. t 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center MIN VIII VIII VIII VIII VIII VIII Eli TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Nnes. 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-2 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 III I IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-14=(-3052) 8834 14- 3=( -652) 2126 10-20=(-562) 1884 2x6 KDDF #1&BTR T2, T3 2- 3=(-10036) 3504 14-15=(-2800) 8048 3.15=( -842) 308 20-11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15-16=(-4330) 11250 15- 4=( -860) 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16-17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-11444) 4480 17-18=(-5048) 12796 5.16=( -398) 1412 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(-14240) 5666 18-19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=(-12464) 5012 19-20=(-4110) 10414 6.17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0' V 8- 9=(-11704) 4500 20-12=(-1888) 5362 17- 7=( -946) 2576 9-10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10-11=) -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11.12=( -6230) 2234 8.19=(-1142) 820 12-13=) 0) 42 19- 9=) -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50" 5.43 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0' -1152/ 3391V 0/ OH 5.50" 5.43 KDDF ( 625) ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at "CONE, 2; Design checked for net(-5 psf) uplift at 24 "oc spacing.' 9" oc in 1 row(s) throughout 2x4 top chords, g p q" 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000" @ 0' 10.0" Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.565" @ 16'- 4.5" Allowed 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0,111" MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANU=ACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-11-11 28-00-10 5-11 11 load duration factor=1.6, f 2-09 �3-02-11f 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 f2-10-153-00-12� Truss designed for wind loads in the plane of the truss only. 320# 1,320# 12 12 6.00 D M-4x10 M 7x8(S) M-5x6 \16.00 a M-5x8 =M-64x4=M-4x4 0.,25" M-9x10 Q v %M-4x4 M-1.5x4 0 r, o o M-3x10 1�;/Iora� .� �^ o rn1I v 1 -O.*�4 15 16 17� H ' �� 3 v �o CD 0 M-6x8 M 4x10 =M-4x4 =M-10x10 - 1a 0.2519 M-4x10 M 3x8 0 M-3x4+ a 2.75 M-3x4+ M18HS 7x14 M-3x4+ 12 M-3x4+ =M-8x8(S) 2,75 0 /2-11-04L ), 12 y y y y , 2-05-08 4-06-12 4-05 ,2-00, 9-02-04 9-00-08 5-04-12 y y Oy 1p 2-05-08 11-11 2-00 23-07-08 C1,-1) 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1 Scale: 0.1548 S<��ND N,°'�e�'s, WARNINGS: GENERAL NOTES,unless otherwise noted: �-5y �\ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual c3- .( �0 II E 1-- TrussTruss: : AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at iiiiiiiiit'r DES. BY: BS 2'o.c.and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Y1111MR DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -5?' OREGON (lj SEQ. : 5992803 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment. L 47 „`� T�y design loads be applied to any component. and are for"dry condition"of use. / '9�. rP�j, TRANSI iJ: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q /4, VP fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage Is provided. R R I I..� 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II 111 I 101 III I I 11111 1111 TPIM/TCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6)1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/20-:5 I IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6.D, ASCE 7-10, M (All Heights),M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=l,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. 1" T T 12 12 6.00 V a 6.00 ''M-4x4 3 I 1 CO 0 N 2 M M O,,,— O _ c, �O O / O M-3x4 M-3x4 y y y y 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6,87 ���-�N4 IN� ��5, WARNINGS: GENERAL NOTES,unless otherwise noted: r Le:, .,7,1 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ,` w Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper `��/�11 E r 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 40 ,/r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the[op and bottom chords to be laterally braced at �/ V• 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DES. B. . BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �•, DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �' (t 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -ly A_OREGON (L SEQ. : 5992804 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G .1 atv ,tom design loads be applied to any component. and are for"dry condition'of use. / �✓ 2a `�" TRANSI D: 403 334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, �¢ necessary. fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. + R R I I- 6.This design is furnished subject to the'irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111 III I III 111 I II 111,1 TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coldicae with joint ate inr nche. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7=(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8- 6=(-246) 1169 4- 8=(.101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) ** For hanger specs. - See approved plans 0'- 0.0' -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) Connector elate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) C,CN,C18,Cr1S (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacinlg.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1F1 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed , 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037' @ 13'- 5.8" Allowed - 0.979" MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed - 1.306" MAX HORIZ. LL DEFL = 0.016' @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5' DESIGN ASSUMES MOISTURE CONTEN DOES NOT EXCEED 19%AT TIME OF MANU'ACTURE, 10-03 10-03 f f f Design conforms to main windforce-resisting 5-03-14 4 11 02 4-11-02 5 03 14 system and components and cladding criteria. T T 1' 1' T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 6,00( - M-4x6 6.00 load duration factor=1.6, 4 Truss designed for wind loads in the plane of the truss only. M-1.5x4 M-1.5x4 0 s C`7 M O O 7 8 6 o M-3x4 0.25 M-3x4 M-3x4 0 M-5x6(S) y y y > 7-00-03 6-05-11 7-00-03 ,1 L y 0-10 20-06 JOB NAME : POLYGON PLAN 5-6 NH - D2 Scale: 0.2933 S-<<"'�N o Fs0� WARNINGS: GENERAL NOTES,unless otherwise noted. �1y c.? 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CZ' :I:i S I E r Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. ��: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,mow • } is the responsibility of the erector.Additional permanent bracing of �!" • continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,n�+ ►<- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -y OREGON [L SEQ. : 5992805 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /26",-,:/), ,,,to, T r� design loads be applied to any component. and are for"dry condition"of use. 2d TRANS I D. 403 334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4, G fabrication,handling,shipment and installation of components. necessary. t 7.Design assumes adequate drainage is provided. MFA f l I L, 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. II I.II ill I I III I II II I III9. Digits indicate size of plate in inches. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF,'Cq=1.00 TO: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) 168 1-5=(-127) 422 3-5=(0) 214 2x6 KDDF#1&BTA T1 SPACED 24.0" O.C. 2-3=( 0) 0 5-4=(-123) 424 BC: 2x4 KDDF #1&BTR 3-4=(-539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0,0" -382/ 424V -32/ 34H 137.50" 0,68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 6.0" -68/ 417V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083" vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000" @ 11'- 0.0" Allowed = 0.111" MAX TL CREEP DEFL = -0.012" @ 15'- 9.0" Allowed = 0.572" Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.007" @ 13'- 2.0" Allowed = 0.291" C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc Refer to CompuTrus standard M,M2OHS,M18HS,M16 = MiTek MT series gable end detail for complete MAX HORIZ. LL DEFL = 0.003" @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19b AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, f f -) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=l.6, "r ,r ,! f Truss designed for wind loads 12 =M-4x4+ 12 in the plane of the truss only. - 6.00 V ' 16.00 Ah M-4x6- O + - M-3x4+ M 1 c'7 O � u O CD M-3x6 M-1.5x4 M-3x4 o J, M-3x6(5) y y 11-05-08 y 15-09 4-09 * * 0-10 20-06 JOB NAME : POLYGON PLAN 5-B N H - D1 Scale: 0.2992 `���� ��N�'�F�'so WARNINGS: GENERAL NOTES,unless otherwise noted: Ca 2-v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual L:- !