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Plans (42) 5.7 -of 7 $t / MiTek MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-89_UP Fax 916/676-1909 5A 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:R41832507 thru R41832521 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. ��E'J PR©FF�,s tiNG1NEF� /0 87s 2PE < uz � -7A �'o� OREGON q� b gi8ER AN �� S A. H' A EXPIRES:06/30/2015 April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. .1._ mit MiTeke MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 9161676-1900 Re: PL14-89_UP Fax 916/676-1909 5A 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:R41832507 thru R41832521 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. y ONIO eoo V1ASt "`-to q H yy <r "0' 4%39 ONAL, y April 22,2014 Hernandez,Marcos The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. Job Truss Truss Type Qty Ply 5A PL14-89_UP F01 Floor 6 1 R41832507 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference(optional) 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:54 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-u5L6y415vXMDrSQ6LFhTXU08VnApewMJpiAlyjz000? I 2-6-0 I I 2-2-9 1 1 1-2-0 I I 2-4-11 I Scale=1:28.6 1.5x3 II 3x5= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x5 = 1.5x3 II 1 2 3 4 5 6 7 8 TT \ N C N a 13 12 11 10 �i 3x4= 3x8= 3x4= 3x4 = 3x4= I 9-11-9 10-8-1 11-4-9 1 9-11-9 1r1 111 +12 0.-o 0.7-0-3-1 1 1 16 5-0-3 I Plate Offsets(X,Y): [10:0-1-8,Edaeh[11:0-1-8,Edael 0-7-0 0-1-8 LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >783 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.64 Vert(TL) -0.40 11-12 >487 360 BCLL 0.0 Rep Stress Incl 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 (lb/size) 13=715/Mechanical,9=715/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONTO TOP CHORD 2-3=2463/0,3-4=2463/0,45=2532/0,5-6=2532/0,6-7=2532/0 t,141 BOT CHORD 12-13=0/1520,11-12=0/2805,10-11=0/2532,9-10=0/1515 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 . A, )0 ,,,>,6 NOTES 'Z' 1)Unbalanced floor live loads have been considered for this design. _-_ N 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 tE; be attached to walls at their outer ends or restrained by other means. �\V*14'04N.1S9 tGr TsLOAD CASES) Standard AL 0 ��?�Q P R Vr 6:3 C`� 0NGINFF1. �©. 87022P, r-- .5.7 -- 9�A',FRGONrIQ4�ti 0 41i u + os A. 1-► a EXPIRES:06!3012015 April 22,2014 4 A WARMI,S+,,-Ver:'tydesign pram ers am JREA31 ARIES ON mu AM IM1lff£4 i I7£Xit£WREri42 PAGE mu"7473 res 1.125120514 REMISE Design valid for use only with Milek 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 erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek' fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Quality Criteria,DSS-89 and SCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria.VA 22314. Carus Heights,CA,95610 7777 Greenback Lane,Suite 109 if Southern Pine["SPtlumber is specified,the design seems are these attestant Olf2:O13 by MSC Job Truss Truss Type Qty Ply 5A 841832508 PL14-89_UP F02 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 15:38:55 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1 UY-NHuVAQIjggU4Tb?IvyCi3ixLvBX_NPgT1 MwJUAzOQO_ 2-6-0 II 2-0-11 I I 1-2-0 I I 1-0-9 I Scale=1:25.9 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 11 3x4= 1.5x3 II 4 5 6 7 8 1 2 3 oe e e ee 1 41.- 12 11 10 9 3x4= 3x6 = 3x4= 3x4= 3x4 = 10-6-3 11-2-11 9-9-11 9-1113 111-1-3{ 14-10-12 I 0-14 0-7-0 3-8-1 9-9-11 0-7-0 0-1-8 Plate Offsets(X.Y): f10:0-1-8.Edoel,f11:0-1-8,Edoe1 (in loc 1/defl Lid PLATES GRIP LOADING(psf) SPACING 1-7-3 CSI DEFL ) TCLL 40.0 Plates Increase 1.00 TC 0.57 Vert(LL) -0.20 11-12 >870 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.33 11-12 >537 360 BCLL 0.0 Rep Stress Ina" YES WB 0.43 Horz(TL) 0.04 9 n/a n/a Weight:66 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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=649/0-4-4 (min.0-1-8),9=649/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 'TOMO TOP CHORD 2-3=-2140/0,3-4=2140/0,4-5=1912/0,5-6=-1912/0,6-7=-1912/0 Q� '1( BOT CHORD 12-13=0/1359,11-12=0/2319,10-11=0/1912,9-10=0/1371 WEBS 6-10=418/0,2-13=1467/0,2-12=0/844,4-11=-536/22,7-9=-1480/0,7-10=0/810 Fes) co NOTES f 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 be attached to walls at their outer ends or restrained by other means. �Q -1-4, GI LOAD CASE(S) Standard 's4-t}NAI:•e1. ,ECS PROre k7,9 o $7022PE r' N y Aj OREUO q, 4ti °PF''1E3EA � A. HE4 ' EXPIRES:06/30/2015 April 22,2014 1". IttriN7f J-Verify design;aiaalefcrs and RcAII l M7S ONMIS ANO MUSEDMTV(REFERENCE PAGE MII-7473 sec 1,11512010 WORE SE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and-isf or an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M�Tek` erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 7777 Lane,Suite 109 fabrication,quality control,storage.delvery,erection and bracing.consult ANSI/TPI1 Quality Crlteda,DSII-89 and BCSI Building Component Citrus77Greenbackea,CA,Lne, If anarth«n tSP11voistseec from Institute. ivessate these. t,effective Alexandria, 3 byAttSC a. Job Truss Truss Type Qty Ply 5A R41832509 PL14-89 UP F03 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:58 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-rUStNmJLR8cx51ZUTfjxcvU WYbsw6pZcGOfs?czOQTz 2-6-0 I I 2-5-1 II 1-2-0 I1 2-4-11 I I Scale=1:28.9 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x6 = 1.5x3 II 1.5x3 II3x5= 5 6 7 8 2 3 4 1 0- / N e e e 1 r 12 11 10 3x4= 3x8= 3x4= 3x5= 3x4= 10-10-9 11-7-1 10-2-1 1013(9r1 I 5-0-3 tt167-4I 0-1-8 0-7-0 I 10 2-1 0-7-0 0-1-8 Plate Offsets(X,Y): 110:0-1-8,Edge1,111:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ltd 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 Weight:73 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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.-M forces 250(lb)or less except when shown. 01 ONIO �j� TOP CHORD 2-3=2508/0,3-4=2508/0,4-5=2587/0,5-6=2587/0,6-7=2587/0 BOT CHORD 12-13=0/1543,11-12=0/2877,10-11=0/2587,9-10=0/1538 .0°7 00 WAS 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 fi* ir , NOTES C,4 1)Unbalanced floor live loads have been considered for this design. v„f 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. SVongbacics to .d r be attached to walls at their outer ends or restrained by other means. 11 ). 49639 qk Q LOAD CASE(S) Standard `S NAL10 ��Rtp PROFFss Co 4N�'(NEF7 /"r-� 8 • 2PE t' u) cv 5. l',4, OREGO ti� 41 ��0 8E41 \ P*o A. HE0,9 fi4 EXPIRES:06/30/2015 April 22,2014 4 r ®WAR!?3-Vrtydeiyaparxoe€ersand READ 80155ONTHIS AM/M1tSEDMIE,Y?EFEPEMEP MZ7473rcc3/25/53 Ds04£ISSE Design valid for use only with Mirek 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 M�Tek erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 7777 Lane,Suite 109 fabrication,qualify control,storage.delivery,erection and bracing.consult ANSI/IPI1 QuaNIy Criteria,DSI-89 and SCSI Building Component Citrus Greenbackea,CA,95610 If uutisevir Pine available lumber from e Institute,7vsrhhliess those effective 1111120133 try Attic a. Job Truss Truss TypeQty Ply 5A PL14.89 UP F04 Floor 1 1 R41832510 Pacific Lumber&Truss Co., Lake Oswego,Oregon _ ,_r— • Job Reference rotational)`' - - 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:38:57 2014 Page 1 ID:j7axn4OsHnThIyaUAczwOszX1UY-Jg0Fb6K CRkoiv8h1NE4970dL?9TrGQIVgPPX2zOQTy 1 2-3-0 I 1 1-4-11 11 1-2-0 II 1-0-9 1 2-6-0 I Scale=1:31.6 1.5x3 II 3x6= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 4x5= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 i .:74^,..., N ------. 40\ O 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,Edgel,113:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.77 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/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=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, 01 1444,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 BOT CHORD 15-16=0/1550,14-15=0/3254,13-14=0/3130,12-13=0/2477,11-12=0/1721 �fl� p1 4+TASt/,- j. 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, W 6-13=-860/0 • FNOTES i ...,'0, •4--.,,,,, .a., 0, d 1)Unbalanced floor live loads have been considered for this design. \ 39 2)Refer to girder(s)for truss to truss connections. y 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'd , 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to "fj ¢� {? G''� be attached to walls at their outer ends or restrained by other means. �( GISTSOar' LOAD CASE(S) Standard S��NALG ,�,�Q, .O P R pFF� c` E�G(N A cS,<2 kJ '' 87022P: .p. <' , ,, yy.:: MO$REGRO#N\ n,, pPs y A. HE EXPIRES:06/30/2015 April 22,2014 4 _ f A MANIAC-Veal,design,caramewrs and READ NOTES ON MIS NK MIMED MIMIC REFERENcE MU K 7 473 MI,1/29/201$BEMUSE Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown1111 . is for lateral support of individual web members only.Additional temporary bracing to insure:stability-during construction is the responsibilityof the erector.Additional permanent bracing of the overall structure is the responsibility of the bulding designer.For general guidance regarding MiTele fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quafey Cdterta,581-89 and SCSI building Component Safely Information available from Truss Plate Institute.781 N.Lee Street.Suite 312,Alexandria,VA 22314. Cerus Heights.CA,95610 7777 Greenback Lane,Suite 109 Ifhouthern inefSPt�,1sa is i, de x„aum are:1hers effective 06/05/201.3 by/4M Job Truss Truss Type Qty Ply 5A R41832511 PL14-89 UP F05 Floor 9 1 Job Reference(optional) Pacific Lumber 8 Toss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:58 2014 Page I ID:j7axn4OsHnThlyaUAczw0szX1 UY-nsadoSLczIsfK3jta4mPhIQr0XsaFyviK8z4VzOQTx 1 13.0 I 1 1-1-1 i 1 1-2-0 11 2-4-15 I 2-6-0 I Scale=1:35.4 4x5= 3x4= 304= 3x4= 3x4= 4x4= 3x6 FP= 3x8= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 o- ° e_ .NN 1 cv 26 25 24 23 22 41 20 19 18 17 3x4= 4x6= 3x5= 3x6 FP= 3x5= 305 = 4x6= 3x6= 3x5= 3x5 WB= 15-7-9 I 5-0-9I 70-9-9 I 145-9 14-5-9 7-0 11-7-0 I 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/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.59 Vert(LL) -0.40 21 >624 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.76 Vert(TL) -0.62 21 >402 360 BCLL 0.0 Rep Stress Ina YES WB 0.84 Horz(TL) 0.08 17 n/a n/a Weight:98 lb FT=0%F,0%EBCDL 5.0 Code IBC2012/TPI2007 (Matrix) LUMBER BRACING TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=909/0-4-8 (min.0-1-8),26=909/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP 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, , Ite 8-9=-4495/0,9-10=4495/0,10-11=-4230/0,11-12=4230/0,12-13=3519/0, .� di �j, 13-14=3519/0,14-15=3519/0 4' 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, �`t ., X d6 19-20=0/3519,18-19=0/3519,17-18=0/1990 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, 1 4 6-24=-618/0,6-22=0/446,15-17=2149/0,15-18=0/1659,10-20=-272/35,11-20=-327/0, .rie r 12-:::::::ave a 496739* NOTES C' ', 081�� 1)Unbalanced floor been considered for this design 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)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 PROF � be attached to walls at their outer ends or restrained by other means. w,CO N��-7 si g LOAD CASE(S) Standard 870 2PE 9<c2„, *-71( N�▪ -0 OREGO tip' 4' -P \44BEB \' 49 A He EXPIRES:06/3012015 April 22,2014 4IlN t AWARNIM3-yer,'tfdeesignparameters and READ DSIESCHINIDAND LIMPED HITEKREFERENCE PAGE M1Z7473nen I/28/2SI68E4D& ... Design valid for use only with M7ek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown MiTele is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Lane,Suite 109 fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and BCSI Building Component 77777s Greenbackea, L ne, Safely S:o rthern Mage ISavailable M lumber k ssp Truss Institute, .as values Lee St reet. t¢ave Alexandria, f Ai C 22314. Job Truss Truss Type Qty Ply 5A PL14-89 UP F06 Floor 1 1 R41832512 Pacific Lumber&Truss Co., Lake Oswego,Oregon _ _ Job Reference(optional) -'` - 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:38:59 2014 Page 1 - ID:j7axn4OsHnThlyaUAczwOszX1 UY-F38??oLEj3_WyD138oHeEY67801 UJJY2y_uWCXZOQTw 1-4-0 1 1.5x3 II 2 354= 2-6-0 I 3 1.5x3 II Scale=1:8.7 II II Iraq II 0 N NI. IMI, II 5 " 4 3x4= 3x4= 0-$I 4-1-0 3-11-8I LOADING(psf) SPACING 1-7-3 CSI DEFL in floc) Udefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "•"• 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.04 4-5 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-1-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 4=174/Mechanical,5=174/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES aTQ 1)Refer to girder(s)for truss to truss connections. � �y 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)5. C.,C)C y, 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/PI 1. ;wf .A 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 k� 0, ��1 be attached to walls at their outer ends or restrained by other means. N LOAD CASE(S) Standard 4 A, 49639� e 4'x, 'GIST. ' 'SONAL �'. SO �ti ic.D PROF? , NGIf Ek..„? /0 87022PE 9r tv y '0j <.OREGO 2� 1v ©S A4 HEAP EXPIRES:06/30/2015 4 April 22,2014 A W,4!1NL1+a.Verity dello paramesrs nod READ NOTES ON 78ISAND mum Hf7EKPEFERFN:E MOE M111413 roc 1129/201/BFO1!£t —.0 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.toinsure stability during construction is the responsibility of the s erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele fabrication,quality control.storage,delvery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSI-89 and BCSI Building Component Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Citrus Heights,CA,95610 if£ pinel5pf henna r is specified,.the sledge rallies arethose effectiveby 06/53f2O13 A£SC Job Truss Truss Type Qty Ply 5A R41832513 PL14-89_UP F07 Floor 12 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon "- 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 :50-0f-2014-Page-1-ID:j7axn4OsHnThlyaUAczwOszX1UY-BRGmQTNUFgFDBWSSGDJ6JzBLXcYXn3SLQINdhpzOQTu 1 1-7-12 I I 1-8-15 I 1 1-2-0 II 1-4-9 I 1-6-0 1 Scale=1:30.1 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4 = 1.5x3 I I 3x4 = 1.5x3 II 3x5= 1.5x3 I I 1 2 3x8= 3 4 5 6 7 8 9 10 11 o • a` `i. l'-'?'• e e e e • 19 , 17 16 15 14 13 3x4 I I 3x6= 3x8= 3x5= 3x5= 1.5x3 I I 3x4 = 3x4= I 11100:1122 z�4 17-5.4 0- 15-5-0 I Plate Offsets(X,Y): f2:0-3-O,Edoe1.18:0-1-8,Edael.113:0-1-8,Edael,119:Edcle,0-1-81 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid 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 Incl 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) FORCES yIONra (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. _ TOP CHORD 1-2=0/670,2-3=-950/312,3-4=950/312,4-5=2192/0,5-6=2192/0,6-7=2379/0, ��c. 7-8=-2379/0,8-9=-1741/0,9-10=1741/0 jAY, BOT CHORD 17-18=-670/0,16-17=32/1694,15-16=0/2387,14-15=0/1741,13-14=0/1741, F� Qr� 12-13=0/909 iA IS 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 ! t NOTES .d9 1)Unbalanced floor live loads have been considered for this design. �� 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. �$�NAL �G 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. 6)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)304 lb down at 0-1-8 on top chord. �� c,D PR aF Ss The design/selection of such connection device(s)is the responsibility of others. Q' F 7)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). �,.., e* GINE-- .. LOADCASE(S) Standard / $702 )c, 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) L Vert 1=304(F) 7 '(% OREGO: ' 4n/ 4s A. He 5' EXPIRES:06/30/2015 April 22,2014 r r ARNM-Veer/clip raramsrs and READ MS ON 7111S AND DOMED MI :KREFrR��7 4l7473 FE B I,•z1JZflB"#fu�fx� ,,.,, • Design valid for useonty with Mirek connectors.This design is based only upon parameters shown.and is for on individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the M. - ,__., . _- - 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 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 11 Southern Pine(sv)lumber it specified,the design amuse WV those effective o6,fG1/2O1.3 bviasC Job Truss Truss Type Qty Ply 5A R41832514 PL14-89 UP F08 Floor 7 1 Job Reference(optional) —Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc.Mon Apr 21 15:39:01 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-BRGmOTNU FgFDBWSSGDJ6JzBSbchgnApLQlNdhpzOQTu I 2-6-0 1 0-5-10 I I 1-2-0 I I 1-4-14 I Scale:314"=1' 1.553 II 1.553 II 1.5x3 II 1.553 II 23x4= 3 4 5354= 6 1 e e 77z- s N e e e e 83x4= . i 1 9 3x4= 3x4= 3x4= I 3-1-2 3-?-110 3-9-10 1 4-4-10 416. 8-6-8 1 3-1-2 0-1-B 0-7-0 0-7-0 0-1-5 4-0-6 Plate Offsets(X,Y): 18:0-1-8,Edoe1,19:0-1-8,Edae1 LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl L/d PLATES GRIP TCLL 40.0Plates 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 Ina YES WB 0.19 Horz(TL) 0.01 7 n/a n/a Weight:39 lb FT=0%F,0 hE BCDL 5.0 Code IBC2012/TPI2007 (Matrix) 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. y1QI T(3 U TOP CHORD 2-3=732/0,3-4=-732/0,4-5=732/0 Oy� }g„"f L 44- BOT CHORD 9-10=0/682,8-9=0/732,7-8=0/665le WEBS 2-10=736/0,2-9=37/269,5-7=718/0 0 ' fir' �+ NOTES N 1)Unbalanced floor live loads have been considered for this design. f 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. :'.f 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 49639 tri be attached to walls at their outer ends or restrained by other means. 04tstrjgT LOAD CASE(S) Standard SONAL in't o PR()Fe.. 8 •. 2PE /, r N OREGO ti�Qlv 79Cl0 4l8ER �R�p . A. N' EXPIRES:06/30/2015 April 22,2014 I ®WSARNIfG-Ver design paraaloers ad REAP t IES ON THIS AND TriC2[RbES WEN REFERENCE PAGE MIT 7473 me I/29/2010 BEMUSE NE Design valid for use only with Mack 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-toinsure-stabiliity during construction is the responsibility of the MiTek erector.Additional permanent bracing of the overall structure a the responsibility of the building designer.For general guidance regarding fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS18ulding Component 7777 Greenback Lane,Suite 109 I5atbrthexn Pinea(OP)uiItxrorber is speci ied,thelnee� e,7Btess metha efee ecctive /031224113 yASSC Cdrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5A R41832515 PL14-89_UP F09 Floor 1 1 Job Reference(notional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.-Mon Apr 21 15:39:02 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-fegsep060_N4pgl epwgLrAjdNO2oWfDVey6ADGzOQTt I 2-6-0 I ° -6 I I 1-2-0 I I 1-7-2 I Scale:1"=1' 11.5x3 I I 2 3x4 = 31.5x3 II 4 3x4= 51.5x3 I I „I\ O N N i e � e 1.5x3 II 9 8 7 6 3x4= 3x4= 3x4= I 3-0-14 �2- 3-9-6 I 4-4-6 1 6-2-8 1 3-0-14 1 0-7-0 0-7-0 1-10-2 Plate Offsets(X,Y): r4:0-1-8,Edoel.18:0-1.8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud 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 Incl YES WB 0.12 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (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 (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y'tONIO TOP CHORD 2-3=-362/0,3-4=-362/0 NI BOT CHORD 8-9=0/423,7-8=0/362,6-7=0/362 WEBS 2-9=-456/0,4-6=-424/0 0 , NOTES o' 1 . 1. v 1 )Unbalanced floor live loads have been considered for this design. f N 2)Refer to girder(s)for truss to truss connections. 