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Plans (26) ( s ` C-Q)\--"i - V�Ji�.✓ MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-92_UP Fax 916/676-1909 5D 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:R41832552 thru R41832567 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. ?TAD PR OPess FFA 1 0.4G02 `t 870 2PE �' g•v 'O� OREGON tit' t �A�, BER Sao ©S A. He EXPIRES:06/30/2015 April it 22,2014 Hemandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. ...... lot MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-92_UP Fax916/676-1909 5D 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:R41832552 thru R41832567 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. o OM4$4, r . t 44639 .8:44:„...., ®f April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 5D R41832552 PL14-92_UP F01 Floor 6 1 Job Reference footional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:14 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-ZUAMIRGH36RsRkXU127EmMisJ1UWN695C9Z 15zOQSI I 2-60 I I 2-2-9 1 1 1-2-0 I I 2-4-11 I Scale=1:28.6 1.5x3 11 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 e / \ e \ -a e N / O N 13 12 11 10 i 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 101 irt 111-3-1 1 1 1612 I 9-11-9 0-1-$ 0-7-0 + 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edoel,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud 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 IBC20121TP12007 (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=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. 050NIO 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 C3-7 di ii , �VA$x� WEBS 6-10=316/0,2-13=1640/0,2-12=0/1018,412=370/0,4-11=-460/161,7-9=1636/0,7-10=0/1105 Cs o NOTES Av N,.:, G' V" 1)Unbalanced floor live loads have been considered for this design. j _ C3 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. \ fir)' 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 ' 49634 4 be attached to walls at their outer ends or restrained by other means. t� .+4 9 LOAD CASE(S) Standard `i0Iy7l1LLC S.C\''�,tOl�PR Vl J'f6: 144 7' 870 2PE 5-? -0,��REGO ti jtr "SSC'os,' $ER . , ',NJ A. HE � EXPIRES:06130/2015 April 22,2014 4 a A kf.ARNIMS-S'erftydexiyis paramte s sod READ AWES ON THIS ANC MIXED MIEN REFERENT 1W 1141£7 473 ret 1/2S/21sd ,REUSE " Design valid for use only with Mnek 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 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiflity 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 QuaMy Criteria,DSB-89 and SCSI Banding 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 RimefSin lumber is specified,the afettge illakAila one niece e+facede 06/o1f2G13 lay AtsC Job Truss Truss Type Qty Ply 50 R41832553 PL14-92_UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4015 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-1 gkkynGvgPZj3u6gbleTJZFOdRg06Y7ERpIYHXzOQSk I 2-6-0 II 2-5-1I I 1-2-0 I I 2-4-11 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 oI`j e e 1 A"- 12 11 10 304= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 1013(9 It1-5-9 l 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): 110:0-1-8,Edael.111:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud 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/TPI2007 (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.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=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. ,tslkTON1O 44, 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 ',FP �1 WASIt). 4 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 {,ry #{ ' ' . Q i Q Y NOTES `� '. S. 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. 1- 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 140 Atr , 49639 c 47 , LOAD CASE(S) k Standard 4GIS1 4,S � 0 �N ,R1/40), PRQFE '.c` 87022PE 44 f / cn - cv y 'o�,()REGO tiQ,l l �0 'W3ERAN 0 'i'" EXPIRES:06/30/2015 April 22,2014 4 e ®WARN170-Verity dssiyn parslmre s and READ 7OT£S CH MIS AMI ThC.D0£4 HPT£X REFERENCE MGE M11.7473 ma 3,12512014 BUMF USE 1"" Design valid for use only with MiTek 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 responsibilfity of the MIC erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYB r' fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TFl1 Quality Criteria,051-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312.Alexandria,VA 22314. Citrus Heights,CA,95810 If Southern Pine4S311 iasmlaeris speci ied.the deuigrs ualres are nisesa effective 08/05,2015 ha,AMSC Job Truss Truss Type Qty Ply 5D R41832554 PL14-92_UP F04 Floor 1 1 Job Reference(ootionall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:16 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1UY-Vt16A7HXbjhah2hs9T9imoBrrAWr QOfr25pzzOQSj 1 1-0-0 j 11-1-11 i 1 1-2-0 II 1-0-9 I 2-6-0 I Scale=1:32.5 4x4= 3x4= 3x4= 3x4= 3x4= 3x4= 4x4= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 N 9/ \ a I '\O� � 4� �a� � � � a / OAoo,ie.\ e N e e a e a e e° 26 25 24 23 22 21 20 19 18 3x4= 4x5= 3x5 = 3x5= 3x5 = 3x5= 4x6 = 4x4= 3x4= 15-3-11 I 14-1-11 1 111 I 19-14I 14-1-11 7-0 0-7-5 3-9-9 Plate Offsets(X,Y): 114:0-1-8,Edge1,119:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.30 22 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.67 Vert(TL) -0.46 22-23 >493 360 BCLL 0.0 Rep Stress Ina- YES WB 0.58 Horz(TL) 0.06 18 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:94 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 27=835/0-4-4 (min.0-1-8),18=835/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 0'ON10 ,1 TOP CHORD 2-3=1513/0,3-4=-1513/0,45=2638/0,5-6=-2638/0,6-7=3383/0,7-8=3383/0, +T 8-9=-3752/0,9-10=3752/0,10-11=-3733/0,11-12=-3733/0,12-13=3416/0, " et.W 13-14=-3416/0,14-15=-2622/0,15-16=-2622/0 {J Q %; 11, BOT CHORD 26-27=0/806,25-26=0/2121,2425=0/3056,23-24=0/3613,22-23=0/3786,21-22=0/3584, �q / !e{ ,,) 20-21=0/2622,19-20=0/2622,18-19=0/1831 cgf - k I. VS WEBS 14-20=-328/0,15-19=541/0,2-27=1129/0,2-26=0/990,4-26=-851/0,425=0/724, f 6-25=585/0,6-24=0/459,16-18=1977/0,16-19=0/1135,8-24=-321/0,12-21=-264/0, thia 13-21=328/0,14-21=0/1085 f 9 NOTES 9 �.t X963 1)Unbalanced floor live loads have been considered for this design. SIS IER 2)All plates are 1.5x3 MT20 unless otherwise indicated. .. 4'S ONAL _G 3)Refer to girder(s)for truss to truss connections. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �_,.4tiD PR OFF-, LOAD CASE(S) Standard ,\CJ tiNC'INEF9 /0 870 2PE ti) cv 7 - REGC) 9.,c3,,v l 00 ' 8ER1 �• A. HERS EXPIRES:06/30/2015 April 22,2014 ®taro i .Verity design parameters and REAP N)TFS ON TRIS AM)MIXED PelTF f P.EFEP.EN:E MOA Ha 1413 res I/28/20I&RENINE NEE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �� Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members.only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mi erector.Additional permanent bracing of the overall structure is the responsibility of the building tek' designer.For general guidance regarding t fabrication,quality confroL storage,delivery,erection and bracing,consult ANSI/TPI1 Quaiity Criteria,DSI-B9 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Ifsasrri,ersPin* 3t 1beeIs rbi 1d,tfae design Arabes are effective D€/Os/ 1..3byAMSC Job Truss Truss Type Qty Ply 5D R41832555 PL14-92_UP 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 15:40:18 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-RFPtboJn7KxlwMrFGuBAxCtWIegZJglg7mXCuszOQSh I 1-3-0 I1�1�1 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= J ,2N3: 4<;; <; 9 10 111415 //`/ < > Na / a a 1�a 26 25 24 23 22 21 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 3x5 = 4x6= 3x6= 3x5 = 3x5 WB= 15-7-9 I 14-5-95-0-911 I 20-9.8 I 14-5-9 7-0 5-7-0 5-1-15 Plate Offsets(KY): 112:0-1-8,Edoe1.118:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud 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 Ina YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (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 (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 30NIO N. TOP CHORD 2-3=2003/0,34=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, �r7 G�t�$p>, r 13-14=-3519/0,14-15=3519/0 "Y 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, 'Q CY 1!;�, C' ,,j. 19-20=0/3519,18-19=0/3519,17-18=0/1990 :; �'4 VI 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, N 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 �' NOTES 1.1 A.49639 ` 1)Unbalanced floor live loads have been considered for this design. • �',�I' XS W Ope 2)All plates are 1.5x3 MT20 unless otherwise indicated. SIGNAL. 3 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 ANSUTPI 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. �&4�Q F3 R LOAD CASE(S) Standard ��C tiNGIN - • <4 87022PE r. -7 -j, OREGSN ti� lU � � WER 11 C0V.. . A. HE EXPIRES:06130/2015 April 22,2014 r ®MANIC-Yer.'tydssi a parasmers and RM'.A0 CIES CH fffIS ANC Dial1DED HI EK REFERENCE ACE 1111-1413 ntc 1/19/20IdWORE USE Design valid for use only with Wier(connectors.This design is based onlyuponparameters shown,and is for an individual building component. ' Applicabitty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 6 forlateral support of individual web members only.Additional temporary bracing to insure stab6dy during construction is the responsibility of the - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPII QuaNy Cdterla,DS6-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Intorma8on available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Cams Heights,CA,95610 If 6euthesn Pixie(SP)lumbee is specified,the elesign%Moe(are.(hese effective 06/011301.3 by-MSC Job Truss Truss Type Qty Ply 5D R41832558 PL14-92_UP F06 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 15:40:18 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-RFPtboJn7KxIwMrFGuBAxCtdCeyJ15g7mXCuszOQSh 1-4-0 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 111 II N lippyr;OM "114111q1111i • EM ElMr Illit 1_ // 5 // 4 3x4= 3x4= 9-1-81 4-1-0 I 0-1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d 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/TP12007 (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. FkEACT3ONS (tb/sizc) 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 OTONIO 14, 1)Refer to girder(s)for truss to truss connections. o' Q'Q WASxs,.. 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. c+ W( 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. `S' `f.�y. ^'9' Tj 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 j i`' fix, be attached to walls at their outer ends or restrained by other means. r� / t1. LOAD CASE(S) Standard '' 49639 .47 'LISTER' ' S1ONAL C' 4‘..RO PRQp Ac- 87022PE r' / ycl • a� -0j, OREGO ti�O 00'�i3ER 4, y BS A' HE EXPIRES:06/30/2015 April 22,2014 A&€AAN7.13.Verb deu/a paranle3�rs and AE4O Pr TES ON WS A1i0mum Mf7EK REFERENCE PAGE Pf11-7473 rea 1,/28/201ADERV4£1/SE Design valid for use only with Mild(connectors.Thu design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown �/ l 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 1 fabrication,quality control storage.delivery,erection and bracing,consult ANS1/7P11 Quality Criteria,DS$-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Infoanaton available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If5esarthena Fuse iSPiturvilier is specified,the deotgas sues acett nz effective 06003/2013 by AMSC Job Truss Truss Type Qty Ply 5D R41832557 PL14-92_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:19 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-vSzFo8JPue39YWPRgbjPTPQdB2AJ2KEgMQGIQIzOQSg 01._-/-12_1 10-7-7 1 2-6-0 I 1 1-2-0 19-4-9i Scale u 1:28.3 4x4= 3x4 II 3x8= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 1.5x3 II 13 ' 2 3 4 5 6 7 8 9 10 e A e _ e _ e e \11/- N e e e / e e e i77 ►� 15 14 13 12 3x4 I I 3x6 = 3x8 = 34= 1.5x3 I I 4x4= 3x4= 1-0-4 1 I I 16-0-4 -710.1412-712 15-5-0 0-1-fl Plate Offsets(KY): 17:0-1-8,Edcie1,112:0-1-8,Edoel,117:Edae,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.86 Vert(LL) -0.20 13-14 >903 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.73 Vert(TL) -0.31 13-14 >599 360 BCLL 0.0 Rep Stress Ina NO WB 0.70 Horz(TL) 0.04 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:15-16. REACTIONS (Ib/size) 16=1078/0-5-8 (min.0-1-8),11=655/0-2-12 (min.0-1-8) Max Gray 16=1078(LC 1),11=670(LC 4) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. � �44. TOP CHORD 1-2=0/281,2-3=0/281,3-4=1662/0,4-5=1662/0,5-6=2516/0,6-7=2516/0, �C3��i WA$' }, 7-8-1811/0,8-9=1811/0 kV BOT CHORD 15-16=-147/422,14-15=0/2316,13-14=0/1811,12-13=0/1811,11-12=0/1466 laid; �.i WEBS 8-12=-759/0,1-16=431/0,7-14=0/820,6-14=-284/0,5-14=0/253,5-15=-744/0, t ( 3-15=0/1377,3-16=-849/0,9-11=-1582/0,9-12=0/1027 1 NOTESC 1)Unbalanced floor live loads have been considered for this design. 'dii. 49639 ` 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. r;j � ' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '> � 441 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 ,4, ..<6 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. The design/selection of such connection device(s)is the responsibility of others. P 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). tip' dF�ts `C, NGtN F c":0 LOAD CASE(S) Standard fJ 9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �,' o- r v3 �� Uniform Loads(pif) Vert:11-17=8,1-10=80 Concentrated Loads(Ib) Vert:1=-304(F) (1') /V .g. IV (p''' OREGO tip <i;// .A $'y$ER AN per) s A. HEck� EXPIRES:06/30/2015 April 22,2014 ®MIME-Verity'delign parameters sod READ isCTES ON mrsm matzo MTV CREESRENCE PAGE Nil 7473 rot 2/29/lih4BEF1'2E5 SE Design varid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Illth t - '. Applicabilfy 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 stabTty during construction is the responsibility of the I erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MITa,f fabrication,quality control storage.delivery,erection and bracing,consult ANSVTPII Quality Criteria,DSB-89 and BCSI Building ComponentI Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights, La95,Suite 109 It Southern Pin.ISM tombs(is ecihed,the tifetlyn.eaitres are those a:feseiec 06/03/201:3 by,M.SC eights.CA,9561100 m Job Truss Truss Type Qty Ply 50 R41832558 PL14-92_UP F08 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:20 2014 Page 1 ID77axn40sHnThlyaUAczwOszX1UY-NeXd?UK2fyCOAf dOlEeOdyyfSfJnuNza40JykzOQSf I 2-6-0 i 0-5-10 1 1 1-2-0 I I 1-414 I Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 e e e e 0 e r4 N Xe e e e 10 9 e e 8 3x4= 3x4= 3x4 = 3x4= I 3-1-2 3-^�-tl0 3-9-10 1 4-4-10 4161 8.6-8 I 3-1-2 o-i-b 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y): f8:0-1-8,Edgel,F9:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl 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 t?N1© TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 �y BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 .- 01 WAS . WEBS 2-10=736/0,2-9=37/269,5-7=718/0 { , NOTES / "t" — 0 Ci 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)10,7. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. *'r 111 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 rd t4., itt 4 43639 be attached to walls at their outer ends or restrained by other means. IS1 LOAD CASE(S) Standard cv S ONAL0 o PROP4.0 � G. 5 F /C4q °L 87022PE r' y -tj, OREG.N (10 il EXPIRES:06/30/2015 April 22,2014 ....m., s AVMANrAfz-Ve fydesi&np mirletorsandREADMIESONTHISANDI UDED1dfTE.KPEFF N PAGEEmut7473co&1,26/28TdREDREISE Design valid for use only with Mirek connectors.This design is based only upon parameters shown,and is for an individual building component . Applicabikty of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1111 is for lateral support of individual web members only.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.For general guidance regarding MI iek" fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Galeria,DSS-89 and SCSI Building Component 7777 Greenback Lane,Sane 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 n ft Southern }tambaciss{xacdied,the design.:aatues aeexgsaseelersttue OGPI20x.3 by MSC g Job Truss Truss Type Oty Ply 50 R41832559 PL14-92_UP F09 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:21 2014 Page 1 ID:j7axn4OsHnThlyaUAczetOszX1 UY-rq5?DgLgQFKtnpZgxOItYqV7RsOH WNn7pklsUBzOQSe I 2-6-0 I 0-5-6 I I t-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 II 2 3x4 = 31.5x3 II 4 3x4= 51.503 II • ...--- \• 9 \ 9N _re e e "l/JX�"//�ee 1.5x3 II 9‘?\/:((i 8 7 6 3x4= 3x4= 3x4= I 3-0-14 }}2 3-9-6 I 4-46 1 6-2-8 I 3-0-14 d-1-8 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edoe1,18:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d 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 LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 9=267/0-2-8 (min.0-1-8),6=267/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0iONIO 44, TOP CHORD 2-3=362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 Q o' 4y, WEBS 2-9=456/0,4-6=-424/0 C9 ,4? 'It, e'y- .{v / Rrk 4''C NOTES � 1' 01 1)Unbalanced floor live loads have been considered for this design. / N 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. 7 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 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 Q +I' jS 1" --....--)'4.' be attached to walls at their outer ends or restrained by other means. ' LOAD CASE(S) Standard �.'k'% PROre ss 87022PE 0 . y �j,OREGO (15) SA. Necv- EXPIRES:06/30/2015 April 22,2014 4 9 ®wARNAG Verify design warm itrsaid REAP EWES ONMISAREPlq .UUEE0MITEKREFERENaPAGEMIl1473ret 1/24/2&ld8ffO4EL ». �•• Design valid for use only with MOek connectors.Thu design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown `,, is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the M-1 R* 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 i.ane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southerrt Prase tSp)tvmeaze is spacifred,Owatosaget>valuta are 1:4rosee6active 06/01[2013 in MSC Job Truss Truss Type Qty Ply 5D R41832560 PL14-92_UP F10 FLOOR 5 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4022 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-K1 fOQAMIAZSkPz80VjG6522FQFHaFeKG2OVP 1 dzOQSd 1 1-10-12 1 1 1-9-11 I I 2-6-0 I I 1-2-0 I I 1-0-5 I Scale=1:29.4 1.5x3 II 4x10= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 8 9 //` N / — 1444144444411%,... \ - 10............. e/ \b N 0 e 16 14 13 12 11e 10 4x5= 3x4 II 3x10= 3x6= 1.5x3 II 3x4= 3x4= I 2-1-12 16-10-12 I 2-1-12 14-9-0 Plate Offsets(X,Y): 16:0-1-8,EdaeL f11:0-1-8,Edoe1,116:Edae,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.35 Vert(LL) -0.12 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.44 Vert(TL) -0.18 12-13 >978 360 BCLL 0.0 Rep Stress Incr YES WB 0.87 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 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) 15=1642/0-5-8 (min.0-1-8),16=701/Mechanical,10=533/Mechanical Max Uplift16=764(LC 4) Max Gray 15=1642(LC 1),10=534(LC 4) 01ONIo FORCES -Max.Comp./Max.Ten.-All forces 250 TOP CHORD) 2-3=0/259,3-4=0 259,4-5=-1534/0,5-6=-1534/0,6-or less 77=p1423/0,7-8=-1423/0 �ot when shown. 4(0 j4 BOT CHORD 15-16=1530/0,14-15=1534/0,13-14=0/885,12-13=0/1423,11-12=0/1423, 'qt' 11' �' d 10-11=0/1085 4o k°" �1. tl WEBS 7-11=257/0,2-15=1613/0,2-16=0/1711,5-13=252/0,4-13=0/701,4-14=-1231/0, 2-14=0/1449,8-10=-1171/0,8-11=0/549 ! NOTES rd� 49639 1)Unbalanced floor live loads have been considered for this design. (j _�Q ISZ E '' 2)Refer to girder(s)for truss to truss connections. 444) 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 764 lb uplift at joint 16. 'SONAL `G 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. ckc() P R Qp- LOAD CASE(S) Standard co,.4. (NE' / 4t 870 2PE 9 7.43i, OREGO 1 Q1 CIO S 4. Ne, ,P EXPIRES:06/30/2015 April 22,2014 4 / ®mums-Veal yr design rararsxtsrroars3READ t&TEC CN77MISANCIA liZEDNITEK REFEREM7 PAGE ittr7473f£x2;/2S/20Id8fW0EUSE 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 responsibility of the �lek'. _ erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1N1 fabrication,quality control,storage,delvery,erection and bracing,consult ANSI/TPIl QuaBly Criteria,056-89 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 1f Setdriken,PiisetSPltsanlser to specified,tibia statism vatucs are these effective MAW= layA SC Job Truss Truss Type Qty Ply 5D R41832561 PL14-92_UP 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 15:4023 2014 Page 1 ID:j7exn4OsHnThIyaUAczwOszX1 UYoDDmeWNwxtab17jC3RnLeFaSbfgs_F2QG2EzZ3zOQSc I 2-0-0 10-5-10 1 1 1-2-0 I I 1-6-14 I Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 0 N -- �Je(/ e 1,( , 9 ti e 3x4= U \ 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 4 8-8-8 I 3-1-2 0-1 0-7-0 0-7-0 0-1 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edge1.19:0-1-8.Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/defl Ud 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 IBC2012TfP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 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. y'QNIO N TOP CHORD 2-3=761/0,3-4=761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 0C,,,0 .1.4,_WASti, WEBS 2-10=757/0,2-9=28/290,5-7=737/0 C, / Ivr 4'� NOTES + /` �� 1)Unbalanced floor live loads have been considered for this design. f N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 1h 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 '76t.,, 49639,0 be attached to walls at their outer ends or restrained by other means. ^ G£STO LOAD CASE(S) Standard S'�QIYAI Hca PROF 87022PE f y SAT OREG N of j1/ ,Ali '14BER 4'., \- EXPIRES:06/30/2015 April 22,2014 f f A WAIWXM3-Verity*lip parameters a:rd READ M IES ON MS AND MIMED MI-Fa REFERENCE PAGE mu 7473 rnt 1/J9/7OdSBL4 k15E Design vafid 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 ofindividual web members only.Additional temporary bracing to insure stability doing construction is the responsibility of the - - A- erector.Additional permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regarding 1X1 fabrication,quality control,storage,delivery,erection and bracing.consult ANSI/TPI1 quality Criteria,OSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1S5oaaskerrk Pine WriestnTsts is specified,the das+aa ire are ,Qexttse a6tO2 5Os.3 byAa.5C Job Truss Truss Type Qty Ply 5D R41832562 PL14-92_UP F12 Floor 6 1 Job Reference Motional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 M7ek Industries,Inc.Mon Apr 21 15:4023 2014 Page 1 ID:j7axn4OsHnThlyaUAczw0szXlUY-oDDmeWNwxtab17jC3RnLeFaOwtYW AJQG2EZZ3zOQSc I 2-6-0 I I 2-3-5 11 1-2-0 II 2-4-11 I Scale=1:26.7 1.5x3 I I 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 I I 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 NI- / \ \ 9 / O N t. e e O 1 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-8-13 11-5-5 I 10-0-510-1113 11-3-1311 16-5-8 I 10-0-5 0--B 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edoel,f11:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in floc) Udefl Ud 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 Incl YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, 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. rcONIo N. TOP CHORD 2-3=2476/0,3-4=2476/0,4-5=2549/0,5-6=2549/0,6-7=2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522007 OV 1l�.ix7r, 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 {,j �, "Y Z NOTES y6 te7 " �'y, VS 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)13. \ 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 1. (r ke 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 '15•d 749639 41/ be attached to walls at their outer ends or restrained by other means. Qk +IST LOAD CASE(S) Standard :4)' 101S AL 6 G91/40 PROF,te, ct 8: y 2PE / f cv N5. 