(��0. E 1-" Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). +' Ir! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �7 OREGON 1(f SEQ. : 5992806 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 4,TRANS I D: 403 33411' / design loads be applied to any component. and are for"dry conditionof use. / '9 2-C) ..\-* n � �5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, P ecessary. J(,l F R`1_ fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. .. 6.This design is furnished subject to the'irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111 1111 1111 II TPI/WTCA in SCSI copies of which will be furnished upon request. Digitsit coincide with Joint centertein nche. 9. indicate size of plate inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(-40) 429 5-3=(0) 265 BC: 2x4 KDDF #'i&3TE SPACED 24.0" O.C. 2-3=(-574) 113 5-4=(-40) 429 WEBS' 2x4 KDDF STAND 3.4=(-573) 124 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. OPECIES) OVERHANGS: • 10.0" 0.0" 0'- 0.0" -96/ 594V -50/ 57H 5.50" 0.95 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0,78 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Connector ;:fate prefix designators: [COND. 2: Design checked for net(-5 psfl uplift at 24 'cc r<pacing,l C,CN,CI8,CPJ18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed 0.111" MAX TC PANEL LL DEFL = 0.026" @ 8'- 6.3" Allowed = 0.383" MAX TO PANEL TL DEFL = 0.075" @ 8'- 6.3" Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5" 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5" DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19%AT TIME OF MANUFACTURE, 6.00 HIM-4x4 X16.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3 III Wind: 140 mph, h=20.6ft, TCDL=4.2,BCOL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1"6, Truss designed for wind loads in the plane of the truss only, co ' O co O co M COCD 10,111111111111 i 111111111111111111111 /' O1`- 1 A -,' O 5 4 ** O M-3x4 M-1.5x4 M-3x4 5-10 5-10 1, ), ), 0-10 11-08 JOB NAME : POLYGON PLAN 5-B NH - E2 Scale: 0.4999 `�,\,... N FS;; o WARNINGS: GENERAL NOTES, unless otherwise noted: ` 2v 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual i�C./ ! `` c S-'' Tr US s: E2 and Warnings before construction commences. building component.Applicability of design parameters and proper L C 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length byAlliggilliir ' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ',,.�*-�! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*+ Lt 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 3 OREGON (L SEQ. : 5 992807 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L `' design loads be applied to any component. and are for"dry condition"of use. / •-/), 2- `r" TRANSI D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14, P fabrication,handling,shipment and installation of components. necessary. /� 7.Design assumes adequate drainage Is provided. �R R`L`' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IN I11111 II I 011111 III III 1111 TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIflI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0' 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. IC LATERAL SUPPORT <= 12'0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.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 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ror equal typical at stud verticals. er Refer to CompuTrus cable end detail for 5-10 5-10 complete specifications. 1' T 1' 12 12 6.00 1 llM-4x4 Q 6.00 3 1 I M O M 0 C,) 2 4 C., cn of— —,'o .4-1v f- oP• 1 5 —,o o. • o M-3x4 M-3x4 1, ), ), 3, 0-10 11-08 0-10 JOB NAME : POLYGON PLAN 5-B NH - E1Scale: Q.5949 5$�'����N�ficssf i r ' WARNINGS: GENERAL NOTES,unless otherwise noted: 2-sy � 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual '` • Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper "�� r 2.2x4 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by c/.r�r► Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,.f'+,mow! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Cr 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -yl OREGON !(r SEQ. : 5992 808 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �_ ,.,, 20„\��� design loads be applied to any component. and are for"dry condition"of use. r TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 4, �}. fabrication,handling,shipment and installation of components. necessary. 41 7.Design assumes adequate drainage is provided. -'Z-R R 10- 6. This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111 VIII IIIIIIIIIIIIII VIII IIII IIII TPINVTCA In BCSI,copies of which will furnished upon request. it coincideicwith joint ate nr knes. 19.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF!Cq=1.00 IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1.4=(-54) 72 2-4=(-187) 169 BC: 2x8 KDDF #1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'. 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED 3RG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD, TOP OND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed 0.484" M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" f 1' f MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2° 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. M 1.5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 v 0 co co gill:111 CD i vr o� ►=� ** 4 M-5x16 M-3x10 5-08-04 0-03-12 6-00 JOB NAME : POLYGON PLAN 5-B NH - F1 -GIRDScale: 0.5462 ��-��� p OpFon WARNINGS: GENERAL NOTES,unless otherwise noted: 2. 37 1.Builder and erection contractor should be advised of all General Notes 1,This design is based only upon the parameters shown and is for an individual C. 7 •• E r" Truss: Fl -GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,r r 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at / DES. B'': BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). + : f" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w 'Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �7 OREGON (4/ SEQ. : 5 992809 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Glx A, design loads be applied to any component, and are for"dry condtion"of use. / '9 2d�j, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6. and assumes full bearing at all supports shown.Shim or wedge if d 14, V0 necessary. 11 fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. ''R R 1Lt- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I I VIII III 11111 III(IIIII IIIII IIITPINYTCA in BCS(,copies of which will be furnished upon request lines coins de w th joint center lines. 19.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-125) 101 1.4=(-54) 72 2-4=(-187) 169 BC: 208 KDDF #18BTR 2.3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50,0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 120.8)+DL( 102.2)= 223,0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -170/ 881V -41/ 104H 5.50' 1.41 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5.50" 1.35 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' ** For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484° M,M2OHS,Ml8HS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" T 1' ' MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 V NOT EXCEED 19V AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), 0 • ' IdgllIlliglgdlIlljl i load duration factor=1.6, Truss designed for wind loads in the plane of the truss only, 0c-.) v 1 cn o, gill:III 00 J o ►_/ 4 y 0 M-5x16 M-3x10 ** J, > l 5-08-04 0-03-12 y 6-00 JOB NAME : POLYGON PLAN 5-6 NH - F2-GIRD Scale: 0.5462 ����RNo �N O�`Srs, WARNINGS: GENERAL NOTES,unless otherwise noted: /Ca J �2, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual w gib E r. Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper ncor ration of component is the responsibility of the buildingdesigner. 2.2x4 compression web braang must be installed where shown+. p° P P y g 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'c.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). + Ilrr DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y' OREGON £,, SEQ. : 5992810 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4. \t design loads be applied to any component. and are for"dry condition"of use. / Y 2a •-, TRANSI D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14 h. fabrication,handling,shipment and installation of components. necessary. /� 7.Design assumes adequate drainage is provided. p R I` - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II I III II I I II 1111 III II 1111 TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1958(MiTek) EXPIRES:12/31/2015 III IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19h AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. T f 12 12 6.00 l/ \1 6.00 11M-4x4 3 1 1 r` 0 ca 0 N ch 4 co 0� —/0 CD 0 o� 1 ///////////////%///I/////////////////////////7717///7/7//77///////// o M-3x4 M-3x4 ,1 y y 0-10 8-08-15 JOB NAME : POLYGON PLAN 5—B NH — G1 -\<<-Scale: 0.6079 ?' °N° Ess, WARNINGS: GENERAL NOTES, unless otherwise noted: �-.� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual • l� Truss: G1 and Warnings before construction commences. buildingcomponent.Applicability of design parameters and proper �, r 9 P PP h 9_ . P Pe y 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the m chords to of the building designer. Ale�iJ/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2' and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��� I DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -fi ,(r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. yy OREGON /j/ SEQ. : 5992811 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, .. 4/ A. design loads be applied to any component. and are for"dry condition"of use. / y ��1 4 TRANSI D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, � fabrication,handling.shipment and installation of components. necessary. tt 7.Design assumes adequate drainage is provided. �R R 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I li I II I Hu III 111 il III TPI WTCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-63) 29 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10,0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 14.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) 5'- 0.2" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -58/ 140V 0/ OH 1.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,( REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.005" @ -1'- 2.2" Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.158" MAX TC PANEL LL DEFL = 0.037" @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454" MAX HORIZ. LL DEFL = -0.000" @ 5'• 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 3 -, DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, • (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ▪ load duration factor=1.6, C3 Truss designed for wind loads CD in the plane of the truss only. N M-3x4 T` r/ C� 1__________________________.------2,7= 4>-C y y 1-02-04 (PROVIDE FULL BEARING;Jts:2,4,31 5-03 JOB NAME : POLYGON PLAN 5-6 NH - G3 Scale: 0.7536 �������N o,�F,,, WARNINGS: GENERAL NOTES,unless otherwise noted: // r 37 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual Gx w(��j; E '• Truss: G3 and Warnings before construction commences. building component.Applicability of design parameters and proper L L 2.2x4 compression web bracing must be installed where shown v. incorporation of component is the responsibility of the building designer. " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r ) DES. BY: BS is the res nsibili of the erector.Additional permanent bracin of y g g 4601•. Po ty p g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � !;- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • jr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 3T OREGON �/ SEQ. :TRANS I D: 403334 5 992812 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L design loads be applied to any component. and are far"dry condition"of use. / -'q) '1°N .}.,. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 4, �P fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. '1:1R10,- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I'll III I it I III III III III IIII TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III 1 I H This design prepared from computer input by 'I PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.l TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l.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 10PSF LIVE LOAD. TOP .Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.00 3 in ,— a a a N u7 --I co III 4 M-3x4 y y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2Scale: 0.7728 S���N�PN oPFssElf, n WARNINGS: GENERAL NOTES,unless otherwise noted: �4 § .� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual <�` Truss: G2 and Warnings before construction commences. building component.Applicability of design parameters and proper , 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Alle3.Additional temporary bracing to insure stability during construction 2• Design assumes the tap and bottom chords to be laterally braced at DES. BY. BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin C and/or d wall BC. + PY sheathing(TC) ry ) !-- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ i (Z 4.No load should be applied to any component until after all bracing and 4. Installation of truss Is the responsibility of the respective contractor. -yy OREGON <4/ SEQ. : 5992813 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1 /.,r \ ,t` design loads be applied to any component. and are for"dry condition"of use. / Zdr�, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 V� necessary. 4/7"1:3R10,.. A R I LL fabrication,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 B.Plates shall be located on both faces of truss,and placed so their center 1111 I RI I II II III TPI/MCA in BCSI,copies of which will be furnished upon request lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II ' I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18&BTR LOAD DURATION INCREASE = 1.15 1-2=(-94) 79 1-4=(-44) 58 2-4=(-233) 166 BC: 2x4 KDDF #18BTR SPACED 24.0" 0.C. 2-3=(-10) 4 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V -30/ 80H 4.00" 0.47 KDDF ( 625) Connector plate prefix designators: 7'- 1.5° -37/ 307V 0/ OH 5.50" 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2oHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152' @ 3'- 5.5" Allowed = 0.408" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7" Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" 6-07-12 0-05-12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" T T 1' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.0017 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x43 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 --v (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 2 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. m O CV O,/- I I �� 1►�� ►�14 M-3x4 M-1.5x4 y ), 71, 6-07-12 0-05-12 1, ), 7-01-08 JOB NAME : POLYGON PLAN 5-6 NH - G4 Scale: 0.5588 S�<<,O wR n�F�,�i WARNINGS: GENERAL NOTES,unless otherwise noted: 1 , 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC. 4 0 0 E 5--- Tr u s s: G4 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 140111"' 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by > is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) the overall structure is the responsibility of the buildingdesigner. P y g(rC)and/or drywall(BC). ,...i.> DATE: 7/11/2014 P ty 9 3.2x Impact bridging or lateral bracing required where shown++ Ct. 