1r, 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)9. it 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. o 49 39 ' /14 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to +" be attached to walls at their outer ends or restrained by other means. '4, IST LOAD CASE(S) Standard �S10NALG �t`✓Rc4 PR ppFss >\5 4NGINE I0 16, lcr " 4t 870 2PE ��' N y -0'CCj,.OREG N 9,':> ZC1Nf Cb�' $ER #�' � • EXPIRES:06/30/2015 April 22,2014 r A wmtraz-tderyydeaiya pammeivrs and READ 1/7i S ON WS AR MUM NI7£K REFEFU G PAGE NPU 7473 reg.1 alt/2214BECRELSS: 11111 -.r. Design valid for use only with Mifek 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 Iateratsupport:ofindividual web membersonly,Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 19! IC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Inlormalion available from Truss Plate Institute,781 N.Lee Street.Suite 312,Alexandria.VA 22314. Carus Heights,CA,95610 if Southern pine(5Fl.8urnl5oe isapecifiesl,the designvwlues are Those afferstiva 061011201.3 byyAM.SC Job Truss Truss Type Qty Ply 5A R41832516 PL14-89_UP F11 Floor 2 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 2115:39:02 2014 Page 1 ID:j7axn4OsHnThlyaUAczw0szX1UY-feg8ep060 N4pglepwgLrAjc201vWd_Vey6ADGzOQTt I 2-6-0 10-5-10 I I 1-2-0 I I 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 9 N ° . e 1 9 S e 3x4= 3x4= 3x4= 3x4 = I 3-1-2 31-10 3-9-10 1 4-4-10 416-p 8-8-6 I 3-1-2 0-1-80-7-0 0-7-0 0-1 4-2-6 Plate Offsets(X,Y): 18:0-1-8,Edoel,19:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 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 Inc- YES WB 0.20 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/P12007 (Matrix) Weight:40 Ib FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=377/0-2-12 (min.0-1-8),7=377/0-4-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ovoNJO 14, TOP CHORD 2-3=-761/0,3-4=-761/0,4-5=-761/0 BOT CHORD 9-10=0/701,8-9=0/761,7-8=0/682 007 O1 WEBS 2-10=757/0,2-9=28/290,5-7=-737/0 • { � 0 NOTES jaw 1)Unbalanced floor live loads have been considered for this design. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 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 .6 * 49639 ,47 be attached to walls at their outer ends or restrained by other means. (( 01;S LOAD CASE(S) Standard �'S10NAL G �` ' AGR EFR cS'/0 4t� 8 • 2PE /��" y -0 OREGO ti53 to °f10 N.4% 49 A. H' ,�P EXPIRES:06/30/2015 April 22,2014 t l 0 WAENNE-Verify dcs#(n p=wears and BEAM?GEES ON THIS AND MEWED MIEN REFERENCE;tom HU 7473 rca 1/26/20-14 B USE • Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ._ "'" erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding I IeIK '' fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Qually Criteria,OSB-89 and BCSI loading Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute.781 N.Lee Street,Suite 312.Alexandria.VA 22314. Citrus Heights,CA,95610 if sautrrerm PPinef0P(umbac is. lrted,the-design values axetease effective 06101/3015*MSC Job Truss Truss Type Qty Ply 5A R41832517 PL14-89_UP 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 15:39:03 2014 Page 1 ID:j7axn40sHnThlyaUAczwOszX1 UY-8gN Wr9PknHVxQgcgNdLa00Gj6PFoF_VetcsklizOQTs I 2-6-0 I I 2-3-5 II 1-2-0 I I 2-4-11 I Scale=1:26.7 1.5x3 I I 3x5= 1.5x3 II 3x4 = 1.5x3 II 1.5x3 II 3x5= 1.5x3 I I 1 2 3 4 5 6 7 8 y- / _ � 110...............— 11444144441144414488 °_ reel AI N e 19 12 11 10 3x4= 3x8= 3x4= 3x4= 3x4= 10-0-13 11-5-5 I 10-0-5 10-113 11-3-131 16-5-8 I 10-0-5 0-h-8 0-7-0 5-0-3 0-7-0 0-1-8 Plate Offsets(XV): 110:0-1-8,Edoe1.111:0-1.8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (Ioc) 1/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.25 11-12 >770 460 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.65 Vert(TL) -0.41 11-12 >478 360 BCLL 0.0 Rep Stress Incl YES WB 0.57 Horz(TL) 0.05 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 13=718/0-1-12 (min.0-1-8),9=718/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. ONIQ TOP CHORD 2-3=-2476/0,3-4=-2476/0,4-5=-2549/0,5-6=-2549/0,6-7=-2549/0 BOT CHORD 12-13=0/1527,11-12=0/2827,10-11=0/2549,9-10=0/1522 0OV WAS 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 ca.t ,c$) , NOTES O� t� 1)Unbalanced floor live loads have been considered for this design. 5 f N 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)13. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ?r 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks tot 49639 t; be attached to walls at their outer ends or restrained by other means. Q 4, is LOAD CASE(S) StandardSIONAL 6 Ix..D PRop •tss� / �io� 870 2PE y O OREGOIC\ ';ti ett O' ' $ER �� ®S A. HE4\4� EXPIRES:06/30/2015 April 22,2014 4 4 A f9<ARNINS-yedf rfealyn raratrse0ts and REA0 PUPS ONTHIS AND IM U0Eft MfTEK REFERENfE PAGE HU 7473 sec/;'25/2014 REDREW 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 forfcteralaupport:of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the -..,- ■ �T erector.Additional permanent bracing of the overall structure is the responsibility of The building designer.For general guidance regarding 1M1 e'`R* fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCS/Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 fiSbuthern pi+wt5p)lumber,u csNed,the detain untr asa )here effective 06g011ZO1.3 be MSC Job Truss Truss Type Qty Ply 5A R41832518 PL14-89_UP P13 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., `-Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek lmiusbles,3nc,Mon Apr21 15:39:04 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszXlUYc0xu3VPNYbdo2_B1xLspxbpq?pYt_Q1n6GbHH8zOQTr I 2-3-0 I 1 1-411 1 j2-0 _i 1 1-2-5 1 2-6-0 I Scale:3/8"=1' 1.5x3 II 3x6= 1.5x3 I I 3x4= 1.5x3 II 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 o_ e / o o o / o N I,, O e e a 1 15 14 13 12 `,rJFx'(Jry 3x4= 3x8 = 3x5= 3x4= 4x4= 354 = 14-3-11 I 13-1-11 113-8-111 1 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,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.74 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 Ina YES WB 0.61 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=797/0-4-4 (min.0-1-8),11=797/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. y°ONLO TOP CHORD 2-3=-2664/0,34=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=0/1731ccj wA$ . WEBS 7-13=0/349,8-12=-534/0,2-16=1715/0,2-15=0/1206,4-15=-695/0,6-14=7/395,9-11=1869/0,9-12=0/1118, 6-13=853/0 s(� f �') NOTES 13 1)Unbalanced floor live loads have been considered for this design. 4 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 4V4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to t'Q S T3 be attached to walls at their outer ends or restrained by other means. ' IS i o' LOAD CASE(S) Standard coPRppF4, ' ss GINFw` E /(2,_� � 87022P i 04 y0 > -9j,OR GON c1:' lU ' FMSER � � 08 A H' �� EXPIRES:06/30/2015 April 22,2014 A WAtdtl)-Ver fydcsign;aramet-rs and READ f37ES SPIRES AM)mama N17EY REFEREME&ISE MIT 7473 mc 1/29/2014 BEOREt/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 `M is for latewafsuppor1ofindividual web membersonly.Additional temporary bracing to insure stab)ty during construction is the responsibillity of the a:,,»:.,.,,-�.-/� - erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BYBi IeK" fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-B9 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 II Southern Pine(5P1 hm aseam missiftisci.the..Atelier aafsucs arethose effective 06/01/2013 byALSC Job Truss Truss Type Qty Ply 5A PL14-89_UP F14 Floor 8 1 R41832519 Pacific Lumber&Truss Co., Lake Oswego,Oregon Job Reference Motional) 7.510 5 Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:04 2014 Page 1 ID:j7axn4OsHnThIyaUAczwoszX1 UYc0xu3VPNYbdo2_B1 xLspxbpv4peR_UOr16GbHH8zOQTr I 2-0-0 I I 1-10-1 1 1 1-2-0 1 1 2-5-3 I Scale=1:21.0 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I 1.5x3 II 1 2 3 4 5 6 3x4= 7 t 1.111111111111.11.11.1.1111111.1111 R''''. ....'---..... '''''''''''C':'''''''''''Th''' -1... • • e N U ° e L 1 c 11 10 9 8 3x4= 3x5= 3x4= 1.5x3 II 3x4= I 8-2.9 1 8-9-9 1 9-4-9 1 12-0-12 I 8-2-9 0-7-0 0-7-0 2-8-3 Plate Offsets(X,Y): f6:0-1-8,Edgel,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in pc) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.14 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.49 Vert(TL) -0.21 10-11 >670 360 BCLL 0.0 Rep Stress Incr YES WB 0.33 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:54 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 12=525/0-2-8 (min.0-1-8),8=525/0-1-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1t�N1O TOP CHORD 2-3=-1397/0,3-4=-1397/0,4-5=1183/0,5-6=1183/0 BOT CHORD 11-12=0/887,10-11=0/1518,9-10=0/1183,8-9=0/1183 C� O Xi WEBS 2-12=994/0,2-11=0/571,4-10=-443/3,6-8=-1277/0 1, v ,^-i NOTES 4? 0 1)Unbalanced floor live loads have been considered for this design. O _ / tq 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. t 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to •0 ' 49634 ' be attached to walls at their outer ends or restrained by other means. ,p GIS'rE ,k� LOAD CASE(S) StandardA� {-yam` ,0 PROrk,n' ,Na * 1,4 870 2PE -v REDO ,,40 CI $EA -" EXPIRES:06/30/2015 April 22,2014 4 5 A MUM)-Verify&lir rslamemrs 3.d READ ME GMM THIS Ale MIXED MIMIC REFERENCE PAGE HIr.7 473 nett 112312014&FORME mil.... 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 isthe responsibility of the' erector.-Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTele fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,10 109 ki&au€tseen piste(Sptisva°ttxa is? rifled,l'hadesigrrvatuess are these elective 0&/02/2O13 MSC Citrus Heights,CA,95610 Job Truss Truss Type Qty Ply 5A R41832520 PL14-89_UP FG1 FLOOR GIRDER 1 1 Job Reference{notional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries;Inc.Mon Apr 21 15:39:06 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1UY-YP3fTBRd4CtWHIKP2mvH00uKrdQGRS 42a40M1zOQTp 1-4-12 I 1-4-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:8.7 J [..___,, N L A 5 4 3x4= 3x4 = l 2-11-12 I 2-11-12 LOADING(psf) SPACING 2-0-0 CSI DEFL in (loc) Udefl 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/TP12007 (Matrix) Weight:15 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 2-11-12 oc purlins, BOT CHORD 2x4 DF No.1&Btr(flat) except end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bradng. REACTIONS (Ib/size) 4=253/Mechanical,5=249/Mechanical FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-4=-309/0,2-5=-304/0 'ONIO itti r NOTES d d WAS/ "g, 1)Refer to girder(s)for truss to truss connections. A,- I,, ,,>, "7t 2)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. AT O 'r, 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to ca w N 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. >r The design/selection of such connection device(s)is the responsibility of others. 5)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). rd ik, itk ( 49639 ©A GISTS 9'*" CASE(S) Standard CS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.0051OWALV' Uniform Loads(plf) Vert:4-5=-10,1-3=100 Concentrated Loads(Ib) p PRQF Vert:2=-188(F) a,V4o' �0INEFW �� 9 87022P, c" cv y raj;OR GON (3) �O `S 4. iec, EXPIRES:06130/2015 April 22,2014 r .r A fE4,N15G-Verity fl aiya rarame>grs and READ t 1ES SN TIS ANO f::SCf( E@ PIMA'REFERENCE PAGE NII.7413 seg.1!29/2 1.19Efs3 ELISE 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 foriateral-support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the - _- •,,,k R-��t. R erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IY1 fabrication,quality control storage,deivery,erection and bracing,consult ANSI/TP11 Quilty Criteria,051-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 SafeMarathons Informalion Pine MP)bamboo is difiad,the desigee,aeakum are then attractive 06/00/201.9 At2 4. Carus Heights,CA,95610 Job Truss Truss Type Qty Ply 5A PL14-89_UP FG Floor Girder 2 1 R41832521 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon - 7.51D s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:39:05 2014 Page 1 ID:j7axn4OsHnThlyaUAczwOszX1 UY-4CVHGrQ?Jvtfg8lDV202TpL6KD22izQxKwLrgbz0QTq I 1-6-0 I 1-5-10 11 1-2-0 1 I 1-4-14 1 2-6-0 Scale:3/4"=1' 1.5x3 11 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 11 3 4 53x4= 6 "" e b 0 �Xe e 0/ \ e e e e 1 9 8 3x4= 3x4= 3x4= 3x4= I 3-2-10 1 3-9-10 1 4-4-10 1 8-6-8 I 3-2-10 0-7-0 0-7-0 4-1-14 Plate Offsets(X,Y): f8:0-1-8,Edgel,f9:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.26 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.21 Vert(TL) -0.04 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.22 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=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. ONIO 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 "C o' WAS 1 WEBS 2-10=804/0,2-9=0/327,5-7=-833/0,5-8=0/303 NOTES (ate - 1)Unbalanced floor live loads have been considered for this design. • f } 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10,7. 14 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'j)' 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to 4, be attached to walls at their outer ends or restrained by other means. Ci ',,thO` = I 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. �*t� GIST The design/selection of such connection device(s)is the responsibility of others. 'AS' A -0, 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 ncj PROp- Uniform Loads(pIf) Vert 7-10=-8,1-6=-80 Concentrated Loads(Ib) \�jG( /NE . sf� Vert:11=-169(B) �1✓ 87022PE r- / 7 N >N '5, OAEGO (P AA,/ SEB A s r A. Hex-- EXPIRES:06/30/2015 April 22,2014 r, Ar 4rmNrms,Wer tlydeszyn Ramp r3 AAA READ ND7ES MFRS MIMED 741 EK REFEREVI PGE U 7473 Inc 1,129/2D14 DEMMmil Design valid for use only with Mirek 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 a for lateral support of individual web members only.Additional temporary bracing to insure stability doing construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding Mitek. fabrication,qualify control,storage,delvery,erection and bracing,consult ANSI/TPIl Qualify Criteria,DSB-89 and BCSI Building Component Safely Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. 7777 Greenback Lane,Suite 109 Carus Heights,CA,95610 it Southern Pine fSPIturntser it ,the design values are sheet e#act'iVe 06/02/2013 rsWM.SC Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION1 Failure to Follow Could Cause Property 3 " Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths /4 I I (Drawings not to scale) offsets are indicated. Damage or Personal Injury MiDimensions are in ft-in-sixteenths. iiiik Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. TOP CHORDS diagonal orX-bracing,is always required. See SCSI. 2. Truss designed a wide trussbracing spacingmust,be individual lateralby n bracesengineer.themselvesFor O_1/16 bramacing shouuireld be onsidor leredative Tor I F 3. Never exceed the design loading shown and never ill_Millior U stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate OLa- c7 e c�� C54 designer,erection supervisor,property owner and plates 0 Via' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. ""Plate location details available in MiTek 20/20 NUMBERS/LETTERS. 8. Unless otherwise noted,moisture content of lumber Software or upon request. shall not exceed 19%at time of fabrication. PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for PLATE SIZE use with fire retardant,preservative treated,or green lumber. ICC-ES Reports: The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR-1352,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 SYP represents values as published specified. �! Indicated by symbol shown and/or by AwC in the 2005/2012 NDS by text in the bracing section of the 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 ( number ©2012 MiTek®All Rights Reserved approval of an engineer. reaction section indicates joint 17.Install and load vertically unless indicated otherwise. shcgs ng Min size shoownwn bearis for crushing only. X ® 1 14140 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with project engineer before use. w Industry Standards: ANSI/TPI1: National Design Specification for Metal 19 and p callres)brefo of this Reviewing picbtua es a o es Plate Connected Wood Truss Construction. is not sufficient. DSB-89: Design Standard for Bracing. ks BCSI: Building Component Safety Information, m e' 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' I I ARI AR1 N cg `Q J = J1 \\\\\ J3 4 Iv J4 J• _ J5 \I 7.12 J6 J7 :11% ___. J7 J8®_ _ J8 J8___. - ' ///';,, J9J10 -7-7'' / mJ10 !FPJ11 > J11 J10 ^ 0 cr..cr.. 4 Jam. I � 14.12 _J714:12J6__.. 7: 12 / - \ 1\ II_ / i J12(10�` J13 (5) 1 I I . 1 14:12 \ is 1'11:121 r I �� ! r I /PQ�L 7 .s. 0 -,--- __ .. / rel r rgiTi GARAGE RIGHT 11'-8' 1 F L 2010 BUILDER: ®Copyright CompuTrus Inc.2006 ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 03/27/14 PESME SEAND ENGINEEPROJECT TITLE: REVISION-1: DRAWINGS FORSTRUCTURAL ALL FURTHER It PLAN 5-A COFFER INFORMATION.BUIL RECORD m DESI NFORMATI N.BOF RECORD �fa. PLAN: DRAWN BY:JP REVISION-2: RESPONSIBLE FOR ALLNON-TRUSS i a TO TRUSS CONNECTIONS.BUILDING 5-A / A-A CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL & T R U...S C€ M P A N Y'. 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. 40'-0' _ 1 � N as as J1 - J2 J0 J3 ' K. J4 . � _ J5 7:12 , �` .• J6.� �r J7 ` J7• V J8 N _ _. J9 _ . J9 J10 X °° / J10 J11 J11 �. IT liE� m J10 Q d . 111 � J9 .r J8 d 14.12 1 J7 11:12 J 7 12 _ . J6 4 J12 0 �� V1 ) _ J13 (5) X41 1 14: 2 �ii'r':A �.•.� C312) ! 1 2 J13 cm ni C 112 N GARAGE LEFT ,I 11'-r 4o4r ] ®Copyright CompuTrus Inc.2006 BUILDER ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS ... POLYGON NW PLACEMENT ONLY.REFER TO 03/27/14 TRUSS CALCULATIONS AND ENGINEEREDIALL CTURAL FURTHER Ina .. PROJECT TITLE' REVISION 1: DRAWINGSNFOMFOR ALL FURTHER I��r 'z PLAN 5-A COFFER INFORMATION. OF(RECORD 111‘ RESPONSIBLE FOR ALL NON-TRUSS `+ PLAN: DRAWN BY:JP REVISION-2: TO TRUSS CONNECTIONS.BUILDING �'# 5-A / A-A CHECKED BY: • DESIGNER/ENGINEER OF RECORD TO T R kCOMPANY:. REVIEW AND APPROVE OF ALL DELIVERY LOCATION: SCALE: REVISION-3: 1/8"= 1. All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. / CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of all General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)andfor 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). 4*, t !. i wi If t fir!, fs tb {3� i� ,4 D 046 J t!/� 3 Kill f£ -0SON/AL EXPIRES 61`;0115 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2.10=(-799) 2686 3.10=(-300) 336 " 2- 3= -3018) 1136 10-11=(-562) 2250 10- 4= -235 629 WEBS: 2x4 KDDF STAND; SPACED 24.0O.C. BC: 2x4 KDDF STAND3- 4= -2885) 1241 11.12=(-258) 1671 4-11=(-736) 574 2x4 DF STAND A LOADING 4- 5= -22551147 12-13=(-597) 2094 11- 5= -460 1077 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -2255)) 1147 13. 8=(-834) 2444 5-12= 460 1077 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= -2885 1241 12- 6= -736 574 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8= -3018 1136 6-13= -235 629 8- 9= 0) 114 13- 7=(-300) 336 OVERHANGS: 24.0" 24.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix desi nators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CNN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES ) M,M2OHS,M18HS, 16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -378/ 2067V -323/ 323H 5.50" 3.31 KDDF ( 625 43'- 9.5" -378/ 2067V 0/ OH 5.50" 3.31 KDDF ( 625) JT 2, 8: Heel to plate corner = 2.25" 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 = -0.036' @ -2'- 0.0" Allowed= 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed= 0.267" MAX LL DEFL = -0.167" @ 17'- 11.0" Allowed = 2.144' MAX TL CREEP DEFL = -0.321' @ 17'- 11.0" Allowed = 2.858" MAX LL DEFL = -0.036" @ 45'- 9.5" Allowed= 0.200" MAX TL CREEP DEFL = -0.043" @ 45'- 9.5' Allowed = 0.267" MAX HORIZ. LL DEFL = 0.076' @ 43'- 4.0" 21-10-12 21-10-12 MAX HORIZ. TL DEFL = 0.121" @ 43'- 4.0' T T T NOTE:Deaign assumes moisture content does 7-05-13 7-02-08 7-02-08 f 7-02-08 f 7-02-08 f 7-05-13 f not exceed 19% at time of manufacture. T T T Design conforms to main windforce-resisting 7.00 17- M-4x6 Q 12 12 7.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 g ,f,' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factorl.6, "'� Truss designed for wind loads M 5X8(S) in the plane of the truss only. M-5x8(S) #7° 0.25" 0.25" of \ /\ ,oo r + 0 o • A A o 2! 10 1111'f 13 B o - M-3x8 M-3x4 0.25" 0.251� M-3x4 M-3x8 0 M-5x8(S) M-5x8(S) y ), y ), ), y yJ, 8-11-01 8-11-15 7-11-08 8-11-15 8-11-01 y y `2-00 43-09-08 WEDGE REQUIRED AT HEEL(S). 2-00 JOB NAME: 5-A POLYGON NH - 62 5��'V�jG)r�Nqlj�7a��w,'s/ Scale: 0.1445 �� U1 Gtr//t 9�9 WARNINGS: GENERAL NOTES,unless otherwise noted: r,44 ':r. W2_,,.•P E �.- o 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: B2 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 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 44 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •` DATE: 8/22/2014 the overall structure Is the responsiblity of the building designer. 