0q> OREGO c Qz "'P $`4iiEB #� v,. 4.9A. He EXPIRES:OW30/2015 April 22,2014 i t A WAJWTM-Verity*lip rararrseers and READ lib IFS ON 701ISAND frit:1111111 H17EKREF.7tEM E PAGE/4117 473 mn 1,29/ZSS4EfOR£i15E Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. • Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 111 is for lateral support of individualwebmembers only.Additional temporary bracing to insure stability during construction is the responsibiltly of the 6�'��'`Al• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IXB fabrication,quality control storage,delivery,erection and bracing,consult ANSI/191i Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 if Southern Pine ISM Medlar isnpocsfied.the designaahaes am those effective O001j2O1.#tri MSC Job Truss Truss Type Qty Ply 5D R41832563 PL14-92_UP F13 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 15:4024 2014 Page 1 ID:j7exn4OsHnThIyaUAczwOszX1UY-GPn8rsNYiAiSeHIPd8laAT7Xn3vFjbjZ`Ii;JSVzOQSb I 2-6-0 I 1 1-1-11 II 1-2-0 II 1-2-5 1 Scale=1:33.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 I I 4x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 _ 0a e e < 0I \ / /_\ - N•- Ip e- C. E 1• 15 14 13 12 3x4 = 3x8= 3x6= 3x4= 4x4 = 3x4 = 14-8-11 15-5-3 I 14-0-3 14- r-3-111 I 19-3-0 I I 14-0-3 0.111 10-7-0 3-9-13 0-7-0 0-1-8 Plate Offsets(X,Y): 112:0-1-8,Edoe1.[13:0-1-8,Eddel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.62 Vert(LL) -0.35 13-14 >650 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.62 Vert(TL) -0.56 13-14 >413 360 BCLL 0.0 Rep Stress Ince YES WB 0.68 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:85 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 2400E 2.OE(flat) - end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=841/0-4-4 (min.0-1-8),11=841/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. . ONIO 44. TOP CHORD 2-3=3066/0,3-4=3066/0,45=3885/0,5-6=-3885/0,6-7=-2736/0,7-8=2736/0,8-9=2736/0 BOT CHORD 15-16=0/1817,14-15=0/3736,13-14=0/3406,12-13=0/2736,11-12=0/1839 ritrASf , r WEBS 7-13=0/459,8-12=585/0,2-16=1962/0,2-15=0/1347,4-15=-723/0,6-14=0/583,6-13=940/0,9-11=1985/0, W NOTES — N 1)Unbalanced floor live loads have been considered for this design. 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. '7 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/I-PI 1. rd 11 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 94, 4 _es 4Q be attached to walls at their outer ends or restrained by other means. x', Z.Vs, lti LOAD CASE(S) Standard110 -10IVA1S'- t '�p PRpFFss N 5 tGNC'ItV FR. /�-yf 8 • 2PE or co tv y Aj, OREGO ()., 1v ''P $-44 8ER 4k s Pio A Heck EXPIRES:06/30/2015 April 22,2014 A t A154J181'ri-Vdfy design pammeersandREAD MT€SONIUISA1 MIMED KITEK REMENPAGE NIL 7473rev.S/29/261sR R€t/S€ Design valid for use only with MiTek connectors.Thu design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-nol Inns designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibiflity of the - ._. - •T rsr - - - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding )ReR fabrication.quality control,storage,delivery,erection and bracing,consult ANSI/TPIl Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Informalion available from Truss Plate Institute,781 N.Lee Sheet.Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 it Southern Pine(SP)ts otter is sperifiett rise demevalues arethole edfestiue 136/01/2013 Ira.MSC Job Truss Truss Type IQty Ply 5D R41832564 PL14-92_UP F14 Floor 6 1 I Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:4025 2014 Page 1 ID:j7axn40sHnThIyaUAczw0szXl UY-kbKW3COATUqJGRtbAsppjgfleTHOS7RikMj3eyzOQSa I 2-0-0I I 1-10-1 I I '1-2-0 1 1 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1 2 3 4 5 6 3x4= 7 • I c N , 10 "- — -"IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIPIIIPIIPIIIP.- 4111111 e 1 1 E 11 10 e 9 8 3x4= 3x5= 3x4= 1.5x3 II 354= I 8-2-9 1 6-9-9 19-49 I 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edgel.H0:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/defi Ud 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 Ina YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. 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. .2 ONTO TOP CHORD 2-3=1397/0,34=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=0/11830r744* WAST WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=1277/0 '�' ti NOTES 6, 0 )TS 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)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 rt)� 49639 $ be attached to walls at their outer ends or restrained by other means. (,)fi 4ots'r LOAD CASE(S) Standard1ONALG � ��,V PROFFs1S' \ eAAG(�Ek-9. i0 4 87022PE 9f yto ,04 �-$, OREG N 9�O act �4BER .\\ `S A. siN HEMA EXPIRES:06/30/2015 April 22,2014 4 ®WATWL'3-Verie y delign pa-aaeers ud READ IMES ON THIS AND MUM/dUI3?f REFERENT MG€MU 1473 me 1/19/2014 BEMUSE Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component .. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the 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 Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Ifiauxherrs SkinokSIntursithisr isspecified,the design values arettwse effective 06,,01/2023 bykiLSC Job Truss Truss Type Qty Ply 5D R41832565 PL14-92_UP F15 Floor 5 1 Job Reference(optional) i Pacific Lumber 8 Truss Co., Lake Oswego.Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:4025 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXl UY-kbKW3C_OATUgJGRtbAsppjgthITGkS57ikMj3eyzOQSa I 2-6-0 I I 2-0-15 11 1-2-0 1 I_g51 '. Scale=1:24.8 4x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 e a a e e e 13 12 11e 10 i 3x4= 3x6= 3x4= 4x4= 3x4 = 10-6-7 11-2-15 I 9-9-15 9-1/7 111-1a 1 1 14-2-12 I 9-9-15 0-1-8 0-7-0 2-11-13 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edge,111:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.69 Vert(LL) -0.18 11-12 >925 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.30 11-12 >565 360 BCLL 0.0 Rep Stress Incr YES WB 0.48 Horz(TL) 0.03 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 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=620/Mechanical,9=620/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. -"ONTO TOP CHORD 2-3=-1996/0,3-4=1996/0,4-5=1633/0,5-6=1633/0,6-7=1633/0 BOT CHORD 12-13=0/1287,11-12=0/2106,10-11=0/1633,9-10=0/1335 d o 4•sr WEBS 6-10=744/0,2-13=1389/0,2-12=0/765,4 11=582/0,7-9=1441/0,7-10=0/948 G Q�t NOTES `` Cri 1)Unbalanced floor live loads have been considered for this design. : II N 2)Refer to girder(s)for truss to truss connections. iii.. 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, 49639' , 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 QGIS be attached to walls at their outer ends or restrained by other means. --CONAL G LOAD CASE(S) Standard ��\' V0 PRQp . -‘c-14.1-.. ..34\' � �NC'IN F9 /°*yam 87022PE I -y cn >" iv -0j, OREGO ti'9' EXPIRES:06/30/2015 April 22,2014 I ®Gr ms-Verify design prune 8rrs and READ P dES ON THIS Ate MUM KUMREFERENCE RAGE 14117473 sex 1,/25/2k14 BEMUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. ,. -Applicability of-design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the r ,YI -�iTe- -. - - - 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,DS6-89 and SCSI landing Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. - Citms Heights,CA,95610 IlScivairern.Pace(SP)tumbes is specified,The Ateegn.:uatues eon-these effective 06/03,12015 by/SC Job Truss Truss Type Qty Ply 5D R41832566 PL14-92_UP FG1 FLOOR GIRDER 1 1 Job Reference(ootional) Pacific Lumber-8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-CouuGXPoEoy9uaSnkZL2FuC ftj_BenszOTdAOzOQSZ 1-4-12 1 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 L 0 N L. .41 5 4 3x4= 3x4 = I 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) I/defl Ud 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 (Ib/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 ,VONIO 14. NOTES &fJ Qv,'W S1i �r 1)Refer to girder(s)for truss to truss connections. 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. , �'.r 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 ``' G' Ts be attached to walls at their outer ends or restrained by other means. 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. 4 The design/selection of such connection device(s)is the responsibility of others. et' 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 'd z` 11 . 49639 0 LOAD CASE(S) Standard Qk'- 'GIST'-' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 S7 NAL 0 Uniform Loads(plf) Vert:4-5=-10,1-3=100 Concentrated Loads(lb) Vert 2=-188(F) - :D PRO. w�\� �cNGiN4-9 /02 87022PE 91- y �'oj, OREG•N 4)Q © aEBS A. H R�P EXPIRES:06/30/2015 April 22,2014 1 l A 070171,13-VerfyAlign;.amarnemrsantREADAORSONTIS AND WISED UUBUMFL Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. " - Applicabilty 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- - ■A��. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding - fabrication,quality confroL storage,delivery,erection and bracing,consult ANSI/I1.11 Quality Criteria,058-89 and 8C-SI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ifSouthern Pine OP)lumber is ensselited,the design vahres ore-thhese etlect 06.j05PlO1..3 by MEC Job Truss Truss Type Qty Ply 5D R41832567 PL14-92_UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber S Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:40:26 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXlUY-CouuGXPoEoy9uaSnkZL2FuCyuth?BcTszOTdAOzOQSZ I 1-6-0 1-5-10 1 1 1-2-0 I I 1-4-14 I 2-6-0 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 11 3 4 53x4= 6 o- e 0 4 ‘ 77. 4, N e e 3x4 = lIZI 9 8 - / 3x4= �X1 3x4= 3x4= I 3-2-10 I 3-9-10 1 4-4-10 1 8-r8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edge1,19:0-1-8,Edctel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 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=O%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) 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. 41ONIO ite TOP CHORD 2-11=926/0,3-11=926/0,3-4=-926/0,4-5=926/0 ,p, BOT CHORD 9-10=0/669,8-9=0/926,7-8=0/771 C) -C9414,31/-/ "#^ WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5 8=0/303 C /Y * 4' NOTES t (• `' it) 1)Unbalanced floor live loads have been considered for this design. t - 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ,,d 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 1149639 $ be attached to walls at their outer ends or restrained by other means. (:),(0,64, fj =.=1z 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. 4k... 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 .O PRQFF Uniform Loads(pit) 4\t 6'(9Vert:7-10=8,1-6=80 ‹ ENGIN /.6 Concentrated Loads(Ib) Vert:11=--169(B) (t 87022PE I— 7 g. cv -0, OREGO ti.44// 11A 1� S A. He , EXPIRES:06/30/2015 April 22,2014 1 4 ®WR+ttt m.Ver.'/ydesfgo paramecrs and Rr'Ati l 7ES ON nom MEWLED Hf7EK REEEff N:E PAW Mir 7473 ms 1/25/7J1d DEMME 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 trust 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 _ AIT�j,Il;- erector.Additional permanent bracing of the overall structure is the responsibility of the budding designer.For general guidance regarding 1M' 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1111 Qualify Crileda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ft Southern Pine ISP)lumber is specified,the-amigo oakum are those Meext ve 0/05f2O1.3 rayAtSC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 34" Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury WEIDimensions are in ft-in-sixteenths. irik 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 c1•2 c23 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I -UM 111111,112 p bracing should be considered. ■_ 100_ 3. Never exceed the design loading shown and never )41 stack materials on inadequately braced trusses. ° O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 7-8 C.-7 cs 6 designer,erection supervisor,property owner and plates 0-14 ' 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. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-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 Southern Pine lumber designations are as follows: 12.Lumber used shall be of the species and size,and 9 in all respects,equal to or better than that �A4010Indicated bysymbol shown and/or SYP represents values as published specified. �/ bytext in thsection of the by AWC in the 2005/2012 NDS bracing SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. 1k1=0 reaction section indicates joint111111111 11 number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. NMMilo 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: ANSI/TPI1: National Design Specification for Metal project engineer before use. 19.Review all portions of this design(front,back,words and pictures)before use.Reviewing pictures alone Plate Connected Wood Truss Construction. DSB-89: Design Standard for Bracing. mitre ke is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4, No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by 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). A•l Ory . i= ot-p 3 \ w r1 ' ' fir; ,�., 1 "a.i#i.. ifi/l/it/i- ..;°. d,,„ EXPI1RFS 6130115 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11.07.08 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #1&BTR 11-07-08 GIRDER SUPPORTING 43-09-00 FROM 7-00-00 TO 11.04.08 1- 2=( 0) 72 2- 9=( -598) 2906 9- 3=( -572) 2674 13- 7=(-974) 4430 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-4068) 864 9.10=(-1382) 6446 9- 4=(-4418) 994 WEBS: 2x4 KDDF STAND 3- 4=(-2906) 618 10.11=(-2326) 10538 4-100( -552) 2538 LOADING 4- 5=(-6996) 1538 11.12=(-2326) 10538 10- 5=(-4306) 998 TC LATERAL SUPPORT <= 12'OC. UON. LL = 25 PSF Ground Snow (Pg) 5- 6=(-9248) 2080 12.13=(-1910) 8634 11. 5=( -718) 3206 BC LATERAL SUPPORT <= 12'0C. UON. IC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 2'- 0.0" V 6- 7=(-4800) 1090 13- 8=(-1054) 4800 5.12=(-2114) 342 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 2'- 0.0' TO 9'- 7.5" V 7- 8=(•6686) 1490 12- 6=( -612) 2824 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 9'- 7.5' TO 11'- 7.5" V 6.13=(-4768) 1062 NOTE: 2x4 BRACING AT 24'0C UON. FOR BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 11'- 7.5" V ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 7'- 0.0" TO 11'- 4.5" V BEARING MAX VERT MAX HORZ BAG REQUIRED ORG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 16.7)+DL( 4.7)= 21.3 LBS @ 2'- 0.0' 0'- 0.0" -682/ 3075V -34/ 41H 5.50" 4.92 KDDF ( 625) OVERHANGS: 12.0" 0.0" TC CONE LL( 16.7)+DL( 4.7)= 21.3 LBS @ 9'- 7.5' 11'- 7.5" -1228/ 5488V 0/ OH 5.50" 8.78 KDDF ( 625) ADDL: BC CONE LL+DL= 3584.0 LBS @ 6'- 0.0" Connector plate prefix designators: ICOND. 2: Design checked for net(-5 psf) uplift at 24 "00 spacing. C,CN,CI8,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 IRE 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.100" ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.001" @ -1'- 0.0' Allowed = 0.133" Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.060" @ 5'- 9.8" Allowed = 0.535" nails staggered at: MAX TL CREEP DEFL = -0.178" @ 5'- 9.8" Allowed = 0.714' 9' oc in 1 row(s) throughout 2x4 top chords, **HANGER BY OTHERS TO APPLY 5° oc in 2 row(s) throughout 2x6 bottom chords, CONE. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.015" @ 11'- 2.0° 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. TL DEFL = 0.033" @ 11'- 2.0" 1-11-11 7-08-02 1-11-11 NOTE:Design assumes moisture content does T T T not exceed 19% at time of manufacture. 1-11-11 1-07-08 2-02-09 2-02-09 1-07-08 1-11-11 Design conforms to main windforce-resisting T 21.30# 21.30# 12 system and components and cladding criteria. 12 10.00 V N 10.00 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=l.6, Truss designed for wind loads M-4x6 M-5x8 in the plane of the truss only. M-3x8 M-4x10 M-3x8 5 4 M-5x10 'Q I"I to I + I %Ili) V '/- - 9 10 11 12 • 13 8 M-5x10 M-3x8 M-3x8 M-3x8 M-5x6 M-7x8 y y > y�3584# y y y 1-09-14 2-00-13 1-11-01 1-11-01 2-00-13 1-09-14 y y y 1-00 11-07-08 �� ,0 PR ape JOB NAME : POLYGON PLAN 5-D NH - AH1 �, Scale: 0.4231 1N , WARNINGS: GENERAL NOTES,unless othervrise noted. �CI 7hJ5�1p PE �-r' 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 I•r G and Warnings before construction commences. building component.Applicability of design parameters and proper A Truss: AH 1 Incorporation of component la the responsibility of the building designer. T 2.2x4 compression web bracing moat be installed where shown+, 2 Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bredng to Insure stability during construction 2'o.c.and at 10'o.c.respedNely unless braced throughout their lennggtth by ,/'.�mar 4 ' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng 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. OREGON W SEQ. : 6051299 taslenere are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, L� -'9� r\�' design loads be applied to any component. and are for"dry condition"of use. <: i 4 2. a TRANS I D: 407540 5.CompuTrus has no control over end assumes no responalbilly for the 6.Design assumes full bearing at MI supports shown.Shim or wedge if �q�G b !1 necessary. `''�^..'p rl.{1��".V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. rl 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII BER IIII IIII TPINVTCA In BCSI,copies of which will be furnished upon request. s Indicate nct with jointlines. 9.Digits coincide size offppalatete inr in inches. MITekUSA,Ina./COfnpUTrus Software 7.6.6(1 L)-E Tang 10.For basic connector plate design values see ESR-1311,ESR-1988(MITelt) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/D0F/Cq=1.00 TC: 2x4 KODF q1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KODF #1&BTR SPACED 24.0° O.C. 2.3=(-84) 38 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50' 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KODF ( 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. (GOND. 2; Design checked for net(-5 psf) uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0' Allowed = 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1° Allowed = 0.054' T T MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 V MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE: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, Truss designed for wind loads o in the plane of the truss only. ca 0 N M/ V Q c:/- o00011 -- o 4 mil: -, M-3x4 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3f �o PROPE. JOB NAME : POLYGON PLAN 5-D NH - AJ1 Sale, Q.6772 �5 /�'`y(y�.(AINE �d WARNINGS: GENERAL NOTES,unless otherwise noted: -A' � CC �:.: 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 P G. Truss: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component Is the responsiblty 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: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by A�I ar,/e"" is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -40 CC. DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ c+ /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. IF ,L,OREGON piS SEQloads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, t+/ a'q o'` �. TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. e. 0 1 a �- �' 5.CompuTrus has no control over and assumes no responsibility for the Design assumes full bearing at all supports shown.Shim or wedge If �y fabrication,handling,shipment and Installation of components, necessary. _I1;s"yy R �t V 6.This design Is furnished subject to the Imitations set forth 7.PlatesPassumes adequate both drainagefaces ios sC+'I 4 III VIII VIII VIII VIII I III VIII Ell 9 1 by 8. nwith n on n er eof truss,and placed so their center TPIIWfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 8.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-1888(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIII 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 R1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-96) 73 IC 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 BOG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'. 0.0' -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -68/ 100V 0/ OH 1.50' 0.16 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" 12 MAX BC PANEL LL DEFL = 0.002' @ 1'- 0.1' Allowed = 0.054" 10.00 V 1 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'. 10.9' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, M Truss designed for wind loads in the plane of the truss only. r/ Ni- lijMIIIIIIIIII ,- -/ o� ►/ 4►� M-3x4 y y y 1, 1-00 2-00 1-11-11 1PROVIDE FULL BEARING:Jts:2,4.3] JOB NAME: POLYGON PLAN 5-D NH - AJ2 5�� PN r��d Scale: 0.6371 \ �CI 5/l 0 WARNINGS: GENERAL NOTES,unless otherwise noted: (l pt- 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 •r-C• r Truss: AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibipty of the building designer. �^ 3.Additional temporary bradng to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po ty continuous sheathing such as plywoodeathin )and/or drywall(BC). M1 fy,. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required whereere shown++ •i 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. "� OREGON SEQ. : 6051301 fasteners Cre complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7,„ 4" % no 4_ design loads be applied to any component. end are for"dry condition"of use. 14 �4_ TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.and MICIMSassumes"dry full beefing at all supports shown.Shim or wedge if fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is pr'irovided. �` r•y 1tt 4 . 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII VIII VIII IIII VIII IIII IIII TPI/WfCA in SCSI,copies of which will be furnished upon request. Digit cnd cat with joint centerIn lines. 9.Digits Indicate oplate to Inness. 