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -s OREGON LU SEQ. : 5992814 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, /+ ,,t* ,` design loads be applied to any component. and are for"dry condition"of use. / y r 0 --. TRANSI C: 403 334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, `j cb fabrication,handling,shipment and installation of components. necessary. /� 7.Design assumes adequate drainage is Provided. "'�A RI t�,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III 111 III III I 11111111 I III III TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincidewith joint center lines.. 9. Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/201\5 IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND, 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,' TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N1&BTA SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10.0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft TCOL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc p M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 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. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 2 4"0011 u7 0 0 Ci4 1 r` 0 0 0/— //////////////////////////////////////// 3 M-3x4 y y 5-01-08 JOB NAME : POLYGON PLAN 5-6 NH - G5 Scale: 0.8258 `���-�'NGIN ��F..„ WARNINGS: GENERAL NOTES, unless otherwise noted: /�. 0�.7, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual uor !9211 E c Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap and bottom chards to be laterally braced at DES. BY: BS 2'o.c,and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Yet 4 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "'4" (r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -� OREGON 1L/ SEQ. : 5992815 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G. /-f u A design loads be applied to any component. and are for"dry condition"of use y ,. „ TRANSI D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, 2 fabrication,handling,shipment and installation of components. necessary. /� to 7. Design assumes adequate drainage is provided. F1 R f O- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IN III 1/1 II I III I II II II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate In Inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III I IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR!DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-366) 181 3-4=(-259) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-189) 85 BC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6-7=( -42) 19 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0,0" -23/ 377V -78/ 340H 5.50" 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2' 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -169/ 346V 0/ OH 1.50" 0.44 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 9'- 11.2" -118/ 231V 0/ OH 1.50" 0.30 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2" -134/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50" 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) LUND, 2; Design checked for net(-5 psf) uplift at 24 "oc stacina.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 7-09-12 12-01-03 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" 'I` T -- y MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.031" @ 2'- 11.9" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6 MAX HORIZ. LL DEFL = -0.007" @ 19'- 10.2" ; � MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.00I/ system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 4 Truss designed for wind loads OD in the plane of the truss only. CD M-3x6(S) o PQ' 3 cori O 1 IMP 6 g ' M-3x4 k ), y y 0-10 6-00 13-10-15 •;$ 1 1 . . • • JOB NAME : POLYGON PLAN 5-6 NH - J 1 G Scale: 0.2814 ����N��N�'�Fss, AV a r (' WARNINGS: GENERAL NOTES,unless otherwise noted: 21y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t. • Truss: J10 and Warnings before construction commences, building component.Applicability of design parameters and proper 1110 E r 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 41111#1. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at - DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.+ +•' r!- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ C- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON (L SEQ. : 5 992816 fasteners are complete and at no dme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L il, ,, .t ,l• design loads be applied to any component. and are for"dry condition"of use. / XI)/ y '1° - TRANSI D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if o 1 4, �� necessary. R RIO- fabrication,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 B.Plates shall be located on both faces of truss,and placed so their center 1111111 III I II VII III II TPI/WTCA in BCS(,copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I III III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTA LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0'; 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-327) 162 3-4=(-220) 97 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) 'COND, 2: Design checked for net(-5 oaf) uplift at 24 "oc soacina.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" -( '( 67MAX TC PANEL LL DEFL = 0.030' @ 3'- 7.4" Allowed _ 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed 0.596" MAX HORIZ. LL DEFL = -0.005" @ 17'- 10.9' MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9• DESIGN ASSUMES MOISTURE CONTEI:: DOES 5 NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 t Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWF°S(Dir), 4 load duration factor=l.6, Truss designed for wind loads cr in the plane of the truss only. M-3x6(S) ri o 3 ,l co 0 o 17 a -/ CD M-3x4 J, y y y 0-10 6-00 11-11-11 'PROVIDE FULL BEARING;Jts:2,7,3,4,5,61 JOB NAME : POLYGON PLAN 5-B NH - J9 Scale: 0.3077 S���NG �N�FFS�, Ca WARNINGS: GENERAL NOTES, unless otherwise noted: r -57 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual r't' • Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper - 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - -.- -'-.) is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d wall BC. c DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ((/ SEQ. : 5 992817 fasteners are complete and at no time should any loads greater than 5. " Dand esignare assumesfor c trusses areof to beuse.used in a non-corrosive environment, L- .4/) 1\t''rr design loads be applied to any component. "dry ondition2-° TRANS1 9: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 4 ,-i fabrication,handling,shipment and installation of components. necessary. s 7.Design assumes adequate drainage is provided. �A R`L`,. .r 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center I III I II ITPINVTCA in BCSI,copies of which will be furnished upon request lines coincide w th joint center lines.9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12'31120:5 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-287) 142 3-4=(-184) 79 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-108) 58 BC LATERAL SUPPORT <= 12"0C. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V -61/ 265H 5.50" 0.56 KDDF' ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -162/ 343V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625) [COND. 2: Design checked for net(-5 psfl uplift at 24 "00 spacing,] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" 6 MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9° Allowed = 0.596" MAX HORIZ. LL DEFL = -0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES :i NOT EXCEED 1996 AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00G' system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. O a) 3 0 co O ,1-' i Ol 1 7'1" -/ O M-3x4 y y 0-10 6-00 9-11-11 JOB NAME : POLYGON PLAN 5-B NH - J8 F, ,° PR°F Scale: 0.3315 SCD NG,(NE /O WARNINGS: GENERAL NOTES,unless otherwise noted: �-7 1. Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual , * w t 3 ,• E ,-- TrussTruss: : J 8 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c,and at 10'o.c,respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). q . ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ""S' °• (Z 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -� OREGON (L SEQ. : 5 992818 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4„ /� `b' A., design loads be applied to any component. and are for"dry condition"of use. / 9 Y 2- 7- necessary.S I D: 4 D3334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, �� necessary. /E��R a t - fabrication,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 shall be located on both faces of truss,and placed so their center I II I II I Il I II Ell II III I 1111 TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-246) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 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 OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2' -129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -51/ 1094 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 10OND. 2: Design checked for net(-5 psfl uplift at 24 'ocspacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001• @ 0'--10.0" Allowed = 0.111" MAX IC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" 5 -/ MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" 0 MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6,00 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. 0 3 t\ co) 0 o1 6---:---- -/ M-3x4 y , y y 0-10 6-00 7-11-11 •;i I . :: k.' • . • JOB NAME : POLYGON PLAN 5-B NH - J7 Scale: 0.3795 S-<< :... , pN a�F•-::;s< WARNINGS: GENERAL NOTES,unless otherwise noted: 2-y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). * ! DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ - "'41. (t- 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -37 A_OREGON to SEQ. : 5 992819 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4- 4g 1 �. design loads be applied to any component. and are for"dry condition"of use. / rLQ TRANSI D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing all supports shown.Shim or wedge if Q 14, fabrication,handling,shipment and installation of components. necessary. '0,' 7.Design assumes adequate drainage is provided. 41 R R I LA- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III All This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDFjCq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 . 1-2=) 0) 42 2-6=(O'. 0 BC: 2x4 4ODF 1!1&B+9 SPACED 24.0" O.C. 2-3=(-208) 105 3-4=(-102) 46 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -38) 18 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 OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED 5RG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V -45/ 198H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M'RHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = -0.030" @ 2'- 11.9" Allowed = 0.397" 5 -/ MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" 11) MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6.001/ NOT EXCEED 19%AT TIME OF MANUFACTURE. I (, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 3 o in the plane of the truss only. 0 co 0 vMil 1 t_m 6►Im -r' 0 M-3x4 1 )- y y 0-10 6-00 5-11-11 •.. ii • :i i.' JOB NAME : POLYGON PLAN 5-B NH - J6 Scale: 0.4200 ���RNo �' oFe0.C: WARNINGS: GENERAL NOTES, unless otherwise noted: 4 2-y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CC' 1 g i E r' Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 401",3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 2 s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �,./�+ t DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -F OREGON ((J SE Q. : 5 99282 0 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G '47 �� design loads be applied to any component. and are for"dry condition"of use. / Xi)/ Zt TRANSI 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 1 4, �' fabrication,handling.shipment and installation of components. necessary. /� 7. R Design assumes adequate drainage is provided. � R�l.,`.. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I lI III III 1111 II I 01, 110 III TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincidewith joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(10-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III I IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.5=(0; 0 BC: 2x4 HOOF #18&BTR SPACED 24.0' O.C. 2-3=(-170) 99 3-4=( -76) 34 TC LATERAL SUPPORT <= 12"OC. UON. 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 REQUIRE[' BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO,IN, SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,Cw18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -164/ 368V 0/ OH 1.50" 0.47 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11,7' -45/ 90V 0/ OH 1.50' 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TO PANEL LL DEFL = 0.028" @ 3'- 4.9" Allowed = 0.397" 4 MAX TC PANEL TL DEFL = -0.048" @ 2'- 11.9' Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 0 MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 195 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, 0 C. Truss designed for wind loads CD in the plane of the truss only. It1 M o/_ ,r MI p/- 1 �� 5 11.M11 -./ 0 M-3x4 ,) )' , t 0-10 6-00 3-11-11 [PROVIDE FULL BEARING;Jts:2,5,3,4l JOB NAME : POLYGON PLAN 5-B NH - J5 Scale: 0.4887 CD,.(5','„\ �N o>�Fo ti WARNINGS: GENERAL NOTES,unless otherwise noted: 04/4 t- '• 2.v C 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual ` • r r Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper � , 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stebi6ty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c,respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 1,:I�+ !•• DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ [r /� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. - OREGON 1(f SE Q. : 5992821 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1-, /h+ C. design loads be applied to any component. and are for"dr condition'of use. c / ''9 2°1i-, TRANS403334 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge if Q 1 , necessary. M .*,:?1:61-k- 6. fabrication,handling,shipment and installation of components, 7.Design assumes adequate drainage is Plrovided. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II II I I III�I I II III I I II II III TPIANT'CA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I IThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KODF #1&BTR SPACED 24.0" O.C. 2-3=(•126) 92 3-4=( -64) 25 TC LATERAL SUPPORT <= 12"OC. UON. 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7' -13/ OV 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 'COND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing-.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 4 ., MAX TC PANEL LL DEFL = 0.047" @ 2'- 9.3" Allowed = 0.397" 12 MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6.001/ MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.001" @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. f") c,-,4..- v W=M 516=Mc M-3x4 1, 1 -1, 1' 0-10 6-00 •:• 1 : :; I.• • 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4 PROP6-, Scale: 0.5653 CD ��G)N t,/,..,- WARNINGS: GENERAL NOTES,unless otherwise noted. //y 2-5i3-7- Truss: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual CZ'� • G 0 0 E t"" Truss: J 4 and Warnings before construction commences. building component.Applicability of design parameters and proper t 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES, BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �1�! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -y OREGON X i SEQ. :TRANS I D: 403 334 5 992822 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L /- t. design loads be applied to any component. and are for"dry ondtion"of use. eQ •9) 2,0\ .-.\-.. 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 7g:?3� fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. "Fit Rt 0 6,This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ii HII III HI I I I I I III TPI/WTCA in BCSI.copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0)'0 BC: 2x4 KDDF N1&BTA SPACED 24.0" O.C. 2-3=(-96) 68 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT v= 12"0C. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 379V -22/ 104H 5.50" 0.61 KDDF ( 625) 5'- 9.2" 0/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 psf) uplift at 24 'Oc spacing,I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395" 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.001" @ 5'- 10.9" 6.00 L-.: " DESIGN ASSUMES MOISTURE CONTENT DOES 3 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ') system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 Cr) co o- v 111 c 1 ►�ll 4►�11 M-3x4 ), ), y 0-10 1PROVIDE FULL BEARING:Jts:2,4"3) 6-00 JOB NAME : POLYGON PLAN 5-B NH - J3 sale: 0.5843 ,\„?N°PNoSt WARNINGS: GENERAL NOTES,unless otherwise noted: 2.. (` JI(/ 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual '' ' r1 rj,0 E f Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and properAlir/" 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC) the overall structure is the responsibility of the buildingdesigner. P y 9(rC)and/or drywall(BC). e�r::•, DATE: 7/11/2014 P h 9 3.2x Impact bridging or lateral bracing required where shown++ OREGON �(,C. 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992823 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /-* � N ,tom design loads be applied to any component. and are for"dry condition of use. / jr rZ0 TRANSI D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 �h fabrication,handling,shipment and installation of components. necessary. f 7.Design assumes adequate drainage is provided. R R!k-L 6.This design is furnished subject to the'irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111 III III III III I I III III TPI/WTCA in BCSI,copies of which will be furnished upon request. lines cowith joint center lines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 VIII II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 49 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10,0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) 3'- 10.9" -99/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL COND 2: Des'in c ecked for net -5 .s u•lift at 24 "oc socin. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0,083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" MAX BC PANEL TL DEFL = -0.004" @ 4'- 1.4" Allowed = 0.333" 12 6.00 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ, TL DEFL = -0.000' @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4,2,BCOL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=1,6, Truss designed for wind loads cr in the plane of the truss only, o N CD C,/..-- ,r o� 1 2►�� ►T14 M-3x4 J, ), y 0-10 !PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : POLYGON PLAN 5-6 NH - J2 Scale: 0.6394 ����, a‘AGrv�'�hFss, WARNINGS: GENERAL NOTES,unless otherwise noted: r �-7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ��! 7 tj it E c- Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "-"� is the responsibility of the erector.Additional permanent bracing of OAP" p° h p g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,w+'�1 .. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ + 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 31OREGON 4/ SEQ. : 5 992824 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- "Pi ,`¢ A. TRANS I D: 403334 design loads be applied to any component, and are for"dry condition"g use. / '9 y 2� 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 P necessary. '� fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. MSR R I LL 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II III I III III 011 II I III III III TPIM/TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-35) 40 TC LATERA!. SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50" 0.42 KDOF ( 625) 1'- 10.9" -108/ 90V 0/ OH 1.50" 0.14 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) C,CN,C18,Cti18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL tes'�n ch c • f� REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ,D t 5 �s u•lift 4 "r s•acing"I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" 1' 1 MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" 12 MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6" Allowed = 0.250" MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333" 6.00 l ' MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 _/ Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. 0 co o,- v 111 o� 1 1111104 -0 M-3x4 y y y 0-10 •;I I " 4,; , • 6-00 JOB NAME : POLYGON PLAN 5-B NH - J1 Scale: 0.7144 <('RN°pNO��`SSJ WARNINGS: GENERAL NOTES,unless otherwise noted: 2.�y. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual C'` w T r u S S: J1 and Warnings before construction commences, building component.Applicability of design parameters and proper `��IP II E r 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o c and at 10'o.c respectively unless braced throughout heir length by �r DES. B V: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC) *�!• �" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. OREGON (L SEQ. : 5992825 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L 4> �� TRANS I D: 403 334 A design loads be applied to any component. and are for"dry condition"of use. / '9 2° r 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full t bearing at all supports shown.Shim or wedge if © 14, P ' fabrication,handling,shipment and installation of components, necessary. /� ej 7.Design assumes adequate drainage is provided. •'�R R ,` `� ,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss.and placed so their center ii III'I 1 I III II I I ii III III TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II 1 IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C, 2- 3=(-257) 48 7- 9=(-158) 297 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-224) 105 3- 9=(-308) 164 LOADING 4- 5=(-153) 67 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -29/ 351V -53/ 231H 5,50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7" -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" f MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" ->✓ MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1,6, CD Truss designed for wind loads 0 o in the plane of the truss only. NI cp M-4x6 o M-3x4 glig '''.--- r = co 7 M-3x4 9i. a " O cm M-3x4 M-1.5x4 N J' ' y 2-03-12 2-10-08 0-09-12 0-10y 2-05-08 y 11-06-03 y 6-00 7-11-11 (PROVIDE FULL BEARING:Jts:2,9"4.5,6) JOB NAME : POLYGON PLAN 5-B NH - J7C Scale: 0.3025 5�&�°a ISN Ofifu 12 WARNINGS: GENERAL NOTES,unless otherwise noted: �.7 1..'1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual tx JL 1-- Truss: J 7 C and Warnings before construction commences. building component.Applicability of design parameters and proper , incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. 2. Design assumes the top and bottom chords to be laterally braced at , 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 3 DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,.."''fa DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .'IIIII Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7OREGON (zi SEQ. : 5 992826 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L, r �� p qq �+ design loads be applied to any component. and are for"dry condition"of use. / "1 y rLQ TRf 1N S I D: 4 03 334 5.CompuTrus has no controlower and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14, `j, necessary. /(���R fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is'provided. 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II II I II II III I III I III III III TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 I This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11,7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 42 2- 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF #18,BTR SPACED 24,0" 0,C, 2- 3=(-245) 43 7- 9=(-165) 278 7- 3=( 0) 49 WEBS: 2x4 KDDF STAND 3- 4=(-213) 71 3- 9=(-289) 171 TC LATERAL SUPPORT <= 12°0C. UON. LOADING 5.- 6=(•101) 770 BC LATERAL SUPPORT <- 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF ( ) - DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 24.0" TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: 0'- 0.0" -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 5'- 10,9" -136/ 299V 0/ OH 1,50" 0,38 KDDF ( 625) 9'- 11,7" •183/ 405V 0/ OH 1,50" 0,52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.009" @ 2'- 3.8" Allowed = 0.254" 11 11.11 MAX TL CREEP DEFL = -0.014" @ 2'- 3.8' Allowed = 0.339" MAX LL DEFL = 0.042" @ 11'- 11.7" Allowed = 0.200" '1' '' MAX TL CREEP DEFL = -0.048' @ 11'- 11.7" Allowed = 0.267" MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009' @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANIFACTURE. 