The URL can be used to link to this page

Plans (388) mitk G cA,C ��C`CL CC .�,L, MiTekg MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-90UP Fax916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Oregon is June 30,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. Rfl PR OFFS G1NE �a ct- 8 a 2PE . • u'tn g '°o;OREGON_ O— A. HE • EXPIRES:06/30/2015 April 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 ANSUTPI 1. ..... mit MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-9OUP Fax 916/676-1909 5B The truss drawing(s)referenced below have been prepared by MiTek Industries,Inc.under my direct supervision based on the parameters provided by Pacific Lumber & Truss Co.. Pages or sheets covered by this seal:R41832522 thru R41832537 My license renewal date for the state of Washington is January 2,2015. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. 10NIO t 49639 44,E 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 ANSI/TPI 1. Job Truss Truss Type Qty Ply 5B R41832522 PL14-90UP F01 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:21 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-cHTKdJc1 YpmObb_IRPgo7B0ohgO7S71 HOPDhOfzOQTa I 260 I I 2-2-9 II 1-2-0 I I 2-4-11 1 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 00 N N O 13 12 11 10 3x4= 3x8= 3x4= 3x4 = 3x4= 10-8-1 11-4-9 I 9-11-9 1011r1 (11-3-1 I 1 16-4-12 1 9-11-9 0.-8 0.7-0 0.0.3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edge),f11:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >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 Incr YES WB 0.56 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 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. yIONIO 44, 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 & QWA314 ' ,. WEBS 6-10=-316/0,2-13=1640/0,2-12=0/1018,4-12=-370/0,4-11=-460/161,7-9=-1636/0,7-10=0/1105 ' NOTES 4 'k=. G 1)Unbalanced floor live loads have been considered for this design. ° k N 2)Refer to girder(s)for truss to truss connections. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI1. r 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 1 y 49639 q be attached to walls at their outer ends or restrained by other means. ISTE Ota LOAD CASE(S) Standard t S*ONAL {3 �ti9, PRO k- 9+- *.y.GINEFR.�f� 87022PE v�t-- 04 y "j.. OAEGO rl" 4./ IS 'ili A. HES EXPIRES:06/30/2015 April 22,2014 s m ®WA.RNT?FS`.Vcs/tydesign prow firsuxlREAD the7£SOYTHISANC MIMED HI7TKREFEREEM IAGEMflf.7473 r.l,2E/2614ATM UUSE Nam Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. a Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown S for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the '`+ erector.Additional permanent bracing of the overall structure is the responsibility of the building '��R designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,0SB-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 ffSaarthaern.Piane(5,1 lumber is Psf,tire design:.uakaax arerheSe effective 06/03/205.5 by MSC Q Job Truss Truss Type Qty Ply 58 R41832523 PL14-90UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:22 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-4U1 igfdfJ7uFCIZU_7B2f0Y183goBcGRF3yEw5zOQTZ 1 1-6-0 1 1-3-4 1oI�1 2-3-0 I 1 1-2-0 1 1 1-0-5 1 2-6-0 I Scale=1:27.7 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 34 — 4 5 6 7 8 9 - 10 o • N • -z.- xj e ., e we,17 'i6 • 15 14 13 12 11 3x4= 3x6= 4x5= 3x5= 1.5x3 I I 3x4= 3x4= I 3-0..4 I15-10-12 I 3-0.4 12-10-8 Plate Offsets(X,Y): f7:0-1-8,Edgel,(12:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.07 13-14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 13-14 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.01 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:74 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0.0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 16=1266/0-5-8 (min.0-1-8),17=-335/Mechanical,11=456/Mechanical Max Uplift'17=-426(LC 4) Max Gray 16=1266(LC 1),17=4(LC 3),11=457(LC 4) 010N.10 r,._ FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. dCP i)t S11r TOP CHORD 2-3=0/1294,3-4=0/750,4-5=0)750,5-6=-1002/0,6-7=-1002/0,7-8=-1099/0, C) 4 8-9=-1099/0 f-« r � r0 BOT CHORD 16-17=-664/0,15-16=-1294/0,14-15=0/331,13-14=0/1099,12-13=0/1099,11-12=0/890 , WEBS 3-16=-718/0,2-17=0/798,2-16=-882/0,5-14=0/737,5-15=-1177/0,9-11=-960/0, ��CCC I 9-12=0/379,3-15=0/856 T NOTES ,6t 4639 1)Unbalanced floor live loads have been considered for this design. dk .eGIS V4 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 426 lb uplift at joint 17. SIONAL 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. � t) P R OFF �& LOAD CASE(S) Standard NO � , � b ( � 870 2PE /� ''. - -5, OREGO rq 411 , 0 SEP 'N\ % & Heck EXPIRES:06/30/2015 April 22,2014 ® mirh$"i-Verifydvn/ispa;ametrssM READ871SCUTHIS AMM&f MED M1TEK REFERENCE PAGE 14117413rev,1,12S/Ztr_4Off 3.TEUSE •• Design valid for use only with Meek 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 �'.1�BIC•, 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/TPII Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormaton available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1fO,euthnsn.'r inatISP)to rsdrer is a nevtfe4 it/ladesige valsuno are these effective£16/03f2015 tayAtSC Job Truss Truss Type Qty Ply 5B R41832524 PL14-90UP 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 15:39:23 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-Ygb42?eH4R06gv8gYgiHCc57kT4Ew0FaTjinSYzOQTY I 2-6-0 I I 2-5-1 II 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 N / o \ e N e 1 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 I 10-2-1 101319 111-5-9 ii 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,Edgel,111:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.52 Vert(LL) -0.27 11-12 >739 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.66 Vert(TL) -0.43 11-12 >456 360 BCLL 0.0 Rep Stress Incr YES WB 0.58 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/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. ON1O TOP CHORD 2-3=-2508/0,3-4=-2508/0,4-5=-2587/0,5-6=-2587/0,6-7=-2587/0 * it, BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 cc7 OV A3 `C - 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 i 0 F NOTES A. "." , , y 1)Unbalanced floor live loads have been considered for this design. Y f S 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3 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 jt' be attached to walls at their outer ends or restrained by other means. , 49639,0 44' LOAD CASE(S) Standard `44., 'cGI3'i S'IQNALle•-G 4:<-R,tia PROp0 c;: �NGINFFR /0 4' 870 2PE 9s" N cv y "3j,OREG NtiQ40 'r' '48 E R .>t 4Q `. ,ilkk H vs P EXPIRES:06/30/2015 April 22,2014 i WARNIVI.Verer Align puosisxsrsusjREAD fir,TTES CMTNISAND MUM NI1EKREFSEMEPAGE INII7473ret1/24/2614Ar-MEUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 'p 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 responsibillify of the MiTek* erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,qualify control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Sauthrrn Pine OPT lum aer Is spsci0iadd,the designrmt es aeetlrese efleetAre 06/0112.01:3 by AMSC Job Truss Truss Type Qty Ply 5B R41832525 PL14-90UP PO4 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 15:3924 2014 Page 1 ID:j7axn40sHnThyaUAczwOszX1 UY-Os9SFLfvrk8yS3it6YDWpeEXtNnfT6kiNRL?_zOQTX I 2-3-0 I - 1 1-411 ii 1-2-0 i 1 1-0-9 1 2-60 I Scale=1:31.6 1.5x3 I I 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5= 1.5x3 I I 1 2 r 3 4 5 6 7 8 9 10 e _ 44.4%0044444444,44. e _ e _ eN-_ e e o O V e, e e 1 15 14 13 12 11 3x4= 3x8 = 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 13-8-111 I 18-1-4 I 13-1-11 0-7-0 0-7-0 3-9-9 Plate Offsets(X,Y): 112:0-1-8,Edge),113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 Vert(LL) -0.33 13-14 >663 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.84 Vert(TL) -0.51 13-14 >419 360 BCLL 0.0 Rep Stress Incr YES WB 0.60 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=791/0-4-4 (min.0-1-8),11=791/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'ONia -`,- TOP CHORD 2-3=-2635/0,3-4=-2635/0,4-5=-3446/0,5-6=-3446/0,6-7=-2477/0,7-8=-2477/0,8-9=-2477/0 ^ �i, BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 oC7 � WAS. 1. �/ WEBS 7-13=0/354,8-12=-569/0,2-16=-1700/0,2-15=0/1191,4-15=-679/0,6-14=0/405,9-11=-1858/0,9-12=0/1092, Cs ' 6-13=-860/0 I \,, K , c�1 NOTES 1)Unbalanced floor live loads have been considered for this design. ..4 e• 2)Refer to girder(s)for truss to truss connections. f'`r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 49639 4k, 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 C)46,., kisbe attached to walls at their outer ends or restrained by other means. v.,t LOAD CASE(S) Standard �tQ, D PROF. wc? .NGINEF�, !ate 87022PE r"' N ./e/./.2...„.... 5. "7 ''°j, OR EG N ,f 4/ 'P $'4,/ BER -0' Q S A. H EXPIRES:06/30/2015 April 22,2014 t f A WARNIM-*rev deggnpa€aaeersand8 lift7ESCNTHIS ANL 7M2t4-EDHITE4AEFESEFKEPAGE MIT 7473reg. ,919/20dB£= EUUSE Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for on individual building component. �x Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the A�'TQ • erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding ,M[ 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 11 Semthere Pile(SP)Welber is remedied,Me e&esata wipes erettlace effective oe/OSf2Ot3 by MSC Job Truss Truss Type Qty Ply 56 R41832526 PL14-90UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:26 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjdrh4P7Ju1AhwS3tzOQTV 11 30 I 1-1-1 II1-2-0 I 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 3x4= 3x4 = 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 NI i � � � � Nm •••••0 � o e 26 25 24 23 22 21 20 19 18 1 3x4= 4x6= 3x5= 3x6 FP= 3x5 = 3x5 = 4x6= 356 = 3x5 = 3x5 WB= 15-7-9 I 14-5-9 5-0-9 I 20-0-8 14-5-9 7-0 b-7-0 5-1-15 Plate Offsets(X,Y): 112:0-1-8,Edge1,118:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/dell 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 Incr YES WB 0.84 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:98 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.OE(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.OE(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. yrONIO T TOP CHORD 2-3=-2003/0,3-4=-2003/0,4-5=-3413/0,5-6=-3413/0,6-7=-4247/0,7-8=-4247/0, 1 8-9=-4495/0,9-10=-4495/0,10-11=-4230/0,11-12=-4230/0,12-13=-3519/0, d' di WA$ . 13-14=-3519/0,14-15=-3519/0 ,.£r 2C, 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, ^ IPA, j 19-20=0/3519,18-19=0/3519,17-18=0/1990 ;, r 4- 0', ft 71 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, 6-24=-618/0,6-22=0/446,15-17=-2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, sd 12-20=0/1057 iti NOTES *9. jt, F) } 4" 1)Unbalanced floor live loads have been considered for this design. ,4,,s,z:t 2)All plates are 1.5x3 MT20 unless otherwise indicated. SO NAL 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)26. 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. ,c,,V P R OF . ss LOAD CASE(S) Standard ,... 4 � /0 87022PE t- F, y0 1cv SAT OREG*N c1 1.0 A. Heck EXPIRES:06/30/2015 April 22,2014 4 1 ®6€A,IN7.4Near designpacer ivrsandREADMES CNTHIS AND Z LZED MIRK REFEREMT PAGE 5tII-1413mg.1126/2Ls4; -MISE •• Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. 1 Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Componenl 7777 Greenback Lane,Suite 109 Safety Inform alion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Citrus Heights,CA,95610 if SessthernPine lspgIdnntsw-is wed„the design.VIgitA4 are these i evtit&oe/01f2o1.3 by AiSC Job Truss Truss Type Qty ' Ply 58 R41832527 PL14-90UP F06 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 15:39:26 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-zFGDgOgAMMOghMsFDzG_gEjkKhEo7WE1AhwS3tzOQTV 1-4-0 I 2-6-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 III II 0 N ■% IMF M:% 5 Firl 4 3x4= 3x4= 9-181 4-1-0 I 1-8 3-11-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 '^`** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/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. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES yrfONIO 4.4, 1)Refer to girder(s)for truss to truss connections. fl V+Ttj tr Y 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. C,f4,, 0 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. b * `C� 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 40 I., N be attached to walls at their outer ends or restrained by other means. j LOAD CASE(S) Standard er • 11 4, 49639 ' '/ONAL bisTO � �ti�,0. PR()p 87022P; y �ATORSON (f) 4/ -Y0 1s ER . Pte ' `s A" NERC EXPIRES:06/30/2015 April 22,2014 4 WAR1411B.Ver1frdsigta pramemrs md READ 1,ZTES OM WE AND IliClUDED1417EK REFERENCEPAGE 1471.7473 ren,Val Z[I7f EI/SE '=, Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTfek` 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 Quarrly Weill.,DSB-B9 and BCSI Building Component 7777 Greenback Lane,SuIte 109 Safety Informalon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southern:Pine tSP].lumber Is specified.the design salves are..Mora effectxueOG/OS12013 byA hC Job Truss Truss Type Qty Ply5B R41832528 PL14-9OUP F07 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 15:39:28 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-veOz5iiQuzeOwgOeLOlSvfozjUmsbGBJd?PY81zOQTT 1 1-7-12 1 1 1-8-15 1 1 1-2-0 I I 1-49 I 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4 = 1.5x3 I I 3x5= 1.5x3 I I 1 2 3x8 3 4 5 6 7 8 9 10 11 ''z. N e o o e e 19 ►►, a l2 CM �, 17 16 15 14 13 3x4 II 3x6= 3x8= 3x5= 3x5= 1.5x3 I I 3x4 = 3x4= 1 1-10-12 2-914 17-5-4 I 1-10-12 0-128 15-5-0 Plate Offsets(X,Y): 12:0-3-0,Edgel,18:0-1-S,Edgel,113:0-1-8,Eduel.119:Edge,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.63 Vert(LL) -0.18 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.27 14-15 >687 360 BCLL 0.0 Rep Stress Incr NO WB 0.67 Horz(TL) 0.03 12 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:83 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:17-18,16-17. REACTIONS (lb/size) 18=1194/0-5-8 (min.0-1-8),12=627/0-2-12 (min.0-1-8) Max Gray 18=1194(LC 1),12=662(LC 4) lie FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 0.10N10 TOP CHORD 1-2=0/670,2-3=-950/312,3-4=-950/312,45=-2192/0,5-6=-2192/0,6-7=-2379/0, ccJ v VASA h 7-8=-2379/0,8-9=-1741/0,9-10=-1741/0 `fY BOT CHORD 17-18=-670/0,16-17=-32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, Y� _fr o'' 'CJ 12-13=0/909 .4 k ' d WEBS 9-13=-408/0,2-18=-808/0,1-18=-765/0,8-15=-14/787,7-15=-259/0,6-16=-295/0, 4-16=0/641,4-17=-935/0,10-12=-1092/0,10-13=0/1027,2-17=0/1309 ?' 7 NOTES ,s1 n 49639 1)Unbalanced floor live loads have been considered for this design. (PISTE 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. j 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 40NAla 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. �� V) PR or s The design/selection of such connection device(s)is the responsibility of others. t 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). „.Zo AGINEFR /0 c.1 v LOAD CASE(S) Standard 4., 87 4 oE. Wit' 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:12-19=-8,1-11=-80 Concentrated Loads(Ib) q /+/ >CV Vert:1=-304(F) 715 'Q), OREGO ' t� 1.4/ "PO 418ER 1\ . `0� A. Hew EXPIRES:06/30/2015 April 22,2014 9 t A W4ffNM3 Ve tydesigc par0,1s ays 0,13 READ 1CTES ON MIS AND mum Ni7E!f FEFErra7MT a M17•7473 m c 1/29/20141ER)R€t1S 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-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qua*By 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 ifsauAti m.Pirse 85151 lumber is specified rise ersslgsa seaters are those effective 06/111/2£11.3 byALSC Job Truss Truss Type Qty Ply 5B R41832529 PL14-90UP FOB 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 15:39:28 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-veOz5iiQuzeOwgoeLOlSvfo4nUv9bNVJd?PY8tzOQTT I 2-6-0 10-5-10 1 1 1-2-0 I I 1-4-14 Scale:3/4"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 23x4= 3 4 53x4= 6 0 0 e, N Xe e . 10�( y 8 e 3x4= 3x4= LX, 3x4= 3x4= I 3-1-2 3-?-10 3-9-10 1 4-4-10 416-? 8$8 I 3-1-2 0-1-8 0-7-0 0-7-0 0-1 4-0-6 Plate Offsets(X,Y): f8:0-1-8,Edoe1,19:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 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/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=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. tay'ONIO 14. TOP CHORD 2-3=-732/0,3-4=-732/0,4-5=-732/0 1, BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665 �C c1 WAS41."1�{� WEBS 2-10=-736/0,2-9=-37/269,5-7=-718/0 C,%.) c.,,,c4{ NOTES f- it4Z 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. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSUTPI 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 id6 49639 W be attached to walls at their outer ends or restrained by other means. q .4'4b157 LOAD CASE(S) Standard S-IVAT 4,-R%D PR(�FFss c,�c, {G��tNE d ' 9 .1 870 2PE y Ncv SA OREGO ti / Ile F $ERA\ 06, A. N�#P EXPIRES:06/30/2015 April 22,2014 e wARtem-4'er,-'Fydesignpu;suseersasd7tEAO603750YMISAM MCIIZED NIIEK REFEREPATPACEMT3473rcz11191201d8E.4Ft15E Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. �" Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the a#�T� � erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYI 1 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Intormafion available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 hi&amb Pine WI lumber asunaz*t the ;gevaryarethese 06/01/2013 by ASE Job Truss Truss Type Qty Ply 58 R41832530 PL14-90UP 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 15:39:29 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-NgyL12j2fHmFYgbqvSphStLFYuG7KsvTsf96gCzOQTS I 2-6-0 I 0-5-6 I I 1-2-0 I I 1-7-2 Scale:1"=1' 1 1.5x3 I I 2 3x4 = 31.5x3 I I 4 3x4= 51.5x3 II J O N O .- N )e. 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 -2-fj 3-9-6 1 4-4-6 1 6-2-8 3-0-14 1-8 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): 14:0-1-8,Edgel,(8:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 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 Incr 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(lb)or less except when shown. 01ONI° TOP CHORD 2 3=-362/0,3-4=-362/0 BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 �cj�o WA 5. 1 44. WEBS 2 9=-456/0,4-6=-424/0 R. _r�r "p', NOTES f0. , / r., 0 N 1)Unbalanced floor live loads have been considered for this design. ) 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)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 4,be attached to walls at their outer ends or restrained by other means. � I Tp LOAD CASE(S) Standard '410NAL e, -S.c� p P R ppFss 114 2 �' 870 2PE 9r' to ,ry iv 17,�'oj,OREG N tip lU CI SER A� �p tis & H.S2 EXPIRES:06/30/2015 April 22,2014 t I ®WARKYS-Verify design pa:ann rers a d READ 7/7IES ON THIS AND MIMED hr77ER 8EFE8f7K7 PAGE MT 7473 air-1;/24/2010B£FO6Et IMr 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 1131 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of theiT��•. 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 Quarrty 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 Saucherri Pise(SP)tssrritsev is sifted,€ u ziedge>veletas are these effective 06,/1#3/24#1.3 layeAt•'',SC 9 Job Truss Truss Type Qty Ply 5B R41832531 PL14-90UP F10 Floor 6 1 Job Reference Optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn4OsHnThyaUAczwOszX1UY-rOtA 5OjgQau6A_AOSoKw_4uKNIS83CjC4JufCezOQTR I 2-30 1 1-7-11 I I 1-2-0 I I 1-4-9 I 1-6-0 I Scale=1:28.9 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 9 e • �. a • /_\ /` o o N N • y 9 •e 1' 14 13 12 11 i 3x4= 3x6= 3x6= 1.5x3 II 3x4= 354= 12-3-11 I 11-1-11 11-8-111 I 15-5-4 I 11-1-11 0-7-0 0-7-0 3-1-9 Plate Offsets(X,Y): 16:0-1-8,Edgel,f11:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.55 Vert(LL) -0.18 12-13 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.71 Vert(TL) -0.28 12-13 >663 360 BCLL 0.0 Rep Stress Incr YES WB 0.53 Horz(TL) 0.04 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 15=673/0-44 (min.0-1-8),10=673/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 7C 1$voNIO },. TOP CHORD 2-3=-2121/0,3-4=-2121/0,4-5=-2434/0,5-6=-2434/0,6-7=-1775/0,7-8=-1775/0 � BOT CHORD 14-15=0/1291,13-14=0/2467,12-13=0/1775,11-12=0/1775,10-11=0/925C) O'WA',ih 4y WEBS 7-11=-417/0,2-15=-1416/0,2-14=0/910,414=-380/0,5-13=-274/0,6-13=0/820,8-10=-1112/0,5-11=0/1049 - C3 ,� 0 / %.NOTES �`-+ G N 1)Unbalanced floor live loads have been considered for this design. 