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 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #188TR SPACED 24.0" O.C. 2-3=(-138) 101 TC LATERAL 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -27/ 313V -63/ 178H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: 1'- 9.2' -55/ 142V 0/ OH 5.50' 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) p LL 25 PSF Ground Snow (Pg) 5'- 8.7' -99/ 146V 0/ OH 1.50' 0.23 KDDF = orm uTrus, Inc ( 625) N,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. !GOND, 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" -/ MAX BC PANEL LL DEFL = 0.005' @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.004" @ 1'- 0.1" Allowed = 0.072' 12 0 MAX HORIZ. TL DEFL = -0.001" @ 5'- 7.9" 10.00 V NOTE: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=21.6ft, TCDL=4,2,BCDL=6.0, ASCE 7.10, CT) load duration factorcl.6 'Cat.2, Exp.B, NWFRS(Dir), w Truss designed for wind loads o in the plane of the truss only. to Co Tr . INM- o 4►� M-3x4 1, ), y y 1-00 2-00 3-08-11 !PROVIDE FULL BEARING;Jts:2,4,3) PR JOB NAME : POLYGON PLAN 5-D NH - AJ3 Scale: 0.5270 ��4 �0 n1>~�-Ss,, WARNINGS: GENERAL NOTES,unless otherwise noted: 4✓, r r I I -fY 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 . 7.9 t.P E c' Truss: AJ3 and Warnings before construction commences. building component.Applicability of design parameters end 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: LJ 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 1, � v DATE 9/5/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(6C. e' the overall structure Is the res onsibil of the 3.2x Impact bridging or lateral bracing where shown++ ark SEQ. : 60513024.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGONfasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �L �� 5.CompuT TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. //y us 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 4 0 h fabrication,handling,shipment and installation of components. Design assessary.umes provided.s A.�s�R`�{ V 6.This design is furnished subject to the limitations set forth by 8.PlaDetesnshall be located uoneboth facese lof truss,and placed so their center 'Y/ rl 4" I IIIIII VIII VIII VIII VIII I III VIII IIII IIIITPI/WTCA in BCS!,copies of which wig be furnished upon request, lines coincide with joint center Anes. 8.Digits indicate size of plate In inches. MiTek USA,IDC./CompUTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1886(MiTek) EXPIRES:12/31/201 IIIIIHof 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 N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0. 0.C. 2-3=(-64) 38 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 BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 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 of) uplift at 24 "oc saacina.l 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 = 0.003" @ -1'- 0.0" Allowed = 0.100" 1 11 11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAXBC PANEL MAX CREEP LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9' Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000° @ 1'- 10.9" 10.00 V MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE: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, Truss designed for wind loads cn o in the plane of the truss only. 0 0 cu co o- 4►ZI M-3x4 y i' .1 1-00 2-00 'PROVIDE FULL BEARING:Jts:2,4,3I 0) P JOB NAME : POLYGON PLAN 5-D NH - ASJ1 5��` IN ��` / Scale: 0.6772 \ c�p WARNINGS: GENERAL NOTES,unless otherwise noted: � /�r) 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 C' =9 .r E t"' and Warnings before construction commences. building component.Applicability of design parameters and proper y Truss: ASJ1 Incorporation of component Is the responsibitly 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 atabiRty during construction 2 o.c,and at 10'o.c,respectively unless braced throughout their lenggth by , 41r 100111.* DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,,,41/044,-/0 (r DATE• 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ORE�a( Nb ,4:./../ 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. : 6051304 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L/ �!� \ design loads be applied to any component. and are for"dry condition"of use. "0 1 4 P TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes:XIII bearing at all supports shown.Shim or wedge if C5necessary. RPM.. 6. ii ` fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r'7 P f . 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 11111111111111111111111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. Digi dawith Joint ain Ones. 9.Digits coincideindicate of tplate eto inches. MiTek USA,Ir C./CompuTfus Software 7 6.6(1 L)-E 10.For basic conga for plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 19-11-08 HIP SETBACK 4-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 19-11-08 GIRDER SUPPORTING 43-09-00 FROM 0-00-00 TO 14-11.08 1- 2=(-4208) 990 1.12=( -700) 3012 12- 2=( -652) 2762 17- 8=(-2250) 562 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3012) 732 12-13=(•1126) 4566 12- 3=(-1854) 526 18- 8=(-1012) 4520 WEBS: 2x4 KDDF STAND; 3- 4=(-4726) 1198 13-14=( -674) 2628 3.13=( -126) 758 8.19=(-3356) 864 2x6 KDDF #2 A LOADING 4- 5=( -996) 4070 14.15=( -698) 2738 13- 4=( -562) 2454 19- 9=( -714) 3114 LL = 25 PSF Ground Snow (Pg) 5- 6=(-1000) 4076 15-16=( -580) 2416 14- 4=( -368) 1860 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 0'- 0.0" TO 4'- 0.0" V 6- 7=(-5838) 1502 16.17=( -528) 2170 4-15=(-7398) 1894 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 75.0)+DL( 21.0)= 96.0 PLF 4'- 0.0" TO 15'- 11.5" V 7- 8=(-4484) 1176 17.18=(-1390) 5802 15- 5=( -740) 282 TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 15'- 11.5" TO 19'- 11.5" V 8- 9=(-3932) 1020 18-19=(-1390) 5802 15- 6=(-8356) 2104 BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0' TO 19'- 11.5" V 9.10=(-5328) 1322 19.10=) -908) 3932 16- 6=( -128) 754 NOTE: 2x4 BRACING AT 24'OC UON. FOR BC UNIF LL( 521.9)+DL( 354.9)= 876.8 PLF 0'- 0.0" TO 14'- 11.5" V 10.11=( 0) 72 6-17=( -678) 2882 ALL FLAT TOP CHORD AREAS NOT SHEATHED 17- 7=( -714) 3176 TC CONC LL( 100.0)+DL( 28.0)= 128.0 LBS,@ 4'- 0.0" TO CONC LL( 100.0)+DL( 28.0)= 128.0 LBSk@ 15'- 11.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 12.0" ADDL: BC CONC LL+DL= 3584.0 LBS @ 13'- 11.5' LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -912/ 3929V -83/ 74H 5.50" 6.29 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 7.3" -2972/ 11613V 0/ OH 3.50" 7.82 KDOF (1485) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 19'- 11.5" -934/ 3796V 0/ OH 5.50" 6.07 KDOF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for netj-5 Dsf) uplift at 24 'oc spacin0.1 Join together 2 ply with 3"x.131 DIA GUN VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at:Y; *HANGER BY OTHERS TO APPLY MAX LL DEFL = -0.032' @ 4'- 1.6' Allowed = 0.400" 9" oc in 1 row(s) throughout 2x4 top chords, MAX TL CREEP DEFL = -0.062' @ 4'- 1.6" Allowed = 0.533' 5" oc in 2 row(s) throughout 2x6 bottom chords, CONC. LOAD(S) EQUALLY TO ALL MEMBERS. MAX LL DEFL = 0.032" @ 14'- 1.5" Allowed = 0.537" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.100" @ 14'- 1.5" Allowed = 0.717" 9" oc in 2 row(s) throughout 2x6 webs. MAX LL DEFL = -0.001' @ 20'- 11.5' Allowed = 0.100" MAX TL CREEP DEFL = -0.001" @ 20'- 11.5" Allowed = 0.133" 1-11-11 7-10-05 2-05-03 3-08-10 3-11-11 MAX HORIZ. LL DEFL = -0.009" @ 19'- 6.0" 1-11-11 1-10-07 2-05-07 2-03-11 0-11-04 2-06-14 2-00-02 2-00-02 3-09-14 MAX HORIZ. TL DEFL = 0.020" @ 19'- 6.0" T f 4128# f ' ' ' ' +1128# ' NOTE:Design assumes moisture content does 12 12 12I not exceed 19% at time of manufacture. 10.00 V 10.00 V 110.00 Design conforms to main windforce-resisting M-4x6 M-4x6 system and components and cladding criteria. 7 M 0x6 ' Wind: 140 mph, h=20.9ft, 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 M-5X16 Truss designed for wind loads M-5x10 M-3x4 M-5x12 M-1,5x3 in the plane of the truss only. 3 AE 'iL5 . 5 ; voifoi co mom o Mil 12 .7.,,. i_i " rn _ _ II S m MI1 a 1 - 12 13 14 X15 16 d' 17 18 19 '_. M-5x8 M-4x6 M-3x6 M-7x8 M-4x8 M-3x6 M-5x10 410441 M-1.5x3 y y y > M-8x14 y , /' �y3584# , y 1-09-14 2-03-11 2-01-15 2-03-11 1-01 2-03-06 2-01-14 2-00-02 3-09-14 y y 8-04-08 0-05-08 11-01-08 1-00 ; ), ) •:r r . 19-11-08 1-00 00 PR peer, JOB NAME : POLYGON PLAN 5-D NH - BH1 5� �(NabA� w Scale: 0.2765 ` (/✓// �� WARNINGS: GENERAL NOTES,unless otherwise noted: 7c-' `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 "4t' . /P E, r Truss: BI-11 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stebiity during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY• LJ is the responsibility of the erector,Additional 2'o,c,and of 10'c,c,respectively unless braced throughout their length by aAlas. po nY permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON.!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. 7 OREGON 1% 44/ SEQ. : 6051305 fasteners are complete and at no time should any bads greater than 5.Design assumes misses are to be used in a non-corrosive environment, L- "7.4 > 407540 design loads be applied to any component. and are for"dry condition"of use. h. - }'\ 1 `,p �j,^• TRANS Y D: 5.CompuTrus has no control over and assumes no responsibility for the 8•Design assumesor"dry 'on bearing at all supports shown.Shim or wedge if �y fabrication,handling,shipment and installation of components. Designeass (!.n RIO- y y 6.This design is furnished subject to the limitations set forth 7. laesassumes adequatedon drainagecis f provided.andC 4. I VIII II II VIII IIII VIII III VIII II I IIII 9 1 by 8 Plates shall be located both faces of truss, placed so their center TPI/WfCA In SCSI,copies of which will be furnished upon request Ones 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 1110IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DOF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2e( 0) 72 2-4=(0) 0 BC: 2x4,KDDF #I&BTR SPACED 24.0' O.C. 2.3=(-67) 43 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -52/ 294V -23/ 81H 5.50' 0.47 KDDF ( 625) 1::1'- 10.9" -73/ 68V 0/ OH 1.50' 0.11 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 4'- 0.0" 0/ 33V 0/ OH 5.50" 0.05 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 IAC 2C12 NOT BEING MET, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CCNCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" T '( MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TC PANEL LL DEFL = 0.003' @ 1'- 3.7" Allowed = 0.131" 12 MAX BC PANEL TL DEFL = 0,003" @ 1'- 7.7" Allowed = 0.206" MAX BC PANEL TL DEFL = -0,005" @ 1'- 12.0" Allowed = 0.206" 10.00 I/ MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9' MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE: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 Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, o (Al] Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Oo Truss designed for wind loads in the plane of the truss only. N w/ VRIFIAMIIIIMIIIIIIMIIIM O M-3x4 ), 1, y 1-00 4-00 (PROVIDE FULL BEARING;Jts:2,3,41 stip, 0 PR OF�S� JOB NAME : POLYGON PLAN 5-D NH - BJ1 Scale, D.6882 �5 �•''(y[(„J("1 �Q WARNINGS: GENERAL NOTES,unless otherwise noted: A4/11;:;;;;;;;E:; CCr]]]', 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 =JG,•F (- Truss: BJ 1 and Warnings before construction commences. building component.Applicability of design parameters and properj 2.2u4 compression web bracing must be installed where shown+. Incorporation a component is the m chords to of the allybraced building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at } r�rr DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'pc respectively unless braced throughout their le th by A. r ase"" continuous sheathing such as plywood sheething(rC)and/or drywal3C). ' ir DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON //'��,� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 1, W SEQ. : 6051306 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��y�/q �� design loads he applied to any component. end are for"dry condition"of use. c_i F 1 4 �+, i. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes on bearing at all supports shown.Shim or wedge if n_ ,y fabrication,handling,shipment and Installation of components. necessary. 'r J' 'yy '�` V 7.Designlatesassumes adequate odrainage isf truss,a. Cr'T 4 6.This design Is furnished subJect to the Irritations set forth by a.Plates shall be located on both faces of truss,and placed so their center III I VIII VIII(IIII MI I III VIII II I IIII TPINVECA 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(diTek) EXPI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C -1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE _ 1.15 1-2=( 0) 72 2.4=(0) BC: 2x4 KODF #1&BTR SPACED 24.0' O.C. 2.3=(-95) 77 IC 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -35/ 332V -44/ 132H 5.50" 0.53 KDDF ( 625) 3'- 9.2" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (P1' 3'- 11.7" -68/ 106V 0/ OH 1.50" 0.17 KODF ( 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 ICOND. 2: Design checked for net(-5 sail 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 10PSF LIVE LO0D. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CT1CURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX TC PANEL LL DEFL = 0.042" @ 2'- 5.3° Allowed = 0.305" MAX TC PANEL TL DEFL = 0.039" @ 2'- 5.3" Allowed = 0.458" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 10.00V 1 NOTE:Design assumes moisture content does not exceed 19`k at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads co in the plane of the truss only. 0 M CdPITAIIMIMIIMIIIMIIMI 0 o� ► 4111.--- 1-8 -f M-3x4 y y y 1-00 4-00 'PROVIDE FULL BEARING;Jts:2,4,3j ROr JOB NAME : POLYGON PLAN 5-D NH - BJ2 Scale: 0.5824 �� D PN/ /e�`�sd WARNINGS: GENERAL NOTES,unless otherwise noted: ki ri i i Si 1.Budder 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 (' t92...PE 1- Truss: - Truss: BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ../"' /I�' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 20 o.c.and at 10'o.c.respectively unless braced throughout their le th by404101 continuous sheathing such as plywood sheathing(TC)and/or drywall C. w (� DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requiredairedwhere shown++ ) 4SEQ. : 6051307 .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 .f \� 1_ TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use.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, / �� 14 T 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 fabrication,handling, necessary. A,.� RRI } f" shipment and instelletion of components. 7,Design assumes adequate drainage is Provided. 'Y! r'1 J-1 bt' 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 IIIIII IIID IIIA VIII VIII VIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate In Inches. 10. c. MiTek USA,InC./COrI1pUTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 8.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-205) 171 3-4=( -58) 25 TC LATERAL SUPPORT <= 12'0C. VON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0° -16/ 314V -64/ 179H 5.50" 0.50 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 8.2° -139/ 216V 0/ OH 1.50" 0.28 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 3'- 9.2" 0/ 42V 0/ OH 5.50' 0.07 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.9" -30/ 48V 0/ OH 1.50" 0.08 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 netj-5 psf) uplift at 24 'o0 spacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.0" Allowed = 0.286' 0MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4° Allowed = 0.428' 12 10.00 MAX HORIZ. TL DEFL = -0.002" @ 5'- 8.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. jo Wind: 140 mph, h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, an Truss designed for wind loads in the plane of the truss only. co •-/- -m• A-V' o ►t 5►/ 1 M-3x4 1, y ), 1, 1-00 4-00 1-08-15 (PROVIDE FULL BEARING:Jta:2,5,3,41 ,�c,0 P R°Fess JOB NAME : POLYGON PLAN 5-D NH - BJ3 Scale: 0.5270 �. iN i0 WARNINGS: GENERAL NOTES,unless otherwise noted: !(��,/Pr . 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: BJ3 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. Ali,lttl74,00'' ��p 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at 4/110"" Pil rY g 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by •�R> DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal�C). -IS � " DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON71 Se b, �+y SEQ. : 6051308 4.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. b fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, design loads be applied to any component. end ere for"dry condition"of use. '�Q 1 4 . TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6 oec ssassumes full bearing at all supports shown.Shim or wedge If �`iy b t fabrication,handling,shipment and installation of components. ry• "+l f-1 1 b, p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINJfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center knee. 9.DigitsI ndtsize of datete 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 1110 41 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 k13BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 41 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD 32.8 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -18/ 42H 5.50" 0.16 KDDF ( 625) 9 TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 Dsfl uplift at 24 "ox spacing•I REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9' Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ, LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 1-11-11 NOTE:Design assumes moisture content does '1 f not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 12 (All HeiAll ghts),fEnclosed, Cat.2, Exp.B, MWFRS(Dir), =1.6, 10.00 V '' inuss thedesiplaneeoffor thewind trussoads only. a 0 0 0 NF 10. 11111111 o''- I�� 3� -f M-3x4 k y 2-00 'PROVIDE FULL BEARING;Jts:1,3,21 eltO PROpp , JOB NAME : POLYGON PLAN 5-D NH - BSJ1 ,(^ Scale: 0.7703 5 ' a ! !N6/1 1- 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 4t. PE Truss: BSJ 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibiity of the building designer. /� 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom choMs to be laterally braced at DES. BY LJ2'o.c.and at 10'o.c.such a iv ly unless braced throughout their length by stir is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' 7v. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ v 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 44/ SEQ. : 6051310 fasteners are complete end at no time should any loads greater than 5.Design assumes busses are to be used in a non-corrosive environment, / '':u AO\ {, design loads be applied to any component. and are for"dry full bearing g use. © P. 14 . '"` TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing et all supports shown.Shim or wedge If � + fabrication,handling,shipment and installation of components, Designeessary. / �+.fi R y f 6.This design is furnished subject to the imitations set forth 7.Platesassumes adequate drainage isprovided.sand C 1.. 111111111111111111111111111111111111111 IIIII VIII VIII VIII'III I IIIIII III''III g 1 by 8. asshall bwith join on both lines.fnss of truss, placed so their center TPI/WTCA in SCSI,copies of which will be furnished upon request, Digitsgit coinddeIntwith joplate center 9. Indicate size of in inches. C. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:.12/31/201 5J" IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 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) 79 2-10=( -983) 3050 3.10=(-298) 299 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3345) 1280 10.11=( -749) 2567 10- 4=(-182) 615 WEBS: 2x4 KDDF STAND 3- 4=(-3184) 1317 11.12=( -413) 1876 4-11=(-746) 536 LOADING 4. 5=(-2473) 1183 12.13=( -791) 2399 11- 5=(-406) 1050 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2474) 1183 13- 8=(-1026) 2857 5-12=(-406) 1051 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3187) 1318 12- 6=(-747) 536 TOTAL LOAD = 42.0 PSF 7- 8=(-3348) 1281 6.13=(-183) 618 OVERHANGS: 18.8" 18.8" 8- 9=( 0) 79 13- 7=(-300) 300 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA M,M2OHS,M18HS,M16 = Milek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0' -341/ 2026V -262/ 262H 5.50" 3.24 KDDF ( 625) 44'- 0.0" -341/ 2026V 0/ OH 5.50" 3.24 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 = 0.017° @ -1'- 6.8" Allowed = 0.156' MAX TL CREEP DEFL = -0.016° @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.206" @ 25'- 11.9" Allowed = 2.154" MAX TL CREEP DEFL = -0.397" @ 18'- 0.0' Allowed = 2.872' MAX LL DEFL = 0.017" @ 45'- 6.8' Allowed = 0.156" MAX TL CREEP DEFL = -0.016" @ 45'- 6.8" Allowed = 0.208° MAX HORIZ. LL DEFL = 0.085' @ 43'- 6.5" 21-11-15 22-00-01 MAX HORIZ. TL DEFL = 0.139' @ 43'- 6.5" T T T NOTE:Design assumes moisture content does 7-04 7-01 7-06-15 7-06-15 7-01 7-04-02 not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 ,(( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), N, load duration factor=l.6, M-5x8(S) M-5x8(S) Truss designed for wind loads in the plane of the truss only. 0.25" 0.25" M-1.5x3 M-1.5x3 ipt\ /\1110r \ / CO N _ = MM MM13 a 0 1/M-3x8 M-3x4 10.25" 0.252 M-3x4 M-3x8 8 M-5x8(S) M-5x8(S) ), ), ), 1, y y 9-00-11 8-11-05 7-11-14 8-11-05 9-00-13 y y y y 1-06-12 44-00 1-06-12 JOB NAME : POLYGON PLAN 5-D NH Cl Scale: 0.1506 \�� ,'y,(y[GI NE s/ WARNINGS: GENERAL NOTES,unless otherwise noted: / / a C r 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 T920,PE Truss: Cl 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 Baa . 2'o.c.end at 10'o.c.respectively unless braced throughout their length by ,! `-40400" DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 99 t. DATE: 9/5/2014 the overall structure la 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. "}r ,i,OREGON OREGON 4. SEQ. :. : 6051311 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, �� +!� q � �.. design bads be applied to any component. and arefor"dry condition"of use. O. 14 2 ..-7 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at all supports shown.Shim or wedge if �P fabrication,handling, rte Design as. l`�r�,,R I L shipment and installation of components. 7. assumes adequate drainage is provided. C!'f 4 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 III 11111 11111VIII VIII 011 VIII IIII IIIITPIMlTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size ofiplate In inches. MITekUSA,InC./CompuTfusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MlTelq EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 79 2- 9=(-1042) 3021 3- 9=(-298) 299 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2- 3.(-3324) ( -809) 2538 9- 4=(-182) 616 WEBS: 2x4 DFDSTANDF STAND;A 3. 4=(-3164 ) 1308 10.11=( -431) 1847 4.10=(-746) 536 LOADING 4- 5=(-2452) 1174 11-12=( -780) 2358 10- 5=(-406) 1050 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2444) 1195 12- 8=(-1049) 2770 5-11=(-396) 1027 TC LATERAL SUPPORT <= 12°OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3108) 1368 11- 6=(-721) 526 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3267) 1326 6-12=(-226) 561 12- 7=(-247) 336 OVERHANGS: 18.8' 0.0' LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA "* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) Connector plate prefix designators: LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 0'- 0.0° -342/ 2021V -247/ 257H 5.50• 3.