3.2x Impact bridging or lateral braang required where shown++ s OREGON O�� SEQ. : 603 7152 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. <k ^i/ fasteners are complete and at no time should any loads greater than 5.Design assumes busses are to be used In a non-corrosive environment, d A. design loads be applied to any component and are for"dry condition"of use. �v 7 1 4 .0�v"'}".. TRANS I D: 4 06556 5.CompuTrus has no control over and assumes no responsibility for the 6.Designnecesss assumes hill bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. R R I O- 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII III VIII VIII IIII IIII TPINVTCA In BCSI,copies of which request. MiTekUSA,Inc./CompuTrusSoftware 7.6.6(1L)E lines 10.glate In inches. Fiindicate crbnnector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 4 111111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2- 9=(-843) 2654 3- 9=(-300) 335 7. 8=(-2357) 628 BC: 2x4 KDDF #1&BTA SPACED 24.0' O.C. 2- 3=I-2998) 1127 9.10=)-607 2217 9- 4=(.234) 630 WEBS: 2x4 KDDF STAND; 3- 4= -2865 1232 10-11=(-267 1637 4-10=(-737) 574 2x4 DF STAND A LOADING 4- 5= -2234 1138 11-12= -584 2045 10- 5= -460 1077 TC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL DL 7.0)ONON TOP CHORD . 32.0 PSF BOTTOM CHORD= 10.0 PSF 6. 7= -2794 1164 12- 8=-829 2355 11-16=)-713) 1055 BC LATERAL SUPPORT <= 12'0C. UON. TOTAL LOAD = 42.0 PSF 7. 8=( -595 713 6-12=(-2581) 552 12- 7=(-240) 354 OVERHANGS: 24.0' 0.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ConnectorCp a (or no prefix) =CompuTrus, inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) C,CN,C18,C18, or n MiTek x series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -380/ 2064V -302/ 3160 5.50" 3.30 KDDF ( 625` THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 43'- 6.2" -281/ 1855V 0/ OH 5.50" 2.97 KDDF ( 625` JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans - GOND. 2: Design hk d far n t (5psf) uplift at 24 "oc spaci�l VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.036' @ -2'- 0.0' Allowed = 0.200' MAX TL CREEP DEFL = -0.043' @ -2'- 0.0' Allowed = 0.267' MAX LL DEFL = -0.163' @ 17'- 11.0" Allowed = 2.130" MAX TL CREEP DEFL = -0.314' @ 17'- 11.0" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.074' @ 43'- 0.7' MAX HORIZ. TL DEFL = 0.117" @ 43'- 0.7' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 21-10-12 21-07-08 T Design conforms to main windforce-resisting 7-05-13 7-02-08 7-02-08 7-02-08 7-04 7-01 system and components and cladding criteria. 12 1 .f f f 2 f Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.O, ASCE 7-101 M-4x6 (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 1.-""7.00� Q 7.00 load duration factor=1.bl 4.0" Truss designed for wind loads 5 in the plane of the truss only. ` M-5x8(5) M-5x8(S) 0"25" 0.25" t. O O') v M-1.5x s M-3x5 - \ M-1,5x3 0 m A o 0 �( 0 2! 9 io T 'f i1 12 g+* y o M-3x8 M-3x4 0.25" 0.25" M-3x4 M-4x6 O M-5x8(S) (S) M-518(S) 1, y y 1, 1 y 8-11-01 8-11-15 7-11.08 8-11-15 8-07-13 2-00 43-06-04 JOB NAME: 5-A POLYGON NH - B1 .,,,,:i', t� PRS Scale: 0.1411 �5lzry/ �l� WARNINGS: GENERAL NOTES,unless otherwise noted: 4.5;s. ls 4+ „- B1 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Q' '92®.I�I� r' Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be at DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughorougho bracedut their length by 400010 ' DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). Po ty 9 3.20 Impact bridging or lateral bracing where shown c...- 0 1, 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the res onsibli of the respectiveOREGON SEQ. : 6037153 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 ^V TRANS ID: 406556 designloadsbes no controlied ro avy ec and assut 6. and are for assumes full bearingondition" atsupports /[r 14 2 �� 5.Co uTrus has no over and assumes no responsibilityfor the Design shown.Shim or wedge if y fabrication,handing,shipment and installation of components. necessary. ��. This design Is furnished subject to the Imitations set forth7.Designlatesassumes adequate otdrainage Is provided.and wJ Ly RIO- 6. IIIIII VIII VIII VIII IIID VIII IIIA IIII IIIIP by 8.Plates shall be located on both faces of truss, placed so their (MiTek) r l TPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Anes. 9.MiTek USA,InC./COrrt uTru3 Software 7.6.6(1 L)-E late in inches. 10.For ibasits cl connectcate size or f plate design values see ESR-1311,ESR-1988 EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.3" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDOF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 114 2-11= -1431) 2572 3.11=( -152) 192 15-10=(-182) 108 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2- 3=(-3025) 992 11-12=I-1288) 2429 11- 4=( -49 296 WEBS: 2x4 KDDF STAND; 3- 4.(-2875) 987 12-13= -1034) 2330 4-12=( -445 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13.14= -850) 2024 12. 5= 216 868 2x4 KDDF #1&BTR B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= 0 0 14-15=5 -541 1259 12- 7= -443 150 L ON BOTTOM CHORD = 10.0 PSF 5- 7= -2076 878 7-13= -254 324 TC LATERAL'SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8= -2241 822 13- 8= -226 582 BC LATERAL SUPPORT <= 12"OC. UON. 8. 9= -1563) 594 8.14=) -966 497 LL= 25 PSF Ground Snow (Pg) 9-10= -141) 157 14. 9= -329 1300 9-15=(-2078) 770 NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0' -340/ 2071V -179/ 367H 5.50" 3.31 KDDF ( 625) OVERHANGS: 24.0" 0.0' 43'- 6.3' -259/ 1936V 0/ OH 5.50" 3.10 KDOF ( 625 M-1.5x4 or equal at non-structural GOhO 2 De<igQ�hecked for net( o�f1 uplift at 24 "o0_sj)acinm vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/180 Connector plate prefix designators: MAX LL DEFL= -0.036' @ -2'- 0.0" Allowed = 0.200' C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267' M,M20HS,M18HS,M16 = MiTek MT series MAX LL DEFL = 0.165' @ 15'- 9.7" Allowed = 2.130" MAX TL CREEP DEFL = -0.296' @ 22'- 8.6" Allowed = 2.840' JT 2: Heel to plate corner = 2.25" ** For hanger specs. - See approved plans MAX HORIZ. LL DEFL = •0.080" @ 43'- 2.8"MAX HORIZ. TL DEFL = 0.114' @ 43'- 2.8' 0-04-15 NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 19-11-11 23-06-09 Design conforms to main windforce-resisting ( ( 5-03-05 5-00 5-03-08 6-06-14 6-11-13 6-11-13 7-00-01 system and components and cladding criteria. T T 1' TT 1' 1' T T Wind: 140 mphh=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 15-09-12 (All Heights), Enclosed Cat,2, Exp.B, MWFRS(Dir), load duration factor=1.b�, Truss designed for wind loads 12 in the plane of the truss only. 7.001/ M-5x6(S) M-4x6 M-3x40 25" =M-4x4 M-1.5x3 M-5x6(S) . 7 ) F 9 & 0.25" v + ft v 0 0 + + + +1 0 M-1.5x3 4 + c;)1 0 ', ,_ A2 il 1 - 4 13* -V 0 M-3x8 M-3x4 0.25" M 3x4 0.25 =M-4x4 M-5x8(S) M-5x8(S) I I I y I ), y y 7-11 7-06 9-05-08 9-03-12 9-04 y 2-00 43-06-04 ilio P R QpeS' JOB NAME: 5-A POLYGON NH - AH3 Scale: 0.1504 �`�4, G(NE `�2t7 WARNINGS: GENERAL NOTES,unless otherwise noted: 4d4 V I n Iilfr p ' 1.Builder and erection contractor should be advised of as General Notes 1.This design is based only upon the parameters shown and is for an individual ''4t' :9 f E r end Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AH 3 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 stabilityduringconstruction 2.Design assumes the top end bottom chords to be laterally braced at repo rY 2'o.r.and at 10'o.c,respectively unless braced throughout their length by , � , . DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �'" DATE: 8/22/2014 the overall structure la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ w OREGON 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. ,�` SEQ. : 603 7154 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosle environment, p4. 'y� N nO `A design beds be applied to any component and are for"dry condition"of use. /y y 1 4 bo TRANS I D: 406556 5.CompuTrus to us has no control over and assumes no responsibility for the 8.oecegssa assumes full bearing at all supports shown.Shim or wedge if i/ [� y t fabrication,handling,shipment and installation of components. ry. C{l R 11,- - PrnPo 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be locatedplate on both faces of truss,and placed so their center I,copies of ch will be furnished upon IIIIII 11111 VIII 11111 VIII VIII Ell IIII MiTTPe SA,Inc./CompuT S ISoflware 7.6.6(1 L)-Z request. In inches. 0.For basic clines coincide with joint center lines. 9.Digits oot ector 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 43'- 6.3' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1. 2= 0) 114 2.11= -1431) 2572 3-11=( -152) 192 15.10=(•182) 108 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3= -3025) 992 11-12= •1288) 2429 11- 4=) -49 296 WEBS: 2x4 KDDF STAND; 3- 4= -2875) 987 12-13= -1034 2330 4.12= -445 367 2x4 DF STAND A; LOADING 4- 5= -2453 910 13-14= -850) 2024 12- 5= -216 868 2x4 KDDF #1&BTR B LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6= 0 0 14.15= -5411259 12- 7 � -443 150 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF 5- 7= -2076 878 7.13= -254 324 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7. 8= -2241 822 13- 8-= -226 582 LL = 25 PSF Ground Snow P 8. 9= -1563 594 8-19= 966 497 ( 9) 9-10=) -141) 157 14. 9=( -329) 1300 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9-15=(-2078) 770 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SL.IN. (SPECIES) OVERHANGS: 24.0" 0.0' 0'- 0.0' -340/ 2071V -179/ 367H 5.50" 3.31 KDDF 625 43'- 6.3' -259/ 1936V 0/ OH 5.50" 3.10 KDDF ) 625` Connector plate prefix designators: C,CN,CI8,CNI8 (or no prefix) = CompuTrus, Inc IGON_U 2. Deeign the k d for n t) paf) uplift at 24 'dc sp_a .) M,M20HS,M18HS, 16 = MiTek IIT series VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 JT 2: Heel to plate corner = 2.25" MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed = 0.200' ** For hanger specs. - See approved plans MAX TL CREEP DEFL= •0.043' @ -2'- 0.0" Allowed = 0.267" MAX LL DEFL = 0.165' @ 15'• 9.7' Allowed = 2.130' MAX TL CREEP DEFL = -0.296' @ 22'- 6.6" Allowed = 2.840' MAX HORIZ. LL DEFL = -0.080" @ 43'- 2.8' MAX HORIZ. TL DEFL = 0.114' @ 43'- 2.8' 0-04-15 NOTE:Design assumes moisture content does pr not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 15-11-11 27-06-09 5-03-05 f system and components and cladding criteria. T 5-00 5-03-08 �� 6-06-14 I 6-11-13 6-11-13 7-00-01 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T T All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 15-09-12 load duration factor=1.6, ads T 12 T inTruthe ss dplaneeofned fthe or wtruss ind oonly. M-5x6(S )M-4x67.00p 8 M-3x4 25" =M-4x4 M-1.5x3M-5x6(S) 0 X10 - Wft 4 a 0.25" .01- v- Ci o M-1.5x3 + + + +l B 0 + a, 0 rn A 1 2 11,M-3x8 M-3x4 10.25" M-3x4 0.25)'4 15* =M-4x4 M-5 J8(S) M-5x8(S) (S) y y y ), y y 7-11 7-06 9-05-08 9-03-12 9-04 2-00 43-06-04 y JOB NAME: 5-A POLYGON NH - AH2 Scale: 0.1504 `G,,s,• N 04, WARNINGS: GENERAL NOTES,unless otherwise noted: k51 Ill '6' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Q' .92 ,PE 1. r Truss: AH2 and Warnings before construction commences. building component.Applicability of design parameters and proper 7 G 2.204 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. DES. BY' E E 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 4� , DATE: 8/22/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywoodrequired sheathing(TC)and/or drywall(BC). /.err e Po ty 9 9 3.2x Impact bddging or lateral bracing where shown++ Q 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. lta �. SEQ. : 6037155 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, )' OREGON TRANS I D: 406556 design loads be applied to any component, and are for"dry condition"of use. L//��,*lei 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes fuU bearing at all supports shown.Shim or wedge if 'fV -IT 1'4 ,� A^�- fabrication,handing,shipment and Installation of components. necessary. q �`.. 6.This design is furnished subject to the imitations set forth by7•Desigsn sassumes adequate drainage is provided. +v, � { I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPI/WTCA in SCSI,copies of which will be furnished upon request. 6 lines coincide with joint Center tries.of truss and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For 9. ibasic ts iconnectocate size rf ate des)n values see ESR-1311,ESR-1966 Pla 9 (MiTek) EXPIRES:12/31/2015 This design prepared from computer input by IIIIIIIIIIIIII PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDFIC =1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0 114 2.11= -1639) 4875 11- 3= 0) 300 9.16=(-4391) 1805 2- 3= -5879 1836 11.12= -1642 4872 3-12= -366) 286 16-10=) -342) 255 2x4 OF KDDF #1&Ti 3- 4=1.5549) 1990 12-13=1.2387) 5968 12- 4= -428) 1623 BC: 2x6 S1ANDR LOADING WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=1 0 0 13.14= -2428 5968 12- 8= -1761 953 3= 0 419 2x6 KDDF #2 A; BCTC UNIF UNIF LL 00.0)+DLI 28.0)= 40.0 PLF 2'- 0.0" TO 43'- 6.3" V 7- 8= -5543 2225 15.16=1.1257) 4966 .17= -967 519 2x4 OF STAND B• TC UNIF LL 100.0 +DL 28.0). 128.0 PLF 12'- 0.0" TO 43'- 6.3" V 6- 7= -6028 2379 15-16= -1257 2945 13- 7= -4 166 2x4'KDOF STUD8- 9=(-3514 1448 14- 8=((( -312) 1314 TC LATERAL SUPPORT <= 12"OC. UON. TC CONC LL( 500.0)+DL( 140.0)= 640.0 LBS @ 12'- 0.0' 9.10=( -100 112 8-18.1 (5='5= 2455 2086 1086 BC LATERAL SUPPORT <= 12'OC. UON. BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BAG REQUIRED BRG LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONSSIZE SQ.IN. BRGAREA NOTE: 2x4 BRACING AT 24'0C UON. FOR THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. O'- O.S' 109 R1 3690V 13 R1 IONS S.ZE' S5.900.I KD(SPECIES)IE5 ALL FLAT TOP CHORD AREAS NOT SHEATHED 43'- 6.3' -1506/ 3729V 0/ OH 5.50' 5.97 KDDF ( 625` OVERHANGS: 24.0" 0.0" IGOND 2 Design checked for net( put) uplift at 24 'oc spacing I Connector plate prefix designators: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc MAX LL DEFL = -0.032' @ -2'- 0.0' Allowed = 0.200" M,M2OHS,M18HS,M16 = MiTek MT series MAX TL CREEP DEFL= -0.039' @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = 0.290' @ 19'- 5.3' Allowed= 2.130" ** For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.569' @ 19'- 5.3" Allowed= 2.840" MAX HORIZ. LL DEFL = -0.108' @ 43'- 0.8" MAX HORIZ. TL DEFL = 0.171' @ 43'- 0.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), 11 11-11 31-06-09 load duration factor=1.� Truss designed for wind loads 5-11-14 5-05-02 0-06-10 5-10-05 6-05 6-05 6-05 6-05-04 in the plane of the truss only. T T 11-09-12 '( 4,640# M-7x8(S) 12 M-5x107.0o p 5 =M-6x6 0 �5" =M-6x6 =M-10x10 M-3x6 d 6 1G / ❑ M-3x4 a CD /\/\/\ 0 A + A o0 .i....:: r 0 � 0 M-4x12 _ Btxi a ... '( 14 'f l5 0* -y 0 2 M-111 5x3 M-3x10 12 1u.25" =M-4x4 0.25' M-4x10 =M-8x8(S) =M-10x10(S) y ; y y 1, y k y 5-10-02 5-05-02 8-02 8-00-04 8-00-04 8-00-08 y 2-00 43-06-04 �` '0 PROpe JOB NAME: 5-A POLYGON NH - AH1 Scale: 0.1519 4 �� ! �'N o/ WARNINGS: GENERAL NOTES,unless otherwise noted. 4451 '.1/21M.9. .1/21 M 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individual T 9211*PE f' Truss: AH 1 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.204 compression web bredng 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 p 2'o.c.end at 10'o.c.respect vey unless braced throughout their length by .t • 4.aa"" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such es plywood sheathing(TC)and/or drywall(BC). /'' DATE: B/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ II OREGON �C 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. '} SEQ. : 6037156 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, x�• �r �0\ `A. design loads be applied to any component. and ere for"dry condition"of use. O •7 1 4 �^�+. 6.Design assumes full bearing at at supports shown.Shim or wedge if AI {�„ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. w/�`ri 1 'i V fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. +"i!'l L - 6.This design is furnished subject to the imitations set forth by 8.Plates shag be locatedonboth faces of truss,and placed so their center 1111111113111111111111111111111111111111 TPINVTCA MiTek SA�lnc6I,copies of/CompuTrus Ich will be Soflwefe 7m6.6(1 L)E request. t9.0.lines F9 basic with fpletete In inches. design values see ESR-1311,ESR-1988(MITek) + EXPIRES:12131/2015 I1111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2= 0) 114 2-11=(((-1212) 3463 11- 3=( -236) 849 17- 8=(-300) 336 BC: 2x4 KDDF k1&BTR; SPACED 24.0' O.C. 2- 3=I.4062) 1544 11.12=(-1139) 3226 3.12=1 -506) 350 2x4 DF 2400F B5 3. 4= -3073 1177 12-14=1 797 2720 12. 4= 0 348 WEBS: 2x4 KDDF STAND; LOADING 4- 5=1.2541) 1132 13.15=) 0) 0 4.14=) -567) 259 2x4 DF STAND A LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6= -2298 1240 14.15= -626 2374 5-14= -288 10551055 DL ON BOTTOM CHORD= 10.0 PSF 6- 7= -2207 1142 15.16= 261 1600 5-15= -1419 749 IC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 7. 8= -2812 1243 16.17= -595 2048 15. 6= 558 995 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2957) 1138 17- 9=( -836) 2403 6-16=( -434) 578 1178 LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 114 16 ) -17=( -243) 599 OVERHANGS: 24.0" 24.0' BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE Connector plate prefix designators: LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix' = CompuTrus, Inc THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS,M16 = MiTek MT series0'- 0.0' -379/ 2067V -323/ 323H 5.50" 3.31 KDDF 025) 43'- 9.5" -378/ 2067V 0/ OH 5.50' 3.09 DF ( 670) JT 9: Heel to plate corner = 2.25" (COND 2 Design heck d for nett 5 psfl uplift at 24 "00 spacinc VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = 0.211° @ 14'- 6.0' Allowed = 2.144" MAX TL CREEP DEFL = -0.393' @ 14'- 6.0" Allowed = 2.858" 21-10-12 MAX LL DEFL = -0.036" @ 45'- 9.5' Allowed = 0.200" 21-10 12 f MAX TL CREEP DEFL = -0.043' @ 45'- 9.5" Allowed = 0"267" 2-09 5-10-08 5-10-08 7-04-12 7-02-08 7-02-08 7-05-13 MAX HORIZ. LL DEFL = 0.102" @ 43'- 4.0" MAX HORIZ. TL DEFL = 0.166' @ 43'- 4.0' 12 M 4X6 12 NOTE:Design assumes moisture content does 7.00(/ 7.00 not exceed 19h at time of manufacture. 4.0' 6 ' ' Design conforms to main windforce-resisting system and components and cladding criteria. M-5x8(S) 7/1M-5x8(S) Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25" 0.25" oadTrussduration designedfforowind6loads `t. in the plane of the truss only. 00 o + co M-3x4 0 M 1.5x3 M-3x4 0 M 4x6 �i _ _.. A " � '' 2 12 0 �` 15 i6 17 ,-�9 00 /I M-5x6 M 3x4 o ld-5x10 0.25' M-3x4 M-3x8 0 M-4x6+ a 2.75 2.04, ..M-4x10 M18HS-5x16(S) 12 12 p* 1, 1, * * ),-05-0 5-10-08 6-02 0-j1110-04-12 8-11-15 8-11-01 * pY y-05-08 12-00-08 1;10-04 27-05-04 *2.00 *2-00* 14-06 29-03-08 2-00 43-09-08 2-00 � .0 0 PROF- JOB JOB NAME: 5-A POLYGON NH - 63 Scale: 0.1309 �5 Gi" �4 WARNINGS: GENERAL NOTES,unless upon se noted: (,r• !7 ("y E C� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: B3and 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. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.end at 10'o.c.respectively unless braced throughout their length by `OW Am"""" DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown.4. -q OREGON A.r1 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 SEW. : 6037157 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1G� W.-. I ON design loads be appled to any component and are for"dry condition"of use. 6 6.Design assumes full bearing at all supports shown.Shim or wedge if (� TRANS I D: 406556 s.CompuTrus has no control over and assumes no responsibility for the necessa � `�� fabrication,handling,shipment and Installation of components. 7.Design s assumes adequate drainage is provided. 6.This design Is furnished subject to the[imitations set forth by 8.Plates shall be located ppon both faces of truss,and placed so their center I IIIIIIIIIII IIIII 11111 11111 VIII 11111 IIII MiTekSAnlnosI,copies of/CompuT s which Soflware�7.6.6(1 L)E request. late In inches. 1ines coincide with joint center Ines. U lForlts basic connectorte size oplate design values see ESR-131 1,ESR-1988(MITek) EXPIRES:12/31/2015 111011111111This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #1&BTR SPACED 24.0" D.C. 1- 2=( 0) 114 2-15.(-1177) 3199 15- 3=( -99) 614 22.13=( -87) 221 WEBS: 2x4 KDDF STAND; 32-- 3= -3891 1497 15-16=f -931) 2763 15- 4.