1 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. /f;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 vp 49639 GGG T be attached to walls at their outer ends or restrained by other means. o vPPGrs.„vit 9 LOAD CASE(S) Standard 'IONAI: v. <<"9 p P R OF6- <4, -NGI� F9 10�9 z 870 2FE 7 'oiOREGO $d �'Q41NERc:/,k4N)-'' SA. He EXPIRES:06/30/2015 April 22,2014 a t ®W`ARAi .Veay deaiyo raraaaux and READ IC lES ON THIS AND MCWEED MIMIC REFERENCE PAGE 5477 7 473 ret`1/29/28I5B5.REUSE -_ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and b for an individual building component. Applicability of design parameters and proper incorporation of component b responsibility of building designer-not truss designer.Bracing shown B for lateral support of individual web members only.Additional temporary bracing to insure stability during construction s the responsibillity of the MiTek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Bt■�1�Pr fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPILQuaBly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 SafeSaui information thern P1ase( )vi is oswift aheln gn 781mattes ara,hlwcn Suiteeme05/001201.3 byiktSC 22314. Chrus Heights.CA,95610 Job Truss Truss Type Qty Ply 5B R41832532 PL14-90UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:30 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszXIUY-rOW)WOjgQau6A_AOSoKw 4uPZIbT3Hwcc4JufCezOQTR I 2-6-0 10-5-10 1 1 1-2-0 11 1-6-14 Scale=1:16.4 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 N \\:= .......„.„.„...„„„„„________________________________ . o 0 N 1� 9 e Be3x4= 3x4= 3x4= 354 = I 3-1-2 31-103-9-104161 6 1 4-4-10 8-8 1 3-1-2 0-1-5 0-7-0 0-7-0 0-1-8 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edoel,f9:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.03 7-8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.18 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:40 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (lb)-Max.Comp./Max Ten.-All forces 250(Ib)or less except when shown. iONIL3 TOP CHORD 2-3=-761/0,3 4=-761/0,4-5=-761/0 4 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 WEBS 2-10=-757/0,2-9=-28/290,5-7=-737/0 ‘\ RTAS �y NOTES r? i �, t 1)Unbalanced floor live loads have been considered for this design. t N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. kyr 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 Q; be attached to walls at their outer ends or restrained by other means. .e 49bz39 ," LOAD CASE(S) Standard c� NA � ( L ,t10 �, Rc O PRQpFss GIN ,9 /0 `- 87022PE f yvc*�T OREGO (153 Z A� Heng EXPIRES:06/30/2015 April 22,2014 t ®IMANlt 3.Verify desf,;3n pararnewrs a:fd RM2 MES ON Ilia'. &INCIZED HITE.Y REFESEFK7 PAGE MIT.7423 inc.4125/261490 35 8SE �•• Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and'a for an individual building component. ' Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIT Quarrly Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormalon available from Truss Plate Institute,781 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 itteuttsanr,Pine(SP)tuim n isspecified,tae agn.valves Thoseeffectret /031.2013 byAiAC Job Truss Truss Type Qty Ply 5B R41832533 PL14-90UP F12 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:31 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOsZX1 UY-JD46jkklBuOzn71DOWr9XIQW2ipMofRmJzeDk4zOQTQ I 2-6-0 I I 2-35 1 1 1-2-0 ii 2-4-11 I Scale=1:29.7 1.5x3 II 3x5= 1.5x3 I I 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 II 1 2 3 4 5 6 7 8 NOV- / I \ _ s N I O OJ 19 12 11 10 i 3x4= 3x8= 3x4= 3x4= 3x4=- 10-8-13 10-8-13 11-5-5 I 10-0-5 10-1,13 11-3-131 I 16-5-8 I 10-0-5 0--8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(X,Y): f10:0-1-8,Edgel,f11:0-1-8,Edgel LOADING(pot) SPACING 1-7-3 CSI DEFL in (loc) 1/deft 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 Incr YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TONIO r,_ TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 'Z BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 c ' {)V ViAsi 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 ..'$''5' ' Tr' ; NOTES rr, r -. G1 Vtl 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)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Tier 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 4l be attached to walls at their outer ends or restrained by other means. O 4P4' IS I fv LOAD CASE(S) Standard `'*'ONNA1.; "&R0PRap . 87022PEr" / cr) / - 4),OREGO q, ,41/ : A. H \-4,\'' EXPIRES:06/30/2015 April 22,2014 3 ®WARND4`Not&1u5711,aramet rs aAf HEAD he ES ON THIS ANE rhati,E1)MSTV(TE£EA£hCE PAGE MU 7473 res 1,1291201$9 A4£IJSE IIIIMM Design valid for use only with MOOek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p tj erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding PA 1'Tele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/1P11 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss If Southern Mae(5P 0ra rsbes is*pecifiet3l Institute,ate thedesign vete.are these efdra0663e 312,Alexandria,VA b Citrus Heights,CA,95610 tisie 812.313 tnyA Job Truss Truss Type Qty Ply 5B R41832534 PL14-90UP F13 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:32 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1 UY-nPeUx4lxyC8gPHKPaDNO3Vzcac55RX5zvYcNmHWz0QTP I 2 0 I 1 1-411 II 1-2-0 11 1-2-5 1 2-6-0 1 Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1.5x3 I I 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 ._ e ' N /121444444444444\ 1—'7 4N- e 1 15 14 13 12 3x4= 3x8= 3x5= 3x4= 4x4= 3x4= 14-3-11 I 13-1-11 13-8411 i 18-3-0 I 13-1-11 0-7-0 0-7-0 3-11-5 Plate Offsets(X,Y): 112:0-1-8,Edgel,113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 Vert(LL) -0.33 13-14 >651 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.85 Vert(TL) -0.53 13-14 >412 360 BCLL 0.0 Rep Stress Incr YES WB 0.61 Horz(TL) 0.06 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 81 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. , ONIo TOP CHORD 2-3=-2664/0,3-4=2664/0,4-5=-3503/0,5-6=-3503/0,6-7=-2556/0,7-8=2556/0,8-9=-2556/0 BOT CHORD 15-16=0/1564,14-15=0/3297,13-14=0/3200,12-13=0/2556,11-12=0/1731 dj WAs, WEBS 7 13=0/349,8-12=-534/0,2-16=-1715/0,2-15=0/1206,415=-695/0,6-14=-7/395,9-11=-1869/0,9-12=0/1118, Co4,- 4 613=-853/0 '4 tA NOTES N 1)Unbalanced floor live loads have been considered for this design. Iii. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. "' 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'day 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ' IST 0 be attached to walls at their outer ends or restrained by other means. LOAD CASE(S) Standard 40 0 <c-v0 PROFtr C'‹�j 4NGtNeF9 /0 2 87022PIV E r tv 7 5. 'cc` '5--‘1 OREGO rP,LU 0 8E41 ' PN. SA. NE EXPIRES:06/30/2015 April 22,2014 4 9 RNI//3-tt&ff xx(ys pasamclors a d READ MES 0//WS AND MIMEO 1J1EK REFERENCE PAGE Mil.7473 reg 1/25/2014 DEME(/3E Design valid for use only with MOek 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 responsibillify of the `�T ,I 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/TPIt Quality Cr feria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tfSouthesn PinatISP)lotoboY it specified,the deag11.v4 5.1u;are..rrws estive OGA11/2015 by MSC _ Job Truss Truss Type Qty Ply 513 R41832535 PL14-9OUP F14 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThIyaUAczwOszX1UY-FbBs8Qm4VHh1Rub8xudcjWsmVXEGcZ3nG7JpzzOQTO I 2-0-0 1 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 e x _ o \ N D- 9 1- 11 10 98K' '3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2-9 1 8-9-9 19-4-9 I 12-0-12 1 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): 16:0-1-8,Edgel,f10:0-1-8,Ednel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc 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. O'QNIO . TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=-1183/0,5-6=-1183/0 'Z� BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183c,�} OSC WASjij WEBS 2-12=994/0,2-11=0/571,410=-443/3,6-8=-1277/0 #wr Q NOTES (, k r /. tr 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 f r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 Q: be attached to walls at their outer ends or restrained by other means. Q 4, 16T LOAD CASE(S) Standard sSI°NAI "" R'0 PR'Ore. 8 M 2PE. • GOCV / a y 1‘j, OREGO n �r✓ SCI-, aER A s ' EXPIRES:06/30/2015 April 22,2014 4 S WAR _ N77/3-Yritydeu/gnpram€ersandREAO53TES057517AN 1 7W0€DMZT€KR€FET7MJ7PAGE?4177473me1/29/2d1i<A SfE/ice Design valid for use only with MTek connectors.This design is based only upon parameters shown.and is for an individual building component. �y 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 pk A� ��• erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [XE fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Cdteda,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety if Southern Pine SSP}lumber isls specified,thentassu&iee•7vatases areethese effective 06/01,7201.3 by MAC4 Citms Heights,CA,95810 Job Truss Truss Type Qty Ply 5B R41832536 PL14-9OUP FG1 FLOOR GIRDER 1 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:34 2014 Page 1 ID:j7axn40sHnThyaUAczwOszX1 UY-kolEMlnBUpPYebTohePs8w26nvzq?7vC?wstLPzOQTN 1-4-12 1-4-0 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 , o , N 5 4 3x4= 3x4= 2-11-12 2-11-12 LOADING(psf) SPACING 2-0-0 CSI- DEFL in (lac) I/deft Lid 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/TPI2007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 010N170 ite NOTES Ccj OVliik• 1)Refer to girder(s)for truss to truss connections. CI2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. y �'+0 ri 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 0, -4" 1 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. The design/selection of such connection device(s)is the responsibility of others. ;r 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). 4, 4}639 LOAD CASE(S) Standard > T1 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 ,si �40 Uniform Loads(pif) Vert:4-5=-10,1-3=-100 Concentrated Loads(Ib) Vert:2=-188(F) "N. VR, PROpe s/ 87022PE -7� 0 '0)., C)Rl=GO �, Qzv �' $ER � . HO; EXPIRES:06/3012015 April 22,2014 4 W4.M176 Veritydeuiya parameters snit READ f50 TES 0H WS AND MIMED NZ71:K REFERENT PAGE mai 7473 me I/2VMM BEDREUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown.and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-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 kF Sesithern Pace(SP)tsmrstsev is:specified,the design insides are those effective 08/03/2035 byAt5C Job Truss Truss Type Qty Ply 5B R41832537 PL14-90UP FG Floor Girder 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:33 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-FbBs8QmZjVHh1 Rub8xudcjWuGVbcGeL3nG7JpzzOQTO I 1-6-0 I 1-5-10 I I 1-2-0 I I 1-4-14 2-6-0 Scale:3/4"=1' 1.5x3 I I 1.5x3 I I 1.5x3 I I 1.5x3 I I 1 23x4= 11 3 4 53x4= 6 • 0 O Nw e e e X e e P 10'x/ 9 8 3x4= �/ 3x4= /X\ 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-4-10 1 8-6-8 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): 18:0-1-8,Edoel,19:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=497/0-2-12 (min.0-1-8),7=412/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. *SONIQ TOP CHORD 2-11=-926/0,3-11=-926/0,3-4=-926/0,4-5=-926/0 BOT CHORD 9-10=0/669,8 9=0/926,7-8=0/771 'i W 1 4 WEBS 2-10=-804/0,2-9=0/327,5-7=-833/0,5-8=0/303 C f44 r� "�/1'(r+ NOTES RFS '� 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. *" 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. � 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639' 47 be attached to walls at their outer ends or restrained by other means. Q XSZo ,4{t 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. SC G The design/selection of such connection device(s)is the responsibility of others. NAL 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 �> o PROP F Uniform Loads(plf) ,C tSS Vert:7-10=-8,1-6=-80 �C`) GNGIIVEiE cS'j�9t" Concentrated Loads(lb) 4- Vert:11=-169(B) 870 2PE 7 �-$,©REG N ,f)�� EXPIRES:06/30/2015 April 22,2014 4 1 ®y9A.R.F17PSAka?deafgnpsr3mctarsurdREitsADESOWTHIS ANMita HI7EKREFERENCE PASOMIL 7473tee 1/28/211 BER§E(USE ....'M Design valid for use only with WeirWeirconnectors.This design is based only upon parameters shown,and 8 for an individual building component. Applicability of design parameters and proper incorporation of component¢.responsibility of building designer-not truss designer.Bracing shown /111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek. erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding FYI B fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Intormallon available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. - Citrus Heights,CA,95610 If SouthernkenefW)lumber is specified,the design values are those effective 06/07f24s1.3 be MSC Symbols Numbering System General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/" Center plate on joint unless x,y offsets are indicated. I I 6-4-8 dimensions (Drawings shownnot into ft-in-sixteenthsscale) Damage or Failure to FollowPersonal CouldInjCauseuryProperty 4 r�� Dimensions are in ft-in-sixteenths. ilk Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. 01 „ 2. Truss bracing must be designed by an engineer.For '/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I O .. p bracing should be considered. F � 'plc A � 0 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. ~ c�a cb-� C5-6 O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate designer,erection supervisor,property owner and plates 0-1/1,4' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from *Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber software or upon request. shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �/ bytext in the bracingsection of the by AWC in the 2005/2012 NDS SP represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. If indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, or less,if no ceiling is installed,unless otherwise noted. BEARING 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTekO All Rights Reserved approval of an engineer. EM E reaction section indicates joint 17.Install and load verticallyunless indicated otherwise. ler number where bearings occur. �� Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable ► environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures(before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, MiTeke 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 40'-0' 11'-11' GARAGE RIGHT 441 V aa a, CO Ps CO IJn co NI -D AR1 -r-r ASJ1 - 1 ASJ1 ASJ2 L ASJ2 6:12 AH1 (2) r�', � . ..? - - - - AH3 1 AH4c .___,. 44 AH6C Nilliriff 6 Al (4) _ Al* 6:12 6:12 / AH5 -- AH4 BH2 6:1 BH1 (2).. . " D2 (2) q Fr \ E2 (3)8.1? 6:12 D1 • 6:12 I .7 272? 8 I 17 ( CONFORMS TO DESIGN CONCEIT re ro 8 / :1 t 6: a, ro El CONFORMS TO DESIGN CONCEgWITF �� REVISIONS AS SHOWN 61 _ a ❑ NON-CONFORMING-REVISE ANI)tb1JBh1IT Q CONFORMS TO DESIGN CONCEPT r V� SHOP DRAWING HAS BEEN R VIEWED fDF.GENERAL CONFORMANCE Ii CONFORMS TO DESIGN CONCEPT WITH .4'' REVISIONS NOTED Tr H THE DESIGN CONCEPT ONL AND DOES NOT RELIEVE THE i 0 NON.CONFORMING—REVISE&RESUBMIT9.-6. I FABRICATOR/VENDOR OF RESPONS,SILITY FOR CONFORMANCE WITH THE 1 ,ak.z r Fes- 7,,,..;-V-.. m•-u, 1 DESIGN DRP•WING-S AND SPECIFIC!TIO`IS ALL OF IV-i f H HAVE PRIORITY w II"' "'111 OVER THIS SHOP DRAWING. COR RACTOR SHALL VERIF ALL DIMENSIONS. i J..e\i LfiF 3L -. RI.FAI {i:L- 4 rM..err ^,:Rh:l.... 401-0" By: Todd R. Eaton Dots: September 19, 2014 3' Al..ia WITI Date 9/22/14 MI1BRANliT ARCHITECTS CT ENGINEERIF®LN�p`ghtCompuTrusInc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/31/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURALPROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER ha' umer. PLAN 5-B COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUss TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER EEROEOFALDTO Ilk TR IIC S COMPANY 5 / B CHECKED BY: REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 401-0" 1 GARAGE LEFT 1T-11° c• .4,„!.. 117 Ej tz 1 c2 3 I p,) Los t 3 p4 1:4 .17, gio Lo. 12 i 1 R g s a , r••,. —2 ASJ1 ASJ1 _19 011 ASJ2 , ASJ2 T. 10 FO AH1(2) AH !612 AH2 14" , 3 .rrr limplippr AH5C AH6 _ AH7 , ... Er Zj , .., Al (4) — — F. .or...,_ —•—•—• It? AH4 -- -- -- —._. BH3 1442 k 6:12 hilkk&.BHI(2) , D2 (2 _ 9 , P 6:12 I 8.12 E2 (3,, 6:1 \ si. te E. recONFORMS TO DESIGN CONCEPT ..— . ; 12 L :1 7771.17'17"11 • 8 ro ro LC) El, C)NFORMS TO DESIGN CONCEPT WITh — G — . k \ 1_ .... I REVISIONS AS StIOWN 201-4 1/2" 0 CONFORMS TO DESIGN CONCEPT El NON-CONFORMIIt-REVISE AND RESUBMI I I. 81-9" 0 fzso.R.smsNTooT DESIGN CONCEPT WITH THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE fr-6" 0 NON CONFORMING—REVISE&RESUBMIT ... WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE 1-.SHOP URA,.HAS 5E:EN RE,F.1, FABRICATOR/VENDOR OF RESPCNSIBILITY FOR CONFORMANCE WITH THE . DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY 4010 —,VED,ICA,M13 AK:•Vi:1,AU,CrZiE$.A.,,L Or W..,PE NIWIT,YERYI-E1,1C1,,F.,,, OVER THIS SHOP DRAWING. CT,ITPAPTD4 tZliitii I VDDIPI El i rawmc-rnme Sy Alexia Fukui Date 9/22/14 By: Todd R. Eaton Date: September 19. 2014 MILBRANDT ARCHITECTS CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUftre't. 755.1._DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON CV 03/31/ 14 PLACEMENT ONLYREFER TO TRUSS CALCULATIONS AND PROJECT TITLE: REVISION-1: ENGINEERED STRUCTURAL DRAWINGS FOR ALL FURTHER PLAN 5-B COFFER INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD Pala PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING 5 / B CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & TRUSS \'- COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' An designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design 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 SCSI,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). ir°k-1 10:11 V, i , '.,111.. s.Y 4�„I ' } . " J�J%rJ tI , iiSlvA ft • d �� € s g IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.10=(-958) 2635 3.10=(-318) 336 BC: 2x4 KDDF q1&BTR SPACED 24.0' O.C. 2- 3=(.3001) 1231 10-11=(-697) 2186 10- 4=(-120) 564 WEBS: 2x4 KDDF STAND 3- 4=(-2717) 1165 11-12=(-716) 2136 4-11=(-785) 486 LOADING 4- 5=(-1912) 966 12- 8=(-960) 2567 11- 5=(-551) 1293 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1912 966 11- 6.(-785) 486 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2717) 1165 6.12=(-120) 565 TOTAL LOAD = 42.0 PSF 7- 8=(-3001) 1231 12- 7=(-318) 336 OVERHANGS: 10.0" 10.0" 8- 9=( 0) 42 LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -276/ 1775V -226/ 226H 5.50" 2.84 KDDF 625) 40'- 0.0" -276/ 1775V 0/ OH 5.50" 2.84 KDDF 625) 'COND. 2: Design checked for nett-5 sof) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.178" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.330" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.117" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 20-00 20-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T T Design conforms to main windforce-resisting 7-00-05 6-05-13 6-05-13 6-05-13 6-05-13 7-00-05 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 12 M-4x6 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 D Q 6.00 load duration factor=l.6, 4.0" Truss designed for wind loads 5 "' in the plane of the truss only. M-5x6(5) M-5x6(S) 3.1' 0.25" 0.25" 41 . it Co O a M-1"5x4 M-1.5x4 0 0 /- .c 10 1 12 '.--"S � o -3x8 M-3x4 d.25" M-3x4 M-3x8 0 M-5x8(S) ,1 ), 1, /' ,1 10-03-04 9-08-12 9-08-12 10.03-04 y y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - Al Scale: 0.1552 `c,'t-m S/ WARNINGS: GENERAL NOTES,unless otherwise noted: - ty./ // sy 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual <C ''Gh® Th t" and Warnings before construction commences. building component.Applicability of design parameters and proper r Truss: A 1 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. �,, " 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their len@@th by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(eC). ,,,.+'f 0oma'" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ (t 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -� OREGON il/ SEQ. : 5 992791 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, ,1. � design loads be applied to any component. and are for"dry condition"of use. / */}' xZQ 0.