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, 43'- 9.0" -274/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series JT 8: Heel to plate corner = 2.50" 'GOND. 2: Design checked for net(-5 psf) uplift at 24 °oc spacina.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.017" @ -1'- 6.8" Allowed = 0,156" MAX TL CREEP DEFL = -0.016• @ -1'- 6.8" Allowed = 0.208" MAX LL DEFL = 0.205" @ 18'- 0.0' Allowed = 2.142" MAX TL CREEP DEFL = -0.386" @ 18'- 0.0" Allowed = 2.856' MAX HORIZ. LL DEFL = 0.083" @ 43'- 3.5° MAX HORIZ. TL DEFL = 0.135" @ 43'- 3.5' NOTE:Design assumes moisture content does 21-11-15 not exceed 19% at time of manufacture. 21-09-01 ( T Design conforms to main windforce-resisting 7-04 7-01 7-06-15 7-06-15 7-01 7-01-02 system and components and cladding criteria. T T T 12 Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 Q 6.00 load duration factor=1.6 4.0" Truss designed for wind loads 5 'h( in the plane of the truss only. "M-5x8(S) 1' 0.25" 0MMv 5x 8(5) / �5M-1g / M-1.5x3 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIL M-3x8,- .z) 1alliki `2 9 1 .25" 1 12 .08 o o M-3x8 M-3x4 5 M-3x4 0 y y M-5x8(S) (S) M-5x8(S) y y ), y ), 9-00-11 8-11-05 7-11-14 8-11-05 8-09-13 1, 1-06-12 43-09 JOB NAME : POLYGON PLAN 5-D NH - C3 �°GPNE� s, Scale: 0.1508 -7n5/! C4 WARNINGS: GENERAL NOTES,unless otherwise noted: SLI n /yIr-T 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 CC. .7 ®P E i' Truss: C3 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. ,,f" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by494101 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(6C). DATE: .9/5/2014 P tY 9 3.2x Impact bridging or lateral bracing required where shown++ 4 SEQ. : 60513124.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7:4):04/4k 17 OREGON ,(V 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, f �f �,� TRANS I D• 407540 design loads be applied to any component. and are for"dry cond don"of use. / • 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. A R R I f { 6.This design is famished subject to the Irritations set forth 7.Design assumes adequate drainage Is provided. '+7 4... 11111111111111111111111 Vby 8.Plates shall be located on both faces of truss,and placed so their center TPINYTCA 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. IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43.09-00 STUB HIP-D 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) I. 2=( 0) 84 2.13=(-1956) 5870 3.13=( -154) 354 2x6 KDDF #1&BTR T2, T3 2- 3=(-8766) 2286 13.14=(-3060) 8274 13- 4=( -486) 1888 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6742) 2336 14.15=(-3340) 8912 13- 6=(-2804) 1328 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 15.16=(-3048) 8220 6.14=( -92) 754 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0' V 4- 8=(-5996) 2126 16-12=(-1910) 5602 14- 7=( -486) 380 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0' V 6- 7=(-8588) 3228 7-15=( -534) 394 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0" V 7- 8=(-8552) 3220 15- 8=( -100) 794 BC UNIF LL( 0.0)+DL( 40,0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0" V 8.10=(-5882) 2106 8.16=(-2866) 1340 9.10=( 0) 0 10.16=( -482) 1834 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0' 10-11=(-6614) 2318 16-11=( -190) 392 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11-12=(-6548) 2250 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 20.0" 0.0' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 0'- 0.0" -1150/ 3765V -104/ 113H 5.50° 6.02 KDDF ( 625) Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 43'- 9.0" -1095/ 3584V 0/ OH 5.50" 5.73 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 2 ) complete trusses required. M,M2OHS,M18HS,M16 = MiTek MT series _, Join together 2 ply with 3"x.131 DIA GUN � ICOND. 2: Design checked for net(-5 of) uplift at 24 'oc spacin0.1 nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005' @ -1'- 8.0' Allowed = 0.167' 9' oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005' @ -1'- 8.0' Allowed = 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.269' @ 22'- 0.0' Allowed = 2.142" 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.532" @ 22'- 0.0' Allowed = 2.856' MAX HORIZ. LL DEFL = 0.078' @ 43'- 3.5° MAX HO8IZ. TL DEFL = 0.127" @ 43'- 3.5" NOTE: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, MWFRS(Dir), load duration factor=1.6, 9-11-11 24-00-10 9-08-11 Truss designed for wind loads .( in the plane of the truss only. 5-01-03 4-04 0-06-08 5-08-15 6.03-06 6-03-06 5-08-15 0-06-08 4-04 4-10-03 533.30# g33.30# 12 12 M-7x8(S) Q 6.00 6.00 M-5x6e M-3x5 7 0.25" M-3x5 .,M-5x6 �� 12 8 y 13.. 1.5x3 .1\/\./ x3 + + M-3x8 m co 0 ilt 13 01 o /M-3x8 M-3x8 10.25" 0.255 M- 3x8 16 12 C] M-7x8(S) M-7x8(S) y y 1, ), ), y y y 9-03-07 8-06-04 8-04-08 8-06-04 9-00-07 y 1-08 43-09 < 0) PRQFFss JOB NAME : POLYGON PLAN 5-D NH - CH1 Scale: 0,1499 �5 r.i147,/�+ d WARNINGS: GENERAL NOTES,unless otherwise noted: 44 / F-�c- / CH1 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 =94,,r E ' Truss: CH 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 responsibilty of the building designer. /A 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at 0 DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracing of o.c.and at 10'o.c.such as elyply unless braced throughout their length by r, r po Illy continuous sheathing such as plywood sheathing(TC)and/or drywea(eC). /,CC ' DATE: 9/5/2014 the overat structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �� OREGON t,,. A. SEQ. : 6051313 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. b 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 �� design loads be applied to any component. and erefor"dry condition"of use. �h A 7 1 4 q i. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8.nDe ease assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment end Installation of components. ry r'1 f-11�y p P 7.Design assumes adequate drainage Is provided. 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIII 11111/W ICA in BCSI,copies of which will be furnished upon request. 9.linescoincide indicate sizejoinplate int rinches. MiTek USA,InC./COfrIpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/201:5 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1346) 2900 3-13=( -97) 178 2x6 KDDF #1&BTR T2, T3 SPACED 24.0" O.C. 2- 3=(-3372) 1652 13-14=(-1691) 3901 13- 4=( -331) 1025 BC: 2x6 KDDF #1&BTR 3- 4=(-3183) 1579 14.15=(-1739) 4230 13- 6=(-1371) 647 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15-16=(-1701) 3873 6.14=( -18) 401 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2791) 1452 16-12=(-1313) 2765 14- 7=( -257) 154 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4061) 1945 7.15=( -276) 155 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4043) 1898 15- 8=( -18) 418 8.10=(-2734) 1407 8-16=(-1397) 647 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10-16=( -367) 997 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-3118) 1527 16-11=( -31) 219 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3258) 1576 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 20.0" 0.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M-1.5x4 or equal at non-structural 0'- 0.0' -404/ 2034V -104/ 114H 5.50" 3.25 KDDF625 vertical members (000). 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: ICOND. 2: Design checked for net(-5 pall uplift at 24 "oc spacing.] C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M,M2OHS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.022' @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021° @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.293' @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.510" @ 22'- 0.0" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.082" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.122" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windfarce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(Dir), load duration factor=l.6, 13-03-11 17-04-10 13-00-11 Truss designed for wind loads - '( '' '' in the plane of the truss only. 5-01-03 4-04 3-05-09 2-09-14 6-03-06 6-03-06 2-09-14 3-05-09 4-04 4-10-03 1' T T T T T f T f T T 12 5 9 12 6.00 p M-7x8(S) M3x5\/\13. M-3x5 `Mç163 025" M 0 w T W M 3x8 . 13 14 '� 5 16 *12 o /M-3x8 M-3x8 0.25" 0.251,' M-3x8 0 M-7x8(S) M-7x8(S) , , 9-03-07 8-06-04 8-04-08 8-06-04 9-00.07 y 1-08 43-09 _co PROPe JOB NAME: POLYGON PLAN 5-D NH - CH2 �� (N, si Scale: G.,499 ,11 1- WARNINGS: GENERAL NOTES,unless otherwise noted: �� nrr�� cc-- -7 CH2 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an Individual .92$11 l G Truss: Cf 12 and Warnings before construction commences. building component.Applicability of design parametem and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 441111,00.744"e'... 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'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 asdrywall(BC). " �,�, DATE: 9/5/2014 responsibility ggg or rasing equred whererCsown and/or drywall BC. the overall structure is the of the buildingdesigner. 3.2x Impact bridging or lateral bradng required shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 A_OREGON 4t! SEQ. : 6051314 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, �- '741k rs .y/��, design loads be applied to any component. and are for"dry condition"of use. �/� 1 4 L�� T TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If V �yQ. fabrication,handling,shipment and installation of components. necessary. "- R} S.. 6.This design is furnished subject to the Irritations set forth 7.Design assumes coed one drainage is sa. (IIII II II VIII VIII VIII VIII VIII IIII IIII g 1 by 8.Plates shall be located on both faces of truss,and placed so their center TPInNTCA in BCSI,copies of which will be furnished upon request. lines coindde with joint center foes, 9.Digits Indicate size of plate In Inches. 10. o II MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12131 t nn u15 DUI! This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.13=(-1067) 2889 3.13=(-152) 199 BC: 2x4 KDDF Al&BTR SPACED 24.0" O.C. 2- 3=(-3317) 1286 13.14=1 -914) 2657 13- 4=( -33) 359 WEBS: 2x4 KDDF STAND; 3. 4=(-3114) 1250 14.15=( -700) 2439 4-14=(-524) 357 2x4 DF STAND A LOADING 4- 5=(-2567) 1138 15-16=1 -700) 2439 14- 5=(-276) 797 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 16.17=( -882) 2558 14- 7=(-435) 182 TC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2228) 1099 17.12=(-1021) 2712 15. 7=( 0) 274 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 9=(-2213) 1074 7.16=(-457) 180 8. 9=( 0) 0 9.16=(-285) 791 LL = 25 PSF Ground Snow (Pg) 9.10=(-2551) 1111 16.10=(-489) 344 NOTE: 2x4 BRACING AT 24'OC UON. FOR 10-11=(-3039) 1229 10-17=) -77) 318 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(•3218) 1283 17-11=) -79) 251 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) '' For hanger specs. - See approved plans 0'- 0.0" -321/ 2034V -182/ 191H 5.50' 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series ;COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' JT 12: Heel to plate corner = 2.25' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.201' @ 22'- 0.0" Allowed = 2.142" MAX TL CREEP DEFL = -0.389' @ 22'- 0.0" Allowed = 2.856° MAX HORIZ. LL DEFL = 0.085" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.142" @ 43'- 3.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 16-07-11 10-08.10 16-04-11 Design conforms to main windforce-resisting T T T 1' system and components and cladding criteria. 5-02-03 0-04-08 5-04-05 5-05-11 5-04-06 1' 1 5-05-ti T( 5-04-05 T 0-0'4�08 T 5-02.03 1' '1 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5-07-06 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T '( '( TT '( 'f'( '( '1 load duration factor=l.6, 12 12 Truss designed for wind loads M-4x6 Q 6.00 in the plane of the truss only. 6.00 17 M-4x6 M-3x8 M-5x6(S) 7 M-5x6(5) 0.25" 0.25" oo M-1.5x3 + + M-1.5x3 *., M M-3x10 0 a A �� co 13 14'' 15 1 6 17 +12 0 o M-3x8 M-3x4 0.25" M-1.5x3 0.25' M-3x4 M-5x8(S) M-5x8(S) y y y i 1, ; , y 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-01-03 y 1-08 43-09 WEDGE REQUIRED AT HEEL(S). JOB NAME: POLYGON PLAN 5-D NH - CH3 5�� P� fi`1s%, Scale: 0.1483 •i�/5(l WARNINGS: GENERAL NOTES,unless otherwise noted: (/]�r��7/( LL-- 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'7 0 P L i':" �+I- and Warnings before construction commences. building component.Applicability of design parameters and proper ,+�//'1�' Truss: V I t3 incorporation of component is the responsibility of the building designer. 2.2x4 compression web bradng 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.end at 10'o.c,respecllvety unless braced throughout their len th by r✓ - DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON f, C�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. `0 SE Q. : 6051315 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4- -e r1�N A.. design loads be applied to any component. and are for"dry condition"of use. i. ,© 1 4 - y TRANS I D: 407540 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If ti fabrication,handling,shipment and installation of components. necessary. ,try �j R I t. ' V P mP 7.Design assumes adequate drainage is provided. rl 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 1111111111111111111111111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. Ings coinddewith joint acenter lines. 9.Digits indicate size of plate In inches. 9 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1688(MiTek) EXP)RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 44'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1262) 2926 3-14=(-151) 184 BC: 2x4 KDDF #186TR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND2- 3=(-3337) 1610 14.15=(-1142) 2696 14- 4=( -22) 359 3. 4=(-3135) 1578 15-16=(-1120) 2476 4-15=(-523) 297 LOADING 4- 5=(-2589) 1493 16-17=(-1120) 2476 15- 5=(-357) 819 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-18=(•1208) 2619 15- 7=(-463) 298 BC LATERAL SUPPORT c= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2248) 1390 18.12=(-1346) 2848 16- 7=( 0) 274 TOTAL LOAD = 42.0 PSF 7- 9=(-2248) 1390 7-17=(-463) 298 NOTE: 2x4 BRACING AT 24"OC UON. FOR 8- 9=( 0) 0 9-17=(-357) 819 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9-10=(-2589) 1493 17.10=(•523) 297 10.11=(-3135) 1578 10.18=( -21) 359 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3337) 1610 18-11=(-151) 184 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=) 0) 84 OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-1.5x4 or equal at non-structural vertical members (oon). BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SO,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -444/ 2038V -198/ 198H 5.50° 3.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 44'• 0.0' -444/ 2038V 0/ OH 5.50" 3.26 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 = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.254" @ 27'- 5.3" Allowed = 2.154" MAX TL CREEP DEFL = -0.403" @ 22'- 0.0" Allowed = 2.872" MAX LL DEFL = 0.022" @ 45'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021' @ 45'- 8.0' Allowed = 0.222" MAX HORIZ. LL DEFL = -0.101" @ 43'- 6.5' 19-11-11 4-00-10 19-11-11 MAX HORIZ. TL DEFL = 0.145" @ 43'- 6.5' T NOTE:Design assumes moisture content does 5-07-06 5-02-03 5-05-11 3-03-09 2-05-042-05-04f -05-0 -05-04r 3-03-09 5-05-11 5-02-03 5-07-06 not exceed 19% at time of manufacture. 12 6 8 12 Design conforms to main windforce-resisting 6.00 D M 4X6 -'::16.00 system and components and cladding criteria. M-3x8 M 4x6 7 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.O, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), loadM-5x6(S) MNM-5x6(S) Trussddesigneduratonfforowind6loadss 0.25" 0"P5"" in the plane of he truss only. # or 1*. M-1.5x3 +,, + 111/\ j1.5x3 r el Q 1/ 14 Bili 16 " :c0 v a M-3x8 M-3x4 0.25" M-1.5x3 El 0.257 M-3x4 M-3x8 18 -�3 0 M-5x8(S) M-5x8(S) ), ), y y y y y y > 8-04-03 7-09-04 5-10-09 5-10-09 7-09-04 8-04-03 1-08 44-00 y y 1-08 JOB NAME : POLYGON PLAN 5-D NH - CH4 ` ° PR ��ss/ Scale: 0.1623 tiCJ i 42 WARNINGS: GENERAL NOTES,unless otherwise noted: 4J O r� �7 11 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 en Individual T.7G 11 0 PE r Truss: CH4 and Warnings before construction commences. building component.Applicability of design parameters and proper !/rr 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 stebiety during construction 2•Design assumes the top and bottom chords to be laterally braced at 1:!!!!!!:::°#!' DES. BY: LJ 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 fid' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 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 appled to any component until after all bracing and 4.installation of truss is the responsibility of the respective contractor. "�T a OREGON �(/ SEQ. : 6051316 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corroshre environment, G [f � O�ik TRANS I D: 407540 design loads hass ano controllied to avy ec and assut. e. 6.Design assumand are for es condition" bearing at all supports shown.Shim or wedge �//�� 5.CompuTrus no over and assumes no responsibility for the if L i'4 fabrication,handing, necessary. -t- 4f zl t'S 1 1�� shipment and Installation of components. 7.Design assumes adequate drainage is provided. 7 !•t 8.This design is fumished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center lines de with int center lines. IIIIII VIII VIII VIII VIII I III VIII IIII IIII MTe USA,lnC./CompuTfus IANTCA in BCSI,copies of (Software 7.6.8(1 L)E request. 10.For basicconn ctoroplate design values see ESR-1311,ESR-1988 9.Digits indicate size of plate In inches. (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-71) 97 TC LATERAL SUPPORT <= 12"OC. VON. 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3' -58/ 129V 0/ OH 1.50° 0.21 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,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 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.059" 1-02 MAX TC PANEL TL DEFL = -0.001' @ 0'- 8.7" Allowed = 0.089" f f MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254° MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3" MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" NOTE: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,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 load duration factor=1.6, Truss designed for wind loads 10.00 do v in the plane of the truss only. 0 Ms- Or o` � 4 M-3x4 y y .1- 1-00 1-00 (PROVIDE FULL BEARING;Jts:2.3,4) 6-00 �V,.. PROF4�,s JOB NAME: POLYGON PLAN 5-D NH - CJ1 Scale: G.6954 .� GENERAL NOTES,unless otherwise noted: 1. AQC !� WARNINGS: :9 •PE 1-- 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: CJ 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. S Additional temporary bracingto Insure stabii duringconstruction 2•Design assumes the top and bottom chords to be laterally braced at 4,410..P P Po ry b 2'o.c.and at 10'o.c.respectively unless braced throughout their lenrg�th). '" mrr, DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheatMnp(TC)end/or drywell(BC). DATE: 9/5/2014 the overall stmcture Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON ,((f SEQ. : 5051317 4.No load should be appbed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. >h S� 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, 2 1� design loads be applied to any component. Design gra for"dry condition"g t a. ` 1y TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 8'oecegsae ssumes full bearing at all supports shown.Shim or wedge If <0 14 t` f�yS fabrication,handling, ry. ,✓/ R R f L� shipment and installation of components. 7.Design assumes adequate drainage Is provided. 8.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 UWTCA in I,copies of wh ch MI be urnished upon lines coincide with joint center Ines. IIIIII VIII VIII VIII VIII VIII VIII IIII IIIIM Te SA,fnCs/CompuT US ISoftwaref 7.6.6(1 L)E request. 0.For basic9.Digits icoonnectorofplate desiglate in n values see ESR-1311,ESR-1988(MiTek) EXPIRE5:12l31/2015 IIIIIIIIIIIIII 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 41&BTR LOAD DURATION INCREASE = 1.15 1.2- 0) 72 2.4= BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-60) 58 ( ) 0 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 BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: 2'- 3.6" -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) 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. !GOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100° 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" T T MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.165" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6' Allowed = 0.247" 12 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 10.00 V MAX BC PANEL TL DEFL = -0.023' @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3.6' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 0 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o Truss designed for wind loads N in the plane of the truss only. V) / v .4 o 110 � ►14 M-3x4 y y 1-00 1PROVIDE FULL BEARING:Jts:2,3,4I 6-00 JOB NAME: POLYGON PLAN 5-D NH - CJ2 ��Q,, Pn, �iJ,,t's, Scale: 0.6704 {- 5// / ()f WARNINGS: GENERAL NOTES,unless otherwise noted: �tLr . �,'.P E. -�r�,,. 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an individual f E Truss: CJ 2 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. 2.Design assumes the top and bottom chords to be laterallybraced at .fir DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.x,respectively unless braced througout their length by �,�Ira -- Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `-' DATE: 9/5/2014 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. OREGON SEQ. : 6051318 fasteners are complete and at no time should any beds greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ] . ✓f�ty �tN 4, TRANS I D: 407540 design loads be applied to any component. and are fur"dry condition"of use. /�y 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppports shown.Shim or wedge if L+ 4 on, pment installation 6.This design I Is furnishedisubject to the irritations set forth bybi 8.Plane. 