6.00 0 0 Design conforms to main windforce-resisting system and components and cladding criteria. m Wind: 140 mph, h=22.2ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, CD (All Heights), Enclosed, Cat.2, Exp.B, MWvRS(Dir), -d o load duration factor=1.6, CD Truss designed for wind loads co hi u7 in the plane of the truss only. M-4x6 cD M-3x4 i � i 0 9I o -1, o 0111111B-MME M-3x4 M-1.5x4 o N8 O O M-3x4 2-03-12 2-10-08 0-09-12 0-101, 2-05-08 y 9- 06-03 y 6-00 5-11-11 1ROVIDE FULL BEARING;Jts:2,9,4,51 JOB NAME : POLYGON PLAN 5-B NH - J6CScale: 0.3429 ����`�� N oxFon WARNINGS: GENERAL NOTES,unless otherwise noted: r 17 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 1-- Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stab lity during construction 2.Design assumes the top and bottom chords to be laterally braced at 4,,e, DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,, WIIIMr! 44 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. 37 OREGON 14/ SEQ. : 5992827 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4-.240'7-/y 0 /�� 1�t,,\' TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. �. 2 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14,�, �`y fabrication,handling,shipment and installation of components. necessary. 7.Design assumes adequate drainage is provided. itif�A R � 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II I I Ill III il I I I III 1111TPINVTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center fines. 9. Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7.6.6(10-E 10.For basic connector plate design values see ESR-1311.ESR-1988(NliTek) EXPIRES:12/31/2015 111 1 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.7=( -69) 178 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-245) 43 6-8=(-114) 278 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3-4=(-153) 71 3-8=(-289) 118 LOADING 4-5=( -70) 32 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 347V -37/ 166H 5.50" 0.55 KDDF ( 625) Connector plate prefix designators: 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50" 0.39 KDDF { 625) M,M2OHS,M18HS,M16 a MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP )GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.007" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3' T - MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3' ,f-- - DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19X AT TIME OF MANUFACTURE. 12 f'1 Design conforms to main win dforce-resisting 6.00 C7 system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1.6, OD Truss designed for wind loads o in the plane of the truss only. o' j1 0 L13 -4- M-4x6 M-4x6 01111 00 00 11 w ' -/ o N 7 M-3x4M-1.5x4 CD CD M-3x4 M-3x4 y J, v' ,' 2-03-12 2-10-08 0-09-12 ), y y /- 0-10 y 2-05-08 7-96-03 6-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,8,4,5I JOB NAME : POLYGON PLAN 5-B NH - J5C Scale: 0.3783 ��,\,(5, D‘AGpN ofiFss2 Ca WARNINGS: GENERAL NOTES,unless otherwise noted. OPY �.. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual •(dS 0 E -" Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •MOW! 4�a DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (r 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. �y 4.7 OREGON 11I SEQ. : 5992828 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L design loads be applied to any component. and are for"dry condition"of use. ./6 'I 24 TRANSI D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, necessary. MSR R�1..�- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ,d' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111 III 11.I III II 101 111 I III TPl k UCA in BCSI,copies of which will be furnished upon request lines coindde with joint aenter lines. 9.Digits indicate size of plate in inches. MITek USA,InC./CompuTrus SoftWBre+7.6.6(1 L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111' II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=( -84) 228 7-6=( 0) 18 BC: 2x4 KDDF N18BTR SPACED 24,0" O.C. 2-3=(-297) 65 6-8=(-13B) 358 6-3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-153) 82 3-8=(-372) 143 LOADING 4-5=(-100) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL - 25 PSF Ground Snow (Pg) 0'- 0,0" -35/ 328V -24/ 151H 5.50" 0.53 KDDF ( 625) Connector plate prefix designators: 5'- 2.3' 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018" @ 2'- 3.8" Allowed = 0,339" MAX LL DEFL = 0.041" @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047" @ 7'- 11.7" Allowed = 0.263" 7-11-11 t f MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 1- 12 ' DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19% AT TIME OF MANUFACTURE, Design conforms to main windforce-resisting • system and components and cladding criteria, Wind: 140 mph, h=21.2ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, o( All Heights), Enclosed, Cat.2, Exp,B, MW"=RS(Dir), load duration factor=1,6, •4 CD Truss designed for wind loads c in the plane of the truss only. M-4x6 M-3x4110-11 .-....- m c\I 6NN 03 v ul .11� M-3x4 M-1.5x41 0 0 0 7 • i o M-3x4 L. ,� y 2-03-12 2-10-08 0-09-12 0-10 2-05-08 5-06-03 6-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,8,41 JOB NAME : POLYGON PLAN 5-B NH - J4C Scale: 0.4268 `����NoGi N�'�Fsso WARNINGS: GENERAL NOTES,unless otherwise noted: I 2.�y. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'CC' s t G II A E r Truss: J4C and Warnings before construction commences. building component.Applicability of design parameters and proper ncor oration of component is the responsibility of the buildingdesigner. 2.2x4 compression web bracing must be installed where shown+. P P P tY t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility oiihe erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). w�+ r•,, �"� DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 40 (Z 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON (V SEQ. : 5992829 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L. /�r \t'' T design loads be applied to any component. and are for"dry condition"of use. / 'T y 12. „, .�._ TRANSI C: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 4, �rj, fabrication,handling,shipment and installation of components. necessary. i 7.Design assumes adequate drainage is Provided. 44 - `10 RIO- 6. y 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II III I'II I II 111111 I I III III IIITPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9. Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 III III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE - 1.15 1.2=( 0) 42 2-6=(-135) 228 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-297) 65 5-7=(-218) 358 5.3=( 0) 50 WEBS: 2x4 KDDF STAND 3-4=( -55) 41 3-7=(-372) 226 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 365V -22/ 104H 5.50" 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) Connector olate prefix designators: 5'- 11.7" -48/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing, BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1RO AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed - 0.111" MAX LL DEFL = 0.012" @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.018' @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3' MAX HORIZ. TL DEFL = 0.011' @ 5'- 2.3" 5-11-11 f f DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUcACTURE. 12 6.001/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 .4- M-4x6 0 0 co 0.1 110o M-3x4 '] N 5 Q o- o ESI. M-3x4 M-1.5x4 o a 2me 0 6 0 M-3x4 2-03-12 2-10-08 0-09-12 1, y .1 y 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,7,4] JOB NAME : POLYGON PLAN 5-B NH - J3C Scale: 0.4902 S���Nn PN Q F0.0 WARNINGS: GENERAL NOTES,unless otherwise noted: C.4 § .. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Lx` • Truss: J3C and Warnings before construction commences. buildingcomponent.Applicability of design parameters and proper i •A { g incorporation component is the responsibility 9 ii6 of the building designer. 