- 1111111111111111111 -�. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If O 14 necessary. 1111:11:111,\.' �( y fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. R R�1r 6.This design is furnished subject to the Rmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII III I I II IIII VIII IIII IIII TPI WTCA in BCSI,copies of which will be furnished upon request. git coincide with joint center lines. 9.Digitssoncde 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) EXP'RES:12/31/2015 CHIN IIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1- 2=( 0) 42 2.12=(-1420) 2608 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3. -3048) 1745 12.13=(-1422 2605 3-13=(-547) 259 WEBS: 2x4 KDDF STAND 3- 4=5.2505) 1688 13-14=(-1231) 2235 13- 4=(-102) 534 LOADING 4- 5.1 -597) 766 14-15=(-1231) 2235 13- 6=(-348) 150 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4. 6=(-1683) 1035 15.16=(-1449) 2605 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10,0 PSF 5- 7=( -481) 778 16-10=(-1447) 2608 6.15=(-348) 150 TOTAL LOAD = 42,0 PSF 6- 8=(-1683) 1035 8-15=(-102) 534 7- 8=( -597) 766 15- 9=(-547) 259 NOTE: 2x4 BRACING AT 24"OC UON. FOR ' LL = 25 PSF Ground Snow (Pg) 8- 9=(-2505) 1688 9-16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 9.10=(-3048) 1745 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=( 0) 42 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M-1.5x4 or equal at non-structural LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) vertical members (uon). 0'- 0.0" -460/ 1775V -197/ 197H 5.50" 2.84 KDDF ( 625) Unbalanced live loads have been 40'- 0.0" -460/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) considered for this design. (GOND. 2: Design checked for net(-5 oaf) uplift at 24 "oc spacing.' Connector plate prefix designators: C,CN,CI8,CN18 (pr no prefix) = VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001° @ 0'--10,0" Allowed = 0,083" M,M20HS,MI8HS,M16 = MiTek MT serriesies rus, Inc MAX TL CREEP DEFL = -0,001" @ 0'--10,0" Allowed= 0,111" MAX LL DEFL = 0.235" @ 22'- 7.4" Allowed = 1.954" MAX TL CREEP DEFL = -0.334" @ 20'- 0.0' Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.098" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.123" @ 39'- 6.5" 17-11-11 4-00-10 17-11-11 DESIGN ASSUMES MOISTURE CONTENT DOES T T , NOT EXCEED 19%AT TIME OF MANUFACTURE. 7-03-04 6-05-04 4-0000-05 4-03-03 6-05-04 7-03-04 Design conforms to main windforce-resisting 2-03-08 T T T T system and components and cladding criteria. 14-00 14-00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T 1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12M-4x6 M-4x6 E-- 5 M-3x8 12 load duration fforowin8, 6.00 V ;� $ \ ,-- ..6.00 Truss designed for wind loads in the plane of the truss only. M-4x6 - M-4x6 6 $ CV • M-5x6(S) " , M-5x6(S) -4- c, 0.25" 0.25" m 3 • 00 +. + io co c:, co 0 v 1 n .« ra %,,, i o 12 13 14 , 15 16 o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 1, 1, .1 1, y 1, 1, ,, > 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , > 0-10 40-00 0-10 JOB NAME ; POLYGON PLAN 5-B NH - AH7 Scale: 01547 , k GN �F4, WARNINGS: GENERAL NOTES,unless otherwise noted: Ih/I "T 1.+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual CC' .ION.PE Truss: AH 7 and Warnings before construction commences. building component.Applicability of design parameters and proper 7G 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 tap and bottom chords to be laterally braced at ,+y /,,"�'/ DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 7/11/2014 responsibilitybuilding 9 continuous sheathing such as plywood required in ere and/or drywall(BC. the overall structure is the res nsibil' of the designer. 3.2x Impact bridging or lateral bracing where shown++ . SSE /� 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 E 0. : 5992792 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, YL 1k A. design loads be applied to anycomponent and are for"dry condition"of use. '� TRANS I D: 403334 5.Ce puTrua hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /Q l'k 14 Vv�, `�" fabrication,handling,shipment and Installation of components. Designnecessary. .}_ V� 7. latesassumes cried ne ny ldrainageis on faces of truss,and placed so their center Fl I IIIII IIIII IIIII IIIII IIIII IIII IIIII III IIIITPI/WTCA in BCSI,copies of which will be furnished upon request MiTek USA,InC./CompUTrus Software 7.6.6(1 L)-E 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) EXPIRES:12/31/2015 IIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.12=(-1076) 2619 12- 3=( 0) 291 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(.3057) 1363 12-13=(-1078) 2616 3-13=(-534) 316 WEBS: 2x4 KDDF STAND 3- 4=(-2492) 1266 13.14=) -957) 2433 13- 4=(-267) 708 LOADING 4- 5=( 0) 0 14.15=( -957) 2433 13- 6=(-540) 250 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2136) 1206 15.16=(-1130) 2616 14- 6=( 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 8=(-2136) 1206 16-10=(-1128) 2619 6-15=(-539) 250 TOTAL LOAD = 42.0 PSF 7- 8=( 0) 0 8.15=(-268) 708 8- 9=(-2492) 1266 15- 9=(-534) 316 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3057) 1363 9.16=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=( 0) 42 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 10.0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -319/ 1775V -158/ 156H 5.50' 2.84 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 40'- 0.0" -319/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 'COND. 2: Design checked for net(-5 sof) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/18O MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX LL DEFL a 0.209" @ 26'- 0.0° Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.083" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127' @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 15-11-11 8-00-10 15-11-11 1' 1 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 7-03-04 6-05-04 2-03-0S 4-00-05 4-00-05 S-03-03 6-05-04 7-03-04 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 14-00 14-00 in the plane of the truss only. 12 M 4x6 5 7 M-4x6 12 M-3x8 Q 6.00 6.00 M-5x8(S) M-5x8(S) v 0.25" 0.25" 0 co co v1 ..- "" Mr "" i _�1 ••,,i 12 13 14 15 16 o M-3x8 M-1.5x4 M-3x8 0.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 y y 0-10 40-00 0-10 ,sto PR 0 Pe Scale: 0.1547 `c� <JG N�' S/ JOB NAME : POLYGON PLAN 5-B NH - AH6 ///t ,f WARNINGS: GENERAL NOTES,unless otherwise noted: L({�.}' . If r 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 Gh$® L_ and Warnings before construction commences. building component.Applicability of design parameters and proper 1-- Truss: AH 6 Incorporation of component is the deli siMFty of the building designer. 2.204 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c,respectively unless braced throughout their length by IOW'DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). + Alltav DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ `,, 4.No load should be appled to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -ft OREGON *c! SEQ. : 59927 93 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 � \p and are for"dry condition"of use. design loads be applied to any component. ,r� ty._ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing u all supports shown.Shim or wedge if `✓ 14, y(�� fabrication,handling,shipment and Installation of components. necessary. �Rt 7,Design assumes adequate drainage Is provided. n 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 TPINJfCA in SCSI,copies of which will be furnished upon request. git coincide with joint center lines. 9.Digitssindicate dsize of plate in inches. 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 111111111 Ill This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC; 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.10=(•931 2619 10- 3= 0) 291 BC: 2x4 KDDF k18BTR SPACED 24.0" O.C. 2- 3=(-3057) 1165 10.11=(-9331 2616 3.11=(-534) 368 WEBS: 204 KDDF STAND 3. 4=(-2492) 1038 11.12=(-698) 2433 11- 4=(-241) 708 LOADING 4- 5=(-2136) 1015 12-13=(-698) 2433 11- 5=(-527) 203 TC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2136) 1015 13-14=(-957 2616 12- 5= 0) 311 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2492) 1038 14- 8=(-9551 2619 5-13=(-527) 203 TOTAL LOAD = 42.0 PSF 7- 8=(-3057) 1164 6-13=(-241) 708 8. 9=( 0) 42 13- 7=(-534) 368 NOTE: 2x4 BRACING AT 24"0C UON, FOR LL = 25 PSF Ground Snow (Pg) 7.14=( 0) 291 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10,0" 10.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -247/ 1775V •155/ 155H 5,50" 2.84 KDDF ( 625) Connector plate prefix designators: 40'- 0.0" -247/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) C,ON,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series CON' 2: De itn or ,ed or et -5 .s u. 'ft at 4 "so s!acin. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'-•10.0° Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10,0" Allowed = 0.111" MAX LL DEFL = 0.179" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.358" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.076" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.127" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199s AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 13-11-11 12-00-10 13-11-11 load duration factor=l.6, Truss designed for wind loads 7-03-04 6-08-07 6-00-05 6-00-05 6-08-07 7-03-04 in the plane of the truss only. T T f f f 12 12 6.00 VM-4x6 M-3x8 M-4x6 5 D 6.00 M-5x8(5) . M-5x8(5) 0,25" 0,25" v 0 :0* +. + o0 co O f7 v 1 _ 0 0 o 10 11 1. 13 11 ..-.. o o M-3x8 M-1.5x4 M-3x8 u.25" M-3x8 M-1.5x4 M-3x8 0 M-5x6(S) 1, 1, 1, y y y 1, y y 7-01-08 6-05-04 6-05-04 6-05-04 6-05-04 7-01-08 , y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5 Scale: 0.1547 ��,<, k4G °��yS6, WARNINGS: GENERAL NOTES,unless otherwise noted: //// R 4- ki 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 44 !".•�t°wE: r Truss: AH 5 and Warnings before construction commences, building component.Applicability of design parameters and properC 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. sign assumes the top and bottom chords to be laterally braced at ,/ter De DES BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and elle'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(SC). fir• F"4:5;;;;;' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ' ' SEQ. : 5992794 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, tx c! design loads be applied to any component. and are for"dry condition"of use. ,q �", �, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim m wedge if Q 1 14 2 `L fabrication,handling,shipment and installation of components. necessary. A,� {y`^ 6.This design is furnished subject to the!Imitations set forth7 Design assumes adequate drainage Is provided. '✓!E'R rj.IL \ VV IIIA II I IIIA IIII VIII IIII III IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center r"7 n TPINJTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. MiTek USA,inC./CompUTrus Software 7.6.6(1 L)-E9.10.FForits basiciconnectocate sizerplalate in inches. te design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 42 2-14=(-1134) 2587 3-14=(-135) 235 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-3022 1414 14-15=(-1211) 3183 14- 4= -296) 899 WEBS: 2x4 KODF STAND 3- 4=(-2812) 1314 15-16=(-1289) 3398 14- 6=(-976) 443 LOADING 4- 5=( 0) 0 16.17=(-1264) 3183 6.15=( -32) 304 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2455) 1236 17.12=(-1187) 2587 15- 7=(-197) 130 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1508 7.16=(-197) 130 TOTAL LOAD = 42.0 PSF 7- 8=(-3285) 1508 16- 8=( -32) 304 8.10=(-2455) 1238 8-17=(-976) 443 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 10.17=(-296) 899 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2812) 1314 17-11=(-135) 235 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-3022) 1414 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=( 0) 42 OVERHANGS: 10.0" 10.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series 0'- 0.0" -304/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -304/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) )GOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.273" @ 20'- 0.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.495° @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0' Allowed = 0.111' MAX HORIZ. LL DEFL = -0.094° @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 198s AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 11-11-11 16-00-10 11-11-11 Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f 'r T T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5-01-08 4-07 2-10-09 5-01-12 5-01-12 2-10-09 4-07 5-01-08 load duration factor=1.6, ( 1 Truss designed for wind loads -03-03 -03 0 in the plane of the truss only. 10-00 10-00 /- 125 M-5x6(S) 9 12 Mx4 0.25" M-4x6 M-3x4 o 4 6.00 x6 6.00 4 6 7 8 g .0 c, M 1.5x3 M- 1.5x4 to COc.) 1\/\\ 0 3 v z` ,i," 1 MM 14 jM T j' 17 o 1 M-3x8 M-3x8 05.25" 0.25' M-3x8 M-3x8 0 M-5x6(S) M-5x6(S) y 1, 1, y .1 .1 y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 y y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4 mac'.,coGINE' •sr Scale: 0.1547 j1 0 Ca WARNINGS: GENERAL NOTES,unless otherwise nosed: l 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' 2'.Cg2®0 E �r Truss: AH4 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. y�,r' itoe:r""� 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by "" DES. BY: BS s the responsibility of the erector.Additional permanent bracing at continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r> dmm. - SEQ. DACT�E: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ Cr S E Q. : 59927 95 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 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.. 7:41k � ��b + design loads be applied to any component. and are for"dry condition"of us )'` I TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the e'aecessa assumes full bearing at all supports shown.Shim or wedge if © � fabrication,handling,shipment and installation of components. ry. /�h ry 5 p P 7.Design assumes adequate drainage is provided. `+R R�1w� 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 11111111110111111 TPIANTCA in BCSI,copies of which will be furnished upon request. git cind cat with joint ainr liche. 9.Digitssindicate size of tplate ein 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 ill14 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'• 0.0" TC: 2x4 KDDF N1& 1- 8TR LOAD DURATION INCREASE = 1.15IBC 2002 MAX MEMBER FORCES 87R/D3F13.(-130 BC: 2x4 KDDF #1&BTR 3=( 2) 42 3.14=(-1914) 2587 3-13=)-275) 307 SPACED 24.0" O.C. 2- 3=(-3022) 1237 13-14=( •974) 3183 13- 0)-275) 899 WEBS: 2x4 KDDF STAND 3- 4=(-2812) 1094 14-15=(•1050) 3398 13- 5=(-976) 397 LOADING 4- 5=(•2455) 1044 15-16=(-1012) 3183 5-14=( -43) 304 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-3285) 1278 16.11=(-1044) 2587 14- 6=(-192) 143 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3285) 1285 6-15=(-192) 133 TOTAL LOAD = 42.0 PSF 7- 9=(-2455) 1061 15- 7=( -35) 304 NOTE: 2x4 BRACING AT 24"0C UON. FOR 8- 9=( 0) 0 7-16=(-976) 389 ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 9.10=(•2812) 1112 9.16=(•269) 899 10.11=(•3022) 1247 16-10=(-136) 293 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 REQUIREMENTS OF IBC 2012 AND IRE 2012 NOT BEING MET. OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CoepuTrus, Inc 0'- 0.0" 241/ 1775V -111/ 111H 5.50" 2.84 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 40'- 0.0" -245/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for net1-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.246" @ 20'- 0.0" Allowed = 1.954° MAX TL CREEP DEFL = -0.495" @ 20'- 0.0" Allowed = 2.606" MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.088" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.146" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19' AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0-06-08 f-- Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-11-11 19-09-05 10-03 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Tload duration factor=1.6, 5-01-08 4-10-03 4-10-09 5-01-12 5-01-12 4-07-04 � 4-07 5-01-08 Truss designed for wind loads f f in the plane of the truss only. 10.00 T 12 < 6.00 p M-4x6 M• x4 M 5\/\/ 6(0)25" M- x4 8 !A-4x6 12 X16.00 M-1"5x4 M-1.5x4 0 3 o LO c') O C7 13 m4T l'ip 16 2 0 o M- 3x8 M-3x8 10.25" 0.25' M-3x8 M-3x8r o y ,/, M-5x6(S) (S ) M-5x6(S) )- 1- y y y 9-06-12 7-00-01 6-10-05 7-00-01 9-06-12 0-10 40-00 y y 0-10 JOB NAME : POLYGON PLAN 5-B NH - BH3 Scale: 0.1461 ,sR�Ca '�'� p�`ts, WARNINGS: GENERAL NOTES,unless otherwise noted: CJ' 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 °92 0 a I'I-- Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 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 lateral&braced at ,e'DES BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /°Y " WOW DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I� 4.No load should be applied to any component until after all bracing end 4.Installation of truss is the responsibility of the respective contractor. /4/ S E Q loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, OREGON ... TRANS I D: 403334 design loads be applied to any r and component. 6.Design assumand are for es condition" of u all supports shown.Shim or wedge <), o� -k 5.CompuTrus has no control over and assumes no responsibility for the If fabrication,handling,shipment and installation of components. necessary . 6.This design is furnished subject to the limitations set forth by7.Plates assumes adequatedon drainage is provided.a. 'PRO- 6. I VIII III VIII VIII VIII IIII VIII ILII ILII 8 Plates shall be located both faces of truss,and placed so their center ri TPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E Ones 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) EXP)RES:1 2/31/201 r1 11E111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H18BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-13=(-1214) 2654 3-13=) -13) 272 2x6 KDDF N18BTR T2 SPACED 24.0" O.C. 2- 3=(-3102) 1424 13-14=(-2120) 5340 13- 4.) -309) 975 BC: 2x6 KDDF k18BTR 3- 4v(-3143) 1441 14-15=(-2516) 6278 13- 6=(-2713) 1079 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 15.16=(-2516) 6278 6.14=( -51) 491 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2796) 1339 16.17=(-2432) 5740 14- 7=( -945) 423 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-5392 2262 17.18= -1207) 2684 15- 7=( 0) 258 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-5741) 2555 18-11.(-1204) 2686 7.16=) -596) 200 8- 9=(-2744) 1321 16- 8=( -11) 311 LL = 25 PSF Ground Snow (Pg) 9-10=(-2748) 1332 8.17=(-3796) 1672 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10.11=(-3111 1425 17- 9=( -913) 2127 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=) 0) 42 17.10=( -354) 293 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10-18=( 0) 180 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" -289/ 1775V -118/ 118H 5.50" 2.84 KDDF ( 625) C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc 40'- 0.0" -250/ 1775V 0/ OH 5.50° 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.536" @ 19'- 6.0" Allowed = 1.954" MAX TL CREEP DEFL = -0.975" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.001' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = -0.097" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.148" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting ' system and components and cladding criteria. 7-11-11 16-10-08 4-10-13 10-03 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f3-00-12 05-03 4-03-15 7-02-06 5-07-11 4-07-05 4-07-06 5-07-10 load duration factor=1.6, L' Truss designed for wind loads L-05-12 in the plane of the truss only. 6-00 1' 12 12 M-4x6 12 6.00 6.00 4.0" 4 6.00 9 -h( 5 o M-5x6 M-6x8 M-3x8 M-5x16 0 3x4 e • 1) v M-1.5x4 T2 �`' 0 0 + CD CD ii _ .11144111S1411 0' ' /` v 1 14 '� 15 l6 1177 18 --.114.,2o 013 o M-3x8 M-4x12 0.25" M-1.5x4 0.25' M-5x12 M-1.5x4 M-3x8 0 y y =M-8x8(S) ), M 8),(s) 4- y y 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 ,, 0-10 40-00 0-10 p. JOB NAME : POLYGON PLAN 5-6 NH - BH2 C . ,IAlv,tv PRf t, , Scale: 0.1481 �g WARNINGS: GENERAL NOTES,unless otherwise noted: �? '- 1.Builder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and is for an individual ''C ' !'2®.w E 1;7 1. and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: BH 2 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 stadBty during construction2 o.c.and at 10'dc.respectively unless braced throughout their length by "_ " DES. BY: BS s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheattng(TC)and/or drywall(BC). :r`lila" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ♦ �"C 4.No load should be appBed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,{'OREGON "c/ SEQ. : 5 992797 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, 9G. 