(-277) 430 13.14=(-2471) 843 2x4 DF STAND A LOADING 3- 4= -3508) 1481 17-18=) -757 2413 4-16=(-342) 253 LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF 4- 5= -2938 1219 17-19- 0 0 16- 5= -121 527 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 5- 6= -2388 1115 18.19=� :556 2143 5-18=� 592 159 BC LATERAL SUPPORT <= 12'OC. UON. TOTAL LOAD = 42.0 PSF 6- 7= 0 0 19-20= 544 2087 18- 6= -405 964 6- 8= -2026 1048 20.21= 542 2142 18. 8= NOTE: 2x4 BRACING AT 24'00 UON. FOR LL = 25 PSF Ground Snow (Pg) 199.111= -1914) 1045 22.14=) -818) 2248 2182 18.20=) 493 265 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11.12=�-2294 1043 20- 1= -33 154 LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 12.13= -2668 1116 9-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14= -367 444 11-21' -327 826 OVERHANGS: 24.0" 0.0' 21.12= •434 341 M-1.5x4 or equal at non-structural 12.22=1 -68) 268 vertical members (uonBEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES Connector plate prefix designators: 0'- 0.0' -349/ 2064V -211/ 224H 5.50' 3.30 KDOF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 43'- 6.2" -254/ 1828V 0/ OH 5.50" 2.92 KDOF ( 625) M,M20HS,M18HS,M16 = MiTek MT series ** For hanger specs, - See approved plans (GOND 2 Dec;gn checke___ d for amt(-5pcf) uplift at 4 o p ,nn I 19-11-11 3-10-02 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 19-08-07 MAX LL DEFL = -0,036' @ -2'- 0.0" Allowed = 0.200" T T I MAX TL CREEP DEFL= -0.043' @ -2'- 0.0' Allowed = 0.267' 4-02-11 4-04-07 1-08-13 4-07-09 5-03-08 4-10-08 MAX LL DEFL = 0.174' @ 17'- 8.5' Allowed = 2.130" f ff T f TT ' f f MAX TL CREEP DEFL = -0.335' @ 22'- 10.8' Allowed = 2.840" 2-07-0� 4-04-07 0-04-15 5-05-12 0-04-15 5-01-08 MAX HORIZ. LL DEFL = 0.095' @ 43'- 0.7' MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7" 15-09-12 15-06-08 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 M-3x4 12 7.00 M-3X8 Q 7 00 Design conforms to main windforce•resisting M-4x6 system and components and cladding criteria. M-5x6(S) ;7 M• 4x6 8 9 '1 Wind: 140 mph, h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 M-5x6(S) (All Heghts), Enclosed Cat,2, Exp.6, MWFRS(Dir), 0.25" load duration factor.1.6 0.25" Truss designed for wind loads �2 in the plane of the truss only. O M-3x4 +r +, + 7.41 -3x5 M-1.5x3 M-4x6 ai M•1.5x3 ,,,d011.04O 16 M es.: _ - 2 M-5x10 M-3x4 o M-5x1019 20 M-3x4 M-4x6 * o M 4x6+ M-3x4 0.25z� 22 1a - 2.75 1.89 v M-4x8 M-5x8(S) 12 i' y i' 11-90112 , y y y y 2.05-0, 6-06.10 5-05-14 1108-Oz 5-07-14 5-05-12 7-06 7-07-12 y ,-05-08 13-01-04 , 2-00 25-11-08 y ) 14-06 29-00-04 y 2-00 43-06-04 y JOB NAME: 5-A POLYGON NH - BH3 5�� G n,RF��s, Scale: 0.1286 I/�ry/ WARNINGS: GENERAL NOTES,unless otherwise noted: i� 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end Is for an individual t • .�,+ ®`p •qr,,... Truss: BH3 and Warnings before construction commences. building component.Applicability of design parameters end proper t 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. DES. BY: E E 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top end 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 r�r. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.continuous sheathing such as plywood aired here)end/or drywall(BC). ren . 4 A e� 4.No bad should be applied to anycomponent Impact bridging Iors thelatere)bracing required the where shown++ -till ppd until after all bracing and 4.Designlatlon of truss Is responsibilitye of the respective environ ,4.., OREGONIt SEQ. : 603 7158 fasteners are complete and at no time should any loads greater than 5. assumes trusses are to a used in a non-corrosive environment, TRANS I D• 406556 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 /� J '2 *" fabrication,handling,shipment and installation of components. necessary. 1 4 �� PR7.Design assumes adequate drainage is provided. 6.This design is famished subject to the Imitations set forth by `�� 1111101101111111 TPIM/fCA In SCSI,copies of which will be furnished upon request. 6 Platesnecoincide joinpt on center Noes.9. s of truss,and placed so their center MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z late in inches. 10.For bits asicconnectocate size rdesign values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 IDIIIIIIi 1 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 43'- 6.2" IBC 2012 MAX MEMBER FORCES 4WA/DDF/C =1.00 IC: 2x4 KDDF #1$BTR LOAD DURATION INCREASE = 1.15 q BC: 2x4 KDDF #16BTR SPACED 24.0" D.C. 1. 2'( 0) 114 2-15. -1177) 3199 15- 3=( -99 614 22-13=) -87) 221 - WEBS: 2x4 KODF STAND; 2- 3= -3891) 1497 15-16= 931 2763 15- 4.1-277 430 13.14=(-2471) 843 2x4 DF STAND A LOADING 3- 4= -3508 1481 17.18=() •757) 2413 4.16=(-342I 253 -1211 527 LL( 25.0)+DL 7.0) ON TOP CHORD = 32.0 PSF 5- 7- -23880 1115 18-19= 19.20=( _-556 2143 544 2087 18.16=)-405 964 IC LATERAL SUPPORT <= 12"OC, UON. 9L ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. VON. TOTAL LOAD= 42.0 PSF 6- 8= -2026 1048 20.21= 542 2142 18- 8= -92 159 NOTE: 2x4 BRACING AT 24"OC UON. FOR 183 LL = 25 PSF Ground Snow (Pg) 9-11= -1914) 1992 2045 2-14=) -818) 2248 2182 18.20=) -939- ) 265 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 10-11=1. 0 0 20- 9= -33 154 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12.13= -2294 1116043 1-21= -327 826 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13.13= -2668 1116 11-21= -327 826 OVERHANGS: 24.0" 0.0" 13.14= -367 444 21.12= -434 341 Connector plate prefix designators: 12.22=( -68 268 C 8,CN18 (or no prefix) = CompuTrus, Inc BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,(or = MiTekprMT series LOCATIONS REACTIONS REACTIONS SIZE SO.IN. SPECIES 0'- 0.0" -349/ 2064V -211/ 224H 5.50" 3.30 KD9F ( 625) ** For hanger specs. - See approved plans 43'- 6.2' -254/ 1828V 0/ OH 5.50' 2.92 KDDF ( 625) ICOND 2' Design checke, d for net(�psi) uplift at 24 oc e a nn I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL= -0.036" @ -2'• 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.287' 15-11-11 MAX LL DEFL = 0.174' @ 17'- 8.5' Allowed = 2.130" 11.10-02 15-08-07 MAX TL CREEP DEFL = -0.335" @ 22'- 10.8" Allowed = 2.840" 4-02-11 4-04-07 1X08-13 4-07-09 5-03-08 4-10-08 1 MAX HORIZ. LL DEFL = 0.095' @ 43'- 0.7" MAX HORIZ. TL DEFL = 0.158" @ 43'- 0.7' 2-07-0 1 4-04-07 T 0-0-15' 5-05-12 T 0-0-15 T 5-01-08 1 IINOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 15-09-12 15-06-08 Design conforms to main windforce-resisting T I I 12I system and components and cladding criteria: M-4x6 7.00 M-5x6(S) M-4X667 M-ix8 M-3X4 1.1 12 Wind: 140 mph, h=23,9ft, TCDL=4,2,BCDL=6,0, ASCE 7.10 o M-5x6(S) Q 7.00 (All Heghts), Enclosed, Cat.2, Exp.B, MWFNS(Dir), 0.25"./// load duration factor=1.6 0,25" Truss designed for wind loads / .2 t. in the plane of the truss only. M-3x4 +' 0 +1 +t + 1.3x5 M1.5x3 M-1,5x3dom�Ai M•4 26 0 M-5x10 M-3x4 0 17 19 20 1 22 14* � M-4x6+ o M-5x10 M-3x4 0.2�' M-3x4 M-4x6 0 -==2.75 1,89=,_M-4x8 M-5x8(S) 12 1-90172 ),y y y y y y y 1 9,.05-0y 6-06-10 5-05-141108-0z 5-07-14 5-05-12 7-06 7-07-12 y ,-05-08 13-01-04 y 2-001 25-11-08 14-06 y 1, y 29.00-04 2-00 43-06-04 y JOB NAME: 5-A POLYGON NH - BH2 �� o PRore Scale: 0.1286 'FP `1r GINE <0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4514 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 en individual 4t :92.0 t c- 1.+ Truss: BH2 and Warnings before construction commences. building component.Applicability of design parameters and proper I G 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibiity of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by . 400001P DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. 2xcoImpact sheathing such as acing requirede sheathing(TC)where a own d ywell BC. Po b 9 3.In bridging or lateral bracing where shown++ fy,- 4.No bad should be appied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. f i 5E0. : 603 7159 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment. OREGON ^V TRANS I D: 406556 design beds be appied to any component and are for"dry condition"of use. A. ,1, 1fi„ 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 .2.°0-- TRANS ' fabrication,handing,shipment and Installation of components, necessary. A��I t� This design Is famished subject to the imitations set forth by7e.Design assumes adequate drainage Is provided. `v/ RIO- 6. �jS 1111111111111111 TPIANTCA in BCSI,copies of which will be furnished upon request. 8 lines coincidewith joint centerRfnes.9. s of truss,and placed so their center j` Mitek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For ibasic ts iconnector cate size oplate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 11111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 43-06-04 HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 DF 2400F; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2= 0) 114 2.15=(-1844) 6771 15- 3=( -359) 1675 21.13=(-366) 278 2x6 KDDF #1&BTR T2, T3 2- 3= -8240) 2291 15.16= -1727) 6287 3-16=) -728) 178 13-22=) 0) 299 BC: 2x6 KDDF #1&BTR LOADING 3- 4= -6514) 2010 16-17= -1686 5567 16- 4= 0) 371 WEBS: 2x4 KODF STAND; LL = 25 PSF Ground Snow (Pg) 4. 5= -8058 2101 17-18= -2003 5967 4-17= -494) 262 2x4 DF STAND A; TC UNIF LL( 50.0j+DL 14.0) 64.0 PLF '- 0.0" TO 12'- 0.0' V 5- 6= 0) 0 18-19= -2095 6120 17- 5= -631 2092 2x6 KDDF STAND B TC UNIF LL 100.OI+DLI 28,0)= 128.0 PLF 12'- 0.0' TO 31'- 6.2" V 5- 7= -51971) 1853 19.20= -2199 6298 17- 7= -1786) 823 TO UNIF LL 50.0 +DL 14.0)= 64.0 PLF 31'- 6.2' TO 43'- 6,2" V 7- 8= -6026 2221 20-21= -2060 5951 7-18= 465 1243 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 43'- 6.2' V 8- 9.(-5957) 2233 21-22.(-1418) 4762 18- 8=( -19 222 9-10='-6194) 2281 22.14=)-1415) 4765 19- 8=( -779) 384 BC LATERAL SUPPORT <= 12'OC. UON. TC CONC LL( 500.0 +DL( 140.0). 640.0 LBS @ 12'- 0.0" 10.12=(-4749) 1699 19- 9= -541 281 TC CONC LL500.0)+DL( 140.0)= 640.0 LBS @ 31'- 6.2' 11-12= 0111}1} 0 9-20= -282 337 NOTE: 2x4 BRACING AT 24'OC UON. FOR 12-13= -5572 1920 20.10= -89 673 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 13-14= -5833 1764 10-21=(-1904) 17601 l.IM....l.M.l..MM.11.M.MIMMMlMMlllMMlMMMllMMlM. l ' '' . ..---. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 24.0' 0.0" LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES Connector plate prefix desi nators: 0'- 0.0" -1078/ 3764V -151/ 164H 5.50' 6.02 KDDF ( 625) C,CN,C18,CN18 (or no prefix)Q = CompuTrus, Inc 43'- 6.2" -994/ 3527V 0/ OH 5.50" 5.64 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series IC06D 2 Design checked for net(-5 poll uplift at 24 "oc spacing I ** For hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.036" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043' @ -2'- 0.0" Allowed = 0.267' MAX LL DEFL = -0.350' @ 21'- 11.8' Allowed = 2.130" MAX TL CREEP DEFL = -0.695' @ 21'- 11.8" Allowed = 2.840" MAX HORIZ. LL DEFL = 0.150" @ 43'- 0.7' MAX HORIZ. TL DEFL = 0.249" @ 43'- 0.7' 11-11-11 19-10-02 11-08-07 NOTE:Design assumes moisture content does 4-04 0-06 10 2-03-08 5-02-05 0-06-10 5-08-10 not exceed 19% at time of manufacture. ( ( '' T Design conforms to main windfarce-resisting 2-Og , , 4-04 2-02-1 .1 5-05-13 < < 4-07 11 5-05-02 system and components and cladding criteria. 11-09-12 T T Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 11-06-08 All Heights), Enclosed Cat.2, Exp.B, MWFOS(Dir), '640# T load duration factor=1.6 T 1640# 12 Truss designed for wind loads 12 • M-3x5 M 7x8(S) M-5x10 Q 7.00 in the plane of the truss only. 7.00 M-5 5,12 7 M-ix4 9 0.25" =M 10xo 1^2 pF M-3x4 ,m-3x4 v c,.1,' 7:8ix:111111113!!IIIII!!!!!!!!IIIIIIIIIIIIIIIIr lip M18HS-3x1818HS-3x18i 6 21 22 14. " M-3x10 M-1.5x3 O M-4x6+ M-4x6+M18HS-7x14 a 2.75 2.75 0 =M-8x8(S) \i/AilkillikkilL. M:7x12 co 12 12 -05-08 4-04 4-05-12 3-02-11),2-00y 8-01 7-11-04 5-05-02 5-06-14 y ,2-00,-05-08 12-00-08 2-00 27-00-04 y 2-00 43-06-04 v1/4t0 PROFe�,� JOB NAME: 5-A POLYGON NH - BH1 Scale: 0.1366 �.� ��NE �o bt,� ./2 2/ -* WARNINGS: GENERAL NOTES,unless otherwise noted: n pr 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual u` 7,9 *P E 1-- Truss: BH1 end Warnings before construction commences, building component.Applicability of design parameters and proper .s 2.2x4 compression web bracingmust be installed where shown+. incorporation of component is the responsibility of the building designer. , 3.Additional temporary bracingto Insure stability dud construction 2.Design assumes the top and bottom chords to be laterally braced at mp rytY ng2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,t•,�� _ +�Aa"^"" DES. BY: EE is •the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). r"' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 91 OREGON �� SEQ No load should be applied to any component until atter at bracing and 4.Installation of truss is the responsibility of the respective contractor. S E Q. : 6037160 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. �fA ��N design loads be applied to any component. and are for"dry condition"of use. Q 1 A 8.Design assumes full bearing at all supports shown.Shim or wedge if 44.1i.,. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. 414F'� ``y SJ 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 VIII III III IIIII VIII 111 11 TPIMITCA in BCSI,copies of which will be furnished upon request. 9.Iaeits indicate size coincide with jointtlate center 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:12131/2015 IIIIIIIIIIIII 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 #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0 86 2- 8=(-104) 734 3- 8=(-401) 388 BC: 2x4 KDDF #18BTR SPACED 24.0" O.C. 2- 3= -1004 236 8- 9= -48) 481 8- 4= -295 595 WEBS: 2x4 KDDF STAND 3. 4=( -885 459 9- 6=) -74) 602 4- 9=(-294) 595 LOADING 4- 5= -885 459 9- 5=(-401 388 TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(.1004) 236 BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7= 0 86 TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0" 12.0" LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. SPECIES) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -184/ 975V -360/ 360H 5,50" 1.56 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 20'- 6.0' -184/ 975V 0/ OH 5.50" 1.56 KDDF ( 625` THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net.(-5 osf) uplift at 24 "oc soacing.I 10-03 10-03 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T f f MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" 5-02 5-01 5-01 5-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133' MAX LL DEFL = -0.024" @ 6'- 10.9" Allowed = 0.979"1. MAX TL CREEP DEFL = -0.043" @ 6'- 10.9' Allowed = 1.306" 12 12 MAX LL DEFL = -0.002" @ 21'- 6.0" Allowed= 0.100" M-4x6 MAX TL CREEP DEFL = -0.003' @ 21'- 6.0" Allowed= 0.133° 14,00/ 4 4.0" \14,00 MAX HORIZ, LL DEFL = 0.011" @ 20'- 0,5' MAX HORIZ. TL DEFL = 0.015' @ 20'- 0.5" P NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. v M-1.5x3 M-1.5x3 if- r.0 0 c; lekkk ii- 0 0 0 r, eeT ,. 9 0 0 M-3x4 80.25" M-3x4 M-3x4 0 M-5x6(S) y y k y 6-10-15 6-08-02 6-10-15 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH - C2 Scale: 0.2044 s<{,r. 61 5:gti o NE�fiA`:5> WARNINGS: GENERAL NOTES,unless otherwise noted: b i t,I �+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 1:t. '9 PE t"` Truss: 02 and Warnings before construction commences. building component.Applicability of design parameters and pro r 2.244 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: EE 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: 8/22/2014 responsibilitybuilding designer. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). = the overall structure Is the of the 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. '�L ,�OREGON <U SEQ. : 603 7161 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, TRANS I D: 406556 design loads be applied to any component 6.and are for Design assumesctulldbeadn f at ail supportsh � �� ` 5.CompuTrus has no control over and assumes no responsibility for theg 9 shown.Shim or wedge If V 14 h., fabrication,banding,shipment and installation of components. necessary. W. 6.This design is furnished subject to the Imitations set forth 7.Designlaesassumes adequateatedon drainageh is ous,provided. '.'ri rf ya �.,,. I VIII)VIII VIII VIII VIII VIII VIII)III)III 9 1 by 8.Plates shell be located both faces of truss and placed so their center L TPINVTCA In BCSI,copies of which will be famished upon request. lines coincide with Joint center fines. 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:1213112015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 6.0" r r r r i r ac soacinc.l TC: 2x4 KDDF #I&BTR LOAD DURATION INCREASE = 1.15 KDDF NOTE:Design assumes moisture content does 2x4 BC: 2x4 ; SPACED 24.0" O.C, not exceed 19`k at time of manufacture. #I&B18BTR B2 LONDIOG Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF Wind: 140 m ht h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10t CConnector plate prefix designators:= Co (A11 Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16, ( no MiTek prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) load duration factor=1.� = MT series Truss designed for wind loads RIQIIRD STORAGE DOES NOT APPLY DUE TO THE BEANIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IAC 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. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 10-03 10-03 12 IIM-4x4 12 3 14.00/ NM \14.00 i 51 co 0 11116 M-3x4 0 0 to a M-3x5(S) o /— M-3x4 k 1, /, 6-10-15 13.07-01 J, l y y 1-00 20-06 1-00 JOB NAME: 5-A POLYGON NH — Cl �� PRO,r�6s scale: 0.2158 ` 12z1� '°� WARNINGS: GENERAL NOTES,unless otherwise noted: /i 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 .f�,7L/0 r-P E L- r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: ClIncorporation 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 ` a{ DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /" 'M,' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ili f-C 6037162 non- corrosive No b � ad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON 40 SEQ. : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonorrosive environment, 1-.. v ZaN A, design loads be applied to any component, and are for"dry condition"of use. /+ �7 r 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8'Design assumes full bearing at e0 supports shown.Shim or wedge if V �� fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. ig'Fri RIO- 6. It„`-6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - IIIIII VIII VIII VIII VIII VIII hill IIII TPIMfrCA in BCSI,copies of which will be furnished upon request, Digit coincide with joint tecenter lines. 9.Digits indicatecie size of plate to inches. MITekUSA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-06-00 GIRDER SUPPORTING 43.09.08 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1.00 _ TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=( q BC: 2x8 KDDF #16BTR 0 86 2- 9=(-1252) 5318 2- 3=(-8954) 2004 12- 7=( -820) 282 WEBS: 2x4 KDDF STAND; 2- 3=( -8954 2004 0-10= -1252 5318 9- 3= -102) 114 7-13= -474) 2142 2x6 KDDF #2 A LOADING 4-3- 4=( -8738 2060 10-11=(-1284) 5552 3.10=) -192) 616 7- 8=•10200) 2302 LL = 25 PSF Ground Snow (Pg) 5= -6390 1640 11.12= 1154 5472 10- 4= 900 3994 TC UNIF LL 50.0 +DL 14.0 = 64.0 PLF 0'- 0.0" TO 20'- 6.0" V 5- 6= -6390 1640 12-13= -1320 6044 4-11= -2838 804 BC LATERAL SUPPORT<= 12'OC. UON. BC UNIF LLI 522.41+DLI 375.21= 897.6 PLF.0 PLF 7'- 0.0" TO 20'- 0.0" V 7- 8= -10200 2302 13- 8=I.1324I 6066 11: 6=)-2680) 9760 OVERHANGS: 12.0" 0.0' BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 6.0' V 6-12=( -842) 3752 Connector plate prefix designators: ADDL: BC CONC LL+DL= 3751.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,CI8,CN18 (or no prefix= CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) M,M2OHS,M18HS, 16 = MiTek M series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. 