7. tes shall be locaten assumes d on both faces drainage s of truss,and placed so their centessary. rovided. r `�� IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITpwhich furnished MiTekUSA,Inc./CompuTrus U3 Software7.6.6(1 L)-E request 10.F basic coonnectorlines coincide with oint center lines. plate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of plate in inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 p186TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(-49) 63 3-5=( 0) 76 BC: 2x4 KDDF H18BTR SPACED 24.0" O.C. 2-3=(-118) 14 5.6=(-30) 95 3.6=(-99) 31 WEBS: 2x4 KDDF STAND; 3-4=( -17) 31 2x4 DF STAND A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRES BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -44/ 292V -27/ 91H 5.50" 0.47 KDDF ( 625) OVERHANGS: 12.0' 0.0° LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -125/ 77V 0/ OH 1.50° 0.12 KDDF ( 625) 6'- 0.0' 0/ 69V 0/ OH 5.50' 0.11 KDDF ( 625) Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) M,M2OHS,M18HS,M16 = MiTek MT series 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 = -0.002' @ -1'- 0.0" Allowed = 0.100" T 2-04-06 '1' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 2'- 5.5" Allowed = 0.159" MAX TC PANEL LL DEFL = 0.003' @ 0'- 11.5" Allowed = 0.081" 12 MAX BC PANEL TL DEFL = -0.003" @ 1'- 9.5" Allowed = 0.116" 10.00 V MAX BC PANEL TL DEFL = -0.006" @ 3'- 9.0' Allowed = 0.140' MAX HORIZ. LL DEFL = 0.001" @ 5'- 3.3' MAX HORIZ. TL DEFL = 0.001" @ 5'- 3.3" M-3x4 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Ij u7 �e 8 Design conforms to main d claddin resisting o system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCD1=6.0, ASCE 7.10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M 3x5 Q load duration factor=1.6, Truss designed for wind loads m 0.4/101 , in the plane of the truss only. o �� M 1.5x3] 8k M-5x6 *e2X WEDGE W/(2) M-2.5X4 TYP. -.2.75 12 y y ), ). 2-05-08 2-09-13 0-08-11 1, y y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,61 40 PROFS JOB NAME : POLYGON PLAN 5-D NH - CJ2C Scale: 0.5669 �c n4 WARNINGS: GENERAL NOTES,unless otherwise noted' ` +`CI 5I i©r' V/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 4 . T.9 ®f..G C� CJ2C and Warnings before construdlon commences. building component.Applicabilityof design parameters and proper - s Truss: CJ 2 VIncorporation of component is the responsibiWty of the building designer. / 2.2z4 compression web bradng 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 ,fie , DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d ywall(BC). -IRLiC DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ (JREGON �r/ SEQ. : 6051319 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. G 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"dn.condition"of use. �L,,s r 1 4 o\ TRANS I D 407540 5.CompuTrus has no control over end assumes no responsib lily for the 8'oecesse ssumes uli bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. ry �1 i-1 1 L.� Pm 7.Design assumes adequate drainage is provided. 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 IIIIII II II VIII VIII VIII VIII VIII IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. Digit coindde v z joint center Ines. 9.Digits rite of tplate in inches.. MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-Z 10.For basic connetor plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 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) 72 2-4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2-3=(-82) 76 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 335V -40/ 122H 5.50" 0.54 KDDF ( 625) 3'- 6.1" -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series 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 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 3-06-13 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.132" T f MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.8' Allowed = 0.270" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4' Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.1" 10.00 r 10 -/ MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.1" NOTE: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=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, sf Truss designed for wind loads cp in the plane of the truss only. co co co co co IR �4 M-3x4 ; y --, 1-00 )PROVIDE FULL BEARING;Jts:2,3,41 6-00 V. PROFfiS JOB NAME: POLYGON PLAN 5-D NH - CJ3 Scale: 0.5917 �co'' I'y/y./}j„�){N,= so WARNINGS: GENERAL NOTES,unless otherwise noted: I''' n /t-�i- 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 =92 0 0 f-E 1- Truss: - Truss: CJ 3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2,44 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 end bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by rw" +# ' Po atY continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). - �, DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON n /' " 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. 7 q�OREGON 14, SEQ. : 6051320 fasteners are complete and at no lime should any loads greater than 5.Design assumes'nestles areto be used In a noncorrosive environment, 4+ "'7 2�\� `A. design loads be applied to any component. and are for"dry condition"of use. t) Y 1 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes lull oeadng at all supports shown.Shim or wedge if fabrication,handli necessary. > Z`� t { ng,shipment and installation of components. 7.Design assumes adequate drainage Is provided. C{� {yt• 6.This design is furnished subject to the imitations set forth by 6.Plates shall be located on both faces of truss,and placed so their center IIIIII I II VIII VIII VIII 11 )III)III)III TPINJTCA in SCSI,copies of which will be furnished upon request. lines dicawith jointacenter lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus OrnpUTfua SOftwafe 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES.12/31/201 5 11 111 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 k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(-52) 89 6-5=( 0) 18 BC: 2x4 KDDF R1$BTR SPACED 24.0" O.C. 2.3=(-171) 21 5-7=(-69) 114 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -24) 34 3-7=(-127) 76 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 12.0 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: 12.0' 0.0" 0'- 0.0' -41/ 343V -40/ 122H 5.50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.1" -100/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 92V 0/ OH 5.50" 0.15 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. 1COND, 2: Design checked for net(-5 psfl uplift at 24 "pc snacing.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 = -0.002' @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX TL CREEP DEFL = -0.005" @ 2'- 3.8" Allowed >: 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.099" MAX TC PANEL LL DEFL = 0.005" @ 1'- 1.1" Allowed = 0.159" MAX BC PANEL TL DEFL = -0.009" @ 3'- 7.4' Allowed = 0.186" 3-06-13 MAX HORIZ. LL DEFL = -0.004" @ 5'- 7.5" T f MAX HORIZ. TL DEFL = 0.005" @ 5'- 7.5" 12 NOTE:Design assumes moisture content does not exceed 19* at time of manufacture, 10.00 V Design conforms to main windforce-resisting '� system and components and cladding criteria. M 4x6 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), loadduration ffrowi6, Trans4. designed for windndloads ,. tatkksh._ in the plane of the truss only. N Cr) 11111 Ca m o M-1.5x3 o -� 6 c M-3x4 M-3x4 M-3x4 y y 1, 2-03-12 3-08-04 y i, y 1, 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2,4,7I oto PR Q ' JOB NAME : POLYGON PLAN 5-D NH - CJ3C Scale: 0.4986 \��l�(yf�/5N1' �s/ WARNINGS: GENERAL NOTES,unless otherwise noted: v' 'rrr��" ��pc �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 = ,F-[.. Truss: CJ 3C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bredng must be Installed where shown a. Incorporation of component is the responsibility of the building designer. ,.° 3.Additional temporary bracing to Insure staidly during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LU 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 drywalBC). , r C, DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bddgigl or lateral bracing required where shown a a 4.No load should be applied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. OREGON 44j SEQ. : 6051321 fasteners are complete and at no time should any bL ads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �i) \� A.. design loads be applied to any component. and are for"dry condition"of use. f Q -'t P 1 4 e, 4 TRANS I D: 407540 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 1y necessary. fabrication,handling, gn /y[rFi R L` V shipment and Installation of components. 7,n ec ss assumes adequate drainage is provided. C 4 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 11111111411111111 TPI/WTCA in BCS(,copies of which will furnished upon request. Digit coincidentwith joint ate In Ines. 9.Digits Indicate alae o7 plate in Inches. MITekUSA,lnc./COfnpUTrusSOflware+7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIII 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) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-109) 95 IC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <e 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD 42.0 PSF 0'- 0.0" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) Connector plate prefix designators; 4'- 8.4° -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) C,CN,C18,CN18 (or no prefix) . CompuTrus, Inc LL = 25 PSF Ground Snow (Pr) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18;1S,M16 . MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE IC TE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 gsf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003° @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0' Allowed = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" T MAX TC PANEL LL DEFL = 0.054" @ 2'- 8.9" Allowed = 0.374' MAX TC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed = 0.561" 12 MAX HORIZ. LL DEFL .• -0.001" @ 4'- 8.4" 10.00 0MAX HORIZ. TL DEFL = -0.001' @ 4'- 8.4" NOTE: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=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), CD load duration factor=l.6, o Truss designed for wind loads in the plane of the truss only. •m- co co cLPN O/- O ► DE= .4 M-3x4 ! 1" ,. y 1-00 6-00 :PROVIDE FULL BEARING:Jts:2,3,41 tg P6- JOB NAME : POLYGON PLAN 5-D NH - CJ4 . ,aNE°Fs �, Scale: 0.5377 c:1` ' "7/5//r Q1- WARNINGS: GENERAL NOTES,rimes otherwise noted: 4.411 �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design is bases cnly upon the parameters shown and Is for an Individual 4 . .7h 2`•PE rTruss: CJ 4 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 to be laterally braced et - DES. BY LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.end al 10'o.c.respectively unless ass br braced throughout their length by , ' DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywail(BC. P tY 9 3.2x Impact bridging or lateral bracing where shown++ OREGON f.cc . //�� 4.No load should be appied to any component until after all bredng and 4.Installation of truss Is the responsibility of the respective contractor. ^V S EQ. : 6051322 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 ��N� TRANS I D: 407540 design loads be applied to any component and are for"dry condition"of use. /� i 4 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If P fabrication,handling, necessary. A...,,��y { t � ' shipment and installation of components. 7.Design assumes adequate drainage Is provided. '�! rl RVI. 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 IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Welt) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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) 72 2-6=( -93) 129 6-5=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-214) 36 5-7=(-122) 165 5-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -59) 46 3.7=(-184) 135 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: 12.0" 0.0" 0'- 0.0' -30/ 375V -53/ 153H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 4'- 8.5" -85/ 87V 0/ OH 1.50" 0.14 KDOF ( 625) Connector plate prefix designators: 6'- 0.0" -1/ 115V 0/ OH 5.50" 0.18 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 nett-5 psf) uplift at 24 'oc spacing.) 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.005' @ 2'- 3.8" Allowed = 0.209' MAX TL CREEP DEFL = -0.007" @ 2'- 3.8" Allowed = 0.279' MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.039" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.051" 4-09-04 T MAX HORIZ. LL DEFL = -0.007' @ 5'- 7.5" MAX HORIZ. TL DEFL = 0.007' @ 5'- 7.5" NOTE:Design assumes moisture content does /Nil 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 7.101 (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. M / . r. ... .... ,. r A o -1.5x3 ,/-c, ' ), y 2-03-12 3-08-04 y y ), y 1-00 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING:Jts:2.4.7) c,0 PROFfi� JOB NAME : POLYGON PLAN 5-D NH - CJ4C Scale: 0.4610 •� d �, WARNINGS: GENERAL NOTES,unless otherwise noted: Lr•' 1"..Ci PE 1"' 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and Is for an individual Truss: CJ4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 congression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporarybracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,/-r!S DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ��"" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �, A. t1 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 EQ. : 6051323 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, }, s 4 TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 5.CompuTrus has no control over and assumes no responsib lily for the 6.Designnecessaassumes full bearing at all supports shown.Shim or wedge if q 1 4 ( P Vol ry. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. '�/ P R`L V 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 1111111111111111111111111 1111111 1111o TPIWTCA In BCSI,copies of which will be furnished upon request. anes. )ines coincide Digits Indicate size int f plate in center 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:12/31/2015 1E1 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3=(-137) 115 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 = +0.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20H3,M18HS,M13 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IDOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'• 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' 5-11-10 MAX IC PANEL LL DEFL = 0.160" @ 3'- 7.2" Allowed = 0.478' l' MAX IC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.718" -/ MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9° MAX HORIZ. TL DEFL = -0.002' @ 5'- 10.9' 0NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10,00/ 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, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads co. in the plane of the truss only. v 0 LO i I M aliciAMIIIIIIIIIIIIIIII O� O �� 4 ir�� M-3x4 1- 1- y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2.4,31 JOB NAME : POLYGON PLAN 5-D NH - CJ5 ,'API R ��1��6:S1 Scale: 0.4821 // ! Q� WARNINGS: GENERAL NOTES,unless otherwise noted: 4Z.1 ca F�7c-� 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 -'t' .7.0 1 r L„ Tr US s: CJ5 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 end bottom chords to be laterally braced et DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of T o.cv and at 10'c.c.respectively unless braced throughout their length by , !� DATE: 9/5/2014 responsibilitybuilding designer. continuous ridginsheatg or such as plywoodrequired where end/or drywall C. Ili Q the overall atm tura is the res onsibili of the 3.2x Impact bridging or lateral bracing required 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. "� �REd� ((�' SEQ. : 6051324 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 TRANS I D: 407540 design loads be applied to any component. and 9n assumes Pollfor"dry dbeedn of all ' 'k� 5.CompuTrus hes no control over end assumes no responsibility for the 6.Desig supports shown.Shim or wedge If V 14 fabrication,handling, Design ass 111 .F R`5 Qj shipment and installation of components. 7.Design assumes adequate drainage is provided. }.� L 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 IIIIII II II IBII VIII VIII VIII I III IIIIIII) TPIANTCA in SCSI,copies of which will be furnished upon request. it coincide with joint centerinches.'ul 9.Digits indicate size of plate in Inches. MITek USA,IGC./COf11pUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1969(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 M1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(-150) 175 6.5=( 0) 18 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-257) 55 5-7=(-195) 224 5.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=( -87) 66 3.7=(-249) 216 LOADING 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 BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0" -34/ 398V -66/ 185H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -21/ 142V 0/ OH 5.50" 0.23 KODF ( 625) Connector plate prefix designators: 5'- 11.6" -69/ 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 psfl uplift at 24 "oc spacing.' 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 = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed . 0.133' MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254' MAX TL CREEP DEFL = -0.009' @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.010" @ 5'- 7.5" 5-11-10 MAX HORIZ. TL DEFL = 0.010" @ 5'- 7.5" 1' T NOTE:Design assumes moisture content does -v not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 ° system and components and cladding criteria. V 10.00 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=1.6, Truss designed for wind loads in the plane of the truss only. M-4x6 4 # IMIIIIIIIIIIhb,._NW r -/ o �� i� M-3x4 o M-1.5x3 M-3x4 M-3x4 1, 1, y 2-03-12 3-08-04 ,l ) y 1, 1-00 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING:Jts:2.7,4) JOB NAME : POLYGON PLAN 5-D NH - CJ5C 5., INEpt, s Scale: 0.4046 � 5/1 �Q WARNINGS: GENERAL NOTES,unless otherwise noted: t(]` 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' .✓2!`PL r and Warnings before construction commences. building component.Applicability of design parameters and proper da','f' Truss: CJ5C 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.t.respectively unless braced throughout their length by ,,e' 41001101°. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f`,� CC 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 k. 4./ SEQ. : 6051325 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L� �l,� ��` . design loads be applied to any component. and are for"dry condition"of use. Y 14 2-°N.,,0"- TRANS 0"- TRAN S I D: 407540 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 !i` fabrication,handling,shipment and installation of components. necessary. '..1 R`L V P Po 7.Plates assumes adequate one face Is provided.a. 4�l 6.This design is furnished subject to the Notations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII VIII VIII I III VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincidentwith jointfaIn Ones. 9.Digitssndsize oplateeto i Ones. b I MiTek USA,IRC./COmpuTfus Software+7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-19138(MiTek) EXPIRES:12/31/2015 11101111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2-3.(-217) 192 IC LATERAL SUPPORT <= 12'OC. UON. 3-4=(-115) 66 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -24/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18nnect (or no prefix) LL = 25 PSF Ground Snow (P0) 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) = CompuTrus, Inc 5'- 11.2' -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "no spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX IC PANEL LL DEFL = 0.074' @ 2'- 9.2" Allowed = 0.481" I MAX TC PANEL TL DEFL = -0.073' @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" 12 MAX HORIZ. TL DEFL = -0.003' @ 5'- 11.2" 10.00 V 1 NOTE: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=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), v load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. co v o/- o �� 5:� -/ M-3x4 1, y ), y 1-00 6-00 1-02 'PROVIDE FULL BEARING:Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ6 < �D iNE*PR 6S Scale: 0.4578 P )r1N/)E4.• /� WARNINGS: GENERAL NOTES,unless otherwise noted: ��d�` nw f I 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 '> s PE ice•~ Truss: CJ6 and Warnings before construction commences, building component.Applicability of design parameters and proper A 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 et DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'c.c.end at 10'o.c.7es as y unless braced throughout their length by continuous sheathing such as plywood ing(TC)and/or drywall C. '- rn DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+* ) `i /1 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. 14110 ^� Q� GO� ,(� SEW" : 6051326 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./ 44j 0°' A., TRANS I D: 407540 design loads be applied to any component. 6.Design assumand are for es fulldbeedn f at supports 5.CompuTrus hes no control over and assumes no responsibility for the 0 9 shown.Shim or wedge if Q 14 �� fabrication,handling,shipment and Installation of components. necessary. A..� y ` 6.This design Is furnished subject to the Irritations set forth 7.Design assumes adequate drainage is provided. '�! L.4 I(IIII VIII IIIA VIII VIII VIII VIII IIII IIIIby 8 Plates shall be located on both faces of truss,and placed so their center TPINYTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9. ts MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10. e in Inches. For ibasicconnectocate slze rplf atedesign values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.7=(-114) 160 7.6=( 0) 18 BC: 2x4 KDDF M18BTR SPACED 24.0" O.C. 2-3=(-236) 46 6.8=(-149) 206 6.3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=(-165) 126 3.8=(-229) 165 LOADING 4-5=( -62) 26 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: 12.0" 0.0" 0'- 0.0" -29/ 387V -80/ 217H 5.50' 0.62 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 7.5" -16/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -147/ 230V 0/ OH 1.50" 0.29 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.1" -18/ 11V 0/ OH 1.50" 0.02 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP (COND. 2: Design checked for net1-5 osfl 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 = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = 0.006' @ 2'- 3.8" Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339" 7-02-01 MAX HORIZ. LL DEFL = -0.008' @ 5'- 7.5" l' T MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" -/ NOTE: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=22.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10 lAll Heights), Enclosed, Cat.2, Ex B, MWFRS Dir), oad duration factor=1.6, Truss designed for wind loads in the plane of the truss only. .- ..-- Ls!) 12 M-4x6 iiiii...._ m M-3x4Ap41.11_.MoM 3x4 Bim_ in v Ni�r�m o N 7 M•1.5x3 o 0 0 M-3x4 y i, y 2-03-12 3-08-04 y )' ), J, 1-00 , 2-05-08 4 08 09 , y 6-00 1-02-01 (PROVIDE FULL BEARING:Jts:2.8,4.51 � cpPRpp - JOB NAME : POLYGON PLAN 5-D NH - CJ6C Stole: 0,3413 ..c,; WARNINGS: GENERAL NOTES,unless otherwise noted: ' ! IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF H18BTR SPACED 24.0' O.C. 2.3=(-266) 237 3-4=( -90) 38 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 249H 5,50" 0.61 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -226/ 355V 0/ OH 1,50" 0.