'y yt" ,4• design loads be applied to any component. and are for"dry condition"of use. �© .411'. 1 . `��. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If 2.°{y necessary. j�p i7 " R fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. '^^ .R I I-.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 1111111111111111110.fPINJlCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits one de size offplate in inches. MiTek USA,InC./COmpuTfus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRESp :12/31/2015 1111 1H1 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 GIRDER SUPPORTING 6-00-00 FROM 12-00-00 TO 19.00.00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2-12=( -958) 5580 3.12=( -120) 766 9.17=(0) 138 2x6 KDDF #1&BTR T2 BC: 2x6 KDDF #1&BTR 32- - 3=( -6484) 1158 12-13=(-2356) 12824 12- 4=( -390) 2390 LOADING 3- 4=( -6788) 1218 13-14=(-2778) 15096 12- 5=(-7208) 1432 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -6064) 1108 14-15=(•2778) 15096 5.13=( -330) 2050 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 40'- 0.0" V 5- 6=(-13056) 2488 15.16=(-2114) 12140 13- 6=(-2176) 410 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 12'- 0.0" V 6- 7=(-12140) 2210 16-17=) -754) 4772 14- 6=( -310) 1738 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 50.0)+DL( 54.0)= 104.0 PLF 12'- 0.0" TO 19'- 0.0" V 7- 8=( -5222) 946 17.10=( -752) 4772 6-15=(-3278) 800 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 19'- 0.0" TO 40'- 0.0" V 8- 9=( -5218) 952 15- 7=( -258) 1390 9-10=) -5482) 926 7-16=(-8536) 1596 NOTE: 2x4 BRACING AT 24"0C UON. FOR ADDL: BC CONC LL+DL= 841.0 LBS @ 11'- 8.0' 10.11=( 0) 42 16- 8=( -750) 4348 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 1384.0 LBS @ 19'- 6.0' 16- 9=( -300) 328 LIMITED STORAGE•DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -629/ 3446V -118/ 118H 5.50" 5.51 KDDF ( 625) Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 40'- 0.0' -507/ 2917V 0/ OH 5.50" 4.67 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M,M20HS,M18HS,M16 = MiTek MT series ( 2 ) complete trusses required. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I ** HANGER BY OTHERS TO APPLY CONC. Join together 2 ply with 16d Common 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 = 0.000" @ 0'--10.0" Allowed = 0.083" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.000" @ 0'--10.0" Allowed = 0.111° 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.401" @ 19'- 6.0" Allowed = 1.954" + laterally brace to roof diaphragm. 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -1.255" @ 19'- 6.0" Allowed = 2.606" MAX LL DEFL = 0.000' @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.166" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 5-11-11 18-10-08 4-10-13 10-03 Truss designed for wind loads T T in the plane of the truss only. �3-00-122-10-15 "( 4-07-05 6-03-15 7-02-06 5-07-11 4-07-06 5-07-10 12 12 12 6.00 6.00 p M-4x6 Q 6.00 4.0" 8 fin' D M-5x6 M-3x10 M-3x10 M 5x16��! M-3x4 t 5 6 IA; �, M-1.5x4 F �7" 111111111111,11/ P v 1 + � � o; o M-3x6 0 A- o L•� , o 'M 3x8 M-1x12 130.25" �� ' 1 M-3x6 0.25"15 M-5x12 M-1�5x4 , o M18HS-7x14(S) ** M18HS-7x14(S) , 841# i,1384# 1, /, /, 1, 1, /, /, yy vip 5-04-12 7-02-06 6-10-14 5-04-03 4-10-13 4-09-02 5-05-14 9;1, JOB NAME :°-POLYGON PLAN 5-B NH - BH1 40-00 Scale: 0.14810 10 A`,\N SSS WARNINGS: GENERAL NOTES,unless otherwise noted: ,3` 1)t T �1; 1.Builder and erection contractor should be advised of all General Notes 1.TNs design is based only upon the parameters shown and is for an Individual q r{t, Truss: BH 1 and Warnings before construction commences, building component.Applicability of design parameters and proper 7L 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,✓� DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by �r is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall C. "•" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) C 7 n 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. - `�,. SEQ. : 5992./98 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� 4tr'OREGON ., TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. '1'1' '� �• 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if <0 '1 y 14 2° 110,.�,r fabrication,handlinecessary, Aq' ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. ill . R({' VV 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 ri(l 4 IIIIII III IIII VIII VIII IIII VIII III IIIITPIIWTCA In BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E lines coindde 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) EXPIRES:12/31/2 15 IIIIII IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.15=(-1678) 3991 15- 3=(-353) 977 12-23=(0) 242 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2- 3=(-4625) 1974 15.16=(-1549) 3653 3.16=(-721) 416 WEBS: 2x4 KDDF STAND 3- 4=(.3338) 1493 16-17=(-1176) 2930 16- 4=( -19) 289 LOADING 4- 5=(-2840) 1382 17-18=(-1056) 2757 4.17=(-519) 279 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19-20=( 0) 0 17- 5=(-400) 969 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2481) 1295 18.20=(-1045) 2776 17- 7=(-640) 312 TOTAL LOAD = 42.0 PSF 7- 8=(-2785) 1416 20-21=(-1031) 2727 7-18=(-153) 492 8- 9=(-2797) 1389 21-22=(-1092) 2794 18- 8=(-182) 325 NOTE: 2x4 BRACING AT 24°OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-11=(-2288) 1229 22.23=(-1136) 2635 20- 8=(-665) 315 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=( 0) 0 23.13=(-1134) 2638 8-21=( -75) 153 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2643) 1300 21- 9=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=(-3077) 1361 9-22=(-710) 315 OVERHANGS: 10,0" 10.0" 13.14=( 0) 42 11-22=(-284) 807 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 22-12=(-385) 243 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -308/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -309/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) [COND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.( VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0,--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.260' @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2" Allowed = 2.606" 0-01-05 MAX LL DEFL = 0.001" @ 40'- 10.0" Allowed = 0.083" 1f MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111" 13-11-11 12-00-10 13-11-11 MAX HORIZ. LL DEFL = -0.122" @ 39'- 6.5" 2-09 4-05-12 4-05-12 05-04 6-01-04 03-0 6-03-04 1' MAX HOAIZ. TL DEFL = 0.188" @ 39'- 6.5" ' 1' T -03-0� ' 13-04-13 5-05-04 .( DESIGN ASSUMES MOISTURE CONTENT DOES 12-00 12-00 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T T T Design conforms to main windforce-resisting 12 M-61x4 is 12 system and components and cladding criteria. M-4x6 M-4x6 6.00 6 7 M-31x8 M-31x4 1 Q 6.00 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), _...\\..\-- load duration factor=l.6, v M-3x44 M-3x4 inuthedplaneeoffthewtrussoads only. 0 %M-4x43 d° w o M 3x8 -�\ 3x8 0 ,�" 8 15 16 17 18 .._,410 0 0 o M 5x8 M-3x4 M-3x8 M-�x6 20 0.2g1 M 3x8 M-1235x4 0 0 0 M-3x4+ M-4x10 M-3x4+ 1.89M-5x6(S) - 2.75 12 1209-1a� ; y y ,f- T y y y y y Y y-05-0$ 4.05-12 4-07-08 1,08-0 6-03-06 6-01-04 5-05-04 6-01-08 ,, ,, 0-1y0 2-05-08 11-11 ,2-00 23-07-08 0y 10 , y 14-04-08 25-07-08 y 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH5C Scale: 4,,332 �� 903 N sra WARNINGS: GENERAL NOTES,unless otherwise noted: ®` c .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 E and Warnings before construction commences. building component.Applicability of design parameters and proper 1-- Truss: AH 5 CIncorporation of component Is the responsibility of the building designer. 2.2x4 compression web bredng 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 .r , DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). r•"" ' r,.., DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4C 4.Na 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. : 59927 99 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ._ 2� t"�� design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 403334 5.CompuTrus has no control aver and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14 0P necessary. L��n 1�-7�tt 4 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. -r7 R 1 LA- 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 IIIIIII VIII VIII VIII VIII 11111 III IIII TPINViCA in BCSI,copies of which will be furnished upon request. git cindicat with jointfain ches 9.Digitssindicate size oplateeto 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:12/3112015 IIIIII I I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2.13=(-1439) 3991 13- 3=(-298) 977 9.20=(-264) 807 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3=(-4625) 1712 13-14=(-1329) 3653 3-14=(-721) 386 20.10=(-387) 302 WEBS: 2x4 KDDF STAND 3- 4=(-3338 1292 14-15=(-1028) 2930 14- 4=( -14) 289 10-21=( 0) 242 LOADING 4- 5=(-2840) 1155 15-16=( -815) 2757 4.15=(-519) 342 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2481) 1098 17.18=1 0) 0 15- 5=(-337) 969 BC LATERAL SUPPORT (= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2785 1177 16.18= -812) 2776 15- 6=(-640) 244 TOTAL LOAD = 42.0 PSF 7- 8=(-2797; 1159 18.19=( -802) 2727 6.16=(-161) 492 8- 9=(-2288) 1038 19-20=) -834) 2794 16- 7=(-104) 312 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9.10=(-2643) 1076 20.21=( -972) 2635 18- 7=(-665) 253 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(•3077) 1172 21-11=( -970) 2638 7.19=( -55) 136 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=( 0) 42 19- 8=( 0) 216 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 8-20=(-710) 275 OVERHANGS: 10.0" 10.0" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -242/ 1775V -133/ 133H 5.50" 2.84 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series 40'- 0.0" -242/ 1775V 0/ OH 5.50" 2.84 KDOF ( 625) ICOND. 2: Design checked for net(-5 nsf) uplift at 24 "op spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111° MAX LL DEFL = 0.232" @ 16'- 6.2" Allowed = 1.954" MAX TL CREEP DEFL = -0.466" @ 16'- 6.2' Allowed = 2.606" MAX LL DEFL = 0.001° @ 40'- 10.0" Allowed = 0.083° MAX TL CREEP DEFL = -0.001" @. 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = 0.112" @ 39'- 6.5" MAX HORIZ. IL DEFL = 0.188" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 11-11-11 16-00-10 11-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. T T T T Design conforms to main windforce-resisting 2-09 4-05-12 4-08-15 2-01-0 qI 6-01-04 5-04-13 5-08-07 6-03-04 system and components and cladding criteria. T T 12 T T 2-05-04 f 1 f f Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x65 M- x4 Mx8 Mx4 gM-4x6 Q 6.00 load duration factor=l.6, ads -- ,...--.4C inuthe ss dplaneeoffthe or wtruss ind oonly. M-3x4 0 4 M-3x4 + 40,0000000000,, `O %M-4x4 3 oDc.i M-3x8 „,,,i,1111.1.•----'1111111111111A .,.., _. ct) cp /-o o� o 1 �- 13 14 M 3x4 M 3X8 1617 8 0.25'1p 20 261 ..'.4.44412 o M-3x4+ M-5x6 M-4x10 M-3x8 M-1.5x4 M-3x8 0 M-3x4+ a 2,75 1,89 - M-5x6(5) 2-09-12 12 yy 12 y /, 1, 1, 1, , 2-05-08 4-05-12 4-07-08 1;08-02 6-03-06 6-01-04 5-05-04 6.01-08 y y 0-1p 2-05-08 11-11 ,2-00 23-07-08 Oy10 y y 14-04-08 25-07-08 , , 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH4CGula: 0.1499 N° .0. WARNINGS: GENERAL NOTES,unless otherwise noted. ` (/ sof Y� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is loran Individual 't •92.®P E c Truss: AH4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. + �/ 2.Design assumes the top and bottom chords to be laterally braced at ,r ,yr' 3.Additional temporary bracing to insure stability during construction +ir DES BY: BS is the responsibility of the erector.Additional permanent bracing of 2'continuous and at 10'h n such as plyly plywood braced throughout and/or their lenggth by DATE: 7/11/2014 responsibilitybuilding designer. 2x Impacts sheang suer l cing required when •drywell(BC). . maw,, the overall structure is the res onsibili of the 3.2x bridgingor lateral bracingre ulred where shown++ I:t /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. OREGON 1.0 S E Q Z'.„ ' t,,,\ u4s TRANS I D: 403334 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 Q "'y' 14 r tp -k- p. fabrication,handling,shipment and installation of components. -k- necessary. provided. 6.This design is furnished subject to the limitations set forth by 8.Platesnshall be located oassumes n both fac sdrainage l of t us,and placed so their center "' II II II II II IIIA VIII VIII III II I 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-1968(MiTek) EXPIRES:12/31/2015 1111111 VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 0/1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 42 2-17=(-1427) 3488 17- 3=( -209) 663 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2- 3=(-4158) 1779 17-18=(-1262) 3045 17- 4=( -186) 353 WEBS: 2x4 KDDF STAND 3- 4=(-3725) 1660 18-19=(-1439) 3656 4-18=( -191) 182 LOADING 4- 5=(-3215) 1467 20.21=( 0) 0 18- 5=( -402) 1134 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 19.21=(-1501) 4109 18- 7=(-1196) 523 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2846) 1359 21-22=(-1559) 4171 7.19=( -269) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4286) 1837 22.23=(-1449) 3686 8.19=( -85) 46 8- 9=(-4282) 1836 23-15=(-1108) 2440 19- 9=( -253) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-4019) 1727 21- 9=( -822) 404 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3994) 1670 21.10=) -192) 106 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-13=(-2515) 1227 10.22=( -310) 220 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12-13=( 0) 0 22-11=( -80) 536 OVERHANGS: 10.0" 10.0" 13.14=(-2863) 1308 11.23=(-1427) 576 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 14-15=(-2908) 1337 13.23=( -284) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15-16=( 0) 42 23-14=) -2) 204 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA JT 15: Heel to plate corner = 2.00" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -300/ 1775V -89/ 89H 5.50" 2.84 KDDF ( 625) 40'- 0.0" -301/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) 'COND. 2: Design checked for net1-5 osfl uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 9-11-11 20-00-10 9-11-11 MAX TL CREEP DEFL = -0.001° @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.381" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712" @ 21'- 6.8" Allowed = 2.606" 2-08-08 2-03-03 3-01-04 5-07-13 3-01-02 3-10 MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.063" ( f '( '( '( '( '( T MAX TL CREEP DEFL = -0.001" @ 40'- 10.0° Allowed . 0.111" 2-01-12 2-10-04---0-- 8-05 2-01-12 5-04-05 Z-03-03 3-10-08 '/ 1' f ' ,r--f ' 1' 1' 1' '' '( '1' 1' MAX HORIZ. LL DEFL = -0.131° @ 39'- 6.5' MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" 8-00 8-00 f f f DESIGN ASSUMES MOISTURE CONTENT DOES 12 M-5x6(5) 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 V 4 6.00 Design conforms to main windforce-resisting -3x4 M 3x4 12 system and components and cladding criteria. A- M-5x6 M-1 5x4 0 a5" =M-141x4 M-4x6 5/ 7 6 9 )<10 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, "X44 3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), c 4 M-1"5x4 load duration factor=1,6, + Truss designed for wind loads 0 4 u, M-1.5x4 0 o M-3x8 s - in the plane of the truss only. n -- All71 o o M-5x10 13 M 3x8 6x 2 23 1 M- 10 1 � M-3x4+ 0.2eM-3x8 M-3x8 0 M-3x4+ M-4x12 - 2.75 1.89 - M-5x8(S) 12 12 ), ), > yy ), y y 2-00 5-06-12 6-04-04 1-y0-1 y 9-03-04 8-02-04 7-06-12 y yy y y 0-1 2-00 11-11 y2-00 24-01 y10 13-11 26-01 /, 1, J' 1- 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH3Scale: 0.1400 `C? GN,°p s,0A-- WARNINGS: GENERAL NOTES,unless otherwise noted: 444 / 'K. 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 • Lh®ll E - Truss: Au3 and Warnings before construction commences. building component.Applicability of design parameter:and proper iale,I 1 2.2x4 compression web bredng must be installed where shown+, incorporation of component Is the responsibilty of the building designer. 3.Additional temporary bracing to insure stabilty during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ° /" continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,„o ' DATE: 7/11/2014. the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bredng required where shown++ "/1 1Z' c n 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. 1OREGON 4t, SEQ. : 5 992801 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. .ii �D` TRANS I D: 403334 design loads be applied to any component. and are for"dry condition-of use. + 4j' 2a PL 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 necessary. 'R.A iL\- fabrication,handling,shipment and Installation of components. 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 IIII II I VIII VIII VIII VIII VIII IIIIIIIITPINVTCA In BCSI,copies of which will be furnished upon request. coincide i with joint centerIn Ines. Digits indicate 9. sne cdt size oftplate o Inches. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXP(RES:12/31/2015 111111IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H188TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2-15=(-1267) 3488 15- 3=( -161) 663 21-12=(0) 204 BC: 2x4 KDDF H18BTR SPACED 24.0" O.C. 2- 3=(-4158) 1554 15-16=(-1096) 3045 15. 4=( -173) 353 WEBS: 2x4 KDDF STAND 3- 4.(-3725) 1463 16.17=(-1145) 3656 4-16=( -192) 258 LOADING 4- 5=(-3215) 1216 18-19=( 0) 0 16- 5=( -358) 1134 TO LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2846) 1133 17.19=(-1245) 4109 16- 6=(-1196) 451 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4286) 1560 19.20=(-1292) 4171 6-17=1 -275) 907 TOTAL LOAD = 42.0 PSF 7- 8=(-4282) 1558 20-21=(-1162) 3686 7.17=) -85) 56 8- 9=(-4019) 1481 21-13=( -978) 2440 17- 8=1 -184) 596 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3994) 1421 19- 8=( -822) 337 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10.11=(-2515) 1026 19- 9=( -182) 104 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11.12=(-2863) 1085 9-20=( -310) 224 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 12.13=(-2908) 1176 20.10=( -84) 536 OVERHANGS: 10.0" 10.0" 13-14=( 0) 42 10.21=(-1427) 518 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 11.21=( -266) 918 Connector plate prefix designators: AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) JT 13: Heel to plate corner = 2.00" 0'- 0.0' -235/ 1775V -89/ 89H 5.50' 2.84 KDDF ( 625) 40'- 0.0" -236/ 1775V 0/ OH 5.50" 2.84 KDDF ( 625) ICOND. 2: Design checked for nett-5 psi) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.354" @ 21'- 6.8" Allowed = 1.954" MAX TL CREEP DEFL = -0.712' @ 21'- 6.8' Allowed = 2.606' MAX LL DEFL = 0.001" @ 40'- 10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 40'- 10.0" Allowed = 0.111' MAX HORIZ. LL DEFL = 0.124" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.207" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES 7-11-11 24-00-10 7-11-11 NOT EXCEED 19%AT TIME OF MANUFACTURE. 2-01-1 3-01-07 3-01-04 5-07-13 5-04-05 5-01-02 4-01-03 3 10-OST Design conforms to main windforce-resisting k i' system and components and cladding criteria. 2-08-08� 12-08-05� 2-01-11 t2 Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 M-3x4 M-5x6(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 = M-5x65 ,, - x4 M 1 7.5x4 0,25" =M 4x4 M-4x6 Q 6.00 load duration factor=1.6, 810 1 Truss designed for wind loads M-3x4 _ & 9E in the plane of the truss only. v 4 M-1.5x4 o M 1.5x4 ,/\ liXdii\All + 2 v CO M-3x8 3/ Ns iw o o o o 16 M-5x10 M-3x8 1718 19 0 21 ?,1 4u' 0 o M-3x4+ M-6x10 0.25' o M-3x4+ M-3x8 M-3x8 0 1.89 - M-4x12 M-5x8(S) - 2.75 12 12 y y y y y y y y -0 5-06-12 6-04-04 1-10-12 9-03-04 8-02-04 7-06-12y , 2 > , ,, y y 0-1y0 2-00 11-11 y2-00 24-01 0-10 y , 13-11 26-01 y y 0-10 40-00 0-10 JOB NAME POLYGON PLAN 5-B NH - AH2Scale: 0.1550 ��tiROP- to pN° s,0 WARNINGS: GENERAL NOTES,unless otherwise noted: (J 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual (�' a 26$ r Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper L 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 y DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by40,10. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). + 't. DATE: 7/11/201 4 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ir 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 5 992802 fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used Inc non-corrosive environment, /y ty, A. design loads be applied to any component. and are far"dry condition"of use. .�),, 2.0\ `, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing et all supports shown.Shim or wedge If Q 14 �`y fabrication,handling, necessary. a,� shipment and Installation of components. 7.Design assumes adequate drainage is provided. ' '1:11:111),- , 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 III IIII III I VIII VIII III I III IIIITPI1WICA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXRI RES.12/31/201 5 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 42 2.14=(-3052) 8834 14- 3=( -652) 2126 10-20=(-562) 1884 2x6 KDDF #1&BTR 72, T3 2- 3=(-10036) 3504 14.15=(-2800) 8048 3.15=( -842) 308 20.11=(-288) 726 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -7926) 2942 15-16=(-4330) 11250 15- 4=( -860 2530 WEBS: 2x4 KDDF STAND LL = 25 PSF Ground Snow (Pg) 4- 5=( -7068) 2654 16-17=(-5512) 14076 15- 5=(-4662) 1980 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V 5- 6=(-11444) 4480 17-18=(-5048) 12796 5-16=( -398) 1412 TC LATERAL SUPPORT <= 12'OC. UON. TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 34'- 0.0" V 6- 7=(-14240) 5666 18-19=(-5020) 12570 16- 6=(-2954) 1272 BC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 34'- 0.0" TO 40'- 0.0" V 7- 8=(-12464) 5012 19.20=(-4110) 10414 6-17=( -414) 1192 BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0' TO 40'- 0.0" V 8. 9=(-11704) 4500 20-12=(-1888) 5362 17- 7=( -946) 2576 9-10=( -5842) 2162 18- 7=(-2594) 1180 NOTE: 2x4 BRACING AT 24'0C UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" 10-11=( -6516) 2378 18- 8=( -114) 122 ALL FLAT TOP CHORD AREAS NOT SHEATHED TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 34'- 0.0" 11.12=( -6230) 2234 8.19=(-1142) 820 12-13=( 0) 42 19- Be) -392) 1702 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9-20=(-4962) 2222 OVERHANGS: 10.0" 10.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0'- 0.0" -1152/ 3391V -65/ 65H 5.50' 5.43 KDDF ( 625) M,M20HS,M18HS,M16 = MiTek MT series 40'- 0.0' -1152/ 3391V 0/ OH 5.50' 5.43 KDDF ( 625) _,,_ ( 2 ) complete trusses required. Join together 2 ply with 16d Common nails staggered at 9" oc in 1 row(s) throughout 2x4 top chords, 'COND. 2: Design checked for net(-5 Psf) uplift at 24 'oc spacing,) XX9" oc in 2 row(s) throughout 2x8 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.000' @ 0'--10.0" Allowed = 0.083" 9" oc in 1 row(s) throughout 2x4 webs. MAX TL CREEP DEFL = -0.000' @ 0'--10.0" Allowed = 0.111' MAX LL DEFL = 0.565" @ 16'- 4.5" Allowed = 1.954" + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -1.074" @ 16'- 4.5" Allowed = 2.606" MAX LL DEFL = 0.000" @ 40'- 10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.000" @ 40'- 10.0" Allowed = 0.111" MAX HORIZ. LL DEFL = -0.137" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.220" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF 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, 5-11-11 28-00-10 5-11-11 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 2-09 �3-02-11� 3-08-05 4-05 2-03-08 6-02-11 5-11-03 5-06 �2-10-15 3-00-12� Truss designed for wind loads in the plane of the truss only. 320# 320# 12 M-7x8(S) 12 6.00 M-4x10 M-5x6 4 6.00 4 M-5x8 =M-4x4=M-4x4 0,25" M 9x10 0 y * M-1.5x4 %M-4x s - """ �- y / + 07 i� Qa T, CD c 2 M-3x10 f o �o o 1 i -14 15 16 17 18 e9 20 ..�r�3 a 0 o M-6x8 M-4x10 =M-4x4 =M 10x10 0"251' M-4x10 M-3x8 0 M-3x4+ .-. 12.75 M-3x4+ M18HS-7x14 =M-8x8(S) M-3x4+ t2 2.75 o M-3x4+ ( ) yp /2-t1-oaf y 12 ,1 y y y y , y-05-0E 4-06-12 4-05/ , 2-00(, 9-02-04 9-00-08 5-04-12 y y Oy 1y0 2-05-08 11-11 2-00 23-07-08 0,.1p 0-10 40-00 0-10 JOB NAME : POLYGON PLAN 5-B NH - AH1 Scale: 0.1548 �5pe <, NE ss ,�,AA-� WARNINGS: GENERAL NOTES,unless otherwise noted: c nt "0. "'Tru1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4�� !�Z.• E 1.- Truss: ss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /r}' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,/", DES. BY• BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r Po tY P continuous sheathing such as plywood sheathing(TC)and/or drywall(BG). ,,+r ! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ wi ,(r c o �] 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 llj SEQ. : 5 992803 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, .�� design loads be applied to any component. and are for"dry condition"i of use. / 'Q� si .�„ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14,„ fabrication,handling,shipment and installation of components. necessary. P P 7.Designlaesassumes adequateatedon othi faces drainage is provided. a 6.This design is furnished subject to the limitations set forth by a.Plates shall be located both faces of truss,end placed so their center IIIIII VIII VIII IIIIIIIIIIIIII VIII III IIII TPI/WTCA BCSI,copies of which will furnished upon request. Digit coincide with jointfaIn inches.9.Dress ndsize of plateeto Inces. MiTek USA,Inc./CompuTrus Software 7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EX:::::::::: IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF P 9 TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=20.4ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads 1n the plane of the truss only, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for 4-09 4-09 complete specifications. T 12 12 6.00 Q 6.00 HIM-4x4 A- 3 I I 60O N co 2 4 O/ M —/O O O M-3x4 M-3x4 ), 1, y y 0-10 9-06 0-10 JOB NAME : POLYGON PLAN 5-B NH - Cl Scale: 0.6187 `�<C. N S. WARNINGS. GENERAL NOTES,unless otherwise noted: 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 CZ'� ;9 $i E 1— Truss: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper dg 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 chards to be laterally braced at ,r DES. BY: BS is the responsibility of the erector.Additional permanent bracing of T o.c.and at 10'c.c.respectively unless braced throughout their length by 40401.6'F continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). `,,,,..e. DATE• 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • 4.No load should be appted to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5 992804 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, 'l9' NQ, A, design loads be applied to any component. and are for"dry condition"000se. ,.+//��,'9 j- t O �,"L_ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all suppo is shown.Shim or wedge if L e 14, t fabrication,handling,shipment and installation of components. necessary. 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 44,E, 1!) (1'I' I IIIIII II II III III I IIII IIID III III(III TPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0° IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&8TR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 7c(-252) 1166 3- 7=(-283) 205 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1392) 328 7- 8=( -95) 772 7- 4=(-101) 446 WEBS: 2x4 KDDF STAND 3- 4=(-1216) 326 8- 6=(-246) 1169 4. 8=(-101) 450 LOADING 4- 5=(-1218) 339 8- 5=(-287) 206 TC LATERAL SUPPORT <= 12°OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1395) 339 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 10.0" 0.0" BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -143/ 961V -92/ 98H 5.50" 1.54 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 20'- 6.0" -107/ 860V 0/ OH 5.50" 1.38 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.037" @ 13'- 5.8" Allowed = 0.979" MAX TL CREEP DEFL = -0.075" @ 13'- 5.8" Allowed = 1.306" MAX HORIZ. LL DEFL = 0.016" @ 20'- 0.5" MAX HORIZ. TL DEFL = 0.026" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199 AT TIME OF MANUFACTURE. 10-03 10-03 ,( T f Design conforms to main windforce-resisting 5-03-14 4-11-02 4-11-02 5-03-14 system and components and cladding criteria. T '( T T T Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 M-4x6 `<::-.16.00 load duration factor=l.6, 0" Truss designed for wind loads 4. 4 0 in the plane of the truss only. ii v M-1.5x4 1yM15x4 o 1. �• CO M 0 0 a Rigi V� O /- 0 7 8 **g 0 M-3x4 0.25° M-3x4 M-3x4 0 M-5x6(S) 1, .1 1, 1, 7-00-03 6-05-11 7-00-03 1, 1, ), 0-10 20-06 JOB NAME : POLYGON PLAN 5-6 NH - D2 ‘, 0 PROk, '4. ‘-' c Scale: 0.2933 � � . ip �,�, 0. WARNINGS: GENERAL NOTES,unless otherwise noted: �J sy 1.Builder and erection contractor should be advised of at General Notes 1.This design is based only upon the parameters shown end is for an individual [mow a( t^' Truss: D2 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. '�" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at gg ` DES. BY: BS Is the responsibility of the erector.Additional o.c.and at 10'o.c.respectively unless braced throughout their lenth by onel permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „AAP.," DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1Z 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -71 OREGON (rj SEQ. : 5992805 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 "lj A. design loads be applied to any component. and are far"dry condition"of use. / '�}+ 1 2- .f1.. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 ,..A. fabrication,handling,shipment and Installation of components. necessary. �$' v 9 P P 7.Design assumes adequate drainage Is provided. {� ` ,,, 6.This design Is furnished subject to the GmJtations 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 I II IIIITPINVTCA in SCSI,copies of which will be furnished upon request. git coincidewith joint center fines. 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(MITek) EXPIRES:12/31/2015 1111IIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 21'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C sl 00 TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 1-3=(-522) ( (0) 2x6 KDDF#1&BTR Ti SPACED 24.0" O.C. ( ) 168 5-4= -123) 422 3.5= 0 214 2.3=( 0) 0 5.4=(•123 424 BC: 2x4 KDDF#1&BTR 3-4=(•539) 187 WEBS: 2x4 KDDF STAND LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF TC LATERAL SUPPORT<= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT<= 12"OC. UON. TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -382/ 424V -32/ 34H 137.50" 0.68 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 8.0° -68/ 417V 0/ OH 5.50" 0.67 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. g• M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.000" @ 11'- 0.0" Allowed = 0.083" vertical members (uon). AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = 0.000" @ 11'- 0.0" Allowed = 0,111" Connector plate prefix designators: MAX TL CREEP DEFL = -0.012" @ 15'- 9.0" Allowed = 0,572" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL LL DEFL = 0.007° @ 13'- 2.0" Allowed = 0,291" M,M2OHS,M18HS,M16 = MiTek MT series Refer to Cdetailu6 standard gable end detail for complete MAX HORIZ. LL DEFL = 0.003' @ 20'- 0.5" specifications. MAX HORIZ. TL DEFL = 0.005" @ 20'- 0.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19h AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 10-03 10-03 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, T 1' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14-03 1-06 4-09 load duration factor=1.6, T Trinuss thedped offor thewind trussoads 12 -M-4x4+ 12 planeonly. /- 6.00 p Q 6.00 M-4x6- Lo 0 40 ac to M-3x4+ r> 0 1 co 0 o M-3x6(S) M-3x6 M-1.5x4 M-3x4 0 y y y 11-05-08 15-09 y y a•os 1, ) 0-10 20-06 y JOB NAME : POLYGON PLAN 5-6 NH - D1 Scale: 0.2992 ��4��N o L- A� WARNINGS: GENERAL NOTES,unless otherwise noted: /I -T .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 dam`. .02 o.PE Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper LL L 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibitty of the building designer, 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at .� DES. BY: BS 2'c.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Addltlonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), ,,r+r'�r„r♦Iw 1 DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ It c r]0 4.No Toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 5992806 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. �. t A11 TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. 1 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If /Q -*/y tTy 2,0 1,.' necessary.shipment and Installation of components, necessary. illp. 7.Design assumes adequate drainage is provided. 'Vl�'[�t-f ,. 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 `�R`�' wh ch will be lin int (IIIII II II IIIII III I IIIII IIIII IIIII IIII IIIIMTTPee $A inInCS/CompUTrI,copies lls ISoftwaref 7.6.6(1 L)Z request 10.For basic Gconnectoroplate design values see ESR-1311,ESR-1988(MiTek) center Nnes. 9.Digits indicate size of plate in inches. EXPIRES:12/31/2015 IIIIII I VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(-40) 429 5.3=(0) 265 BC: 2x4 KDDF #1&BTR SPACED 24.0' 0.C. 2-3=(-574) 113 5-4=(-40) 429 WEBS: 2x4 KDDF STAND 3.4=(-573) 124 LOADING TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12`OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0' -96/ 594V -50/ 57H 5.50" 0.95 KDDF625) OVERHANGS: 10.0" 0.0" LL = 25 PSF Ground Snow (Pg) 11'- 8.0" -58/ 489V 0/ OH 5.50" 0.78 KDDF ( 625) ** For hanger specs. - See approved plans Connector plate prefix designators: LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 POI uplift at 24 "oc spacing.' C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. M,M2OHS,MI8HS,M16 = MiTek MT seriesVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111" MAX TC PANEL LL DEFL = 0.026" @ 8'- 6.3" Allowed = 0.383° MAX TC PANEL TL DEFL = 0.075" @ 8'- 6.3' Allowed = 0.575" MAX HORIZ. LL DEFL = 0.003" @ 11'- 2.5' 5-10 5-10 MAX HORIZ. TL DEFL = 0.006" @ 11'- 2.5" DOES 12 12 NOTIGN EXCEEDU119%ATESITIMEEOFONTENT MANUFACTURE. 6.00 L H M-4x4 Q 6.00 Design conforms to main windforce-resisting 4.0° system and components and cladding criteria. 3', '( 1101114Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (oad duration, Enclosed, Cat.2, Exp.B, MWFRS(Dir)r Toad duration factor=l.6, Truss designed for wind loads in the plane of the truss only. Cc) 0 M 0 C,, CO M v .0 DD ,-4 o o, 1 �� 5 4 0 .* 0 M-3x4 M-1.5x4 M-3x4 J, ; , 5-10 5-10 ,I, y ). 0-10 11-08 ROp JOB NAME : POLYGON PLAN 5-B NH - E2 scale: Q.4999 `�,��RG r, snAi-� WARNINGS: GENERAL NOTES,unless otherwise noted: "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 4t !r020® E { C' and Warnings before construction commences. building component.Applicability of design parameters and proper err Truss: E 2 Incorporation of component Is the responsibility of the building designer. .+yam // 2.2x4 compression web bracing must be installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� " - - is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ • {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. -57 OREGON `V SEQ. : 5992807 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,G '�' 1� 'fh design loads be applied to any component. and are for"dry condition"of use. / '9y' �� ^! TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. A)�,- 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 II IIIIII III I VIII IIID VIII IIII IIIITPI WTCA in BCSI,copies of which will be furnished upon request. sgit coincidenwith joint tecenter lines. 9.Digits indicate size of cin Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see EBR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111 01111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "in spacing.] IC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C, DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE, 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 Design conforms to main windforce-resisting prefix designators: DL ON BOTTOM CHORD = 10,0 PSF system and components and cladding criteria. C Connector plate(or no prefix) = CompuTrus, Inc TOTAL LOAD = 42,0 PSF C CN,C1s,CN1B (or n Mprek MT series Wind: 140 mph, h=20,6ft, TCDL=4,2,BCDL=6,0, ASCE 7.10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus sable end detail for 5-10 5-10 complete specifications. 12 6.00 II12 M-4x4 D 6.00 /— , 3 ch 0 co ca C7 co c=,,,,_ 4 co d �o oct � 1 V o — — 5 0 M-3x4 M-3x4 0-10 11-08 y y 0-10 JOB NAME POLYGON PLAN 5-B NH - El Scale: 0.5949 'SC GPROF SSr WARNINGS: GENERAL NOTES,unless otherwise noted: ]' // •T 2- 1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual w '�,ri®®E",-,,i, E .1.- Truss: El and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'dc.and at 10'o.c.respectively unless braced throughout their length by DATE 7/11/2014 responsibilitybuilding designer. continuous sheathing such as plywood required in ere shown end/or drywall(BC). MIN. , the overall structure Is the res nsibili of the 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be appied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. OREGON SEQ. : 5 992808 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 /i tt ,,, design loads be applied to any component. and are for"dry condition"of use. -i-- 14 - TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ib '�, 14' 2. P fabrication,handling,shipment and Installation of components. Design assumes adequate drainage is truss,a 4 n R`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 rl I IIIIII VIII VIII IIII VIII VIII IIIA III IIIIba TPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with Joint center foes. MITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. late In Inches. Dor sits icicate size connectorf 10 .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 6-00-00 GIRDER SUPPORTING 20-06-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1-4=(-54) 72 2.4=(-187) 169 BC: 2x8 KDDF q1&BTR 2-3=( -10) 5 WEBS: 2x4 KDDF STAND LOADING LL = 25 PSF Ground Snow (Pg) TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 231.2)+DL( 177.2)= 408.5 PLF 0'- 0.0' TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -304/ 1451V -41/ 104H 5.50" 2.32 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0' -302/ 1384V 0/ OH 5.50" 2.21 KDDF ( 625) Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 bsfl uplift at 24 "oc spacing, ** For hanger specs, - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connectorlate prefix refix designators: MAX TC PANEL LL DEFL = 0.089' @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18( or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484° M,M2OHS,M18HS,M16 = MiTek MT series 5-08-04 ' ' 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2' T MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting M-1,5X4 3 system and components and cladding criteria. Wind: 140 mph, hc20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII Truss designed for wind loads in the plane of the truss only. CO O 7 O co 1 o� co �� JI o/- *MA ** 4 M-5x16 M-3x10 5-08-04 0-03-12 ,1 /' 6-00 i) PR ope JOB NAME : POLYGON PLAN 5-B NH - Fl -GIRD Scale: 0.5462 �4t0IN so WARNINGS: GENERAL NOTES,unless otherwise noted: �, + J( -57 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual CC` Lh®p E 1- Truss: - Truss: Fl -GIRD 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 responsiblty of the building designer. r+ 3.Additional temporary bracing to Insure stebiFty during construction 2.Design assumes the top and bottom chords to be laterally braced at / DES. BY: BS 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 plywood sheathing(TC)and/or drywall(BC). t " " DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ d Cr SEQ. : 5 992809 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. y 0REGON it/ 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,., J�� O.�b` design loads be applied to any component. and are for-dry condieon"of use. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 1 0P necessary. -F?A`IX 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 VIII II II VIII VIII VIII VIII VIII III IIIITPINVTCA in SCSI,copies of which will be furnished upon request. linescoincide with jointli center lines. 9.Digits Indicate size offplate in inches.. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) :EXPIRES:12/31/2015 lIIHlilllllll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 6-00-00 GIRDER SUPPORTING 11-08-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 401&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1.2=(-125) 101 1.4=(-54) 72 2.4=(-187) 169 BC: 2x8 WOOF #1&BTR WEBS: 2x4 KODF STAND LOADING 2-3=( -10 5 LL = 25 PSF Ground Snow (Pg) IC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 6'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 120.8)+DL( 102.2). 223.0 PLF 0'- 0.0" TO 6'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Single member as shown. 0'- 0.0" -170/ 881V -41/ 104H 5.50" 1,41 KDDF ( 625) Hangers attached to the bottom chord LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" -175/ 841V 0/ OH 5,50" 1.35 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing"1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX TC PANEL LL DEFL = 0.089" @ 3'- 0.4" Allowed = 0.323" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TC PANEL TL DEFL = -0.097" @ 3'- 0.5" Allowed = 0.484' M,M2OHS,MIBHS,M16 = MiTek MT series 5-08-04 0-03-12 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" -' T MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 12 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. M-1.5x4 Design conforms to main windforce-resisting 3system and components and cladding criteria. Wind: 140 mph, h=2O.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m (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 0 v 0 CO 1 co Ii MMM ci 4 M-5x16 M-3x10 ** y ), y 5-08-04 0-03-12 y y 6-00 JOB NAME : POLYGON PLAN 5-B NH - F2-GIRD Scale: 0.5462 `�� NR°phh-tS' 4.1 WARNINGS: GENERAL NOTES,unless otherwise noted: F9 I 'T "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 ' *JL ®. E 91-- Truss: F2-GIRD and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,,"d DES. BY: BS is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/'r"mman AI°tt ` DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 SE/� 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. OREGON W. : 5 99281 O 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, '- X_ ^V design loads be applied to any component and are for"dry condition"of use. �, 91 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if ' 1+' a1 4 h* fabrication,handling,shipment and installation of components. necessary. ��1I'' p e L. 6.This design is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided. '✓/�+`r,1 t-�I 111111 II I VIII IIII VIII VIII IIII IIII IIII by 8.Plates shall be located on both faces of truss,and placed so their center r'7 R TPINVTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. 9.Digits Indicate size MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E late in inches. 10.For basic onnectorof plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 8.9" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTA SPACED 24.0" O.C. NOT EXCEED 199 AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce•resisting BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOM CHORD = 30.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M2OHS,A18HS (16 no MiTekprefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for 4-04-08 4-04-07 complete specifications. T 1' T 12 12 6.00 r7 Q 6.00 IIM-4x4 3 1 I 0 a O N 4 M CO -�O Of 'V v O O O M-3x4 M-3x4 ), y 0-10 8-08-15 R1~D PRnF�S JOB NAME : POLYGON PLAN 5-B NH - G1 scale: 0.6079 �� ) PRT/53 sin WARNINGS: GENERAL NOTES,unless otherwise noted: �<t./ 11/ "ice �± 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 * Truss: G 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. ,,,r' /' a 3.Additional temporary bracing to Insure stabil' during construction 2.Design assumes the top and bottom chords to be laterally braced at / Po ry 9 stability 2'o.c.and at 10'a.c.respectively unless braced throughout their le th by DES. BY: BS is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywai�BC). 41/4" ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! { 4.No toad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 5992811OREGON 1k K 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 �Q.. design loads be applied to any component, and are for"dry condition"of use. A 1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes NII bearing at all supports shown.Shim or wedge if �p necessary. C-�t-�t V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. OR ORIR10- 6. -1' 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111121 TPINVTCA in SCSI,copies of which will be furnished upon request, lines coincide with joint center che. 9.Digits indicate size oft plate o inches. MiTek USA,Inc./CompuTrus a Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-63) 29 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: 14.2" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -77/ 404V 0/ 66H 5.50" 0.65 KDDF ( 625) prefixdesignators: 5'- 0.2" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate LL = 25 PSF Ground Snow (Pg) 5'- 3.0" -58/ 140V 0/ OH 1.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for nett-5 oaf) uplift at 24 "pc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.005' @ -1'- 2.2" Allowed = 0.119" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.005" @ -1'- 2.2" Allowed = 0.158" MAX TC PANEL LL DEFL = 0.037" @ 3'- 2.1" Allowed = 0.303" MAX TC PANEL TL DEFL = -0.046" @ 3'- 0.0" Allowed = 0.454° MAX HORIZ. LL DEFL = -0.000' @ 5'- 2.2" 12 MAX HORIZ. TL DEFL = -0.000" @ 5'- 2.2" 4.00 7 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. A 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, o Truss designed for wind loads o in the plane of the truss only. M-3x4 w r,x- M - - y J' y 1-02-04 (PROVIDE FULL BEARIN ;Jts:2,4,3I 5-03 JOB NAME : POLYGON PLAN 5-B NH - G3 Scale: 0.7536 ��' NGpNoF6'S 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 (a. t Cl2,! E r Truss: G3 and Warnings before onstrucoon commences. building component.Applicability of design parameters and proper 77 LL 2.2x4 compression web brsang must be installed where shown+, incorporation of component is the responsibility of the building designer. Adl3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by � the overall structure Is the responsibility of the buildingdesigner. continuous sheathing such as plywood ueathin where)and/or drywail(BC). +Mr DATE: 7/11/2014 P ty 9 3.2x Impact bridging or lateral bracing required shown++ S�+ /� 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 `o E Q. : 5992812 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, YL A. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. L 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 © - fr 14 '4°,0' fabrication,handling,shipment and installation of components. necessary. .1,, 7.Design assumes adequate drainage Is provided. '✓! '/4riry` V. 6.This design is furnished subject to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center I VIII(III I VIII III I VIII VIII VIII(III(IIITPI/WTCA In BCSI,copies of which will be furnished upon request. 9.lines coincide with joint center lines MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Elate in Inches. � �onnector plcate size of a 10.FForrbasic te design values see E5R-1311,ESR-1966(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 3.0" ICOND. 2: Design checked for nett-5 psf1 uplift at 24 "oc spacing.) TC: 204 KDDF 81&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF N1&BTA SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"0C. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 12 4.0017 3 in 0 0 cm 2 _.... d oiiir LO 0 4 M-3x4 y y y 1-02-04 5-03 JOB NAME : POLYGON PLAN 5-B NH - G2 Sala: 0,,,28 _t o ROFe-� WARNINGS: GENERAL NOTES,unless otherwise noted: f, R,l 4 ,'-117 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 �' se E { Truss: G2 and Warnings before construction commences, building component.Applicability of design parameters and proper y 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. ,y,r' /, +r"" 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. B Y: BS 2'o.c,and at 10'o.c,respectively unless braced throughout their length by is the responsibility of the erector.Additlonal permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywal ,, 13C). ,,, (IOW' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. ♦ t 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 4,/ SEQ. : 5992813 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �/. '4y tib` design loads be applied to any component and are for"dry condition"of use. 6' , �� `!-, TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing abet)supports shown.Shim or wedge if © 14 r necessary. M�Ih `�� 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 IIIIII VIII VIII III I VIII VIII VIII IIII IIIITPINVECA In BCSI,copies of which will be furnished upon request. sgit coincide with jointae center Ines. 9.Digitsindicate ocsize off platein inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 1.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-94) 79 1-4= 44 58 2.4= Q BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. { ) ( 1 ( 233) 166 WEBS: 2x4 KDDF STAND 2.3= -10) 4 LOADING IC 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 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 292V -30/ 80H 4.00' 0.47 KDDF 625) Connector plate prefix designators: 7'- 1.5" •37/ 307V 0/ OH 5.50' 0.49 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICON°. 2: Design checked for net(-5 pafl uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX TC PANEL LL DEFL = 0.152" @ 3'- 5.5" Allowed = 0.408" BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = -0.202" @ 3'- 5.7' Allowed = 0.612" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = 0.000" @ 6'- 7.7" 6-07-12 0-05-12 MAX HORIZ. TL DEFL = 0.000" @ 6'- 7.7" T T 1' 12 DESIGN ASSUMES MOISTURE CONTENT DOES 4.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-1.5x4 Wind: 140 mph, hal5ft, TCOL=4.2,BCDL=6"0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ild112 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. co 0 N 0- O/ O O'er 1�� 4 ,' M-3x4 M-1.5x4 y ), 6-07-12 0-05-12 ,1 1, 7-01-08 JOB NAME : POLYGON PLAN 5-6 NH - G4 Scale: 0.5588 `��.co N °. s, WARNINGS: GENERAL NOTES,unless otherwise noted: h/rtt 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual .4 e ' f E I Truss: G4 and Warnings before construction commences. building component.Applicability of design parameters and proper LLL 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 �r�/lr continuous sheathing such as plywood sheathing(TC)and/or drywall C. „/',µ,ma, DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+. Cr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A.OREGON SEQ. : 5992814TRANS I D: 403334 fasteners are complete and at no time should any loads greater than 5.Design assumes trustiqs are to be used In a non-corrosive environment, ��, -1 design loads be applied to any component. and are for"dry condition"of use. F„tt (P S 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full baa ng at all supports shown.Shim or wedge if © 14, . fabrication,handling,shipment and installation of components. necessary. ��. 7.Design assumes adequate drainage Is provided. [I 1ry-� 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 �`�FIRRA' I VIII II II VIII IIII VIII VIII IIII I II IIIITPUINTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. Digits Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 1E11 11 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 1.5" ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19%AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix designators: TOTAL LOAD = 42.0 PSF C, Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M,M20HS, All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2OHS ,CN16 (or no prefix) = CompuTrus, Inc M16HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY.AND or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 12 2 - 4.00 0 0 — IIMIIIIIII Ls, N 1 o III 3 M-3x4 y ), 5-01-08 Ope JOB NAME : POLYGON PLAN 5-B NH - G5 6cale: G-6256 ��<<,sktg PR Sri,A� WARNINGS: GENERAL NOTES,unless otherwise noted: "V 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 4."C"'7 V0'21)11 E 9(" Truss: G5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 r' continuous sheathing such as plywood sheathing(TC)and/or drywall C). �..+r wow - DATE: 7/11/2014 the overall structure is the responsibility of the building designer, 3.2x Impact bridging or lateral bracing required where shown++ MI (jr 4.No load should be eppied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -p OREGON /,(f SEQ. : 5 992815 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, l � t. p design loads be applied to any component. and are for"dry condition"of use. /O-.9 f+ 14 `�43\A.-�.- TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If �l �y necessary. '✓! \. V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. L RR r�,.,. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located an both faces of truss,and placed so their center 11111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincidentwith joint center lines. 9.Digitssndsize of platein inches. . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 111111 011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 19'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 50 2-8=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-366) 181 3.4=(-259) 116 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=(-189) 85 BC LATERAL SUPPORT <= 12°OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=(-105) 55 DL ON BOTTOM CHORD = 10.0 PSF 6.7=( -42) 19 OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'. 0.0° -23/ 377V -78/ 340H 5.50' 0.60 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 9.2' 0/ 67V 0/ OH 5.50' 0.11 KDDF ( 625) 5'- 11.2" -169/ 346V 0/ OH 1.50" 0.44 KDDF 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 9'- 11.2' -118/ 231V 0/ OH 1.50' 0.30 KDDF ( 625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 13'- 11.2' -134/ 272V 0/ OH 1.50" 0.35 KDDF ( 625) 17'- 11.2" -107/ 214V 0/ OH 1.50' 0.27 KDDF ( 625) 19'- 10.9" -16/ 33V 0/ OH 1.50' 0.05 KDDF ( 625) ICOND. 2: Design checked for net/-5 msfl uplift at 24 "oc soacing.l 7-09-12 12 01-03 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 = -0.031" @ 2'- 11.9" Allowed = 0.397" 6 MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.007" @ 19'- 10,2" ) MAX HORIZ. TL DEFL = -0.007" @ 19'- 10.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19's AT TIME OF MANUFACTURE. 12 5 Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, 4 Truss designed for wind loads o in the plane of the truss only. CD M-3x6(S) ' 0 00 3 ri ;ri1 o M-3x4 ), y y 0-10 6-00 13-10-15 [PROVIDE FULL BEARING;Jts:2,8,3,4.5.6.71 JOB NAME : POLYGON PLAN 5-B NH - J10 Scale: 0.2814 N. 6-, 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 tom; .(2.® E I-- Truss: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper ✓✓G 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 sterility during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c,respectively unless braced throughout their length by continuous sheathing such as plywooding(TCand/or dryvrall(BC). !'41601... DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng requiredaired where shown++ • It C o 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 SEQ. : 599201 6 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive environment, �„ t A. design loads be applied to any component. and are for"dry condition"of use. ,meq ../j,},,. 2a �.�t TRANS I D: 403334 5.CompuT 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 14, .. fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is provided. 6ry 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 rl(�� i(IIIII IIIII IIIII III I IIIII IIIII III I(III(III TPIMlTCA in SCSI,copies of which will be furnished upon request, gdicawith joint aIn nche. 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 111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-327) 162 3.4=(-220) 97 TC LATERAL SUPPORT <= 12'0C. UON. LOADING 4-5=(-154) 70 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -69) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0' -23/ 352V -69/ 301H 5.50" 0.56 KDDF ( 625 M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2' 0/ 67V 0/ OH 5.50" 0.11 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -168/ 347V 0/ OH 1.50" 0.44 KDDF ( 625) 9'- 11.2' -113/ 224V 0/ OH 1.50" 0.29 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -144/ 295V 0/ OH 1.50" 0.38 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 17'- 11.7" -51/ 104V 0/ OH 1.50" 0.17 KDDF ( 625) ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 7-09-12 10-01-15 MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.030" @ 3'- 7.4" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 'I MAX HORIZ. LL DEFL = -0.005' @ 17'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 17'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 5 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 12 l system and components and cladding criteria. 6.00 Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 load duration factor=1.6, Truss designed for wind loads II .4- o in the plane of the truss only. M-3x6(5) �� of ,ii M O O O M-3x4 k ), y y 0-10 6-00 11-11-11 •11 r 1i 1 , . JOB NAME : POLYGON PLAN 5-B NH - J9 Scale: 0.3077 ��`to PRopt WARNINGS: GENERAL NOTES,unless otherwise noted: J iii 'T 1:7 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 (5' !ON. E 1- Truss: - Truss: J9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. "-T' _.-- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at .+. DES: BY: BS is the responsibility of the erector.Additionalpermanent bracingof T o.c.and at 10'o.c.respectively unless braced throughout their lenggth by Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall/BC). , DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ri' (Z` 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'iT OREGON 1.0 SEQ. : 5992817 fasteners are complete and at no time should any loadsused greater than 5.Design assumes trusses are to be ud In a non-corrosive environment, /... \ ` design loads be applied to any component. and are for"dry condition"of use. 4f Q .L TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if /V Al}r 14, )4, r <�,lka necessary. V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is orovided. 14111‘„ 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 IIIIII IIII(IIII VIII IIII IIII IIIITPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with jointaee inches. In nche. 9.Digs oinncdt size ofpctto li . 10. t MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 110111111 IIII VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 15'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=(0) 0 BC: 2x4 KDDF M1&BTR SPACED 24,0" O.C. 2-3= -287 142 TC ATERAL SUPPORT <= 12'OC. UON. LOADING 3-4=(-184) 79 58 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5-6=( -44) 20 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 0'- 0.0" -23/ 353V 61/ 265H 5.50' 0.56 KDDF ( 625) M,M2OHS,MIBHS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 9.2" 0/ 67V 0/ OH 5.50' 0.11 KDDF 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.2" -162/ 343V 0/ OH 1.50' 0.44 KDDF ( 625) 9'- 11.2" -119/ 239V 0/ OH 1.50' 0.31 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.2" -108/ 226V 0/ OH 1.50" 0.29 KDDF625 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 15'- 11.7" -15/ 32V 0/ OH 1.50" 0.05 KDDF ( 625 ) 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'-•10.0' Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' 6 MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4' Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9' Allowed = 0.596" MAX HORIZ. LL DEFL = •0.004" @ 15'- 10.9" 5 MAX HORIZ. TL DEFL = -0.004" @ 15'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES cit NOT EXCEED 19%AT TIME OF MANUFACTURE. I Design conforms to main windforce-resisting system and components and cladding criteria. 