0'- 0.0' - 9494V -337/ 34 OH 5.50" 12.01KDDF 625 20'- 8.0' 221153/53/ 9494V 0/ OH 5.50" 15.1919 KDDF f 625` 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. (GOND 2 Design h k d for n tl� psf)�plift at 4 o pJ nails staggered at: 9" oc in 1 rows throughout 2x4 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=LI180 5' oc in 2 rows throughout 2x8 bottom chords,sMAX LL DEFL = -0.001" @ -1'- 0.0" Allowed 0.100" 9" oc in 1 row I throughout 2x4 webs, MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133' 9" oc in 2 row(s) throughout 2x6 webs. *** HANGER TO APPLY CONC. MAX LL DEFL = -0.069' @ 14'- 7.7' Allowed = 0.979" LOAD(S) EQUALLY TO ALL MEMBERS. MAX TL CREEP DEFL = -0,175' @ 10'- 3.0" Allowed = 1.306" 10-03 10-03 MAX HORIZ. LL DEFL = •0.018' @ 20'- 0.5' '1 MAX HORIZ. TL DEFL = 0.034" @ 20'- 0.5" �3-02-04�2-11-08� 4-01-04 4-01-04 2-09-12 3-04 NOTE:Design assumes moisture content does .- T T not exceed 19% at time of manufacture. 12 M-5x8 12 Design conforms to main windforce-resisting 14,00/ 5 5.0" \14.00 system and components and cladding criteria. Wind: 140 mph h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Trds inhelefthetrussss d or ind M-3x8 :M-3x6 co IL A1 .,, CD M-4x12 M-5x12 o M-5x16 A I M-5x16 nm t,0 o omdemmmee■s mY�.w, o 8 M-1.5x3 -7x12 10.25" M-61x10 M-3x10 6 0 y y ***13751#-M-10 J1O(S) y y y , ,,3-02-04 2-08 4-04-12 4-04-12 2-08 3-02-04, 1-00 20-06 04. JOB NAME: 5-A POLYGON NH - C3 Scale. 0.1681 ,5'<c pN 6:9 WARNINGS: GENERAL NOTES,unless otherwise noted: k51 12 Zi # �+ 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 921 IPE r Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. DES. BY: EE 3.Additional temporary bracing to insure stability during construction le, . 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.ressuch asvey unless braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such plywood required sheathing(TC)and/or drywall(BC). +".err p° ty 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be to any component until after all bracing and 4.Installation of truss Is the responsibility of the respectiveOREGON a' /1P ty contractor. SEW" 6037163 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, SSG d_ 1� TRANS ID: 406556 design loads be rippled to any component. and are for"dry condition"of use. f �7d 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If Q ' 2,Q 1�',• fabrication,handling,shipment and installation of components. necessary .. - 6.This design is furnished subject to the Irritations set forth b 7.Design assumes adequate drainage Is provided. �'L� 1111111 VIII VIII VIII VIII VIII VIII IIII IIIIY 8.Plates shell be located on both faces at truss,and placed so their center C TPINVECA in SCSI,copies of which vAN be famished upon request. lines coincide with jointf ppcenter lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.FForribasicic nn ctordatete In inches. design values see ESR-1311,ESR-1988(Wei) EXPIRES:12131/2015 IIIIIIIIIIIIII 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 M18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-6=(-24) 286 6-3=(0) 307 BC: 2x4 KDDF M1&BTR SPACED 24.0" O.C. 2-3=2.3=++t-506-506 I111 ll 6-4=(-24) 286 WEBS: 2x4 KDDF STAND LOADING 4.5= 0) 86 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 12.0" 12.0' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -111/ 604V -210/ 210H 5.50" 0.97 KDDF ( 625) Connector plate prefix designators: 11'- 8.0" -111/ 804V 0/ OH 5.50" 0.97 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-5 mei uplift at 24 "oc spacing.) 5-10 5-10 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" T MAX TLCREEP LL MAXDEFL = -0.002" @ 12'- 8.0" Allowed= 0.100" 12 M-4x6 12 MAX TL CREEP DEFL = -0.003' @ 12'- 8.0' Allowed= 0.133" \14.00 MAX TC PANEL LL DEFL = 0.281' @ 8'- 6.5" Allowed= 0.557" 14.00 3 4.0" MAX TC PANEL TL DEFL = 0.497" @ 8'- 4.1" Allowed = 0.835' f--' �; MAX HOAIZ. LL DEFL = 0.003" @ 11'- 2.5" MAX HORIZ. TL DEFL = 0.004" @ 11'. 2.5' NOTE:Design assumes moisture content does I not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mpph h=22.6ft, TCOL=4.2,BCDL=6.0, ASCE 7.10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.�Truss designed for wind loads in the plane of the truss only. 0u70 0 o �-rn� Aillaili66\ . oo� 6 oCD .5x3 M- A- 1. y y 5-10 5-10 1 , ) ) 1-00 11-08 1-00 `tO PROF �s JOB NAME: 5-A POLYGON NH - D2 Scale: 0.3596 v, l �f! io�� WARNINGS: GENERAL NOTES,unless otherwise noted: !Af�r /�c- ry 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual t' :9 •PE 1'- 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 responsibilityof the building designer. 3.Additional temporary bracing to insure stabilityduringconstruction 2.Design assumes the top and bottom chords to be laterally braced at rnpo rY 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a��" + Ilia"""' DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). /'" DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ y,L (�REGON�� /'f t 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. : 603 7164 fasteners are complete and at no time should any loads greater than 5.Design assumes t asses ere to be used In a noncorrosive environment, 2 0 design loads be applied to any component. end ere for"dry cwndieon"of use. �� 1 4 TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the e'necessary.signassumes full bearing at all supports shown.Shim or wedge if {� tabdcaeon,handling,shipment and installation of components. " . R G. - p Po 7.Design assumes adequate drainage is provided. '�1I 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 ch will be IIIIII VIII IIID III VIII VIII 1111 11 Miro USA,Inc./CompuTrus s PI/WTCA In BCSI,copies of iSoftware 7.6.6(1 L)E request. s. 09..FForr baisic connector plate design Ines coincide with joint center late in values see ESR-1311,ESR-1988(MiTek) eJEXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 8.0" TC: 2x4 KDDF g18BTR LOAD DURATION INCREASE = 1.15 IGQND 2 Design checke_ d fOr ner(�pef)umes moisture at 24 oc cpac,�n BC: 2x4 KDDF A18BTR SPACED 24.0" O.C. not exceed assumes mocontent does TC LATERAL SUPPORT <= 12"OC" UON. not exceed 19%at time of manufacture. BC LATERAL SUPPORT <= 12"OC. DON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d cladree-resisting` L ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. Connector plate prefix desinators: TOTAL LOAD = 42.0 PSF C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc Wind: 140 mph, h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 M,M20HS,M18HS,M16 = MiTek M series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=l"U 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 tOPSF 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. 5-10 Refer to CompuTrus gable end detail for 5-10 complete specifications. 12 HM-4x412 f- 14.00/ 3 \14.00 11 0 ut 0 co 0 Lo 4dIi ,04 M-3x4 M-3x4c. A- y i, ), 1-00 11-08 1-00 • JOB NAME: 5-A POLYGON NH - D1 0PRap Scale: 0.3526 0 o1N s`ro WARNINGS: GENERAL NOTES,unless otherwise noted: (L� vIZ 1/ tar 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 • . Z®�P C 1:+ Truss: D 1 and Warnings before construction commences. building component.Applicehility of design parameters and proper f E 2.204 compression web braving must be installed where shown+, Incorporation of component is the responsibility of the building designer. �r 0. DES. BY: EE 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.such respectively unless braced throughout their length by DATE: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheathing(TC)and/or dryvrell(BC). ,,, ,—rr - lay'^ p° ty 9 3.2x Impact bridging or lateral brasng required where shown++ * CC 4.No load should be apto any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractors. SEQ. : 6037165 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, 4+ .t_OREGON A+ TRANS I D: 406556 design loads be applied to any component. and are for"dry condition"of use. �/ N. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if '/© /' 1 4 2� " fabrication,handing,shipment and installation of components. Decessary. �� 8.This design Is famished subject to the imitations set forth 7.Design assumes adequate drainage is provided. 41e+"i �� I IIIIII VIII IIIA VIII VIII VIII VIII IIII IIII TPIIWTCA in BCSI,copies of which will be fumished upon request. quest 8 lines coincide with joPlates shall be intt center ron both oes.of truss,and placed so their center +T MiTek USA,IDC./COffIpUTrua Software 7.6.6(1 L)-E f plate in inches. 10.FF9. oribasits c connectocate slzer plate design values see ESR-1 311,ESR-1 988(MITek) EXPIRES:12/31/2015 1111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 11-08-00 GIRDER SUPPORTING 43-09-08 FROM 0-00-00 TO 4-08-00 IBC 2012 MAX MEMBERI FORCES 4WRIDDFICq=1.00 TC: 2x4 IMF #18STR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1. 2=(-5126 1156 I. 7=).684) 2978 7- 2=( -566) 2502 BC: 2x6 KDDF #1&BTR 3- 4=(-3376I 838 8- 9= -372) 1990 8- 3=1-120) 2954 2- 14; 4854244 WEBS: 2x4 KDDF STAND; FLGrIuG 2x8 OF SS A;; LL = 25 PSGround Snow (Pg) 4- 5=(-3448) 750 9. 5= -370) 1988 8- 4=( -156) 306 2x6 KDDF #2 B TC UNIF LL( 50.0)+DLI 14.0)= 64.0 PLF 0 0.0" TO 11'- 8.0' V 5- 6=1 0) 86 4- 9=( 176) 84 BC UNIF LL 1( 522.4))+DL 375.2). 897.6 PLF 0'- 0.0" TO 4'- 8.0" V TC LATERAL SUPPORT <= 12'OC. UON. BC UNIF LL 0.0 +DL 20.0)= 20.0 PLF 4'- 8.0" TO 11'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ADDL: BC CONC LL+DL= 3551.0 LBS @ 5'- 8.0" BC LATERAL SUPPORT <= 12'OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ) OVERHANGS: 0.0" 12.0" 0'- 0.0" -1280/ 5692V -197/ 189H 5.50" 9.11 KDDF 625 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 8.0" -6881 3059V 0/ OH 5.50" 4.89 KDDF ( 625 Connector plate prefix designators: REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc IGOND 2 Design checked for nett 5 psfl uplift at 24 "Sc s acg ing.I M,M2OHS,M18HS, 16 = MiTek MT series BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.021" @ 3'- 1.3" Allowed= 0.537' 2 ) complete trusses required. MAX TL CREEP DEFL = -0.058' @ 3'- 1.3" Allowed 0.717" Lin)together 2 ply with 3'x.131 DIA GUN MAX LL DEFL = •0.001' @ 12'- 8.0" Allowed = 0.100' nails staggered at: MAX TL CREEP DEFL = -0.001" @ 12'- 8.0" Allowed= 0.133" 9" oc in 1 row(s) throughout 2x4 top chords, 5" oc in 2 row(s) throughout 2x6 bottom chords, MAX HORIZ. LL DEFL = -0.005" @ 11'• 2.5" *** HANGER TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 webs, MAX HORIZ. TL DEFL = 0.011" @ 11'- 2.5" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 2 row(s) throughout 2x6 webs. NOTE:Design assumes moisture content does 5-10 5-10 not exceed 19% at time of manufacture. T T T Design conforms to main windforce-resisting T 3-03 T 2-07 T 2 07 T 3-03 f system and components and cladding criteria. Wind: 140 mphh=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 14.00/ M-4x6 oad duration factor=l.6 4.0" \14.00 Truss designed for wind loads 3 in the plane of the truss only. M-3x5 1 M-3x5 0 rn cz. co ._ M-5x10 Al o d . Ciri 16, o ,.„ L.lililinlIMIMINEIMIEL__KM ,,i,,, 0 M-3x8M 8x10M-195x3 M-5x10 0 A ***3551# 3-01::-04 2-08-12 2-08-12 3-01-04 J, ), ), 11-08 WEDGE REQUIRED AT HEEL(S). 1-00 ss JOB NAME: 5-A POLYGON NH - D3Scale: 0.2557 `� „,,,.\ 1 GN ✓� WARNINGS: GENERAL NOTES,unless otherwise noted: '(1/21 l�/21 ` ; �' . 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 S•P E r �� and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D3 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .,r',�� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaR(BC). /'' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON (Z. 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibilty of the respective contractor. -17 SEQ. : 6037166 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. �� O. ` design loads be applied to any component. and ere for"dry condition"of use. Q j 4. 't` 6.Design assumes full bearing at all supports shown.Shim or wedge If �Q`. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. tiled rS y i fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. rl f1 b - 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located ppon both faces of truss,and placed so their center I,copies of IIIIII VIII VIII VIII VIII 11111 11111 IIII IIII MTTPe SAnIncJCompuTrus Ich vAll be furnished upon Softwere 7.6.6(1 L)E request. 9.10.lines Doglbindicatesinectorsize of plete design late In ves. alues see ESR-1311,ESR-1988(MiTek) EXPIRES 12/31/2015 1E111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0 86 2.4=(0) O BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-217) 180 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE MIN. (SPECIES DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0' -32/ 399V -117/ 260H 5.50' 0.64 KDDF ( 625) OVERHANGS: 12.0" 0.0" TOTAL LOAD= 42.0 PSF 5'- 9.2" -164/ 198V 0/ OH 1.50" 0.32 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 139V 0/ OH 5.50" 0.22 KODF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE (COND. 2: Design checked for net(-5 psfl uplift at 24 "cc spacing.) LIVE LOAD AT CHORD ON(S) SPECIFIED BY IBC 2012. 5-10 THE BOTTOM DEAD LOAD IS A MINIMUM OF 10 PSF, VERTICAL LL=L/240,Allowed U 0.100" T MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.300" @ 3'- 6.1" Allowed = 0.559" MAX TC PANEL TL DEFL = -0.260" @ 3'- 4.1" Allowed = 0.838' I, MAX HORIZ. LL DEFL = -0.004" @ 5'- 9.2' MAX HORIZ. TL DEFL = -0.004' @ 5'- 9.2' NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. 12 Design conforms to main windforce-resisting system and components end cladding criteria. 14.00/ Wind: 140 mPht h=22.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l,6, Truss designed for wind loads Lr,:, in the plane of the truss only. M 0 o 0 00 0 o� �,e -/ 0 M-3x4 f- 1-00 6-00 (PROVIDE FULL BEARING' t 4 I to PR°Pers JOB NAME: 5-A POLYGON NH - J13 scale: 0.4281 ,`. "(/';.. GIN l0 GENERAL NOTES,unless otherwise noted: ,A. t2 1 140, WARNINGS: p 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 .9 i P E r Truss:" J 13 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 mpo ry ty 9 2'sc.and at 10'o.c.respectively unless braced throughout their length by �� +>/ DES. BY: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywell(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ . aREGGN1., 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. ^V SEQ. : 603 7169 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. Vii 1. �\ _S design bads be applied to any component end are for"dry hill bearing of use 7/ "�4. hT 8.Design assumes full bearing et all supports shown.Shim or wedge If !J�f" TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. �'!C n 1�� V fabrication,handling,shipment and Installation of components. 7•Design assumes adequate drainage is provided. C�'i 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 i 111111 VIII 1111111111111 IIIVIII VIIIVIII NEI IIII iwhich request. Mle USA,Inc./CompuTrus us Software 7.6.6(1L)E For tines g Indicate size v0bonctorpltedesignalues 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 10'- 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 86 2.6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-581 500 TC LATERAL SUPPORT <= 12'OC. UON. LOADING 3-4=(+-164 90 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL ,0) ON TOP CHORD= 32.0 PSF 4-5= -21 0 7 DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 3.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED RAG AREA Connector ppte prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES C,CN C18,CN18 or no refix LL =25 PSF Ground Snow (Pg) 0'- 0.0• 22/ 375V 204/ 454H 5.50" 0.60 KDDF ( 625` ( p ) = CompuTrus, Inc 5'- 9.2" 0/ 138V 0/ OH 5.50' 0.22 KDDF 625 M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2' -421/ 476V 0/ OH 1.50" 0.81 KDDF 625 LIVE LOAD AT LOCATION(S)1 SPECIFIED BY IBC 2012. 10'- 0.0' -125/ 122V 0/ OH 1.50' 0.16 KDDF 6251 THE BOTTOM CHORD DEAD r- - OAD IS A MINIMUM OF 10 PSF. 0' (CORD. 2: Design the k d for n t(5 paft uplift at 24 'oc spacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0,002' @ -I'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.000' @ 10'- 3.0' Allowed = 0.025" MAX TL CREEP DEFL = -0.000' @ 10'- 3.0" Allowed = 0.033" MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576' MAX TC PANEL TL DEFL = -0.145' @ 3'- 2.5' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.012' @ 9'- 11.2' MAX HORIZ. TL DEFL = -0.012' @ 9'- 11.2" NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 14.00/ Design conforms to main windforce-resisting °/° system and components and cladding criteria. !' o Wind: 140 mph+ h=25.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 '� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T o load duration factor=1.6 o w Truss designed for wind loads r in the plane of the truss only. r) 0 "=ItI' 0 6 minmommi M-3x4 y 1, y ,L 1-00 6-00 4-03 [PROVID F B ARIN"'Jts'2 6 3 41 OPe JOB NAME: 5-A POLYGON NH - J12 Scale. 0.2960 ,��`` `yG�N }A�p`12 WARNINGS: GENERAL NOTES,unless otherwise noted: �1j� VI2 zit l 7 1.Builder and erection contractor should be advised of at General Notes 1.This design Is based only upon the parameters shown and is for an individual (k. T.92••PE c'" Truss: J12 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: EE 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: 8/22/2014 the overall structure is the responsibility continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ,,,h.� po my of the building designer. 3.2x Impact bridging or lateral bracing where shown++ 10 CC SE�1 4.No load should be applied to any component until after as bracing and 4.Installation of truss is the responsibility of the respective contractor. 4, W. : 6037170 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, I' QREGON\ A. design bads be applied to any component. and are for"dry condition"of use. TRANS I D: 406556 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 1 4 Z, `E" b. fabrication,handing,shipment and installation of components, necessary. 6.This design is furnished subject to the imitations set forth8.Designlatesassumes adequateadoboth drainage is provided. fLriy �� IIIIII VIII VIII VIII VIII VIII VIII IIII IIII by 8.Plates shall be located on faces of truss,and placed so their center NV TPIECA In BCSI,copies of which will be famished upon request. lines coincide with be lf ocenter lines. 9. MiTek USA,InC./COmpUTrus Software 7.6.6(1 L)-E 10.FForr basicgits isconnectorplatee size late In inches. design values see ESR-1311,ESR-1888(MiTek) EXPIRES:12/31/2015 1. 1, IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012MAX MEMBER FORCES 4WR/DDF/Cq=1.00 _ TC: 254 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2= 0) 86 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3= -636) 500 TC LATERAL SUPPORT<= 12'OC. UON. LOADING 3-4= -243) 97 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4-5= -76) 0 OVERHANGS: 12.0" 10.6" L ON BOTTOM CHORD= 10.0 PSF TOTAL LOAD= 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA Connector plate prefix designators: LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connect8,CN16 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -213/ 495H 5.50' 0.60 KDDF ( 625) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF 625 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -415/ 473V 0/ OH 1.50' 0.61 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10'- 0.0" -210/ 207V 0/ OH 1.50" 0.27 KDDF 6251 M,M20HS,M18HS, 16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 5 -/ 'COND. 2: Design checked for nett-5 osfj uplift at 24 'oc soacing.' VERTICAL DEFLECTION LIMITS; LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133" MAX LL DEFL = -0.002' @ 10'- 10.6" Allowed = 0.088" ;! MAX TL CREEP DEFL = -0.002" @ 10'- 10.6' Allowed = 0.117' MAX TC PANEL LL DEFL = 0.144" @ 3'- 4.8" Allowed = 0.576' MAX TC PANEL TL DEFL = -0.145" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.014" @ 9'- 11.2" MAX HORIZ. IL DEFL = -0.014" @ 9'- 11.2' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00 system and components and cladding criteria. Wind: 140 mph, h=25.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, in (All Heights), Enclosed, Cat.2, Exp.6, MWFRS(D>r), load o Trussddesignedfforowind6loads c-; in the plane of the truss only. v . t. 0 O 6-_- M-3x4 A- J, ), i, 1, 1-00 6-00 4-10-09 [PROVIDE F B ARIN•'Jts'2 6 3 41 tO pt JOB NAME: 5-A POLYGON NH - J1 1 Scale. 0.2753 ,5'�``ti ►v �cs,0i, WARNINGS: GENERAL NOTES,unless otherwise noted: <4� /2 Z/ 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 0 '92•SPE r' Truss: J 11 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+, Incorporation of component Is the responsibility of the building designer. DES. BY: EE 3. 