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4' -14/ 22V 0/ OH 1.50' 0.03 KDDF ( 625) 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 psfl uplift at 24 "ox spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003" @ •1'- 0.0" Allowed = 0.133" MAX IC PANEL LL DEFL = 0.118' @ 2'- 11.7" Allowed = 0.481' 0MAX TC PANEL TL DEFL = 0.104' @ 2'- 11.7" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 8'• 3.7" MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.7" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 10.00 V Design conforms to main windforce-resisting Ij 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), o load duration factor=l.6, Truss designed for wind loads Tr o in the plane of the truss only. r, co T,- v o/- 5.= -/ 0 M-3x4 y ), ; 1, 1-00 6-00 2-04-07 (PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : POLYGON PLAN 5-D NH - CJ7 Seale: D.4129 `��tv AGD (►v Pet, WARNINGS: GENERAL NOTES,unless otherwise noted: 5I1 ' "�' 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= T ,r"L r Truss: CJ7 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. ,^j° 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the toe and bottom chords to be lateraly braced at DES. BY: LJ2'o.c,and at 10'o.c.such a respectively unless braced throughout their length by441101114* Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). �r . �y„ DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ •i 4.No load should be appled to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '7 OREGON ,tri SEQ. : 6051328 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, G �A design loads be applied to any component. and are for"dry condition"of use. 4% '-'r 1 4 2- -.5..,. TRANS I D: 407540 5.CompuTros has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V �*$.1 fabrication,handling,shipment and installation of components. Designnecessary. - ( �1 f A 7. latesassumes caedr oneothifaei opptuss,a M 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 11111111111111111 TPINYTCA In SCSI,copies of which will be furnished upon request. git coincideInwith joint aIn lines. 9.Digits Indicate size of plate in Inches. MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4,4" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=(-115) 164 7.6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-235) 82 6-8=(-149) 211 6-3=( 0) 51 WEBS: 2x4 KDDF STAND 3.4=(-216) 173 3-8=(-234) 166 LOADING 4.5=( -68) 31 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) 12.0" 0.0" ( ) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -29/ 386V -93/ 249H 5.50" 0.62 KDDF ( 625) Connector plate prefix designators: 5'- 7.5" -19/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -158/ 243V 0/ OH 1.50' 0.31 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8'- 4.4" -34/ 53V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 asf) 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 = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = 0.006" @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.008" @ 2'- 3.8" Allowed = 0.339' MAX HORIZ. LL DEFL = -0.008" @ 5'- 7.5' 8-04-07 MAX HORIZ. TL DEFL = 0.009" @ 5'- 7.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 10.00 V load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ra M-4x6 r AillEIIIIII -/ v /000g • `) e7M 3x' c' M-1.5x3 O -3x4 M-3x4 C y 1, 1, 2-03-12 3-08-04 ), ), y y 1,00, 2-05-08 2-05-08 5-10-1 1 6-00 2-04-07 'PROVIDE FULL BEARING;Jts:2,8,4,5I JOB NAME : POLYGON PLAN 5-D NH - CJ7C spate: 0.3027 �`,��,,IDINEpt, /0 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 =9 R2-: Truss: CJ7C and Warnings before construction commences. building component.Applicability of design parameters and proper e 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,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: LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'sc.respectively unless braced throughout their length by /rMarr ; po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(DC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �f3ECi� f,, 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 ,¢ 4/ SEQ. : 6051329 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, Leo"7j4I , b' k. design loads be applied to any component. and are for"dry condition"of use. t� TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at as supports shown.Shim or wedge If pp` !1 f necessary. `-' ' i p t{ V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. +"i fl r i.. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center IIIIII IIII VIII IIID VIII VIII(IIII IIII IIII TPIMlrCA in SCSI,copies of which will be furnished upon request. Digit coincidewithizjoint acenter Ines. 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(Welt) EXPIRES;12/31/201.5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TC: 2x4 KDDF # TRUSS SPAN 9'- 6.9" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 16BTR BC: 2x4 LOAD DURATION INCREASE 1.15 1-2=( 0) 72 2.5=(0) 0 KDDF #18BTR SPACED 24.0" O.C. 2.3=(•319) 286 TC LATERAL SUPPORT <= 12"OC. UON. 3.4=(-102) 45 LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+0L( 7.0) ON TOP CHORD 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -23/ 376V -107/ 284H 5.50" 0.60 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) = CompuTrus, Inc 5'- 11.2" -250/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.9" -53/ 77V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 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 = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9' Allowed = 0.481" /-3x4 MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.004" @ 9'- 6.1" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.1" NOTE: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=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oTruss designed for wind loads in the plane of the truss only. 0 oo r,- vo'`.0 y ), 1, ), 1-00 6-00 3-06-14 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : POLYGON PLAN 5-D NH - CJ8 ' c'' IN 6,s Scale: 0.3715 �-`�J ((�r}N/fit /° WARNINGS: GENERAL NOTES,unless otherwise noted: 41v r 1 e'( ( 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t . ; 0 PE 1 Truss: CJ8 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 000, 2•Design assumes the top and bottom chords to be laterally braced at �Y. DES. BY: LJ permanent bracingof 2'o.c.end at 10'o.c.respectively unless braced throughout their length by „.0.411111.1.. d/40 is the responsibilityof the erector.Additional continuous sheathing such as plywood sheathing(TC)and/or drywall C. DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ rt 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. '#Y OREGON (,V SEQ. : 6051330 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, y! �4 I (� design loads be applied to any component. and are for"dry condition"of use. /,r� TRANS I D: 407540 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 V" fabrication,handling,shipment and Installation of components. Designeessary. i} 1 i 6.This design Is furnished subject to the limitations setforth 7. latesassumes adequatedrainage isprovided.truss,s '"/ 4 I IIIIIIVIII VIII VIII VIII VIII VIII IIII ILII gby B.Plates shell be located on both faces of and placed so their center TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9 MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E ate in Inches. 10.Foribasiciconnectoate size rplf ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIII0 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/ODF/Cq=1.00 TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF fl188TR SPACED 24.0" O.C. 2-3=1-3743-4=(-142) 304 57 TC LATERAL SUPPORT <= 12'OC. UON. D (4-5= -56) 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0)LONTOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.2" 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" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 68V 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" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -129/ 191V 0/ OH 1.50" 0.24 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 = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" @ 10'- 9.2" Allowed = 0.103' MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9' Allowed = 0.481" /0.00 MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4° Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" NOTE: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=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, o Truss designed for wind loads a, in the plane of the truss only. caO 1, 1, y y 1-00 6-00 4-09.04 'PROVIDE FULL BEARING:Jts:2,6,3,41 _0 PRQ ass JOB NAME : POLYGON PLAN 5-D NH - CJ9 Scale: D.3424 �� ti 1 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 end is for an individual 9 PE 'v Truss: CJ9 and Warnings before construction commences, building component.Applicability of design parameters and proper Aje 2.2x4 compression web bradng 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 end bottom chords to be laterally braced et DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced fhroughout drlr le ih by .+�. po ty continuous sheathing such as plywood sheathing(TC)and/or drywel�C). 16 Cr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*e- 4. O�EGC+N b �(� SEQ. : 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. S E 0. : 6 051331 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, I ,Z design loads be applied to any component and are for"dry condition"of use. TRANS I D: 407540 5.CompuTma has no control over and assume no responsibility for the 6.Design ssumes full bearing at all supports shown.Shim or wedge if irL�� A 1b4 `�� fabrication,handling,shipment and installation of components. ry °.t?` { rl`�,,,1• p7.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 feces of truss,and placed so their center INVTCA in I,copies of lines coincide with joint nter lines. 111111111101111111 MTe USA,inCJCompuTr s which SoftW ofurnished 7.6.6)1 L)E request. O9.Digits.For baisi�wnnecorof platedesign ve in alues see ESR-1311,ESR-1988(MiTek) EXPIRE5:12I3112©15 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF lit&BTR LOAD DURATION INCREASE = 1.15 1.2°C 0) 72 2.6=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0" 0.C. 2-3=(-411) 381 3-4=(-192) 140 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -55) 29 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: 12.0" 0.0' TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 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" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1,50" 0.25 KDDF ( 625) 11'- 11.7" -30/ 49V 0/ OH 1,50" 0.08 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 spasina.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 ;1. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.087" @ 3'- 4.9" Allowed = 0.481' MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722' MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.9" ;I MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10,00 V Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, oo (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, `ro Truss designed for wind loads y, o in the plane of the truss only. m st 10 _ 0 - 6-- M-3x4 1, ), y > 1-00 6-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,6,3,4,5! �c4,`rn PR QP , JOB NAME : POLYGON PLAN 5-D NH - CJ10 Scale: 0,3221 `g� (NE s/ ,41 WARNINGS: GENERAL NOTES,unless otherwise noted: ' ' �PE -Y",1-,,; I.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown and is for an Individual '792.10 Truss: CJ 10 and Warnings before construction commences. building component.Applicability of design parameters and proper t�Js/ 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: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'c.c,respectively unless braced throughout their length by po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). � 4:- DATE: 9/5/2014 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 to SEQ. : 6051332 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L+ +1�` �., design loads be applied to any component. and are for"dry condition"of use. )/ti, '7,6' 1 4 02.O t,;•• TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumesor"dryfull bearing at all supports shown.Shim or wedge if V fabrication,handling, nesio ` shipment and installation of components. 7,n e e n s aas.sRsumes adequate drainage is provided. f.- 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 IIIIII VIII VIII VIII IIID I III VIII III(III TPI WTCA in SCSI,copies of which will be furnished upon request, lines coincide with Joint center Ines. 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-1986(MiTek) EXPIRES:12/31/2015 10111 1111101 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 1.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2.3=(-454) 427 3-4=(-246) 188 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -77) 55 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: 12.0" 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' -23/ 377V -148/ 392H 5.50° 0.60 KDDF ( 625) C,CN,C18,CN°.8 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 68V 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" -262/ 373V 0/ OH 1.50° 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -169/ 239V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 1.6" -60/ 90V 0/ OH 1.50' 0.14 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CCNCURRENTLY. '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 = -0,002' 9 -1'- 0.0" Allowed = 0.100" i MAX Ti CREEP DEFL = -0.003" 9 -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.068" 9 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077' 9 3'- 2.4' Allowed = 0.722" MAX HORIZ, LL DEFL = -0.008" 9 13'- 0.9" MAX HORIZ, TL DEFL = -0.008" 9 13'- 0.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads a in the plane of the truss only. m ,f- .4-1- M-3x4 ), ), ,1 y 1-00 6-00 7-01-10 'PROVIDE FULL BEARING:Jts:2,6,3,4,5I C�` '0 PR OFc' JOB NAME : POLYGON PLAN 5-D NH - CJ11 sale: 0.2976 CI 5 ` IS/A9 4!! WARNINGS: GENERAL NOTES,unless otherwise noted: F-:�C 1.Builder and erection contractor should be advised of as General Notes 1.This design Is based only upon the parameters shown and Is for an Individual • 7 92t0PE E t"" building component.Applicability at design parameters and proper Truss: CJ 11 and Warnings before construction commences, 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 et 10'ac.respectively unless braced throughout their length by fir, 40 DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalllBC). - tr DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ �REON 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. ' ! ,y_ �4/ SEQ. : 6051333 fasteners are complete and at no lime should any loads greater than 5.Design assumos misses are to be used In a non-corrosive environment, G7 47 2a��`�_ design bads be applied to any component. and are for"dry condition"of use. 4 1 4 Q` TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes"dr: `n bearing at an supports shown.Shim or wedge if !S fabrication,handling, ne Design assumescessary. 'R R`f V shipment and installation of components. 7. adequate drainage is provided. b 6.This design Is furnished subject to the limitation set forth by a.Plates shall be located on both feces of truss,and placed so their center 11111111 III VIII IIII VIII VIII VIII VIII III IIII TPINVTCA in BCSI,copies of which wit be furnished upon request. 9.lines Digits Indicate de sitejofnplate Int rinches. Iflm,' MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-leas(MiTek) EXPIRES 12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.8 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF R1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF PI&BTR SPACED 24.0" O.C. 2.3=(-336) 304 IC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4=(-109) 56 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) Connec 8,CN18 (or no prefix) = CompuTrus, Inc LL 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) M,M20HS,M18HS,(or = MiTekprMT series 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.8" -64/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) 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 ssf) uplift at 24 "oc spacinsd AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" 0 MAX TC PANEL TL DEFL a -0.072" @ 3'- 2.4" Allowed = 0.722' MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.0" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.0" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce•resisting 10.00 V system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), j) 0 load duration factor=l.6, Truss designed for wind loads co in the plane of the truss only. 0 co co r,- R Of- _ M-3x4 y 1, ; y 1-00 6-00 3-11-12 (PROVIDE FULL BEARING:Jts:2,5,3,4( PRO JOB NAME : POLYGON PLAN 5-D NH - CJ 12 Scale: 0.3645 .�5� D irN ��`s� WARNINGS: GENERAL NOTES,unless otherwise noted: <.31 , ,✓/� -f7 1.Builder and erection contractor should be advised of all General Notes 1.This design Is dosed only upon the parameters shown and Is for an individual a7 T 921.P E 1-' Truss: CJ 12 and Warnings before construction commences. building component.Applicability of design parameters and proper11rf 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,s'` 3.Additional temporary bracing to Insure stabilty during construction 2•Design assumes.the top end bottom lass b to be laterally braced et DES. BY: LJ2'o.c.and at 10'o,c.res such as ply unless braced throughout theft length by is the responsibility of the erector.Additional permanent bracing of continuous sheethi as (B ) >✓ w the overall structure is the responsibility of the buildingdesigner. ngplywood a cured where shown+dryweN C. DATE: 9/5/2014 P ty 9 3.2x Impact bridging or lateral bracing required where ++ CC 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;! (,r(5GON ,(� SEQ. : 6051334 fasteners are complete and at no time should any loads greater 5.Design assumes'.russes are to be used in a non-corrosive environment, 'I 2 �� design loads be applied to any component. and are for"dry condition"of use. /fy +�r j TRANS I D: 407540 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 S/ A fabrication,handling,shipment and installation of components. necessary. A.. R R { ( 6.This design is furnished subject to the limitations set forth 7.Design assumes aced onne drainage Is provided.and 'N' 1�. I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII by 6 Plates shall be located both faces of truss, placed so their center II basicconnector TPINVTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center bines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. indicate rplate tdesign vlate in alues 10.Forues see ESR-1311,ESR-1968(MITeld EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2.5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3= 222 2-3=� 249)222 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 238H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -223/ 356V 0/ OH 1.50" 0,46 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.6' -14/ 3V 0/ OH 1.50' 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NGT BEING MET. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-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 = -0.002" @ -1'- 0.0' Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.095" @ 2'- 11.8" Allowed = 0.481' 0 MAX IC PANEL TL DEFL = -0.077" @ 3'- 2.4' Allowed = 0.722' MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9' 12 NOTE:Design assumes moisture content does not exceed 19'& at time of manufacture. 10,00 v m Design conforms to main windforce-resisting � system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. n co r/ vPlIAMMIIIMIIIMIIIIMIMIEMM o/- ► pea.' 0 M-3x4 ) 1, 1, y 1-00 6-00 1-11-10 'PROVIDE FULL BEARING;Jts:2,5,3,41 �4,itS)„Ts PR Opp NAME : POLYGON PLAN 5-D NH - CJ 13 Scale: 0'4253 ' ``7 j5/1 j° WARNINGS: GENERAL NOTES,unless otherwise noted: • ,- P 1-- 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 Truss: CJ 13 end Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bredng must be Installed where shown it. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stabibty during construction 2•Design assumes the top and bottom chords to be laterally braced at 40 DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof T o.c.and at 10'o.c respectively unless braced throughout their length by /ra•aR po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON b A. 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. : 6051335 fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used in a non-corrosive environment, 4� ", 2�N design loads be applied to any component. end are for"dry full bearing of use. Q 1 4 tti TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6'Design assumes full bearing at all supports shown.Shim or wedge If fabrication,handling, components. 7.Design umes adequate drainage is provided. 1 RI ��" shipment and installation of 6.This design is furnished subject to the Fmitatiuns set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111111111111 TPn / which furnished request. lines coincide with joint center lines. MTe SAInc Inc./CompuTrus us SoftW 6.6(1 L)E Digits indicate ra0Frrbasicconnecioplte design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N11BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF N188TR SPACED 24.0" 0.C. 2.3- (, 37) 1115 2.4=(0) 0 IC 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 = O.3 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) Connector plate prefix designators: 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.6' -107/ 168V 0/ OH 1.50" 0.27 KDDF C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE 'I) THESPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 'oc spacinQ.l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LUAU. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 5-11-10 MAX TC PANEL LL DEFL = 0.160" @ 3'- 7.2' Allowed = 0.478" MAX TO PANEL TL DEFL = -0.144' @ 3'- 4.8' Allowed = 0.718" -> MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9. MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9' 6 NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 10.00 V 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, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads co in the plane of the truss only. 4 0 Lo C7 '7 V O/ p 4�� _ M-3x4 .1 y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4.3I JOB NAME : POLYGON PLAN 5-D NH - CJ14 �`��`,n PR Pfiss, Sale: 0.4621 �� .`'15/1/ o� WARNINGS: OENERAL NOTESS.un`eas otherwise noted: ZLr •ynln„Dr -- 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 F E Truss: CJ14 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: L, is the responsibinty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4/000.0 the overall sbvdure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)here and/or drywall(BC). DATE: 9/5/2014 Po h 9 3.2x Impact bridging or lateral bracing required where shown++ 'f /� 4.No load should be appNed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A`0REG0N SEQ. : 6051336 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, p‘+. "'J2c°\ � TRANS I©: 407540 .