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Plans (224) up) \vcoLks ,ci \ k MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-119_UP Fax 916/676-1909 3B 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:R41832580 thru R41832590 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. PROpts, 870 2PE Tr" St) y A OREGON rf:' '20 '/BER .0 4) On A. HP 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. IIIM NMI MI le MiTek® MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL14-119—UP Fax 916/676-1909 3B 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:R4183258O thru R4183259O 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. IQNIO 14, 0% ocwAs 4 61 07 *P©\�, 49634 r 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 3B • R41832580 PL14-119_UP F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.51D s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:04 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-56BGEXseHTkmRQM5zY0yovnQnBWx5h?SixgeVBzOQRz I 2-6-0 I0I 1-i 1 1-2-0 110-11-2 1 Scale=1:32.8 1.5x3 II 3x6= 1.5x3 II 3x4 = 1.5x3 II 3x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 • u o e o • 000000000000 _ .44,44444444,444444, __ o- o 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 II 3x8= 3x4 = 12-6-2 I 11-4-2 %.11-91 1 18-9-12 1 11-4-2 b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): f6:0-1-8,Edgel,f7:0-1-8,Edge) LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.42 Vert(LL) -0.29 15 >767 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.79 Vert(TL) -0.46 15-16 >483 360 BCLL 0.0 Rep Stress Incl YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:85 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=822/Mechanical,11=822/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. vONTo TOP CHORD 2-3=-2976/0,34=2976/0,4-5=3689/0,5-6=-3689/0,6-7=-3386/0,7-8=2944/0,8-9=2944/0 � 4 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3386,13-14=0/3386,12-13=0/3386,11-12=0/1775 Cj 1 wm- WEBS 2-17=1913/0,2-16=0/1299,4-16=660/0,4-15=57/292,5-15=-281/0,6-15=62/602,9-11=1916/0,9-12=0/1262, C./. C(� ' 7-12=756/0 4 �'',7. h r. O NOTES t>4 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. V ........) E'�� 3)This truss is designed in accordance with the 2012 International Building Code section 2306,1 and referenced standard ANSI/TPI 1. '� 49639 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to O _ISTF,Rs be attached to wails at their outer ends or restrained by other means. LOAD CASE(S) Standard ZONAL s, 14� 0,0 PROpe -NAG /0 `� 870 2PE al p 4i OREGO ,:c:j Q� EXPIRES:06/30/2015 April 22,2014 z 4 awAftri1) -Vedtr*Alp rararawl rss dREA£1WEESON7)USAtmmACIAIDEDHI?EKREFEREMIPAGE NIT 7473 teeI/23/20/4REF-MEUSE �•• 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 WI fabrication,quality control storage,delivery,erection and bracing,consult ANSI/TPII Qualify Criteria.DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely informaito[n available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA,95610 if Southern ltv1]e)SP)bumt]ev it$Sue Wont.the 14ermikms arettsev -effective%M1/2£31 3 byAL5C Job Truss Truss Type Qty Ply 3B R41832581 PL14-119_UP F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:06 2014 Page 1 ID:SygD?CTgSFZSjSNcS1ttIDzR3Xv-1UJOfDuup4_UhkVT4z2QtKspB?L1ZhZ19E9kZ4z0QRx I 2-6-0 1 1-9-8 I I 1-2-0 I I 1-6-0 11 1-1-12 1 1 2-5-8 I t-2-0 I I 2-0-8 I I 1-40 Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 11 12 13 e' e o- e _ 23 22 21 20 19 18 17 16 15 14 1.5x3 I I 3x5= 3x6 FP= 1.5x3 I I 3x8= 3x6 = 12-7-4 11-5-4 7-0-4 17-4-17 I 21-5-12 I 8-8-12 I 2-8-8 V-7-0 6-7-0 I 4-9-8 4-1-0 Plate Offsets(X,Y): 14:0-1-8,Edael,17:0-1-8,Edael,f16:0-1-8,Edael,[22:0-1$Edclel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.04 22-23 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.23 Vert(TL) -0.09 22-23 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:99 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS All bearings Mechanical except(jt=length)19=0-5-8,15=0-5-8. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)14 Max Gray All reactions 250 lb or less at joint(s)14 except 23=366(LC 14),19=756(LC 3),15=752(LC 14) y ONTO FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. {} o VIli*kt,.y, TOP CHORD 2-3=700/0,3-4=-700/0,4-5=-304/27,5-6=-304/27,7-8=-468/0,8-9=468/0, t�� - Ci `-/A 9-10=0/571,10-11=0/571,11-12=0/566 �`, ^„ G BOT CHORD 22-23=0/653,21-22=0/700,20-21=0/700,18-19=0/468,17-18=0/468,16-17=0/468, cP 15-16=-22/297,14-15=286/61 ?, WEBS 6-19=504/0,2-23=705/0,4-20=-540/0,6-20=0/535,7-19=642/0,9-15=-821/0, 12-14=66/308,12-15=457/0X47 rO Q ,� ISt �� NOTES 1)Unbalanced floor live loads have been considered for this design. O 2)All plates are 3x4 MT20 unless otherwise indicated, I0NA :V 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. P 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to R' R Op1- be attached to walls at their outer ends or restrained by other means. � fo �N € (.9 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard $ 87022P, t" , + -y �' OR GON (1Q <v Q '¢Clo BER #� Q� S A. H #V- EXPIRES:06/30/2015 April 22,2014 r .r i ARNA43 V&ff*lip pammemrn std READ MIES ON EWE AM L'42U7€DI MSTEK REFER€W 77 MOE 877 7 473 rex/125/2818 Bf.R:74EUSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IYt E fabrication,quality control,storage.delivery,erection and bracing,consult ANSI/TP11 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 ftheuxhwtn Pine fspjtaan sben isspearted„the 4,esigm values acethess effective 06/1312013 by AMSC Job Truss Truss Type Qty Ply 3B R41832582 PL14-119_UP F03 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:07 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-VhtOtZvWaO6LIu4gegafQXPz4Ojzl9buOuul6WzOQRw I 2-5-4 1 1 1-2-0 1 1 2-0-8 2-6-0 I I t-4-4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 re ' o- ee VIIIIIIIIIIII."- — 4101/....- 9 o e e c L. 1 11 10 8 354= 1.5x3 I I 3x4= 3x8 = 3x4= 3-11-12 2-8-4 3-31 3-1041 II 8-7-12 8�9�t 17-9-0 2-01 0-7-0 10-7-0 O-Y-B 4-8-0 0-'1-h 3-11-12 Plate Offsets(X,Y): 12:0-1-8,Edoe1,[10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:58 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing, Except: 6-0-0 oc bracing:8-9. REACTIONS (Ib/size) 12=317/0-2-8 (min.0-1-8),8=55/Mechanical,9=738/0-5-8 (min.0-1-8) Max Uplift8=-66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) 010NIO 14, FORCES (lbTOP CHORD) 23=565 0 3 4=565/0,4-5=0/538,56=01533.Comp./Max.Ten.-All forces 250(lb)or less except when shown. CyC SOV WAS44 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 ,t,'' j� ,)' WEBS 2-12=610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 (`" i41 "' I+1 a N NOTES _, f 1)Unbalanced floor live loads have been considered for this design. rF 2)Refer to girder(s)for truss to truss connections. d39 � 3)Provide mechanical connection(byothers)of truss to bearing plate at Joints 12. 11 4 6 9 joint(s) Q,4, `G'sT0 4)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. �C 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. kk,S, 14, 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard \j��% G Sc/ 0::*_yr.../ r. y -5, OREGO et? 13 $44 BEA ' '© S A. 4iEC P EXPIRES:06/30/2015 April 22,2014 t p aW4ANIM5-Verifydeign paramcrirsaaiREFAPiAWESONTHISAN :i° LMED 141TEK AEFEREha PAGE MTI7473:MB1,125/2614ORMEUSE . �� Design valid for use only with Mick connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding MiTek'ks fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Quarily Criteria,DSB-89 and'SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 Iffaxitbern.Pease tS,P)aamber issped:Sed;cavedasg„valuesam-'duns effective 06/0112013b+yALSC Job Truss Truss Type Qty Ply 3B R41832583 PL14-119_UP F04 FLOOR 3 1 Job Reference(oD6onall Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41D8 2014 Page 1 ID SygD?CTgSFZSjSNcS1 ttlDzR3Xv-ztRn4w8LhFCwlfsCO5uyIx86o2Xl cal dYereyzOQRv I 2-6-0 I 0-8-4 I I 1-2-12 I I 1-6-0 I I 1-2-0 I I 1-4-4 I 1-3-0 I Scale=1:18.3 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 3x6 4 5 6 7 8 e 0 0 N _ e o o e NN N N N N 1.),,,e 14 12 