2.Design assumes the top and bottom chords to be laterally braced at Additional temporary bracing to insure stability during construction 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: 8/22/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood sheething(TC)and/or drywall(BC). " IP!= Po ty 9 3.2x Impact bridging or lateral bracing required where shown++ ! f, 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEQ. : 603 7171 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, JI-* 7/ ^V TRANS I D: 406556 design loads be appied to any component. 6,Design assumand are for es fulidbeadn of an supports 5.CompuTrus has no control over and assumes no responsibility for the 9 9 shown.Shim or wedge if © j 4 n-t 'i.- fabrication,handing,shipment and installation of components. necessary. { �Q+ 6.This design is famished subject to the Amitations sat forth 6 7.Design assumes adequate drainage is provided. ry .' 111111111111VIII VIII VIII VIII VIII[III[III Y 8.Plates shall located on both faces of truss and placed so their center r 1 EC TPINVA In SCSI,copies of which will be famished upon request. lines coincide with joint center ines. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1.2=t 0) 86 2-5=(0) 0 BC: 204 KDDF N186TA SPACED 24.0" O.C. 2-3= 97 3.4=(i-139-562j) 488 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 L ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' TOTAL LOAD= 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) 0'- 0.0" -22/ 375V -199/ 435H 5.50' 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2" -417/ 474V 0/ OH 1.50" 0.81 KDDF 625 M,M2OHS,1M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 9'- 11.6" -94/ 108V 0/ OH 1.50" 0.17 KDDF ( 625` LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOM1O 2 Design checked for net( psI) uplift at 24 "00 8pac1n0 I -/ MAXTLLAL DEFLFLECTTIOONN2LIMITS: LL=O/040,Allowed 0 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" /5: MAX TO PANEL LL DEFL = 0.144' @ 3'- 4.8" Allowed= 0.576' MAX TC PANEL TL DEFL = -0.146' @ 3'- 2.5' Allowed = 0.864" MAX HOAIZ. LL DEFL = -0.012' @ 9'- 10.8" MAX HORIZ. TL DEFL = -0.012" @ 9'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mpht h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), loaduration factorl6,Truss designed for wind loads a in the plane of the truss only. 0voN �OC") Orn O y ), y 1-00 6-00 3-11-09 (PROVIDE FULL BEARIllfat :2.5.3.41 <A\t0 PR Open JOB NAME: 5-A POLYGON NH - J10 Scale: 0,293, `�� f G•IN �h�,p� `�% WARNINGS: GENERAL NOTES,unless otherwise noted: �J� v l f ! �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual t. 192110'E c" T r ii S S: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper lirioe 2.204 compression web bradng must be installed where shown+, Incorporation of component Is the responsibility of the building designer. ,.% 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chords to be laterally braced at - DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length bydaa.^ p tity continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ + OREGON CC SEQ. : 6037172 4.No load should be applied to any component until after al bracing and 4.Installation of truss is the responsibility of the respective contractor. 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, ` d design loads be applied to any component and are for"dry condition"of use. /..- -if •_i j' 1 d '2$ �"'�"' TRANS I D: 4 06556 5.CompuTrus has no control over and assumes no responsibility for the 6.�ecasse assumes full bearing at all supports shown.Shim or wedge if yy fabrication,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. tt R 15..4 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located of pon both faces of truss,and placed so their center I,copies of ill VIII VIII VIII VIII VIII IIII IIII MiTeklate in inches. TPSA,lncCA in ./CompuTrus(ch will be furnished upon Software 7.6.6(1 L)-E request 1ines coincide with joint center lines. o.IF indicate iciccoonnector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 11.6' IBC 2012 MAX MEMBER FORCES 4WRIDDF/Cq=1.00 TC: 2x4 KDDF N16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF ri16BTR SPACED 24.0" 0.C. 1-2= 0 86 2-5=(0) 0 2-3=I.483I 427 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4= 111 48 BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF OVERHANGS: 12.0' 0.0" 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) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'_ 0.0" -24/ 378V -179/ 391H 5.50" 0.60 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc9.2" 0/ 439V 0/ OH 5.50" 0.22 KDDF 625` M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 5'- 11.2" -377/ 439V 0/ OH 1.50' 0.56 KDDF 625 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 8'- 11.6" -50/ 55V 0/ OH 1.50' 0.09 KDDF 625` THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND D sign checke__d for net( cp�f)�plift at 24 oc spacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" } MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TC PANEL LL DEFL = 0.153" @ 3'- 4.8' Allowed = 0.576" MAX TC PANEL TL DEFL = -0.156" @ 3'- 2.5" Allowed = 0.864" MAX HORIZ. LL DEFL = -0.009' @ 8'- 10.8" MAX HORIZ. TL DEFL = -0.009' @ 8'- 10.8" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ yl Wind: 140 mph, h=24.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 CI! Truss designed for wind loads v in the plane of the truss only. c 0 0 N T/- U, p� O� _ C 5.z. -/ M-3x4 7- 1. y y /' 1-00 6-00 2-11-09 (PROVIDE FULL BEARING;Jts:2.5,3,41 JOB NAME: 5-A POLYGON NH - J9 D PRprfi Scale: 0.3208 �11/22V1 A/C' WARNINGS: GENERAL NOTES,unless otherwise noted: krrh 1114. '' 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•SPE r' Truss: J 9 and Warnings before construction commences. building component.Applicability of design parameters and proper F 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. DES. BY EE 3.Additional temporary bracing to insure stability during constructionAimop re 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: 8/22/2014 the overall structure Is the responsibilityof the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ,,fe'; rr - 9 3.2x Impact bridging or lateral bracing where shown++ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. Atr i. SEQ. : 6037173 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, q, A_C�REGON�b �`4f 5.CompuTrus has no control over and assumes no responsibility for the TRANS I D: 406556 design loads be applied to any component, and are for"dry condition"of use. �f�t 6.Design assumes fug bearing at all supports shown.Shim or wedge if /� '7 14 ,O t,_^�••• fabrication,handing,shipment and installation of components. necessary. 6.This design is furnished subject to the imitations set forth by7•Design assumes adequate drainage Is truss,ed. C+�h t�{ (I IIA VIII VIII VIII VIII VIII VIII IIII IIII TPI/WrCA In BCSI,copies of which will be furnished upon request. 8 Ines coincids shall e joint center on tFoess of and placed so their center CC rl e L• MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For9. mbasic ts iconnector plcate size of ate design values see ESR-1311,ESR-1988(Wok) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.6' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF k18BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2-5=(0) 0 BC: 2x4 KDDF N188TR SPACED 24.0' O.C. 2-3= 61 3-4= -107-417 344 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -159/ 348H 5.50" 0.60 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 9.2' 0/ 138V 0/ OH 5.50" 0.22 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 5'- 11.2' -359/ 432V 0/ OH 1.50" 0.55 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 7'- 11.6' -20/ 11V 0/ OH 1.50' 0.02 KDDF ( 825) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IG06D 2 Design checked for net( psfl uplift at 24 "oc s acn ina I /- -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed = 0.100" U( MAX TL CREEP DEFL = -0.003' @ -1'- 0.0' Allowed = 0.133' MAX TC PANEL LL DEFL = 0.197' @ 2'- 11.6" Allowed= 0.576" MAX TC PANEL TL DEFL = 0.178' @ 2'- 11.6' Allowed = 0.864" MAX HORIZ. LL DEFL = -0.008" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.007' @ 5'- 11.2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 14.00/ system and components and cladding criteria. Wind: 140 mpht h=23.9ft, TCDL=4.2,BCDL=6.0, ASCE 7.101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D1r(, load duration factor=1.6, cm Truss designed for wind loads in the plane of the truss only. v 0 C:3 01 0 '.I p If) �� o� z� 51.,...a. 0 M-3x4 t y y )' y 1-00 6-00 1-11-09 (PROVIDE FULL BEARING•Jts'2 5 a 4I ��„t,o PRO/ JOB NAME: 5-A POLYGON NH - J8 Scale: 0.3559 ms`s ! ss 0IN /G�q- WARNINGS: GENERAL NOTES,unless otherwise noted: 4451v..3/21//1 'vim 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 1` .920 0 f-E c Truss: J 8and WarNngs before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installedwhere shown +, Incorporation of component Is the responsibility of the building designer. mP2.Design assumes the top and bottom chords to be laterally braced at �rl�. 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'"�, 4,411 "- DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). C /'" DATE: 8/22/2014 the overai structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON +ty� 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. '}, �} SEQ. : 603 7174 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used In a non-corrosive environment, L. uZ 4 2°v. `X. design beds be applied to any component end ere for"dry full bearing of use 1 4 8.Design assumes full bearing at all supports shown.Shim or wedge if {�„ TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the necessary. ` V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. R s i _ II'I 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 coincide with joint center tines. IIIIII VIII VIII VIII VIII VIII VIII(III InIM Te USA,lnc./CompUTr s TPINVTCA in BCSI,copies ofwhich Software 7.6.6(1 L upon request. 9. lte in inches. (For batsisic cot ectore size ofplate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #13BTR LOAD DURATION INCREASE = 1.15 1-2=I 01 86 2.5=(0) 0 BC: 2x4 KDDF #18BTR SPACED 24.0" 0.C. 2.3= -334 185 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3.4= -83 0 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0° 11.6" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 50.IN. (SPECIES) 0'- 0.0' -34/ 393V -133/ 325H 5.50" 0.63 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (P9) 5'- 9.2" 0/ 146V 0/ OH 5.50" 0.23 KDDF ( 625` C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0' -288/ 272V 0/ OH 1.50" 0.35 KDDF 625) M,M2OHS,M18HS,M16 = MiTek MT series ( BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S SPECIFIED BY IBC 2012. 'COND. 2: Designpspacing.) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. checked for net(-5 sfl uplift at 24 "oc /- 4 -/ VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.002" @ 6'- 11.6' Allowed = 0.096' MAX TL CREEP DEFL = -0.003' it 6'- 11.6" Allowed = 0.128" MAX TC PANEL LL DEFL = 0.295' @ 3'- 7.3" Allowed = 0.576" MAX TC PANEL TL DEFL = -0.290" @ 3'- 5.2" Allowed = 0.864" Ij MAX HORIZ. LL DEFL = -0.006' @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 5'- 11.2" NOT not exceed Exggn19%atn etime of iumanufacture re. 14.00 1,1/2/1 Design conforms to main windforce-resisting system and components and cladding criteria. N Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 F-..Truss designed for wind loads in the plane of the truss only. oD' 00 0 o) 0 r,- to c r� o ►_� 5a -/ M-3x4 A- ), ), ), ) 1-00 6-00 0-11-09 )PROVIDE FULL BEARING'Jts'2 5 31 JOB NAME: 5-A POLYGON NH - J7 Scale: 0.3882 �`�<<.. 6*JI WARNINGS: GENERAL NOTES,unless otherwise noted: 444' /4 1I f! I'IC 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual :Q' !92.®PE r Truss: J7 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 stability during COstrudlon 2.Design assumes the top end bottom chords to be laterally braced at DES. BY: EE 2'o.c.and et 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). „++'�SAAs, 414110.1. - DAT E: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 0 cc 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. OREGON SEQ. : 6037175 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, Y'4. 41 TRANS I D: 406556 design bads be appled to any component 6.Design esumand are for ryes Nlldbeadn ition" fat all supports '� 1' 2"°.� ,,{� 5.CompuTrus has no control over and saurus no responsibility for the g 9 shown.Shim or wedge if Q 1.4.. P't- fabrication,handling,shipment and Instetiatian of components. 7.necessary. provided.s �y D t t -y, 6.This design is furnished subject to the Irritations set forth by 8.Platesshallbe locateassumes d p�uoneboth faces drainage iof trus,and placed so their center �1 R 14.� V lines coincide with int center Ines. 1111111111111111111 Mire USA,Inc./Co T1puTr s Software 7.6.6(1 L)E request. 10.For basic connector oplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of late in Inches. EXPIRES:12/31/2015 IIIIIIIIIIIIII 1E1111 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&BT1 LOAD DURATION INCREASE = 1.15 1-2=( 0 86 2.4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-223) 184 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 BOG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -34/ 402V -119/ 265H 5.50" 0.64 ODE ( 625 5'- 9.2" 0/ 145V 0/ OH 5.50" 0.23 KDDF 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -164/ 201V 0/ OH 1.50" 0.32 KDDF 625) C,CN,C18,CN18 (or no prefix) =CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE (GOND 2 Design checked for net l•5 nsfl uolift at 24 "oc soacing.l LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 5-11-09 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 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" f- -/ MAX TC PANEL LL DEFL = 0.333" @ 3'- 7.0" Allowed = 0.572" MAX TC PANEL TL DEFL = -0.285' 8 3'- 4.9" Allowed = 0.858" 0 MAX HORIZ. LL DEFL = -0.004' @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8' NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting system and components and cladding criteria. 14.00 V Wind: 140 mpht h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads N in the plane of the truss only. 0 LC/ d. 0 N- so CO , 0 'TA- e in 0A -/ 4 r•=� 0 M-3x4 A- ,1' y y 1-00 6-00 IPROVIDE FULL BEARING'Jts:2.4.31 JOB NAME: 5-A POLYGON NH - J6 �� Rfifio� Scale: 0.4179 �5 �'�IZ�� /�� WARNINGS: GENERAL NOTES,unless otherwise noted: 4L/ �7c' `-! 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 �92®P E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: J 6 2.204 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. 3Additional 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 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �" � ` .DES. BY: E E Is the responsibility of the erector.Additional permanent bracing of !I"" DAT E. 8/22/2014 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ a Q �1 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. =7 OREGON f(/ SEW. : 6037176 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, j, �d \bC A. design loads be tippled to any component and are for"dry condition"of use. -'7 r .4. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if d i 4 f)P fabrication,handing,shipment and installation of components. necessary. '44Z' Po 7.Design assumes adequate drainage is provided. F0410- 6. This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII(III(IIITPIMIfCA in BCSI,copies of which will be furnished upon request. lines coincide with centerjoint lines. 9.Digitsindicate n ncdtsize off plateinches. nches. 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 IIII 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 818BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF 818BTR SPACED 24.0" O.C. 2-3=(-180) 157 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0' -22/ 375V -100/ 227H 5.50" 0.60 KDDF ( 625 4'- 10.8" -166/ 179V 0/ OH 1.50" 0.29 KDDF 625 Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 70V 0/ OH 5.50" 0.11 KDDF ( 625` C,CN,C18,CN18 (or no prefix) =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. �QQND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed= 0.100" 4-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed= 0.029" /- -/ MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" MAX TC PANEL LL DEFL :nfollirjELHmrainEole-11:'"g'- 10.1" Allowed= 0.470" MAX TC PANEL TL DEFL - @ '- 10.3" Allowed = 0.705' MAX HORI . L = - 003" @ 4'- 10.8" MAX HORIgg003" @4'- 10.8"NOT 12oedn1ate times lofumanufacturere content does 14.00/ Design coindforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.1ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 / (All Heghts), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0 load duration factor=1.6 Truss designed for wind loads CD in the plane of the truss only. c, to 0 F- 0 PM c. c M-3x4 i' y y 1-00 6-00 (PROVIDE FULL BEARING;Jts:2.3.41 JOB NAME: 5-A POLYGON NH - J5 scale: 0.4549 \c;�-. GINE*�J�?�`��/0 WARNINGS: GENERAL NOTES,unless otherwise noted: ` I2 G7 t l fp. . . 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' -920. e PE r" Truss: J5 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced et DES. BY: EE is the responsibility of the erector.Additional 2'o.c.and al 10'o.c.respectively unless braced throughout their length by po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or d 46 DATE: 8/22/2014responsibilitybuilding k1 bridgingbracing required 9R s rywen(ec>. �' , the overall structure is the res nslWli of the designer. 3.2z Impact or lateral re urred where shown++ rt SEQ No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -n,, A!OREGON �4/. S E non-corrosive environment, TRANS I D: 406556 design bads be applied to any component. and are for"dry condition"of use. 8 5.CompuT us has no control over and assumes no responsibility for the .Design assumes full bearing at all supports shown.Shim or wedge if Q y 14 `4. p; fabrication,handling, necessary. + !i rre,shipment and installation of components. 7.Design assumes adequate drainage is provided. �y b 1+ 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center +l r7 I IIIIII VIII VIII VIII VIII VIII VIII III IIIITPUWTCA in BCSI,copies of which will be furnished upon request. fines coincide with joint center Ines. 9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0' IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N18BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2-4=(0) 0 BC: 2x4 KDDF N18BTA SPACED 24.0' O.C. 2.3=(-132) 131 TC LATERAL SUPPORT <= 12'0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' TOTAL LOAD = 42.0 PSF 0'- 0.0" -10/ 346V -81/ 189H 5.50' 0.55 KDDF ( 625) 3'- 10.8' -165/ 160V 0/ OH 1.50" 0.26 KDDF ( 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 60V 0/ OH 5.50" 0.10 KDDF ( 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,MI8HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002' @ -1'- 0.0' Allowed= 0.100" 3-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed= 0.133" MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed= 0.079" T T MAX TL CREEP DEFL = 0.000" @ 0'- 0.0' Allowed = 0.105" / 7/ MAX TC PANEL LL DEFL = 0.054' @ 2'- 2.1' Allowed = 0.367" MAX BC PANEL TL DEFL = -0.037' @ 3'- 1.4" Allowed = 0.339' 0 MAX HORIZ. LL DEFL = -0.002' @ 3'- 10.8" 12 MAX HORIZ. TL DEFL = -0.002' @ 3'- 10.8" NOTE:Design assumes moisture content does 14.00 not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7.10! (All Heights), Enclosed, Cat.2, Ex .8 MWFRS(Dir), o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. ,,a ' u� cm • O t0 O r/- plimmimoimiimim O O perai4 M-3x4 A- ; ), 1, 1-00 6-00 JOB NAME: 5-A POLYGON NH - J4 scale: o. � ��'<<''� GPOF N 6's 5091 s WARNINGS: GENERAL NOTES,unless otherwise noted: '‘''45/2i/[77 I -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 4 . 