4 Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), G load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. ao 3 01 c'7 0 o1I 1001111111.11111.11.111°11.11:2111011•111111•11111111111111.11 _ -/ o M-3x4 ), y y y 0-10 6-00 9-11-11 'PROVIDE FULL BFARING;Jts:2,7,3,4,5,61 JOB NAME : POLYGON PLAN 5-B NH - J8 Boole: 0 3315 `��., D PR q`�/o WARNINGS: GENERAL NOTES,unless otherwise noted. 2,,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 (E '02*s E c'"T r u s s: J8 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. Ade,:erfe'''''' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). rgllau DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2o Impact bridging or lateral bracing required where shown++ 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. OREGON SEQ. : 5 992818 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Q1-, � tx A. design loads be applied to any component. and are far"dry condition"of use ,<�i,, °'1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © /4 necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. ii A 6.This design is furnished subject to the Rmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center �"'� 111111111111141TPIANTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center noes. 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 TRUSS SPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=) 0) 42 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-246) 122 3-4=(-148) 61 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -67) 31 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 353V -53/ 231H 5.50" 0.57 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2" 0/ 67V 0/ OH 5.50" 0.11 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -155/ 338V 0/ OH 1.50" 0.43 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -129/ 265V 0/ OH 1.50" 0.34 KDDF ( 625) 13'- 11.7" -51/ 109V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 5sf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX TC PANEL LL DEFL = 0.031" @ 3'- 7.4" Allowed = 0.397" 5 MAX TC PANEL TL DEFL = -0.052" @ 2'- 11.9" Allowed = 0.596" ° MAX HORIZ. LL DEFL = -0.003" @ 13'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 13'- 10.9" 12 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.00 4 Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads v in the plane of the truss only. c 3 N- 0 C.') o 1 tEr6.---..., M-3x4 , ) ), ,I- 0-10 0-10 6-00 7-11-11 •:, I I 1I 1 • • • Ope JOB NAME : POLYGON PLAN 5-B NH - J7 Scale: 0.3795 ��skt�pN �r WARNINGS: GENERAL NOTES,unless otherwise noted: c ,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 Grw !C�2$$ E t- and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 7 2.2x4 compression web braang must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the res nsibili of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c.respectively unless braced throughout their length by r � " Pa ty P 9 continuous sheathing such as plywood sheathing(TC)end/or drywali(BC). ,,.y-..r�lr! DATE 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. g OREGON 41/ SEQ. : 5992819 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. 4p '1H* A. design loads be applied to any component. and are for"dry condition"of use. /..0 4/' 20 4 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 `Y necessary. 41$' '1.• fabrication,handling,shipment and installation of components. 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 I II VIII VIII VIII I'l'l VIII III IIITPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Dies indicatecisize ofplate in inches. MiTek USA,IDC./CoRIpUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 fillThis 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 42 2-6.(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-208) 105 ( 3-4=(-102) 46 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 4-5=( -38) 18 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA Connectorplate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) g LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 352V -45/ 198H 5.50" 0.56 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 9.2' 0/ 66V 0/ OH 5.50" 0.11 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -159/ 354V 0/ OH 1.50" 0.45 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -92/ 187V 0/ OH 1.50" 0.24 KDDF ( 625) 11'- 11.7" -19/ 46V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-5 ssfl uplift at 24 "on spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10,0" Allowed = 0.111" 5 MAX TC PANEL LL DEFL = -0.030° @ 2'- 11.9" Allowed = 0.397' MAX TC PANEL TL DEFL = -0.050" @ 2'- 11.9" Allowed = 0.596" �� MAX HORIZ. LL DEFL = -0.002" @ 11'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 11'- 10.9" 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. 0Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 �. Truss designed for wind loads o in the plane of the truss only. 1( rO M o/- V o� 1,1°0 00.....0 -/ 0 M-3x4 , ), , y 0-10 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,6.3.4.5J JOB NAME : POLYGON PLAN 5-B NH - J6 Op Scale: 0,4200 5'�:C1 S) ,4[iSS, WARNINGS: GENERAL NOTES,unless otherwise noted: 'TE ,p C 1.Builder and erection contractor should be advised of alt General Notes 1.This design Is based only upon the parameters shown end is for an Individual �� . � t.. Truss: J6 and Warnings before construction commences. building component.Applicability of design parameters and proper •CCC 2.2x4 compression web bracing must be installed where shown+, incorporation of componentis the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 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 r� continuous sheathing such as plywood in ere and/or drywali(BC). y r . '' DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ir C o 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. : 5992820 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, V R° A. design loads be applied to any component. and are for"dry condition"of use. '\ TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge If D "'' 14 2� 4 fabrication,handling,shipment end Installation of components. necessary. V 7.Design assumes adequate drainage is provided. 1��^ 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center `t"� I VIII)II I VIII III I VIII VIII III III((IIITPI/WTCA in SCSI,copies of which wilt 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 BIM This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-170) 99 3-4=( -76) 34 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 350V -37/ 166H 5.50" 0.56 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 66V 0/ OH 5.50" 0.11 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2° -164/ 368V 0/ OH 1.50" 0.47 KDDF 625 M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -45/ 90V 0/ OH 1.50° 0.14 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 'COND. 2: Design checked for net/-5 gsfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0' Allowed = 0.111' MAX TC PANEL LL DEFL = 0.028" @ 3'- 4.9' Allowed = 0.397" 4 -/ MAX TC PANEL TL DEFL = -0.048' @ 2'- 11.9" Allowed = 0.596" MAX HORIZ. LL DEFL = -0.002" @ 9'- 10.9" 12 �� MAX HORIZ. TL DEFL = -0.002" @ 9'- 10.9" 6.00 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. 3 Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, v Truss designed for wind loads o in the plane of the truss only. in c") o� v o� I 5�� 0 M-3x4 ,l ,( ), 1, 0-10 6-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,_,3,41 JOB NAME : POLYGON PLAN 5-B NH - J5 Scale: D.4887 �y<G. 'S WARNINGS: GENERAL NOTES,unless otherwise noted: 1 1.5 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� ±¶ 2 y i E t"" and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 5 Incorporation of component Is the responsibility of the building designer. 2.2x4 compression web bracing must be Installed where shown+, 2.Design assumes the top and bottom chords to be laterally braced at +' 3.Additional temporary bracing to Insure stability during construction 2'o.c,and at 10'o.c.respectively unless braced throughout their length by DES. BY: BS s the responsibility of the erector.Additional permanent bracing cf continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A - DATE: 7/11/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ MF it 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -'y OREGON to SEQ. : 5992821 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 4_ Ar_ ',k design loads be applied to any component. and are for"dry condition"of use. / -7}. 20 �.7. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14 necessary. M V.1:111112+- 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 1111111111111111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. Digit coincideInwith jointinches.9.Digits ndsize of tplate In Inness. EXPIRES: MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1989(MiTek) CAFIl1CJ.12 11201 IIIIII log 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 TO: 2x4 KDDF 818BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-5=(0) 0 BC: 2x4 KDDF 818BTR SPACED 24.0' 0.C. 2.3=(•I26) 92 IC LATERAL SUPPORT <= 12'OC. UON. 3.4=( -64) 25 LONDIOG 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 BRO AREA OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0° -24/ 353V -29/ 135H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 67V 0/ OH 5,50' 0.11 KDDF ( 625) M,M20HS,,CN18 (or = MiTek MT series 5'- 11.2" -142/ 337V 0/ OH 1.50" 0.43 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ OV 0/ OH 1,50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for nett-5 sof) uplift at 24 "oc spacing.) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = •0.001' @ 0'--10.0" Allowed = 0.111' 12 MAX TC PANEL LL DEFL = 0.047' @ 2'- 9.3" Allowed = 0.397" MAX TC PANEL TL DEFL = -0.051" @ 2'- 11.9" Allowed = 0.596" 6.00 MAX HORIZ. LL DEFL = -0.001" @ 5'- 11.2' m MAX HORIZ. TL DEFL = -0.001' @ 7'- 10.9" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 199s AT TIME OF MANUFACTURE. {r41 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, NI- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. c., 0,,_ v Ilio/- 1 o �� 5►1 -/ M-3x4 ,1 1, 1, y 0-10 6-00 {PROVIDE FULL BEARING:Jts:2,5.3.4) 1-11-11 JOB NAME : POLYGON PLAN 5-B NH - J4Scale: 0.5653 �,'< GN ��h6.4 A� WARNINGS: GENERAL NOTES,unless otherwise noted: 5J' '7 1; 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual A. [[-- •9 Truss: J 4 and Warnings before construction commences. building component.Applicability of design parameters and proper ® C' 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsidGty of the building designee DES. BY BS 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 DATE: 7/11/2014 the overall structure is the responsibilityof the buildingdesi ner. 2v Impact sheathing such as plywood sheathing(TC)and/or drywall(BC). ,,,r,�„ - �N` " 9 3.2x Impact bridging or lateral bracing required where shown++ tZ, SSEQ. : + �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. OREGON E Q. : 5992822 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- h' design loads be applied to any component. and are for"dry condition"of use. �" ,,� TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © �� fabrication,handl) necessary. ,{,, 1-� (j,p^ ng,shipment and installation of components. 7.Design assumes adequate drainage is provided. '✓/4Y,.fl;t•-`" V 6.This design is furnished subject to the Agitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center r'7 ri I IIIIII II II VIII III I VIII VIII III I{III{IIITPIIWTCA in BCSI,copies of which will be furnished upon request. 9.lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Elate In inches. orbasi Digits connector 10.For plate design values see ESR-1311,ESR-1088(MiTek) EXPIRES:12/31/2015 1E111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DD) 2= /Cq-1'00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. ( ) 42 BC: 2x4 KDDF #1&BTR SPACED 24.0' O.C. 2 (-90) 48 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: 10.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -49/ 379V -22/ 104H 5.50' 0.61 KDDF ( 625) 5'- 9.2' 0/ 74V 0/ OH 5.50' 0.12 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.7" -69/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. �COND. 2: Design checked for net(-5 ssf) uplift at 24 "00 spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.D" Allowed = 0.083' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111' MAX TC PANEL LL DEFL = 0.079" @ 3'- 7.2" Allowed = 0.395' 5-11-11 MAX TC PANEL TL DEFL = -0.092" @ 3'- 4.8" Allowed = 0.593" T MAX HORIZ. LL DEFL = -0.001" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.001' @ 5'- 10.9' 12 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES 3 -/ NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. c 0 co co o/ o/- 1 I!Al III 4► -/ 0 M-3x4 y y 1, 0-10 [PROVIDE FULL BEARING:Jts:2,4.31 6-00 PRo JOB NAME POLYGON PLAN 5-B NH - J3 Sale; 0,5843 5�vv N � �4 WARNINGS: GENERAL NOTES,unless otherwise noted: �S.r a is 11 ,T �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 9 0` C' Truss: J3 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. ✓fir' 3.Additional temporary bracing to Insure Stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,� " DES. BY: BS Is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). J ' ' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown+.4. to SEQ. : 5992823 4.No load should be applied to any component until after all bracing and Installation of truss Is the responsibility of the respective contractor. g'OREGON fasteners are complete and at no time should any bnon- corrosive greater than 5.Design assumes trusses are to be used in a nonorrosive environment, �4 - oto \b A r� .t design loads be applied to any component. end are for"dry condition"of use. �"' 2P.1 4 14 TRANS I D. 403334 5.CompuTrus has no control over and assumes no responsibility for the e.nnaec ssa assumes full bearing at all supports shown.Shim or wedge If illz, �Q fabrication,handling,shipment and installation of components. ry Ap-�11 yy p P 7.Design assumes adequate drainage is provided. f1 i Y‘4"- 6.This design is furnished subject to the Gmitatlons 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[III[IIITPINYTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits Indicatesize ofplate in Inches. MiTek USA,Inc/CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1.2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2.3=(-63) 49 TC LATERAL SUPPORT <= 12"OC, UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 321V -14/ 73H 5.50" 0.51 KDDF ( 625) 3'- 10.9" -99/ 114V 0/ OH 1.50" 0.18 KDDF ( 625) Connector plate prefix designators: C,CN,C18,CN18 or no prefix) = ormpuTrusLL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 57V 0/ OH 5.50" 0.09 KDDF ( 625) ( p , Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1GDND. 2: Design checked for nett-5 csfl 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 = 0.001" @ 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111111° 3-11-11 MAX LL DEFL = 0.000" @ 0'. 0.0" Allowed = 0.078" T f MAX TC PANEL LL DEFL = 0.012" @ 2'- 2.2" Allowed = 0.246" MAX BC PANEL TL DEFL = -0.034" @ 3'- 1.4" Allowed = 0.333" 12 MAX BC PANEL TL DEFL = -0.004" @ 4'- 1.4" Allowed = 0.333" 6.00G" MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 1996 AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20.2ft, TCOL=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 vr in the plane of the truss only. cm O„,- vr III O M-3x4 J., y 0-10 !PROVIDE FULL BEARING:Jts:2.3,41 6-00 JOB NAME : POLYGON PLAN 5-B NH - J2 Scale: 0.6394 `� R Ore 'S( GN 'S WARNINGS: GENERAL NOTES,unless otherwise noted: Ca41 //� "V 1.Budder 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 (C' .9 $s E 1:" `. Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2.4 compression web bracing must be installed where shown+. Incorporation of component is the responslbitty of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,/j DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by the overall structure is the responsibility of the buildingdesigner, continuous sheathing such as plywood sheathing(TC)and/or drywall$C). �,/; , , DATE: 7/11/2014 P h 9 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON lei S E Q. : 5992824 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, h- tx . design loads be applied to any component. and are for"dry condition"of use. 41 TRANS I D: 403334 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14 2 fabrication,handling, necessary. �},,r {�,"�^. shipment and installation of components. 7.Design assumes adequate drainage is provided. "✓/r.' ry' � V 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 mini I IIIIII II II VIII IIII VIII VIII III IIII IIIIbasicconnector pl TPIIWTCA in BCSI,copies of which will be furnished upon request nes coincide with joint center lines MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E9. Indicate designr and aFor see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 V[[[III VIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-4=(0) 0 BC: 204 KDDF N1&BTR SPACED 24.0" O.C. 2.3=(-35) 40 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -49/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 10.9" -108/ 90V 0/ OH 1.50' 0.14 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 48V 0/ OH 5.50" 0.08 KDDF 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, �COND. 2: Design checked for net(-5 ssf) uplift at 24 "oc sgacing.1 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'-•10.0" Allowed = 0.111" ,' f MAX TC PANEL LL DEFL = 0.001" @ 1'- 0.0" Allowed = 0.097" MAX TC PANEL TL DEFL = -0.003" @ 1'- 1.5" Allowed = 0.145" MAX BC PANEL LL DEFL = 0.005" @ 2'- 8.6' Allowed = 0.250' 12 MAX BC PANEL TL DEFL = -0.020" @ 3'- 3.8" Allowed = 0.333' 6.00 1 ." MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 - Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. M O/- V 111 o *' 1 2 ��4 1 M-3x4 y y 1, 0-10 [PROVIDE FULL BEARINQ:Jts'2.3.4I 6-00 JOB NAME : POLYGON PLAN 5-B NH - J1 �5�`�kAGINE 0r 09 , Scale: 0.7144 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 ; 1�i � th 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon e parameters shown and is for an individual f� ,w Truss: J1 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. ,, 44001111"14:''' ^' �M� 3.Additional temporary bracing to Insure stability during construction DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 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 d ywail(er! �° DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ! SEQ. : 5992825 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'S7 �A{�OREGON itd fastenem 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"- "J,� ��t`�A, design loads be applied to any component. and are for"dry condition"of use. 14 TRANS I D: 403334 5.Gampulrua has no control over and oneames no responsibility for the 8'oecesse assumes ma bearing at all supports shown.Shim or wedge If p fabrication,handling,shipment and installation of components. necessary. - -hh ry p P 7.Design assumes adequate drainage is provided. ^•R R 1LN" 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII[III[IIITPINVTCA in BCS[,copies of which will be furnished upon request. lines coincide with joint aetnr fines. 9.Digits indicate ondt size of io 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 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSSSPAN 13'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =I DO TC: 2x4 KDDF N1&BTR q BC: 2x4 KDDF 0/1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=( -97) 190 8- 7=( 0) 18 WEBS: 2x4 KDDF STAND SPACED 24.0" 0.C, 2- 3=(-257) 48 7- 9=(-158) 297 7. 