2.2x4 compression web bracing must be installed where shown+, Po Po P tYt 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Alle, DES. B Y: BS 2'o.c.and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathin I p y g(TC)and/or drywall(BC). �?�! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -S7 OREGON X41 SEQ. : 5992830 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, r, 4' \t. design loads be applied to any component. and are for"drycondition'of use. / Q jr 2� -7-, TRANSI D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 14, ti� necessary. t� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R I L�- 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III I I 11111 I(III II IIII IIITPI/WTCA in BCS(,copies of which will be furnished upon request. lines coincide with joint center lines. p ( ) 9.Digits incicote eine oalate in ches. 10.MiTk USA,Inc./CompuTrus Software+7.6.6 1 L-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II IIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-188) 24 5-7=(-76) 191 5-3=( 0) 48 WEBS: 2x4 KDDF STAND 3-4=( -22) 28 3-7=(-198) 79 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 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 HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 325V -14/ 73H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8' Allowed = 0.226" MAX LL DEFL = 0.000" @ 5'- 2.3" Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002' @ 3'- 11.9" Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.5" T T MAX HORIZ. TL DEFL = 0.006' @ 5'- 2.3' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.0017 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting • system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-4x6 (;) Truss designed for wind loads 00 CD in the plane of the truss only. 4�DCD N pillIll111111ftllftin I- M-3x41 11011111111111111111M O� 0 .0r -IlIm M-3x4 0 7 �-� o M-1.5x4 o'- 2►z� 6 o M-3x4 0 J.' J' y ), 2-03-12 2-10-08 0-09-12 y y y 0-10 2-05-08 6-00 3-06-08 [PROVIDE FULL BEARING:Jts:2,4,7[ JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: 0.5343 S��?,.. nfiFur, WARNINGS: GENERAL NOTES,unless otherwise noted: 217 1. Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �` • Truss: J2C and Warnings before construction commences. building component.Applicability of design parameters and proper �� ' 0 I E r' 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2. Design assumes the top and bottom chords to be laterally braced at 41011",....„ DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 1 s the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)and/or d wall BC. DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (C 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. -� OREGON (v SEQ. : 5992831 fasteners are complete and at no time shoukl any loads greater than 5.Design assumes trusses to be used in a non-corrosive environment, L /7 1� TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / q y 2� 5.CompuTrus has no control over and assumes no responsibility for the 6. Design assumes full bearing at all supports shown.Shim or wedge it 0 1 , fabrication,handling,shipment and installation of components. necessary. /� >' 7.Design assumes adequate drainage is provided. �R `�` - 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II I I I I II I II I II II IIIIITPINYT'CA in SCSI,copies of which will be furnished upon request. Digit codicat with joiP center lines. i9.Di its Indicate size of late in inches. iMiTek USA,Inc./CompuTrus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/20;5 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11,7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-4=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2-3=(-68) 30 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA , DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. ,SPECIES) OVERHANGS: 10.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 287V -14/ 73H 5.50" 0.46 KD::F ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -44/ 94V 0/ OH 1.50" 0.15 OF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M13HS,M16 - MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL (GOND. 2: Design checked for net(-5 psf) uplift at 24 "mc spacing, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002" @ 1'- 0.1" Allowed = 0.067" 12 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 10,9" 6.00 V MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19h AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, ,. (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), o load duration factor=1.6, N Truss designed for wind loads in the plane of the truss only. co .,-- CD - - 1 2' 4 , M-3x4 y ), ,i, • 0-10 2-00 1-11-11 'PROVIDE FULL BEARING;Jt5:2,4,3; JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 '�`�RDRROFS"� N �yGINfi1OA. WARNINGS: GENERAL NOTES,unless otherwise noted: /,1/ V.. -'Tru1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 'r. -rI E i--- Truss: ss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ncor oration of component is the responsibility of the buildingdesigner. 2.2x4 compression web bracing must be installed where shown+, P Po P tY t 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Alleil#7, DES. B'" ) BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r � DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .. [r 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 17 OREGON 11, SEQ. : 5 992832 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non corrosive environment, �„ /. \t. ,` design loads be applied to any component. and are for"dry condition"of use. / y Vi TRANSI D: 40333 4 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 4, �h fabrication,handling,shipment and installation of components. necessary. T p P 7. Design assumes adequate drainage is provided. p R 1 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,an,"placed so their center III I Il t rll I I II I II IIIIITPI/WTCA In BCS',copies of which will be furnished upon request, lines coins de wth joint center lines. II�; 9. Digits indicate size of plate in inches. l�� MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1-2=( -3) 42 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-45) 15 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0° 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF ( 625) Connector plate pre+ix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1800 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed - 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed - 0.111" T , MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001" @ 1'- 2.9" Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' ' 6.00 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6"0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. 0 .4- o C.1 ole- v 111 CD c� 1 2�Z� 4iT� M-3x4 1 J, J, y 0-10 2-00 JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0,7139 GIN °pFss, WARNINGS: GENERAL NOTES, unless otherwise noted: /'17 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ` • 1� ��++ and Warnings before construction commences. building component.Applicability of design parameters and proper G/� E Truss: AJJ 2.2x4 compression web bracing must be installed where shown+. incorporation of component Is the responsibility of the building designer. ,�/ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at A �/ DES. B BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). ,,,.,WIMP, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1 7 OREGON (J SEQ. : 5 992833 fasteners are complete and at no timme should any loads greater than 5.Design assues trusses are to be used in a non-corrosive environment, .4. TRANS I D: 403334 �� design loads be applied to any component. and are for"dry condition"of use. / '� 26 '-- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bear ng at all supports shown.Shim or wedge If Q rty necessary. /� R ` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. L 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II 111 I I I III I II NI III II II TPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015