921/I-.E 1"r building component.Applicability of design parameters and proper Truss: J 4 and Warnings before construction commences. incorporation of component is the responsibility of the building designer. l e/ 2.2z4 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: EE Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). / ' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ fi [r' 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'SJ A OREGON 4, SEQ. . 6037178 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, /- -if,. A.. design beds be applied to any component. and are for"dry condition"of se. / -�1- Z° 4... TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes on bearing at all supports shown.Shim or wedge if Q t 4 f),,��, fabrication,handling,shipment and Installation of components. Designneessary. pr t t V 6.This design is furnished subject to the imitations set forth by 8.Plaeshall be locatednon both far.si of truss,and placed so their center t�'"� - VIII VIII VIII VIII IIII VIII IIID III)IIIITPI VYfCA in BCSI,copies of which will be famished upon request. lines coincide with joint center lines. 9.Digits indicate size offplate in inches. MiTek USA,InC./CompuTru3Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(Weft) EXPIRES:12/31/2015 I IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF g18BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF#1&BTR SPACED 24.0" O.C. 1-2=( 0) 86 2-4=(0) 0 2-3=(-81) 106 TC LATERAL SUPPORT <= 12'OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0" DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES TOTAL LOAD = 42.0 PSF 0'- 0.0' -5/ 318V -62/ 153H 5.50" 0.51 KDDF ( 625) Ground Snow (Pg) 2'- 10.8" -160/ 141V 0/ OH 1.50" 0.23 KDDF ( 625) Connector plate prefix designators: LL =25 PSF G C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc 6'- 0.0' 0/ 53V 0/ OH 5.50° 0.09 KDDF ( 625 M,M2OHS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.003' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" P_11_09 MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.129" MAX BC PANEL LL DEFL = -0.009° @ 2'- 8.6" Allowed = 0.254" T MAX TC PANEL TL DEFL = -0.016' @ 1'- 8.2" Allowed = 0.398" MAX BC PANEL TL DEFL = -0.030" @ 3'- 1.4" Allowed = 0.339" -/ 12 MAX HORIZ. LL DEFL = -0.001' @ 2'- 10.8" 14.00/ MAX HORIZ. TL DEFL = 0.001' @ 2'- 10.8" III NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, cm (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), Cp load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. 0ei 0 ui o/- Li, El0 o` Ill ►14 -/ M-3x4 y y y 1-00 (PROVIDE FUL B AKIN • t 41 6-00 JOB NAME: 5-A POLYGON NH - J3 co PRD,e1S Scale: 0.5712 •cj ! �(� �/4 WARNINGS: GENERAL NOTES,unless otherwise noted: (,QC) V /2 Z/ ' 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual t�• •920 0 P E '" Truss: J3 and Warnings before construction commences. building component.Applicability of design parameters and proper F 2.2x4 compression web bracing must be instaRed where shown+• Incorporation of component is the responsibility of the building designer. DES. BY• EE 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to d t laterally braced at r is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'sc.respectively unless braced throughout their length by s00, DATE: B/22/2014 the overall structure is the responsibilityof the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ,„,:,tea 9 3.In Impact bridging or lateral bredng where shown++ rr 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. liti n `' SEQ. : 6037179 fasteners are complete and at no time should any loads greater than S Design assumes trusses are to be used in a non-corrosive environment, A_OREGON,\ A, TRANS I D: 406556 design bads be applied to any component. and are for"dry condition"of use. �J 5.CompuTrus has no control over and assumes no responsibility for the S Design assumes full bearing at all supports shown.Shim or wedge if '� 4 �,Q �' fabrication,handing,shipment and installation of components. necessary. 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage is ovided. w R f•i I Ly eir center BCSI,copies of which will be furnished upon I IIIIII VIII VIII VIII VIII VIII VIII(III(III M TeUSA,lnc./Co puTrus Software 7.6.6(1 L)-E request. 1int center lines. o For basic connector Digitt co8.Plates shall incide with f platele design In nin valuessee ESR-13ocated on both faces of truss,and 11,ESRced so t1988(MiTek) C 4 p( EXPIRES:12/31/2015 IIIIIIIIIIIIII This IFdICesignLUMBER-preparedBC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 86 2.4=(0) 0 BC: 2x4 KDDF 418BTR • SPACED 24.0" O.C. 2.3=(-62) 83 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12'0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD= 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD= 42.0 PSF 0'- 0.0" -34/ 295V -44/ 117H 5.50' 0.47 KDDF ( 625 OVERHANGS: 12.0' 0,0' 1'- 10.8" -139/ 127V 0/ OH 1.50" 0.20 KDDF 625) Connector plate prefix designators: LL =25 PSF Ground Snow (Pg) 6'- 0.0' 0/ 50V 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 IGONs 2 De sj gn checked for set) pal) uplift at 24 "ac spacinO.� REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAXTC PANEL MAX CREEP LL DEFL = 0.004' @ 0'- 12.0' Allowed = 0.163" T 1-11-09 T MAX TC PANEL TL DEFL = -0.005' @ 1'- 1.4" Allowed = 0.244' MAX BC PANEL LL DEFL = 0.009" @ 2'- 8.6" Allowed= 0.254" MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8' Allowed = 0.339' 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.8" 14.00//- MAX HORIZ. TL DEFL = 0.000' @ 1'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting firsystem and components and cladding criteria. Wind: 140 m ht h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. N st O O) O,,,_ �� o/ �� ►tea M-3x4 /- ), ), } 1-00 (PROVIDE FULL BEARING•Jts:2.3.4I 6-00 ��9,0) PR(Fe�� JOB NAME: 5-A POLYGON NH - J2 Scale: 0.6380 `5 . GINS /0 GENERAL NOTES,unless otherwise noted: �d� v �� 9 WARNINGS: 79z. p 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is kr an individual 4 •.( Truss: J 2 and Warnings before construction commences. building component.Applicability of design parameters and proper • 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be throughoutaterally braced at p ry 2'o.c.and at 10'o.c.respectively unless braced their length by _,r',�a 044.11 DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheething(TC)and/or drywall(BC). f'' DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �1 OREGON Li( 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. -sr S E Q 60371 805.Design assumes trusses are to be used in a non-corrosive environment, fasteners are complete and at no time should any loads greater than 9 `/O 4 y 1 4 Q� design loads be applied to any component and are for"dry condition"of use. 6.Design assumes full bearing at all supports shown.Shim or wedge if p !i st TRANS ID: 406556 5.CompuTrus has no control over and assumes no responsibility compois for thenecessary. 4904 t y`�„ V fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. fl _ 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center ished upon IN VIII VIII VIII VIII VIII VIII Oil MiTek SAinBCSI,copies of lnC./CompUTfus(ch will be Software 7m6 6(1 L)E request. 1U IForD g bnlcicet esize ctoropla etdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1E1 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/C =1 00 TO: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 q BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2.3=(-99) 1774 2.4 =(0) 0 TC LATERAL'SUPPORT <= 12'OC. UON. LOADING BC LATERAL:SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA UL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0' 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -170/ 327V -26/ 82H 5.50" 0.52 KDDF ( 625 Connector plate prefix designators: 0'- 10.8" -74/ 166V 0/ OH 1.50" 0.27 KDDF 625) P 8 LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50' 0.08 KDDF ( 625) C,CN,C18,C 18 (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. IGQND. 2: Design checked for net( pcf)splift at 24 'oc a inc I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.2" Allowed = 0.059' MAX TC PANEL TL DEFL = -0.001" @ 0'- 7.9' Allowed = 0.088" MAX BC PANEL LL DEFL = 0.007" @ 2'- 8.6" Allowed = 0.254" MAX BC PANEL TL DEFL = -0.020' @ 3'- 3.8' Allowed = 0.339" 0-11-09 - . MAX HORIZ. LL DEFL = •0.001" @ 0'- 10,8" MAX HORIZ. TL DEFL = 0.001" @ 0'- 10.8" 12 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 14.00 V Design conforms to main windforce-resisting system and components and cladding criteria. ANCHOR TO RESIST UPLIFT Wind: 140 mph h=19.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 --/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Truss designed for wind loads in the plane of the truss only. j) o r- c, ✓ o,,_ O c, VA N O/- 11110.- 114 -/ -3x4 y y y 1-00 'PROVIDE FULL BEARING:Jts:2,3,41 6-00 JOB NAME : 5-A POLYGON NH - J1 4C+.07' wRoees Scale: 0.6505 of 1401N WARNINGS: GENERAL NOTES,unless otherwise noted: 48., </g/21/PTY (�fIZ G/t I 1, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual '' '7, PE { Truss: J1 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: EE 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: 8/22/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)andlor drywall(BC). the overall structure Is the res nsibili of the 3.2x Impact bridging or lateral bracing where shown++ O e. 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. : 6037181 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, b' design loads be applied to any component. and are for"dry condition"of use. �/y �� '` TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Ng bearing at all supports shown.Shim or wedge if 14 2 �� fabrication,handing,shipment and installation of components. necessary. q` ` 6.This design is furnished subject to the limitations set forth 7.Plates assumes adequatedodrainagehcis of truss,provided. '7 [�ty`i 4 9 1 by 8.Plates shall be located on both faces of and placed so their center r'i rl i.. IIIIIII VIII VIII VIII VIII VIII VIII IIII IIIIMITPINVTCA in BCSI,copies of e USA,Inc./CompuTrusSoftware 7.6.6(1 L)E h will be furnished upon request. lines basiconnector int center lines. coincide coplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits indicate size of plate In inches. 10.For EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 0/188TR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 86 2- 8=(-50) 53 8- 7=( 0) 18 BC: 2x4 KDDF N188TR SPACED 24.0" O.C. 2- 3=(-446) 269 7- 9=(-60) 63 7- 3=( 0) 52 WEBS: 2x4 KDDF STAND 3- 4=(-411) 287 3- 9=(-77) 73 LOADING 4- 5=(-237) 93 TC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( -83) 0 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 12.0' 11.6' BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0' 0/ 287V -133/ 325H 5.50" 0.46 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 2'- 10.8' -159/ 259V 0/ OH 1.50' 0.33 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 8.8" 0/ 65V 0/ OH 5.50' 0.10 KDDF ( 625) 5'- 11.6" -209/ 221V 0/ OH 1.50' 0.28 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 poll uplift at 24 'oc spacing.' 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" 6-11-09 MAX LL DEFL = -0.003' @ 6'- 11.6" Allowed = 0.096" MAX TL CREEP DEFL = -0.003' @ 6'- 11.6" Allowed = 0.128' MAX TC PANEL LL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.196' ' -/ MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295' MAX TO PANEL LL DEFL = 0.011' @ 4'- 8.8' Allowed = 0.290" MAX TC PANEL TL DEFL = -0.012' @ 4'- 7.5' Allowed = 0.434" MAX HORIZ. LL DEFL = -0.006' @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.006" @ 5'- 10.8' NOTE:Design assumes moisture content does 12 not exceed 1996 at time of manufacture. 14.00/ Design conforms to main windforce-resisting o system and components and cladding criteria. Wind: 140 mph, h=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, CT, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ao load duration factor=l.6, cs c M-4x6 Trinuss thedplaneeofned for thetruss wind loads cs AIIMMIn Pwmmmt�i3 N B M-1.5x3 M-3x4 M-3x4 M 3x4 A y J, 1, 2-03-12 3-08-04 1, )- 1, J- 1-00�, 2-05-08 4-06-01 y y 6-00 0-11.09 'PROVIDE FULL BEARING;Jts:2"4,9,51 4 JOB NAME: 5-A POLYGON NH - J7C �� o IN iSs Scale: 0.2881 `� /2z1 ©2 WARNINGS: GENERAL NOTES,unless otherwise noted: P( A `y 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ` 792* 92*$PE { Truss: J7C 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: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.such asvely unless braced throughout their length by 4/1 po ty continuous sheathing such plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -11 Q SEQ. : 603 7182 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibitdy of the respective contractor. OREGON fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in anon-corroaNe environment, I- N. �� design loads be applied to any component. and are for"dry condition"of use. /,r� y 14 2- �q".>t., TRANS I D: 406556 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/ necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. }:R I,0- e. 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 _ 11111111111111111111 TPI WfCA in BCSI,copies of which will be famished upon request. lines coincidewith jointacenter Ones. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7,6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111 II (III(III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 - TC: 2x4 KDDF #1&BTA LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.7={-32 52 7-6=( 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(.372) 267 6.8=(.39) 62 6-3=( 0) 52 WEBS: 2x4 KDDF STAND 3.4=(-338) 286 3.8=(-76) 48 LOADING 4.5=(-112) 82 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" 0/ 268V -119/ 265H 5.50' 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50' 0.10 KDDF ( 625) M,M20HS,M18HS,M16 =MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6" -83/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 of) uplift at 24 "oc spacingl AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100' MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.004' @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295" 5-11-09 MAX TC PANEL LL DEFL = 0.016' @ 4'- 7.5" Allowed = 0.290' MAX TC PANEL TL DEFL = 0.015' @ 4'- 7.5' Allowed = 0.434" A- --' MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.004" @ 5'- 10.8" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 m ht h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10t (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. ✓ M-4x6 cti co o Ep m o/- AL . f M 1.5x3 - M-3x4cu M bx4 0 M-3x4 A- 1, ), I 2-03-12 3-08-04 ), I I I 1-00 , 2-05-08 3-06-08 y 6-00 (PROVIDE FULL BEARING;Jts:2.4.8,51 PR JOB NAME: 5-A POLYGON NH - J6C 7' IN 6:s Scale: 0.3244 c tie %0 WARNINGS: GENERAL NOTES,unless otherwise noted: 4•/ /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 92 1 P E. r- Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component Is the responsibility of the building designer. Arior, 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• EE Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .,,v� 41411.1." P gY continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). ,." DATE• 8/22/2014 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. p OREGON ' SEQ. : 6037183 fastenersare complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nonc ,G orroste environment, - �'q \b /�4, design beds be applied to any component and are for"dry condition"of use. / '7 y �O. ..1I.- TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes on bearing at all supports shown.Shim or wedge If Q 14 �� fabrication,handing,shipment and installation of components. Design . R R 11 7.Design assumes adequate drainage Is provided. 1. 8.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center wh ch TPI/VVTCA in I,copies of will be nished upon s co ncide IIIIII VIII VIII VIII VIII VIII VIII(III(III M Ter USA,lnc./CompuT s iSOftwarea+7 6 6(1 Eequest. 10.Folinr basiciconnectorolplate design values see ESR-1311,ESR-1888(MiTek) nt center lines. 9.Digits Indicate size of late In Inches. EXPIRES:12/31/2015 11111111This 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) 86 2-7=(-32) 52 7.6=) 0) 18 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2.3=(-372) 267 6-8=(-39) 62 6.3=) 0) 52 WEBS: 2x4 ODE STAND 3.4=(-338) 286 3.8=(-78) 48 LOADING 4.5=(-112) 82 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'0C. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' 0/ 268V -119/ 265H 5.50" 0.43 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -205/ 274V 0/ OH 1.50' 0.35 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 8.8" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) M,M2OHS,M18HS, 16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 5'- 11.6' -83/ 100V 0/ OH 1.50" 0.16 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 osf) lift at 24 'oc soacinq.l 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 = -0.004' @ 1'- 5.6" Allowed = 0.196" MAX TC PANEL TL DEFL = 0.007" @ 1'- 2.4" Allowed = 0.295' 5-11-09 MAX TC PANEL LL DEFL = 0.016' @ 4'- 7.5' Allowed = 0.290' MAX TC PANEL TL DEFL = 0.015" @ 4'- 7.5" Allowed = 0.434" A-- -! MAX HORIZ. LL DEFL = -0.004" @ 5'- 10.8' MAX HORIZ. TL DEFL = -0.004' @ 5'- 10.8" o NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 14.00/ Wind: 140 mph h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. ✓ M-4x6 o p go t CD /- 98 - -/ Li" ��m o 8'- _- 7 M-1.5x3 M-3x4 M-3x4 M-3x4 A- . y ..1, y 2-03-12 3-08-04 J, y y y 140), 2-05-08 3-06-08 y 6-00 IPROVIDE FULL BEARING:Jts:2.4,8.51 v,,,pPRo � JOB NAME: 5-A POLYGON NH - J5C Scale: 0.3224 C3 G(Nryp�q``�'i WARNINGS: GENERAL NOTES,unless otherwise noted: 4(4? 1//21//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 4t. T 920 P E -7r 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. 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: EE2'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 asplywood sheaths rywa( ) nhere s and/or d II BC. DAT E: 8/22/2014 the overall structure Is the responsiMlity of the building designer. 3.2x Impact bddging or lateral bracing required where shown(..1- '� (� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "5'' OREGON 4(/ SEQ. : 603 7184 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. �� ` design bads be applied to any component. and are for"dry condition'of use. / 4). A� TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if Q 1 4 Gr �P fabrication,handling,shipment and installation of components. Design . 7.Design assumes adequate drainage is ed. `R IR y L\.,, 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be locatedonboth faces of truss,and placed so their center f-1 _ nished upon lines coincide with nt center lines. VIII VIII VIII I III III VIII VIII II ill MiTek USA,Inc./Compal 9 Software a+7.6.6(1 Eequest. 10.For basic connectoroiplate design values see ESR-1311,ESR-1988(MiTek) 9.Digits Indicate size of late in inches. TPI/WTCA In BCSI,copies of which will be EXPIRES:12/31/2015 II'IIIIIIIIII 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 q1&BTR LOAD DURATION INCREASE = 1,15 1.2= 0) 86 2.7=(-58) 82 7.6=( 0) 18 BC: 2x4 KDDF H1&BTR SPACED 24.0" O.C. 2.3=(-15O ) 0 6.8=(-70) 98 6.3=( 0 52 WEBS: 2x4 KDDF STAND 3.4=( -14) 44 3-8=(-119) 86 LOADING 4.5=( 0) 0 TC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0' 0.0' LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0' -34/ 317V -63/ 154H 5.50" 0.51 KDDF ( 625) Connector plate prefix designators: 2'- 10.8" -101/ 127V 0/ OH 1.50' 0.16 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6'- 0.0" 0/ 88V 0/ OH 5.50' 0.14 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD, TOP ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc soacing.I AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0' Allowed = 0.133" MAX TL CREEP DEFL = -0.004' @ 2'- 3.8' Allowed = 0.159' MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.129' MAX TC PANEL LL DEFL = 0.006" @ 1'- 2.4' Allowed = 0.196" 3-11-09 MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4" Allowed = 0.201" T f MAX HORIZ. LL DEFL = 0.005' @ 5'- 8.8" A- -/ MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8" NOTE:Design assumes moisture content does 12 not exceed 191s at time of manufacture. 