3=( 0) 49 3- 4=(-224) 105 3- 9=(-308) 164 TC LATERAL SUPPORT <= 12'OC, UON. LOADING 4- 5=(-153) 67 BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -68) 32 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 0,0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,CN18 (or no ix) = CompuTrus, Inc 0'- 0.0" -29/ 351V 53/ 231H 5.50" 0.56 KDDF ( 625) M,M20HS,M18HS,(or = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3° 0/ 127V 0/ OH 5.50' 0.20 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9" -120/ 259V 0/ OH 1.50' 0.33 KDDF ( 625) 9'- 10.9" -137/ 286V 0/ OH 1.50' 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 13'- 11.7' -50/ 106V 0/ OH 1.50" 0.17 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0,083" MAX TL CREEP DEFL = -0.001" @ 0'-•10.0" Allowed = 0.111" MAX LL DEFL = 0.008" @ 2'- 3.8" Allowed = 0.254" 13-11-11 MAX TL CREEP DEFL = -0.015" @ 2'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" '- -/ MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" %t DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 Design conforms to main windforce•resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0o load duration factor=1.6, dc:. Truss designed for wind loads 0 o in the plane of the truss only. M-4x6 co M-3x4 �II _ o 0 g -/ 4 . M-3x4 0 8 O N o C! M-3x4 M-1.5x4 cu )' / / / 2-03-12 2-10-08 0-09-12 ) k / y 0 10k 2-05-08 y 11-06-03 y 6-00 7-11-11 'PROVIDE FULL BEARING:Jts:2.9,4,5.61 JOB NAME : POLYGON PLAN 5-B NH - J7CScale: 0.3025 c��' CaIRN � `r� '/`' WARNINGS: GENERAL NOTES,unless otherwise noted: R 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 individualw� • AE` -7 Truss: J/C and Warnings before construction commences. building component.Applicability of design parameters and proper LL 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 ,/l DES. BY: BS is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �i� po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). w+v„wair •" DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ it 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. OREGON S E Q loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, , TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. L� lf 9Y Q\ y� 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 © 14 1�1�T fabdcatlon,handling,shipment and installation of components. nesessary. �(,, V S 7.Designlaesassumesadequateane dboth faces of truss,and placed so their center '7 ch will be urnished upon r lines IIIIII I ''III III I VIII VIII III I'III'IIIMireUSA,InCJCampuTru9 I,copies of ISoftware f+7.6.6(1 Eequest 10.For basicconnectoroplate design values see ESR-1311,ESR-1988(MiTek) de with Jint center Ines. 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 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 42 2- 8=(-102) 178 8- 7=( 0) 18 BC: 2x4 KDDF 111&BTR SPACED 24.0" O.C. 2. 3=(-245 43 7- 9=(-165) 278 7. 3=( 0) 49 WEBS: 2x4 KDDF STAND ( 3- 4=(-213) 71 3- 9=(-289) 171 LOADING 4- 5=(-155) 77 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.D)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-101) 0 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 10.0" 24.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'. 0.0" -27/ 356V -39/ 215H 5.50" 0.57 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 2.3" 0/ 122V 0/ OH 5.50" 0.20 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT seriesREQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 10.9' -136/ 299V 0/ OH 1.50" 0.38 KDDF ( 625) 9'- 11.7' -183/ 405V 0/ OH 1.50" 0.52 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for nett-5 psfl uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.009" @ 2'- 3.8" Allowed = 0.254° MAX Ti CREEP DEFL = -0.014" @ 2'- 3.8" Allowed = 0.339" 11-11-11 MAX LL DEFL = 0.042' @ 11'- 11.7" Allowed = 0.200" T 1 MAX TL CREEP DEFL = -0.048' @ 11'- 11.7" Allowed = 0.267" /- -/ MAX HORIZ. LL DEFL = -0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19%AT TIME OF MANUFACTURE. 6.0017' Design conforms to main windfarce-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), o load duration factor=l.6, o Truss designed for wind loads ui °H of in the plane of the truss only. M-4x6 CCS o M-3x4 ��I9 -/ o _ M-3x4 M-1.5x4 -r o 0 0 M-3x4 1 I 1 1 2-03-12 2-10-08 0-09-12 1 1 1 1 0-101 2-05-08 1 9- 06-03 1 6-00 5-11-11 'PROVIDE FULL BEARING:Jts:2,9,4,51 JOB NAME : POLYGON PLAN 5-B NH - J 6CScala: 0.3429 �� "(N `�' 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 t". 7 4Ca '.2 E cc' Tr u ss'' J 6C and Warnings before construction 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. 1s' 3.Additional temporary bracing to Insure stabiity during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and et 10'o.c.respectively unless braced throughout their len th by po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall/NC). ' ! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ SE /� C t-f '7 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. -Ft OREGON (iv SE Q. : 5 99282 I 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... 'V` Ab` +ly design loads be applied to any component. and are for"dry condition"of use. 1/� '"Q y' 2�v. �-�» TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the a Design assumes full bearing ut all supports shown.Shim or wedge If '✓ �f " necessary. 'V' p fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. A:n R` „ 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 TPINVTCA in BCSI,copies of which will be furnished upon request, git co incide with jointfcenter che. 9.Digitssi ini ide size of platein inches.. MiTek USA,Inc./CornpuTfus Software+7.6.6(1 L)-E 10.For basic connector plate design values see EOR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-7=( -69) 178 7-6=( 0) 18 BC: 2x4 KDDF k1&BTR SPACED 24.0" O.C. 2-3=(-245) 43 6-8=(-114) 278 6-3=( 0) 49 WEBS: 2x4 KDDF STAND 3.4=(-153) 71 3-8=(-289) 118 LOADING 4-5=( -70) 32 TC LATERAL SUPPORT <= 12"0C. 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 TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 10.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -27/ 347V -37/ 166H 5.50' 0.55 KDDF ( 625) 9 5'- 2.3" 0/ 122V 0/ OH 5.50' 0.20 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 10.9" -138/ 301V 0/ OH 1.50" 0.39 KDDF 625) 1 M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.7" -49/ 103V 0/ OH 1.50' 0.16 KDDF 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND, 2: Design checked for net1-5 psfl uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0' Allowed = 0.111" MAX LL DEFL = -0.007' @ 2'- 3.8° Allowed = 0.254" MAX TL CREEP DEFL = -0.014' @ 2'- 3.8" Allowed = 0.339" 9-11-11 MAX HORIZ. LL DEFL = -0.005" @ 5'- 2.3" - - MAX HORIZ. TL DEFL = 0.009" @ 5'- 2.3" f- -/ DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 ' Design conforms to main windforce-resisting 6.00 system and components and cladding criteria. Wind: 140 mph, h=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, 0o Truss designed for wind loads cp in the plane of the truss only. CD C o LU v M-4x6 ,411111411 - oM-3x4 M-1.5x4 o M-3x4 M-3x4 y ..11 * 2-03-12 2-10-08 0-09-12 * )- * * 0-101, 2-05-08 7-96-03 y 6-00 3-11-11 'PROVIDE FULL BEARING:Jts:2,8,4,5' JOB NAME : POLYGON PLAN 5-B NH - J5C Scale, Q.3783 \�. RSG N s,,, WARNINGS: GENERAL NOTES,unless otherwise noted: 1sly 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 (SCJ .d 2 9 9 E -r Truss: J5C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ?'� DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector,Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). l„wX+,4min! DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lie CC c� 4.No load should be appted to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. -" Ay OREGON w S 5.Design assumes trusses are to be used in a noncorrosive environment, 4. 7 ,kik A, TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. / *II" Zd 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q /4 � fabrication,handling,shipment and Installation of components. DesignDesassessary. / / 7. latesassumesadequate odrainag e Is truss,a. 'F � `fes,,, 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 II VIII VIII VIII II I 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(MiTek) EXPIRES:12/31/2015 1111111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2-7=( -84) 228 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-297) 65 6-8=(-138) 358 6-3= 0) 50 WEBS: 2x4 KDDF STAND 3-4=(-153) 82 3-8=(-372) 143 LOADING 4-5=(-100) 0 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 10.0' 23.7" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -35/ 328V -24/ 151H 5.50' 0.53 KDDF ( 625) Connector plate prefix designators: 5'- 2.3" 0/ 144V 0/ OH 5.50" 0.23 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -182/ 415V 0/ OH 1.50" 0.53 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 nsf) uplift at 24 'oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.001' @ 0'--10.0' Allowed = 0.083' MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = -0.010' @ 2'- 3.8' Allowed = 0.254' MAX TL CREEP DEFL = -0.018' @ 2'- 3.8' Allowed = 0.339' MAX LL DEFL = 0.041° @ 7'- 11.7" Allowed = 0.197" MAX TL CREEP DEFL = -0.047' @ 7'- 11.7' Allowed = 0.263° 7-11-11 T f MAX HORIZ. LL DEFL = 0.007" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19's AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads M 4x6 c; in the plane of the truss only. 0I.„„...__.,..„„,........._I M-3x4 co N o15 �� M-3x4 M 1.5x4 o 0 0 7 0 M-3x4 J, y )- ), 2-03-12 2-10-08 0-09-12 y 1, 1, y 0-10 y 2-05-08 5-06-03 ! y 6-00 1-11-11 (PROVIDE FULL BEARING;Jts:2,8,41 JOB NAME : POLYGON PLAN 5-B NH - J4CScale: 0.4268 ".4so NS„53 ,9 WARNINGS: GENERAL NOTES,unless otherwise noted: 2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual I''( 2#. E Truss: J 4C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d PIYwo g(r ) rywall(BC). .+"�Y,AW > DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ,MIit SEQ. : 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. - OREGON tzi S E Q. : 5992829 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1-� V,� 1� A design loads be applied to any component and are for"dry condition"of use. 2� .,�- TRAN S I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 14, necessary. 4,/ , R L fabrication,handling,shipment and Installation of components. 7. necessary. gnss 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,end placed so their center II II II II II II II I III IIID IIIII III TPIMlrCA In BCSI,copies of which will be furnished upon request. it coincidentwith joint tecenterIn lines. 9.Digits size of plate In Inches. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 VIII II VIII 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) 42 2-6=(-135) 228 6.5=( 0) 18 BC: 2x4 KDDF H1&BTR SPACED 24.0" 0.C. 2-3=(-297) 65 5.7=(-21B) 358 5.3=( 0) 50 WEBS: 2x4 KDDF STAND 3.4=( -55) 41 3-7=(-372) 226 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.N) ON TOM CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES) LOAD = 42.0 PSF ( ) OVERHANGS: 10,0" 0.0" 0'- 0.0" -48/ 365V •22/ 104H 5.50' 0.58 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 2.3" 0/ 144V 0/ OH 5.50' 0.23 KDDF ( 625) Connector plate prefix designators: 5'- 11.7" -48/ 108V 0/ OH 1.50' 0.17 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. (COND. 2: Design checked for net(-5 9sf) 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 = 0.001° @ 0'-•10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.012" @ 2'- 3.8' Allowed = 0.254" MAX TL CREEP DEFL = -0.018' @ 2'- 3.8' Allowed = 0.339' MAX HORIZ. LL DEFL = -0.009" @ 5'- 2.3" MAX HORIZ. TL DEFL = 0.011" @ 5'- 2.3" 5-11-11 T l' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. 12 6.00 D Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, ') (All Heights), Enclos1d, Cat,2, Exp.B, MWFRS(Dir), � load duration factor=l6, Truss designed for wind loads in the plane of the truss only. m 0 v M-4x6 0 0 ChN � e�- M-3x4 !IF-. .....--- - cc, o, o m M-3x4 M-1.5x4 o 0 2. 0 6 0 M-3x4 > y ) y 2-03-12 2-10-08 0-09-12 )' ), ), ), 0-10 2-05-08 6-00 3-06-08 (PROVIDE FULL BEARING;Jts:2,7,41 JOB NAME : POLYGON PLAN 5-B NH - J3C Sale: 0.4902 G. op N s,�A,� WARNINGS: GENERAL NOTES,unless otherwise noted: it +Trus1.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 taw .92 O S E fic.- Truss: s: J3C 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 DES. BY: BS 2'op and at 10'o.c.respectively unless braced throughout their length byimgpv N the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). wim"' WOW DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 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 ,j OREGONtri non-corrosiveSEQ. : 5992830 fastenem are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, t," 47 ufk „41/4 TRANS I D: 403334 design loads be applied to any component. end are for"dry condition"of use. ,,✓ �),. (� J... 5.CompuTrus has no control over and assumes no responsibility for the 6,Design assumes full bearing at all supports shown.Shim or wedge if �, fabrication,handling,shipment and Installation of components. necessary. 7.Design assumes adequate drainage is truss, provided. �R �,. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of trand placed so their center I III II II II VIII II I I II VIII II II 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(MiTek) EXPIRES:12/31/2015 1111 IIIIIII 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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 42 2-6=(-46) 123 6-5=( 0) 18 BC: 2x4 KDDF q1&BTR SPACED 24.0" O.C. 2.3=(-188) 24 5-7=(-76) 191 5-3=( 0) 48 WEBS: 2x4 KDDF STAND 3-4=( -22) 28 3-7=(-198) 79 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 10.0" 0.0" 0'- 0.0" -48/ 325V -14/ 73H 5.50' 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.9" -84/ 70V 0/ OH 1.50" 0.11 KDDF 625 Connector plate prefix designators: 6'- 0.0" 0/ 98V 0/ OH 5.50" 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M20HS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for nett-5 psfa uplift at 24 "oc soacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.001" @ 0'--10.0" Allowed = 0.083" MAX TL CREEP DEFL = -0.001' @ 0'--10.0" Allowed = 0.111" MAX LL DEFL = 0.005" @ 2'- 3.8" Allowed = 0.170" MAX TL CREEP DEFL = -0.010" @ 2'- 3.8" Allowed = 0.226" MAX LL DEFL = 0.000' @ 5'- 2.3' Allowed = 0.078" MAX BC PANEL TL DEFL = -0.002" @ 3'- 11.9" Allowed = 0.128" 3-11-11 MAX HORIZ. LL DEFL = -0.004" @ 5'- 2.3" T '( MAX HORIZ. TL DEFL = 0.006" @ 5'- 2.3" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 6.00 NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20,21t, 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 0 Truss designed for wind loads co o in the plane of the truss only, o o N r _ M-3x4 111 4 illiMOBLII M-3x4 o M-1 .5x4 ' �/- 2111.- - 6 0 0 M-3x4 0 J, y 1, y 2-03-12 2-10-08 0-09-12 * y y 0-10 2-05-08 6-00 3-06-08 'PROVIDE FULL BEARING;Jts:2,4,7' PROpe JOB NAME : POLYGON PLAN 5-B NH - J2C Scale: 0.5343 a� GN �, WARNINGS: GENERAL NOTES,unless otherwise noted: h/r)I J2C 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 ,..44/ ..G••i E 1-- Truss: 1-^- T r u s s: J 2C 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 stebitity during construction 2.Design assumes the top and bottom chords to be lateral&braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). i !. "' DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w it 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 7 A_OREGON ((! SEQ. : 5992831 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, L, 4 �b�`,A.� design loads be applied to any component. and are for"dry condition'of use. j 1✓ 2C) 4. TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 14, h�i fabrication,handling,shipment and Installation of components. nesessary. / R R 15 A V g P P 7.Design assumes adequate drainage Is provided. 4 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII 11111 11111 III I IN II II II IIIIII TPINVTCA in SCSI,copies of which will be furnished upon request. git coincideIntwith jointain 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 1E IIIIII 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 IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 42 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-68) 30 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: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -58/ 287V -14/ 73H 5.50' 0.46 KDDF ( 625) 1'- 9.2" -3/ 60V 0/ OH 5.50" 0.10 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 3'- 11.7' -44/ 94V 0/ OH 1.50' 0.15 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 osf) uplift at 24 "pc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.001" 9 0'--10.0" Allowed = 0.083" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111° MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1' Allowed = 0.050" MAX BC PANEL TL DEFL = -0.002' @ 1'- 0.1" Allowed = 0.067' 12 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 10.9" ijiir 6.00 1 '. MAX HORIZ. Ti DEFL = -0.000" @ 3'- 10.9' DESIGN ASSUMES MOISTURE CONTENT DOES 0 NOT EXCEED 19's AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, v (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 oad duration factor=l.6, cm Truss designed for wind loads in the plane of the truss only. M� O d' OA- 1 2 4111.1.--7..,...."7-.0111111 -v M-3x4 y y y )' 0-10 2-00 1-11-11 (PROVIDE FULL BEARINQ:Jts:2.4,3) JOB NAME : POLYGON PLAN 5-B NH - ASJ2 Scale: 0.8541 � � �N 61 WARNINGS: GENERAL NOTES,unless otherwise noted: ((// 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 7 92 i E Truss: ASJ 2 and Warnings before construction commences. building component.Applicability of design parameters and proper G 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the rasponsibitty of the building designer. 411101,4"-- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(7C)and/or drywall(BC). 4500,1p,DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 'Cr 4.No load should be appted to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON `,. SEQ. : 5 992832 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, .'L Ntk ,w design loads be applied to any component and are for"dry condition"of use. / -1-- �� 1 TRANS I D: 403334 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if © 14, gyp" fabrication,handling, necessary. S shipment and installation of components. 7.Design assumes adequate drainage is provided. .031111...k- 6. This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed so their center III II I II 1111 I DIM I I III II TPI/WTCA In BCSI,copies of which will be furnished upon request, lines coincidewith joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.ft(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 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF H18BTR LOAD DURATION INCREASE = 1.15 1.2=( -3) 42 2-4=(0) 0 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. 2.3=(-45) 15 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 59.IN. (SPECIES) OVERHANGS: 10.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -62/ 263V -7/ 43H 5.50" 0.42 KDDF ( 625) 1'- 9.2" -18/ 21V 0/ OH 5.50" 0.03 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -18/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for nett-5 osfl 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 = 0.001" @ 0'--10.0" Allowed = 0.083" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.001" @ 0'--10.0" Allowed = 0.111" T '1 MAX BC PANEL LL DEFL = 0.001' @ 1'- 0.1" Allowed = 0.050" MAX TC PANEL TL DEFL = -0.001' @ 1'- 2.9' Allowed = 0.145" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" 6.00 I/ MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19%AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 3 load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. v 0 M O/- V O o/- I,1114� -/ M-3x4 ), /, y 0-10 2-00 IPROVIDE FULL BEARING:Jts:4',3I I JOB NAME : POLYGON PLAN 5-B NH - ASJ1 Scale: 0.7139 `5"\ G N°r d) WARNINGS: GENERAL NOTES,unless otherwise noted: 5? l.Sy 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4t" - .r �0 R E t'r Truss: ASJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper y 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 44011P ,' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,v/' DES. BY: BS 2'o.c,and at 10'o.c,respectively unless braced throughout their length by � is the responsibility of the erector Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaa(BC). ..ya"` 'S- DATE: 7/11/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ MI tr 1 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. y OREGON iti SEQ. : 5992833 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,. 'lf 1� A. TRANS I D: 403334 design loads be applied to any component. and are for"dry condition"of use. //� <Q jr 2a -,�,„ 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 4, P 14 - fabrication,handling,shipment and installation of components. necessary. 17.7R11..\ � I 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 IIIIII VIII II I II II VIII IIII VIII III IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. git cindciae with jointain nche. I! 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 I