�• design loads be applied to any component. and are for"dry condition"of use. / 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes fun bearing at all supports shown.Shim or wedge if '0 14 fabrication,handling,shipment and installation of components. necessary,. M" R ` 7.Designlaesassumes adequate drainage is prsr'i 4 6.This design is famished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 TPI/WTCA In BCSI,copies of which will be furnished upon request. bines coincide with joint center bines. 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-19s6(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII 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 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2.3=(-133) 112 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 SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -32/ 398V -64/ 180H 5.50" 0.64 KDDF ( 625) 5'- 9.0' -108/ 165V 0/ OH 1.50' 0.26 KDOF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 75V 0/ OH 5.50' 0.12 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 ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I 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 = -0.002" @ -1'- 0.0' Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.141' @ 3'- 6.1" Allowed = 0.465' 5-09-12 MAX TC PANEL TL DEFL = -0.129" @ 3'- 3.8" Allowed = 0.697' T f MAX HORIZ. LL DEFL = -0.002' @ 5'- 9.0" -/ MAX HORIZ. TL DEFL = -0.002" @ 5'- 9.0' NOTE:Design assumes moisture content does 12 0not exceed 19% at time of manufacture. 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, 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 to in the plane of the truss only. N O N Cn T,,_ o%- 4►� -/0 M-3x4 y y y 1-00 6-00 (PROVIDE FULL BEARING:Jts:2,4,3I Q, ,O PRQ JOB NAME : POLYGON PLAN 5-D NH - CJ15 �� I" 6:0. Scale: 0.4840 �� 1(i 5/it 4r- WA RNINGS: GENERAL NOTES,unless otherwise noted: . i PE �"' 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: CJ 15Incorporation of component Is the responsibility of the building designer. 2.2z4 compression web bredng must be installed where shown+, 2 Design assumes the top and bottom chords to be laterally braced at fir ► 3.Additional temporary bracing to insure stability during construction 2'o.c.and at In c.c.respectively unless braced throughout their lennggtth by Baer DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). " -* /(' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ OREGON �a- 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. j',.r 4,OREGON SEQ. : 6051337 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, / 2Q �-L design loads be applied to any component. and are for"dry condition"of use. 4 14 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Decease assumes full bearing at all supports shown.Shim or wedge if fabrication,handtin shipment and Installation of components. ‘y,1- necessary 9, P P 7.Design assumes adequate drainage is provided. '41 e'R R I L1- 6.This design Is furnished sub)ect to the linitatlons set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111111111111 TPINVECA In BCSI,copies of which will be furnished upon request git Indicate with(of aIn lines. 9.Digitssindicate size of plate to Inness. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1956(MiTek) EXPIRES:12/31/2015 1E11111111 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 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1.2=( 0) 72 2.4=(0) 0 2.3=(•89) 81 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 OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 345V -44/ 130H 5.50" 0.55 KDDF ( 625) 3'- 10.2" -125/ 134V 0/ OH 1.50" 0.21 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 6'• 0.0" 0/ 58V 0/ OH 5.50' 0.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'• 0.0" Allowed = 0.133" 3-10-15 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.082" i' MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.109' MAX TC PANEL LL DEFL = 0.024" @ 2'- 1.8" Allowed = 0.300" 12 MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4' Allowed = 0.339" 10.00 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.2" (1 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. alWind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, -- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), oload duration factor=l.6, Truss designed for wind loads M in the plane of the truss only. c+) c, rd o,,_ CD POMO ►4 M-3x4 1-00 1PROVIDE FULL BEARING;Jts:2,3,4J 6-00 JOB NAME : POLYGON PLAN 5-D NH - CJ16 .,�c� pR°'`fi Scale: 0.5878 CJ�t IN /yp►`Q�`�/ WARNINGS: GENERAL NOTES,unless otherwise noted: . h( + //F�lc- 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 .72 0 11 E �1"' Truss: CJ16 and Warnings before construction commences. building component.Applicability of design parameters and proper de 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. ,.+' �. DES. BY LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chords to be laterally braced et 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 DATE: 9/5/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). 9 3.2z Impact bridging or lateral bracing 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. -` 4/OREGON t \ �f, SEQ. : 6051338 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used Inc non-corrosive environment, 7 f W TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. y/� "eb1y, 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if d. 1[� F fabrication,handling,shipment and installation of components. necessary. J�r 6.This design Is furnished subject to the limitations set forth T.Design assumes adequate drainage is provided. ! r�y t �„ II IIII II II IIIII IIIII IIIII IIIII IIIII IIII IIII TPIANTCA in BCSI,copies of which will be furnished upon request. quest. 8.linesecoincide with joint on centerboth tAoesg of truss,end placed so their center +'1 rl 1.. MiTek LISA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.Digits9. r basic connectorcate size oplatete In design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 1/1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 1(1&BTR SPACED 24.0' O.C. 2-3e(-137) 115 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: 12.0' 0.0° TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2' 0/ 76V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 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 Daft uplift at 24 'oc spacina.l 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 = -0.002" @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.160' @ 3'- 7.2" Allowed = 0.478' 5-11-10 MAX TC PANEL TL DEFL = -0.144° @ 3'- 4.8" Allowed = 0.718" - MAX HORIZ. LL DEFL = -0.002' @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" ►f 6 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 10.00 V 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, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads co in the plane of the truss only. 0 4 0 u7 co r,_ v 0 M-3x4 y I I 1-00 6-00 (PROVIDE FULL BEARING;Jts:2,4,3( (CQ`�D PROP R QFe JOB NAME : POLYGON PLAN 5-D NH - CJ 17 Sale: Q.4821 WARNINGS: GENERAL NOTES,unless otherwise noted: Q' !C ,P E r1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an Individual Truss: CJ 1 7 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 brad to insure stall during construction 2.Design assumes the top end bottom chords to be lateral braced et wow po ry ngIl g 2'o.c.and at 10'd,c.respectively unless braced throughout their lennggtth by +�mrr - DES. B�': LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -411 CC DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON �(V 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. : 605133 9 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, £. 174 i 4 ry�\ �� design loads be applied to any component. and are for"dry condition"g use. V :c' 6.Design assumes full bearing at all supports shown.Shim or wedge it ` 'Cr TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility lily for the necessary. C R y 1+ 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 11111111111111111 Iwhich request, MTe USA,Inc./CompuTrus Software 7.6.6)1L)E ines coincide with joint center lines. 0IDigits oa1 .Forsicc cotnecorplte design values see ESR-1311,ESR-1868(MITeW EXPIRE5:12/31/2015 i IIIIIII111III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1$BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF ki$BTR SPACED 24.0" O.C. 1.2=( 0) 84 2.4=(0) 0 2-3=(-69) 26 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 OVERHANGS: 20.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0° -132/ 478V -12/ 83H 5.50" 0.77 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow P 1'- 9.2' -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc ( 9) 3'• 3.8' 36/ 78V 0/ OH 1.50' 0.12 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REDUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 6.00 D BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MCX LL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222' MAX TC PANEL LL DEFL = 0.004' @ 1'- 5.5" Allowed = 0.204' MAX TC PANEL TL DEFL = 0.004' @ 1'- 4.3' Allowed = 0.307" MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.0" --# MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.0" NOTE: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), o load duration factor=l.6, N Truss designed for wind loads in the plane of the truss only. esigne11111111111111111 WWII 1 M-3x4 1-08 2-00 1-03-12 'PROVIDE FULL BEARING:Jts:2,4,3I 53 JOB NAME : POLYGON PLAN 5-D NH - CSJ1 Scale: 0,8191 X541"' �rN ��4. WARNINGS: GENERAL NOTES,unless otherwise noted: ttr� I t,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 ‘ ' T.92 o/I'E �1,„ Truss: CSJ 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. ,/ DES. BY: LJ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 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 ✓` CC DATE: 9/5/2014 the overall structure la the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ' ! P° ty 9 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. ..�G � �. Oft,. SEQ. : 6051341 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, !k ^V TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. 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 psi- necessary. fabrication,handling,shipment and installation of components. IJh 6.This design is furnished subject to the limitations set forth 7.DesignPlatesassumes b el adequateatedoboth drainage Is provided. ised. R R`t I Villi 11111 VIII 11111 VIII VIII VIII IIII IIII TPIMfrCA In BCSI,copies of which will be furnished upon by 8. nes coincide with joint center nes faces9. of truss,and placed so their center r i 4 MiTek USA,InC./Compulrug Software 7.6.6(1 L)-E e in Inches. 10.For ibasic ts lconnector cate size oplf atetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2.4=(0) 0 BC: 2x4 KDDF A18BTR SPACED 24.0' O.C. 2.3=(-117) 53 TC LATERAL 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -98/ 461V -25/ 134H 5.50' 0.74 KDDF ( 625) 1'- 9.2" -65/ 193V O/ OH 5.50" 0.31 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 7.7" -75/ 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 '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/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.019' @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021' @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.004" @ 1'- 0.1' Allowed = 0.054" MAX BC PANEL TL DEFL = -0.005' @ 1'- 0.1' Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001' @ 6'- 7.0" 12 -/ MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.0' 6.00[7". NOTE:Design assumes moisture content does ,) not exceed 19's at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, 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 ao in the plane of the truss only. 0 (q m o 0 V 2►I 4►� M-3x4 y ), y y 1-08 2-00 4-07-12 'PROVIDE FULL BEARING;Jts:2.4,3' • PROF 00 40 JOB NAME : POLYGON PLAN 5-D NH - CSJ2 Scale: 0.5840 �• WARNINGS: GENERAL NOTES,unless otherwise noted: 4t' !92„6 E t"R 444 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 Truss: CSJ2 and Warnings before construdlon commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 2.Design assumes the top and bottom chords to be laterally braced at � " 3.Additional temporary bracing to Insure stabipty during construction 2'o.c.end at 10'o,c.respectively unless braced throughout their lengQth by +,mAfP, DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(QC). 4 CC DATE: 9/5/2014 the overaa structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - SEQ. : 6051342 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� �1 design loads be applied to any component. and are for"dry condition"of use. L!V 11 r 1'4 2P b...4 T 6.Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 407540 5.CompuTrus hes no control over and assumes no responsibility for the necessary. �A'R y`,,,L fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the anitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 1111111111111111111 TPUWTCA in SCSI,copies of which will be furnished upon request, 9 Iines Digits indicate size de with of plint ate terinches. L n 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 111111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #t&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-10=(-1663) 4302 10- 3=( -341) 1053 7-15=(-233) 532 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2- 3=(-4933) 1929 10-11=(-1542) 3951 3-11=( -803) 466 15- 8=(-245) 335 WEBS: 2x4 KDDF STAND; 3- 4=(-3524) 1351 11.12=(-1082) 3153 11- 4=( 0) 366 2x4 OF STAND A LOADING 4- 5=(-2875) 1233 12.13=( -838) 2581 4.12=( -703) 297 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2533) 1289 13-14=( -435) 1782 12- 5=( -313) 1029 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2407) 1190 14.15=( -776) 2345 5-13=(-1362) 727 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3043) 1369 15- 9=(-1050) 2742 13- 6=( -522) 1020 8- 9=(-3238) 1327 6-14=( -372) 1119 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 14- 7=( -708) 530 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -347/ 2034V -248/ 258H 5.50' 3.25 KODF ( 625) 43'- 9.0' -274/ 1837V 0/ OH 5.50' 2.94 KDDF ( 625) JT 9: Heel to plate corner = 2.25" 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 = 0.022" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.267° @ 14'- 6.0' Allowed = 2.142" MAX TL CREEP DEFL = -0.490' @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.120' @ 43'- 3.5" 22-00 21-09 MAX HORIZ, TL DEFL = 0,199° @ 43'- 3,5" 2-09 5-10-08 6-04-08 7-00 7-06-15 7-01 7-01-01 n :xceedn assumes moicontent does net exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 D M-4x6 Q 6 00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=24.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 6 -14( (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Ilii . M-5x8(S) load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. M-3x4 0.25' M-5x6(S) 0.25" M-1"5x3 o M-3x5 M-3x10 r) ., 11444N, M-3x10 0 o 2 or.o M-5x8 tt 12 =•'is a 15 A c�90 o M-3x4 M-5x10 0.251' M-3x4 0 "' 2.75 **2X WEDGE M-5x6 M-5x8(S) 12 W/(2) M-3X4 TYP. 2.75==r- 1. 1, ,J J' ,,12 1- 1 y y 2-05-0a 5-10-08 6-02 y2-00, 9-05-15 8-11-05 8-09.12 y , ,-05-08 12-00-08 2-00 27-03fr 1 1-08 43-09 'O PRO/ JOB NAME : POLYGON PLAN 5-D NH - D1 Scale: 0.1397 <0 INE s% WARNINGS: GENERAL NOTES,unless otherwise noted: �� v'c� �"p t- 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 indvidual 4 . ±a •(-L- r Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper yr 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,✓ y„�►"' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 41r " Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywal�C). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++na /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. • OREGON +ci SEQ. : 6051343 fasteners are complete and at no lime 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. tt 1 r 4 24 ��- TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if V fabrication,handling,shipment end Installation of components. necessary.. 44(4?R R I j { 7.Design assumes adequate drainage is provided. L 4 6.This design is furnished subject to the linitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center IIIIII II II IIID IIII IIII VIII VIII III IIIITPINJTCA in BCSI,copies of which will be furnished upon request, lines coIndde with joint center lines. Di 9.Digits Indicate size of platete In Inches. MITek USA,Inc./CompuTrus Software+7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Wel() EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-09-00 STUB HIP-0 SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #i&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2.15=(-2614) 8670 15- 3=( -370) 1254 2x6 KDDF #1&BTR T2, T3 2- 3=(-10024) 3052 15-16=(-2336) 7040 15- 4=( -248) 1598 BC: 2x6 KDDF #1&BTA LOADING 3- 4=( -9298) 2850 16.17=(-3184) 8740 4-16=( -394) 310 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7446) 2614 17-18=(-3194) 8672 16- 5=( -650) 2246 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0' V 5- 6=( 0) 0 18-19=(-3358) 8934 16- 7=(-2736) 1248 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 34'- 0.0' V 5- 7=( -6642) 2370 19-20=(-3010) 8132 7.17=( -444) 1282 BC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 43'- 9.0' V 7- 8=( -8830) 3350 20-14=(-1912) 5602 17- 8=( -244) 878 c BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 9.0' V 8- 9=( -8444) 3242 18- 8=(-1376) 636 9.10=( -8660) 3238 18- 9=( -616) 326 NOTE: 2x4 BRACING AT 24"0C UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 10.12=( -5882) 2108 9-19=( -502) 480 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONE LL( 416,7)+DL( 116.7)= 533.3 LBS @ 34'- 0.0" 11-12=( 0) 0 19-10=( -182) 968 12.13=( -6614) 2320 10-20=(-2810) 1316 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13-14=( -6546) 2252 12.20=( -498) 1858 OVERHANGS: 20.0' 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 20.13=( -192) 394 ** For hanger specs. - See approved plans 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,CI8,CN18 = P(or no prefix) Com uTrus, Inc 0'- 0.0" -1151/ 3765V -104/ 113H 5.50" 6.02 KDDF ( 625) ( 2 ) complete trusses required, 43'- 9.0' -1096/ 3584V 0/ OH 5.50' 5.73 KDDF ( 625) M,M20HS,818HS,M16 = MiTek MT series _, Join together 2 ply with 3'x,131 DIA GUN '- nails staggered at: 9' oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' /v , 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 = 0.005" @ -1'- 8.0" Allowed = 0.167" 9' oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = -0.300" @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.594' @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.109" @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.180" @ 43'- 3.5" 9-11-11 24-00-10 9-08-11 NOTE:Design assumes moisture content does T T not exceed 19% at time of manufacture. 3-02-03 0-06-11 2-03-08 5-11-03 0-06-11 4-10-02 '( f'( 'f '( I T 'f'( 1' 1' Design conforms to main windforce-resisting 2-07-0 3-07-09 4-02-13 6-02-11 5-04-08 4-03-14 system and components and cladding criteria. T T T f T 1 ,r 1 fT T 9-10-08 9.07-08 Wind: 140 mph, h=21.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f - (,533.30# 533 '( load duration factor=1.6, 12 M-3x4 .30# M-7x8(S) 12 Truss designed for wind loads 6.00 M-4x8M-5x6 Q 6.00 in the plane of the truss only. 5 6 M-3x5 a 0925 M-3x5 11 2 79 y -- la„ M-3x4 T44c5X3 : 3x8 +MZ 0 v s_<< 1-5 16 i- 0 ee to 0 1 M-7x10 M-3x8 M-7x; 18 0.25"19 M-3x8 20 *�4 0 **2X WEDGE M-7x10 -. 0 M-7x8(S) 2.75 W/(2) M-3X4 TYP. 2.75 12 12 y J. 1, J, J, J, 1, ), -05-01, 6-09-12 5-02-12 y2-00), 9-02-04 9-00-08 9-00-04 y ,, 2-05-08 12-00-08 2-00 27-03 y 1-08 43-09 O JOB NAME : POLYGON PLAN 5-D NH - DH1 ��``'' ° ,�N �"zs, Scale: 0.1467 ` {� WARNINGS: GENERAL NOTES,unless otherwise noted: yr�� j� Q' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual t 9 i P E i" Truss: DH1 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 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at s , e DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c, spec'' y unless braced throughout their lnggth by continuous sheathing such as pllywood sheathing(TC)and/or drywaell(BC). DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ f I� 4.No load should be applied to any component until after at bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON to SEQ. : 6051344 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, . ��y Q�1k A design loads be applied to any component. end ere for"dry condition'of use. ,. 1.4 9_ 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6'Design a assumes fun bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. ill . }�y 6.This design la furnished subject to the Pmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII 111 VIII VIII VIII VIII I III TPIMlTCA in BCSI,copies of which will be furnished upon request. Digs coincide with joint ain inches.9.Digits indicate size of plate In Inches. 9 MiTek USA,InC./CxmpuTftas Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MITek) EXPIRES:12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF 81&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-15=(-1943) 4359 15- 3=( -193) 596 2x6 KDDF #13BTR T2, T3 SPACED 24.0° D.C. BC: 2x6 KDDF ff18BTR 32-- 3=(-5055) 2323 15.16=(-1536) 3431 15. 4=( -422) 947 WEBS: 2x4 KDDF STAND 3- 4=(-4703) 2253 16-17=(-1804) 4102 4.16=( -367) 244 LOADING 4- 5=(-3503) 1741 17.18=(-1726) 4096 16- 5=( -445) 1192 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 18.19=(-1757) 4235 16. 7=(-1321) 632 TC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-3092) 1593 19-20=(-1689) 3826 7-17=( -142) 657 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4148) 2081 20-14=(-1308) 2765 17- 8=( -297) 376 LL = 25 PSF Ground Snow (Pg) 8-9= (-3989) 1950 18- 8=( -633) 396 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10=(-4094) 1897 18- 9=( -318) 152 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10-12=(•2734) 1406 9-19=( -258) 201 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1 12-( 0 1 =( -53) 491 122-13=(-31199)) 1526 100-2-205 0=(-136644) 635 OVERHANGS: 20.0" 0,0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13-14=(-3258) 1577 12-20=( -375) 1004 M-1,5x4 or equal at non-structural AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 20-13=( -29) 218 vertical members (uon). BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. See approved Tans LOCATIONSOREACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 9 P PP P 0.0" -405/ 2034V -104/ 113H 5.50' 3.25 KDDF ( 625) Connector plate prefix designators: 43'- 9.0" -337/ 1837V 0/ OH 5.50" 2.94 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series '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 = 0.022" @ -1'- 8.0" Allowed = 0.167' MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.329" @ 22'- 8.7" Allowed = 2.142" MAX TL CREEP DEFL = -0.571" @ 22'- 8.7" Allowed = 2.856" MAX HORIZ. LL DEFL = -0.119' @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.174' @ 43'- 3.5" 13-03-11 17-04-10 13-00-11 ( NOTE:Design assumes moisture content does 3-02-03 3-05-122,(-03-08 5-11-03 ( 3-05-12 4-10-02 not exceed 196 at time of manufacture. 