14,00/ Design conforms to main windforce-resisting system and components and cladding criteria. M-4x6 0Wind: 140 mph, h=21.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 66......I� . Truss designed for wind loads ! o in the plane of the truss only. N O t0 OTS U o� _� N M-1.5x3 o M23x4 c M-3x4 M-3x4 A- .1 1, /, 2-03-12 3-08-04 1-00 , 2-05-08 3-06-08 y 6-00 PROVIDE FULL BEARING;Jts:2,4,8I JOB NAME. ,c.' 5-A POLYGON NH - J4C Scale: 0.4172 �•At. j})ss ,5 WARNINGS: GENERAL NOTES,unless otherwise noted: kJ ��+ I/ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 4t. 7 92 OSPE r" Truss: J4C 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: EE is the responsibility of the erector.Additional 2'o.c.and at 10'o.c.respectively unless braced throughout their length by0401,, po ty permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown*4- -11W 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON ,(ti SEQ. : 6037185 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, �� design loads be applied to any component. and are for"dry condition"of use. / +�. Z TRANS I D: 406556 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 114 fit$, nfabrication,handling,shipment and installation of components. ecessary. 4.7"7/4F1 },�• 6.This design is furnished subject to the limitations set forth7.Designlaesassumes adequateatedonboth drainage Is avis,a. '` `� �� IIIIII VIII VIII VIII IIII VIII VIII IIII IIII 9 1 by 8.Plates shall be located on faces of truss,and placed so their center TPIIWTCA in SCSI,copies of which will be furnished upon request. Wines coincide with Joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software+7.8.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12J31/2015 HMI This design prepared from computer irput by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N188TR LOAD DURATION INCREASE = 1.15 1.2=( 0) 86 2.6=(-58) 82 6.5=( 0) 18 BC: 2x4 KDDF WEBS: 2x4 KDDF STAND 3-0( SPACED 24.0' O.C. 2-3=3-4=(- 14 ` 44 5-7=(-70) 98 3.7=)-119` 52 86 LOADING TC LATERAL SUPPORT <= 12'OC. VON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12'OC. VON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 12.0" 0.0' 0'- 0.0' -33/ 317V -62/ 153H 5.50" 0.51 KDDF 625 LL = 25 PSF Ground Snow (Pg) 2'- 10.8" -108/ 72V 0/ OH 1.50" 0.11 KDDF ( 625` Connector plate prefix designators: 6'- 0.0' 0/ 88V 0/ OH 5.50" 0.14 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net1-5 osfl uplift at 24 '9c soacing.I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002' @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003' @ -1'- 0.0" Allowed = 0.133" 'f i' MAX TL CREEP DEFL = -0.004' @ 2'- 3.8" Allowed = 0.159" /- -/ MAX LL DEFL = 0.000' @ 0'- 0.0" Allowed = 0.129" 12 MAX TC PANEL LL DEFL = 0.006' @ 1'- 2.4' Allowed = 0.196" M-4x6MAX BC PANEL TL DEFL = -0.008' @ 3'- 9.4' Allowed = 0.201" 14.00 V MAX HORIZ. LL DEFL = 0.005" @ 5'- 8.8" MAX HORIZ. TL DEFL = 0.006' @ 5'- 8.8' NOTE:Design assumesmoisture content does not exceed 19%at time of manufacture. Designconformstomainwindforce-resistingsystem and componentsandcladdingcriteria. 8. Wind: 140 mph h=2lft, TCDL=4"2,BCDL=6,0, ASCE 7.10, M (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), .4- load duration factor=l.6 Truss designed for wind loads oin the plane of the truss only. U, c. AII±% mm - _ o� �� o M-1.5x3 / s o illill 3x4 O M-3x4 M-3x4 A- ), y 2-03-12 3-08-04 J, y 1, 1, 1-00 2-05-08 3-06-08 y 6-00 IPROVIDE FULL BEARING;Jts:2,4.7I JOB NAME: 5-A POLYGON NH - J3C .<0 P 6:s1 Scale: 0.5570 5 GIN / WARNINGS: GENERAL NOTES,unless otherwise noted: �Cl�� N , / 'f° 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual t . .g •4,P E t' Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper Incorporation of component Is the responsibility 2.2x4 compression web bracing must be Installed where 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: EE is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.such respectively unless braced throughout their length by W ty continuous sheathing such as ewhere end/or dryweN(BC). ` '. DATE: 8/22/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ' ft 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. - OREGON 1G/ SEQ. : 6037186 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L- �1��'I \v` A. design Wads be applied to any component, and are for"dry condition"of use. . -y T 2.0 .,t„ TRANS I D: 406556 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 fabrication,handCng,shipment and Installation of components. necessary. 7.Designlatesassumes adequate drainage ioptuss,a. ' 1�,;,, 6.This design Is furnished subject to the limitations set forth by 8.Plates shaH be located on both faces of truss,and placed so their center IIIIII IIII IIID VIII VIII III III)ill TPINYfCA in BCSI,copies of which will be fumished upon request. Digit coincideInditwz joint centerinches.9.Digits Indicate size of plate in MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/C =1 00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15Q ' 1-3=( 0) 86 2-6=(-30) 39 5-3=( 0) 8 BC: 2x4 KDDF BTA SPACED 24.0" O.C. 2-3=�-96� 0 5-7=(-43) 53 5.3=( 0) 49 STA WEBS: 2x4 KDDF STAND 3-4=(-33) 35 3-7=(-56) 45 LOADING TC LATERAL SUPPORT <= 12"0C. 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 MAN. (SPECIES) I OVERHANGS: 12.0" 0.0" 0'. 0.0" -33/ 281V -44/ 117H 5.50" 0.45 KDDF625 LL =25 PSF Ground Snow (Pg) 1'. 10.8" -144/ 97V 0/ OH 1.50" 0.16 KDDF ( 625) Connector plate prefix designators: 6'- 0.0" 0/ 62V 0/ OH 5.50' 0.10 KDDF 625 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ( ) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 osf) uolift at 24 "oc soacinq.l BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1-11-09 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0' Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'. 0.0' Allowed = 0.133" MAX LL DEFL = 0.001" @ 1'. 4.2" Allowed= 0.069' 12 MAX LL DEFL = 0.000' @ 5'- 4.7' Allowed= 0.179" MAX TC PANEL TL DEFL = 0.004" @ 0'- 10.4" Allowed= 0.140' 14.00/ MAX BC PANEL TL DEFL = -0.013" @ 3'- 4.2" Allowed = 0.222' MAX HORIZ. LL DEFL = -0.002' @ 5'- 4.7" M 4X6 MAX HORIZ. TL DEFL = 0.002" @ 5'- 4.7' 4 NOTE:Design assumes moisture content does not exceed 1996at time of manufacture. �� o Design conforms to main d claddingresisting system and components and cladding criteria. ei CD Wind: 140 m1171111111111111111M\ is.. pph, h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-101 w (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(D>r), v load duration factor=l.6 Truss designed for wind loads Cin the plane of the truss only. A 1111 of o,_ _ - "' � M� M•3x4 7 ' �� o M-1.5x3 o •►t 6 0 M-3x4 M-3x4 1, ), . 1, 1-03-12 4-00-15 0-07-05 y 1- y y 1.00 1' 1-05-08 4-06-08 y (PROVIDE FULL BEARING:Jts:2,4,7I 6-00 JOB NAME: 5-A POLYGON NH - J2C ��` � PR� �s Scale: 0.6194 5 INry E/}�,�7yjQ ✓ WARNINGS: GENERAL NOTES,unless otherwise noted: L!„y�~ v /zG�ll i �l'-' �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 '' 'I'9 !p E C Truss: J2C C and Warnings before construction commences. building component.App[icability 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. Afifir` 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �r�P DES. BY: EE is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.such tivey unless braced throughout their length by the overall structure Is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,/"rS Am, DATE: 8/22/2014 po my of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ el It. SI� 4.No load should be applied to any component until after an bracing and 4.Installation of truss Is the responsibility of the respective contractor. •�G� OR EGO�� 4 .. EQ. : 6037187 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment 7 ^. design bads be applied to any component. and ere for"dry condition"of use. TRANS I D: 406556 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge It Q 4 4 2 �yb, fabrication,handling,shipment and Installation of components. 7.Design asnecessasumes adequate drainage is provided. M`+-irl 1 t .k,,.v 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 +'T rl 4. I VIII(VIII VIII(III)VIII VIII VIII(III(IIITPIMWTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines.Digit 9.Digits indicate size of plate in inches. MiTek USA,IDC./COR1pUTrug Software 7.6.6(1L)-Z 10.For basic connector pate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIII' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 kDDF M16BTR LOAD DURATION INCREASE = 1.15 12.( 0)150 194 2.4=(0) 0 BC: 2x4 KDDF M16BTR SPACED 24.0' 0.C. - 1 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 SD.IN. (SPECIES OVERHANGS: 24.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -82/ 513V -57/ 192H 5.50' 0.82 KDDF ( 625 1'- 9.2' -113/ 294V 0/ OH 5.50' 0.47 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 7'- 11.8" -101/ 192V 0/ OH 1.50" 0.31 ODE ( 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 GOND 2 Deign checked for net(�psf1 uplift at 24 'ac sgacing. 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 = -0.036' @ -2'- 0.0' Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0' Allowed = 0.267' MAX BC PANEL LL DEFL = 0.007" @ 1'- 0.1' Allowed = 0.054' MAX BC PANEL TL DEFL = -0.008" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001' @ 7'- 11.1' MAX HORIZ. TL DEFL = -0.001" @ 7'- 11.1" ,/- -/ NOTE:Design assumes moisture content does I) not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 12 system and components and cladding criteria. 7.00(7' Wind: 140 mph h=21.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.bt, Truss designed for wind loads in the plane of the truss only. co 0 to 0 0 co 0 Lo .NIJIMII=.11 o/- 0 2► 4► M-3x4 L 1, y y y 2-00 2-00 5-11-13 r 'PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME: 5-A POLYGON NH - SJ2 ,\``,v' PRofi4.es Scale: 0.4859 ��CI ! G)N� :(:):WARNINGS: GENERAL NOTES,unless otherwise noted: V(�� bC •.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 0 92.S Eand Warnings before construction commences. building component.Applicability of design parameters and properf Truss: $J2 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibiliy of the building designer. //3.Additional temporary bracing to insure stability during construction 2.Design assumes the tap end bottom chords to be roug Ny braced at 2'o.c.and at 10'o.c.such ativey unless braced throughout their length by ` r�ps�.DES. BY: EE Is the respons b aty of the erector.Additional pe manent b ac ng of continuous sheathing such as pywood aheething(rC)and/or drywell(BC). / ' '. .DATE: 8/22/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A ,SEQ. : 6037188 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibilly of the respective contractor. -e, , OREGON�bfasteners 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 bads be eppled to any component. and are for"dry condition"of use. .4w, - y ,� 2t}TRANS ID: 406556 5.CompuTrus has no control over and assumes no responsibility for the e•Design assumes full bearing at ell suppo is shown.Shim or vredge IfV () fabrication,handing,shipment and installation of components. necessary. �+. V g P Po 7.Design assumes adequate one both face Isotrus,provided. t;}� ��,. 6.This design is famished subject to the imitations set forth by 8.Plates sham be located on both feces of truss,and placed so their center _ 111111111111111111111111111111111 TPINYfCA In BCSI,copies of which will be furnished upon request fines coincidewith Joint center lines. 9.Digits indicate size of platete 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 JIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.8' IBC 2012 MAX MEMBER FORCES 4WR/DDF/C9=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1.2= 0) 4=114 2- 0 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-90) 48 ( ) IC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA 6L ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 24.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0' -160/ 578V -30/ 119H 5.50" 0.92 KDDF ( 625) Connector plate prefix designators: 1'- 9.2" -123/ 62V 0/ OH 5.50" 0.10 KDDF 625 ConnectorCNla (or no prefix)g LL =25 PSF Ground Snow (Pg) 3'- 11.8' -44/ 94V 0/ OH 1.50" 0.15 KDDF ( 625` =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. IQDND. 2: Design checked for net( p3f)�plift at 24 "ac cpa Ing I BOTTOMVERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.036' @ -2'- 0.0" Allowed= 0.200" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed= 0.267" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054' 12 MAX TO PANEL TL DEFL = 0.007' @ 1'- 5.1" Allowed = 0.407' 7.00 1/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 11.1" -/ MAX HORIZ. TL DEFL = -0.000" @ 3'- 11.1" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria, Wind: 140 m ht h=20.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10 (All Heights), Enclosed Cat.2, Exp.B, MWFAS(Dir), CO load duration factor=1.6� Truss designed for wind loads O in the plane of the truss only. N O) O CO Lo LaillIMIEO 2►�11 4�� M-3x4 1 2-00 2-00 1-11-13 !PROVIDE FULL BEARING:Jts:2,4,31 JOB NAME: 5-A POLYGON NH - SJ 1 �� panu •< s Scale: 0.6869 .cj GIN �/0 WARNINGS: GENERAL NOTES,unless otherwise noted: <t,/ !2 zI PTY 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4t' T.9 'PE �I-- T r u s s: SJ 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be Installed where shown+• incorporation of component is the responsibility of the building designer. yr,✓ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced et DES. BY: EE 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 8/22/2014 responsibilitybuilding designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). ',✓ imr!= the overall structure is the 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 truss is the responsibility of the respective contractor. 0REGQN SEQ. : 603 7189 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, . , d i) �� TRANS I D: 406556 design loads be appied to any component 6. eassrumes full bearing all supports7 Q� { 5.CompuTrus has no control over and assumes no responsibility for theDesign9 shown.Shim or wedge if �, j 4 �✓ ,T- fabrication,handing,shipment and Installation of components. Dnecessary. I P h`i 1 !i f 7.Design assumes adequate drainage is provided. ,% R L.Y V 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 1111 VIII 11111 11 1 111 VIII 111 II TPI/WFCA in BCSl,copies of which will be furnished upon request. lines coincide with joint center foes. 9.Digits indicate size of plate in inches. 10. pp MiTek USA,InC./CompuTfus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-19138(MiTek) EXPIRES:12/31/2015 RIIII 111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 9.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/0q=1.00 TC: 2x4 KDDF A18BTR LOAD DURATION INCREASE = 1.15 1.2=I 0) 72 2.5=(-37) 50 3-5=(-178) 140 BC: 2x4 KDDF k18BTR SPACED 24.0" O.C. 2-3= -82)) 64 WEBS: 2x4 KDDF STAND 3-4= 7 3 LOADING 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 BEARING MAX VERT MAX HORZ BAG REQUIRED BAG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES) OVERHANGS: 24.0' 0.0" 0'- 0.0" -128/ 546V -22/ 80H 5.50" 0.87 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.5" -27/ 235V 0/ OH 5.50' 0.38 KDDF 625 Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND 2: Design checked for net(-5 psf) uplift at 24 "oc s acn ing.l M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.040" @ -2'- 0.0" Allowed = 0.200' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed = 0.267' MAX TC PANEL LL DEFL = 0.059" @ 3'- 1.6" Allowed = 0.318" 5-05-12 0-03-12 MAX TC PANEL TL DEFL = -0.072' @ 2'- 11.4" Allowed= 0.476" T T f MAX HORIZ. LL DEFL = 0.000' @ 5'- 5.8" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 5.8" 4.00 17 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. M-1.5x3 Design conforms to main windforce-resisting / 3 4 -/ system and components and cladding criteria. Wind: 140 mph h=20.1ft, TCDL=4.2,BCDL=8.0, ASCE 7-101 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6 Truss designed for wind loads in the plane of the truss only. V O :I: O N � '-..,- 0� -.111111111 O 24 �5 1 M-3x4 M-1.5x3 y J, y 5-05-12 0-03-12 , y y ), 2-00 5-09-08 gyp` a P R O, JOB NAME : POLYGON PLAN 5A NH - H2 Sale; 0,6,56 5� iN s, WARNINGS: GENERAL NOTES,unless otherwise noted: s 92.11 i/• lrY u��,,.. 1.Builder and erection contractor should be advised of an General Notes 1.This design Is based only upon the parameters shown and Is for an individual =7Z`11 PE H2 and Warnings before construction commences, building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+, / Truss: 11G Incorporation of component Is the responsibility of the building designer. // 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to Insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r� DES. BY: EE is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywat(BC). DATE: 9/3/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 111 [,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. "57 OREGON to SEW. : 6048198 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 d \� A TRANS I D: 40731 1 design loads be applied to any component end are for"dry condition"of use. / '7 1^ 'P 45.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 1 4 �� fabrication,handing,shipment and installation of components. necessary.s ` gPo 7.Design assumes b el coed one drainage Is provided. )"� y 1.N^'. 6.This design is famished subject to the Imitations set forth by B.Plates shall be located on both faces of truss,and placed so their center 11111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request Digit coincide nretwith joint ate in lines. 9.Riess ndsize of plate ininches.lin . 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 2'- 7.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF M1&BTR LOAD DURATION INCREASE = 1.15 1.2=1 0) 72 2.4=(0) 0 BC: 2x4 KDDF 141&BTR SPACED 24.0" 0.C. 2-3=(-57) 13 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SO.IN. (SPECIES OVERHANGS: 24.0" 0.0" TOTAL LOAD= 42.0 PSF 0'- 0.0" -144/ 476V 0/ 48H 31.00" 0.76 KDDF ( 625) Connector plate prefix designators: 2'- 6.2" -29/ 61V 0/ OH 1.50" 0.10 KDDF 625 C,CN,C18,CN18 or no prefix) = LL = 25 PSF Ground Snow (Pg) 2'- 7.0' 70/ 22V 0/ OH 0.00" 0.00 KDDF 625` ( p 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, ICOND. 2: Design checked for net( p<f) uplift at 24 'ac spacin6 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 0.040" @ -2'- 0.0" Allowed = 0.200" MAX TL CREEP DEFL = -0.043" @ -2'- 0.0" Allowed= 0.267" 12 4.00 2 MAX HORIZ. LL DEFL = -0.000" @ 2'- 6.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 6.2" NOTE:Design assumes moisture content does not exceed 19%at time of manufacture. Design conforms to main windforce-resisting, system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), /- 3 -/ TTrussduration designedffor owind6loads in the plane of the truss only. /' .4- c, N O u7� O O M-3x4 4 A- 1. y y 2-00 2-07 R 04 JOB NAME: POLYGON PLAN 5A NH - H1 Scale: 0.7788 �� i\\D N j7�6:0. WARNINGS: GENERAL NOTES,unless otherwise noted: ( i//Ji";y. .. 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 4 .92 0 0 P E r Truss: I-I 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 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: EE2'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: 9/3/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ CC 4.No bed should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON SEQ. : 6048199 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, (x 1C/ design bads be applied to any component and are for"dry condition"of use. �/y A- TRANS I D: 407311 5.Compu7 us has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If C7 14 � fabrication,handling,shipment and Installation of components. necessary. ,r_� ` 0* 6.This design Is furnished subject to the Irritations set forth by7.Plates assumes adequateadon drainagecis of truss,sa. �(q ty RIO- 6. IIIIII EON 111111111111111111 III VIII VIII VIII IIII IIII 9 ) 8.Plates shall be located both faces of and placed so their center r'i TPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e in inches. 190.Forrts incate size of basic connector platedesign values see ESR-1311,ESR-1988 (MiTek) EXPIRES:12/31/2015