07-0� T 3-07-09 T 1 2- f03-12 T 6-02-11 I -05-0� T 4-03-14 T T Design conforms to main windforce-resisting ( T system and components and cladding criteria. 9-10-08 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-07-08 T 6 11 T T load Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M-3x4 M-7x8(S) load duration factor=1.6, 12 Truss designed for wind loads 6.00 M-5x6 9 5 M-3x4 8 0 025° M-ox5 zM 4x6 Q 6.00 in the plane of the truss only. -�2 13. -3x4 4 M-1.5x3 M-1.5x3 co � + 3 7M 3x10 M-3x8 in .7e= 1 ''''4111111 � 15M-7x10 is 17 4411i ee .. o M 3x8 M-7x8 18 19 20 *14 o M-7x10 0'25 M-3x8 0 --=32.75 **2XWEDGE2.75 o M-7x8(S) 3X4 TYP. 12 I I I I I y I I -05-08, 6-09-12 5-02-12 y2-OOy 9-02-04 9-00-08 9-00-04 , 2- 05-08 12-00-08 2-00 27-03 1 1-08 43-09 y JOB NAME : POLYGON PLAN 5-D NH - DH2 �, �, D PRprF�� Scale: 0.1467 � INS WARNINGS: GENERAL NOTES,unless othervase noted: �t1j f 2 e / 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual T 9 PE Truss: DH2 and Wamings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length). �/ continuous sheathing such as plywood sheathing(TC)and/or drywall(BC. !, DATE: 9/5/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • (C SEQ. : 60513454.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7if OREGON f,. 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, �� Q�1k TRANS I D: 407540 design loads be applied to any component. and are for"dry condition"of use. /� { over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 4 1 4 T 5.CompuTrus has no control fabrication,handling,shipment and Installation of components. necessary. A.� 8.This design Is furnished subject to the Imitations set forth 7.Design assumes adequate drainage is provided. - ill L7 yank„ I VIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. quest 8 Innes coincidtes shall e joint caon n lines. oft ass,and placed so their center rl r 1 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E ate In inches. 10.For 9. ibasic ts iconnectocate size rple a design values see ESR-1311,ESR-1588(MiTek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1627) 4217 14- 3=( -332) 1034 20-12=(-79) 251 BC: 2x4 KDDF ((ABTA SPACED 24.0" O.C. 2- 3=(-4923) 1901 14-15=(-1508) 3872 3.15=( -786) 419 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1366 15-16=(-1095) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1223 16.17=( -829) 2561 4-16=( -729) 350 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1187 17-18=( -702) 2427 5-16=( -340) 1042 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18.19=( -702) 2427 5.17=(-1026) 550 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1107 19-20=( -884) 2558 6-17=( -358) 762 8.10=(-2214) 1077 20-13=(-1023) 2712 17- 8=( -470) 169 LL = 25 PSF Ground Snow (Pg) 9.10=1 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=(-2552) 1114 8-19=( -440) 179 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1230 10.19=( -285) 773 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=(-3218) 1284 19-11=( -491) 343 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11.20=( -76) 319 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans L00.- 00.00" 322/AC2 34V -18IONS 11/ACT191H 5.50' 3.25ZE N KDDFP(C625) Connector plate prefix designators: 43'- 9.0" -251/ 1837V 0/ OH 5.50" 2.94 KDDF ( 6251 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 'so spacing. JT 13: Heel to plate corner = 2.25" VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed= 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0' Allowed = 0.222" MAX LL DEFL = 0.251" @ 14'- 6.0" Allowed = 2,142" MAX TL CREEP DEFL = -0.474" @ 14'- 6.0" Allowed = 2.856" MAX HORIZ. LL DEFL = 0.124" @ 43'- 3.5" 16-07-11 10-08-10 16-04-11 MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 5-04-05 0-04-11 5-02-02 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 2-09 5-10-08 0-04-11 5-04-05 'f' 5-05-10 5-04-05 Design conforms to main windforce-resisting TT T system and components and cladding criteria. 16-06-08 16-03-08 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 M 4x6 M x8 9 M 4x6 12 load duration factor=l.6, 67 0 Q 6.00 Truss designed for wind loads 6.00 M-3x45 0 in the plane of the truss only. M-5x6(S) M-3x4 0.25" a + + + M-1.5x3 2 M-3x5 � 3 M-3x10 0 co M-3x10 �o �.,, /// A o- ** cO vj 1 14 15 18 m,- o I M-5x8 M-3x4 M-5x10 17 M-1.5x310.25' M 3x4 13 0 **2X WEDGE M-5x10 M-5x8(S) 12 2.75 W/(2) M-3X4 TYP. 2.75 12 12 5,-05-0$ 5-10-08 6-02 y2-00,, 5-06 5-10-12 7-09-02 8-01-02 y , y 05-08 12-00-08 2-00 27-03 y 1-08 43-09 �0 PROpe, JOB NAME: POLYGON PLAN 5-D NH - DH3 3 ale: 0.1336 CI�� `n1 T1s �6' WARNINGS: GENERAL NOTES, onl otherwise noted: 4' T.7 PE t' 17 I.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: DH 3and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+. Aye incorporation of component Is the responsibiity of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be lateraly braced et i 6 is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by + DES. BY: LJ po ty continuous sheathing such as plywood sheathing(TC)and/or drywall C). f it DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 7OREGON 1)• TRANS I D: 407540 � 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. : 6051346 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, I., 14 N `i necessary. '� design loads be applied to any component. 5.CompuTrus has no control over and assumes no responsibility for the and are for"dry condition"of use. (, 6.Design assumes full bearing at all supports shown.Shim or wedge if �" 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 be furnished upon c IIIIII Ell VIII VIII 11111 11111 IIII IIII MITe USA,Inc./CompuTrus(Soft ch will a 7.6.6(1 L)E request mith joint center tines. 10.lines Indicate of design values see ESR-131 1,ESR-1988(MiTek) 9. size EXPIRES:12/31/2015 1100411This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2.14=(-1958) 4217 14- 3.1 -408) 1034 20-12=(-79) 226 BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. 2- 3=(-4923) 2340 14.15=(-1814) 3872 3-15=( -786) 446 WEBS: 2x4 KDDF STAND; 3- 4=(-3529) 1732 15-16=(-1374) 3091 15- 4=( 0) 365 2x4 DF STAND A LOADING 4- 5=(-2869) 1592 16-17c(-1123) 2561 4.16=( -729) 341 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2434) 1516 17-18=(-1114) 2427 5.16=( -401) 1042 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=(-1114) 2427 5.17=(-1026) 475 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2236) 1413 19.20=(-1185) 2558 6.17=( -394) 762 8.10=(-2214) 1375 20-13=(-1303) 2712 17- 8=( -487) 277 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 0 18- 8=( 0) 297 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-2552) 1476 8-19=( -457) 292 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=(-3040) 1564 10-19=( -361) 787 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13=(-3218) 1611 19-11=( -491) 283 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 11.20.1 -56) 319 OVERHANGS: 20.0" 0.0" 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" -445/ 2034V -182/ 192H 5.50" 3.25 KDDF ( 625) ** For hanger specs. - See approved plans 43'- 9.0' -374/ 1837V 0/ OH 5.50° 2.94 KDDF ( 625) Connector plate prefix designators: 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0' Allowed = 0.167" JT 13: Heel to plate corner = 2.25" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.299' @ 16'- 6.5" Allowed = 2.142" MAX TL CREEP DEFL = -0.474' @ 14'- 6.0" Allowed = 2.856" 19-11-11 4-00-10 19-08-11 MAX HORIZ. LL DEFL = -0.145' @ 43'- 3.5" MAX HORIZ. TL DEFL = 0.208" @ 43'- 3.5" 5-10-08 1-09 2-05-04 3-03-12 5-02-02 NOTE:Design assumes moisture content does ff f f f f f f not exceed 19% at time of manufacture. 2-09 5-10-08 3-03-12 -05-04 5-05-10 5-04-05 T '' 1' T T f T T 'I '' Design conforms to main windforce-resisting 16-06-08 7 9 16-03-08 system and components and cladding criteria. T Wind: 140 mph, h=24.2ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 12 M-4x6 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 1 .. MX8 oQ 6.00 load duration factor=l.6, M-3x4 1 Truss designed for wind loads 5 M-5x6(S) in the plane of the truss only. 0.25" A-3x4 4 111:1-35 3x M-3x10 V*M-1.5x3 3 M-3x10 0 o 1 %mrd 15 1"6 .._ A O M-5x8 M-3x4 M-5x10 17 to 12 20 *13 M-5x10 M-1.5x3 0,25' M•3x4 0 <=12.75 **2X WEDGE 2.75-. M-5x8(S) 12 W/(2) M-3X4 TYP. 12 y y y > ), ; y y ), ,-05-0a 5-10-08 6-02 j,200j, 5-06 5-10-12 7-09-02 8-01-02 y , y-05-08 12-00-08 2-00 27-03 y 1-08 43-09 c,O PROpe„ JOB NAME : POLYGON PLAN 5-D NH - DH41N, , Scale: 0.1338 Orr p� WARNINGS: GENERAL NOTES,unless otherwise noted: l�r� 7' "}r„ 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 Individual4 . 'T 7G 0 0 PE Truss: DH4 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 stabiity during construction 2.Design assumes the top end bottom chords to be laterally braced et DES. BY: LJ is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,04 040NOPP po ty permanent bracing of continuous sheathingsuch as ( ) '410,814.- plywood in ere and/or dryweg BC. 4:- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d 4.No load should be applied to any component until alter all bracing end 4.Installation of truss is the responsibility of the respective contractor. "jr OREGON 1(, SEQ. : 6051347 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. '*,7 \� :. design loads be applied to any component. and are for"dry condition"of use. "' y 2�, ".�-. TRANS I D: 407540 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 t V� fabrication,handling,shipment and installation of components. 7.Design asnecessasumes adequate drainage Is provided. `�fiR R II�,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 I IIII VIII VIII VIII VIII I I VIII IIII IIIITPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Anes 9.Digits indicate size of plate in inches. MiTek USA,InC./CDmpuTfusSoftware 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,EOR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF NISBTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2.3=(-64) 38 TC LATERAL SUPPORT <= 12"OC. VON. LOADING BC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2' -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7' -24/ 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 ICOND. 2: Design checked for nett-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/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100' 1 11 11 MAXBC PANEL AND BOTTOM CHORD LIVE LOADS ACT NON-CCNCUARENTLY. MAX CREEP LL 0.0" DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" T f MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ I'- 10.9' 10.00 V MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" NOTE: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, ') load duration,factorEnclosed8'Cat,2, Exp.B, MWFRS(Dir), Truss designed for wind loads co O in the plane of the truss only. 0 O N O O i� 4� M-3x4 I I I 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME: POLYGON PLAN 5-D NH - EJ1 Scale: D.6772 ��` to "'� Pegs% WARNINGS: GENERAL NOTES,unless otherwise noted: .'p'r� �� '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 7 .0•r E and Warnings before construction commences. building component.Applicability of design parameters and proper f,/"" 1-- Truss: EJ 1 incorporation of component is the responsidity of the building designer. 2.2x4 compression web bredng must be Installed where shown+. 2, resign assumes the top and bottom chords to be laterally braced at DES. BY: LJ 3.Additional temporary bracing to Insure stadity during construction o.c.and et 10'o.c.respectively unless braced throughout their lelt($S by sit' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -le I'' DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON 1(/ C r� 4.No load should be appied to any component until after all bracing and 4.Installation of truss la the responsibility of the respective contractor. 1k SEQ. : 6051 348 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, lam^ =4 4 Q\ A.. design loads be applied to any component. and are for"dry condition"of use. c✓ 4 TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes till bearing at all supports shown.Shim or wedge If S. V fi necessary. ' ' fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is pF?R! rovided. r l L.1 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 IIIIII VIII VIII(IIII ILII VIII VIII IIII IIIITPI WTCA in SCSI,copies of which will be furnished upon request. lines cdae with joint center Ines. 9.Dies indicate size ofcto Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic conn:actor plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 111 114 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 H18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF H1&BTR SPACED 24.0' O.C. 2-3=(-96) 73 TC LATERAL 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 BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50' 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Fg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 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 10PSF LIVE-LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" 12 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.054" 10.00MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" '' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co O load duration factor=1.6, Truss designed for wind loads co in the plane of the truss only. Mf NIMIIIIIO o ►/ 4►1 M-3x4 1, y ,1 1, 1-00 2-00 1-11-11 )PROVIDE FULL BEARING:Jts:2,4,3) a, o PROF.s JOB NAME: POLYGON PLAN 5-D NH - EJ2 Boole: Q.6371 N5 ,,,��`/�[j/� N "'TruWARNINGS: GENERAL NOTES,unless otherwise noted: 451. V � trr 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual '' :T921 1 P E Ir- Truss: ss: EJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. incorporation or component is the responsibility of the building designer. / 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at ��r 2'o.c,and at 10'o.c.respectively unless braced throughout their length by ,w. 040/p DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). jx" DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral brains required where shown++ * OREGON /, 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^V SEQ. : 6051349 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, / dl iJ design loads be applied to any component and are for"dry condition"of use. © 14 2. TRAM S I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Fill bearing at all supports shown.Shim or wedge If �` ( Q` fabrication,handling, necessary. --`�/ "yy R`t- 6. fes.V shipment and installation of components. 7,Design assumes adequate drainage Is provided. r'i b 6.This design is furnished subject to the linitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111101111 TPIM/fCA in SCSI,copies of which will be furnished upon request. git coincide with joint ate In lines. 9.DigitssImide size of plate to 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 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF A16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF N16BTR SPACED 24.0' O.C. 2-3=(-144) 105 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 309V -66/ 185H 5.50" 0.49 KDDF ( 625) 1'- 9.2" -65/ 156V 0/ OH 5.50" 0.25 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -103/ 153V 0/ OH 1.50" 0.24 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. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133' -v MAX BC PANEL LL DEFL = 0.005" @ 1'- 0.1" Allowed = 0.054' MAX BC PANEL TL DEFL = -0.005' @ 1'- 0.1' Allowed = 0.072' ')' MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" 12 MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9' 10.00 V NOTE: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, MWFRS(Dir), co o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. Ln co r,- vEriMINIM o/- o ►� 4 B&W M-3x4 • J' J. y y 1-00 2-00 3-11-11 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : POLYGON PLAN 5-D NH - EJ3 Scale: 0.5134 �`��ti C1 p� ��0,, WARNINGS: GENERAL NOTES,unless otherwise noted: f'�'rrrr�� ` '}yr;;,. 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 .PE Truss: EJ3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designee Aig,% 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at res DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by } if4m� Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). ! -IIIII DATE:• 9/5/2014 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 appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '}7 OREGON 1C! SEQ. : 6051350 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,G" ' design loads be applied to any component. and are for"dry condition"of use. .� -/p.p. rL(}. TRANS I D: 407540 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at at supports shown.Shim or wedge if © 1 4 �P fabrication,handling, necessary. 111 .� '�` shipment and Installation of components. 7,Design assumes adequate drainage is provided. 1+ 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 1111111111111111111 TPI WTCA in BCS',copies of which will be furnished upon request. Digit coincidentwith joint ate In lines. 9.Digits Indicate size cf plate in Inches. p MITek USA,Inc/COrnpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.1E 1.2=( 0) 72 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-194) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = :2.t PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA DL ON BOTTOM CHORD = O.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.1 PSF 0'- 0.0" 0/ 248V -88/ 238H 5.50" 0.40 KDDF ( 625) 1'- 9.2' -167/ 308V 0/ OH 5.50" 0.49 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg 7'- 11.7" 138/ 205V 0/ OH 1.50" 0.33 KDDF ( 625) p , Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE Tv THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 001 uplift at 24 "oc spacin9.I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" ---/ MAX BC PANEL LL DEFL 0.009" @ 1'- 0.1" Allowed = 0.054" MAX BC PANEL TL DEFL = -0.009" @ 1'- 0.1" Allowed = 0.072" j) MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.9' MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" NOTE:Design assumes moisture content does 12 not exceed 18% at time of manufacture. 10.00 2 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, 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 O in the plane of the truss only. 0 0 r; co r/- OA I� 4 4�� O M-3x4 ), 1, y y 1-00 2-00 5-11-11 (PROVIDE FULL BEARING:Jts:2,4,31 PROPe JOB NAME : POLYGON PLAN 5-D NH - EJ4 Scale: 0.4250 .,5'� ��(��IN `:..9 WARNINGS: GENERAL NOTES,amass otherwise noted: k1� f r+'l -� 1.Builder and erection contractor should be advised of all General Notes 1.This design is be,,ad only upon the parameters shown and is for en Individual .9uL®`r E 1-- Truss:" EJ 4 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 reoponsilaity of the building designer. 0001111 ,` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: LJ Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length)y continuous sheathing such as plywood sheathing(TC)and/or drywall(6C. ` �, DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Al SI1 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. ? a C3REGON E Q corrosive environment, TRANS I D: 407540 �. •(j/4y 0" design loads be applied to any component. end are for"dry condition"of use. / 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if V 1 Q fabrication,handling,shipment and installation of components. Dnesign assumescessary. 1 Fl y 1=.lJ�,. 6.This design is furnished subject to the Imitations set forth 7.Design adequate drainage is provided. V I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center TPINViCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center Anes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For 9. its basicicate size of late In inch . connector plate design values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1-2=( -7) 84 2.4=(0) 0 BC: 2x4 KDDF k1&BTR SPACED 24.0' O.C. 2.3=(-72) 45 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: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -156/ 460V -5/ 51H 1.50" 0.74 KDDF ( 625) 0'- 11.2" -105/ 51V 0/ OH 1.50' 0.08 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 0.0' -81/ 31V 0/ OH 1.50" 0.05 KODF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series t2 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. 6.00 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.021" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222' MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6' Allowed = 0.026' MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.035" MAX HORIZ. LL DEFL = -0.000" @ 0'- 11.2" MAX HORIZ. TL DEFL = -0.000° @ 0'- 11.2" NOTE: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=19.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), co load duration factor=1.6, o Truss designed for wind loads c,,,_ .fl oo in the plane of the truss only. o �� -/0 o� fil4 M-3x4 y y y 1-08 1-00 (PROVIDE FULL BEARING'Jts:2.4.41 Scale: 1.0020 '.3 t. 0 //� JOB NAME : POLYGON PLAN 5-D NH - P1 Ip5/�© WARNINGS: GENERAL NOTES,unless otherwise noted: !^(� "fJ� i'- p 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 Truss: I-1 and Warnings before construction commences. buikdng 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 temporarybracingto Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced of �i 9 2'o.c.and al 10'o.c.respectively unless braced throughout their length by ,a"'�•�e.. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). !. 4:- DATE: 9/5/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braving required where shown++ -P4'4. L (�REIa(�N�>k �.. 4.No load should be appfed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ^V SEQ. : 6051353 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4 design loads be applied to any component. and are for"dry full b ari of use l h, TRANS I D: 407540 0.CompuTrus has no control over and component. assumes no responsibility for the 8.oecessa assumes full bearing at all supports shown.Shim or wedge If / �y14� S O�i' fabrication,handling,shipment and installation of components. ry. �r1 F �.f^^�" p P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the IMtations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII II II(III(IIIurnished upon MTB USA,InCB/CompuT us ISoftwareINVTCA in SCI,copies of whch will bef 7.6.6(1 L)E request, lines coincide wfth joint center Ines. 9.10.For Digits lconnecioro basicplate design values see ESR-1311,ESR-1988(tiTek) EXPIRES:12131/2015