11 103x4= 9 3x5= 1.5x3 I I 3x4= 3x6= 3x4= I 3-2-8 10-8-12 I 3-2-8 7-4-4 Plate Offsets(X,Y): 15:0-1-8,Edoe1,110:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.10 Vert(TL) -0.02 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.24 Horz(TL) 0.00 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:51 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 6-0-0 oc bracing. REACTIONS (lb/size) 13=559/0-5-8 (min.0-1-8),14=81/Mechanical,9=278/Mechanical Max Uplift14=19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) lzyION10;,,,- FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 0% �v WASFj� TOP CHORD 2-3=0/260,5-6=-429/0,6-7=-429/0 f Ci BOT CHORD 12-13=260/0,11-12=0/429,10-11=0/429,9-10=0/291 4 b' Q WEBS 3-13=330/0,2-13=-306/0,5-12=-286/0,3-12=0/470,7-9=-372/0 s �, d NOTES 1000 1)Unbalanced floor live loads have been considered for this designs 2)Refer to girder(s)for truss to truss connections. ed 49639 r4' 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)14. �Q �'& 9 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. Z+ IST C 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 .S'j0 A be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard ck ) PRO/.. 87022P, T' 7. �-'T OR GON 19.4„,....44/ s A. H1 R EXPIRES:06/30/2015 April 22,2014 e WARNIW3••Verfydesi/n paramemrs rtsr 8EAP 'ris ON mill AM MIMED u°1E:f P€€Err€M7 PAGE ME 7473 ten ITN 24.14 RE s"'s.�EEUrS€ Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. �p Applicabifty 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 lT erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding t ek fabrication,quality control storage.delivery,erection and bracing.consult ANSI/TPit Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 tfSauthern.Pine(Sp)1 9a44tcspessjed,thedexign values acethasee6r..rttvetab/O1f2f1S3 bar A SC Job Truss Truss Type Qty Ply 36 R41832584 PL14-119_UP F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MTek Industries,Inc,Mon Apr 21 15:41:08 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-ztRn4w8LhFCw1 fsCO5uylx4doyH 1 a31 dYereyzOQRv 1 2-3-12 1 1 1-2-0I I 1-0-0 1 2-6-0 1 Scale=1:21.9 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 3x4= 1.5x3 11 1 2 3 4 5 6 7 0t. _ e 0 N ' i oi s e v o e o 12 11 10 9 8 3x4= 1.5x3 11 3x4= 3x6= 3x4= I 12-7-4 12-7-4 Plate Offsets(X,Y): 12:0-1-8,Edgel,f10:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) 1/deft Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.50 Vert(TL) -0.21 9-10 >707 360 BCLL 0.0 Rep Stress Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:56 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=549/Mechanical,8=549/Mechanical FORCES (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1oNro TOP CHORD 2-3=-1204/0,3-4=-1204/0,4-5=-1646/0,5-6=-1646/0 -44 BOT CHORD 11-12=0/1204,10-11=0/1204,9-10=0/1560,8-9=0/1109 WEBS 3-10=0/263,2-12=1310/0,6-8=-1198/0,6-9=0/579,4-10=-545/0 ,.., 047 } NOTES COgil ik.:; y 1)Unbalanced floor live loads have been considered for this design. I N 2)Refer to girder(s)for truss to truss connections. 4 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/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. � A. IST� 9 LOAD CASE(S) Standard -4Z5f A 4\C' PRO ass Co OiNE /0 - 87022PE fir' (5/644- 00 7 ''0,,, GREG N cP AU as A. H�R� EXPIRES:06/30/2015 April 22,2014 t a WARNIMS Way design patstnwrsr3 uxd REM P.GTES G!{THrS ANC MUM H1T€KRE€EREENCE MGE(4117 473 sc e 1/28/281408EUS1 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 1111 is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibility of the ■��Q�= erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding [}/� fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,058-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southerndine46013euatxee isspec ffef thezfesign eralsses arethose a zstiue9%611/2#113 isyALSC Job Truss Truss Type Qty Ply 3B R41832585 PL14-119_UP F07 Floor 6 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:10 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-wGZXVaxPtJVw9LpFJp7M 1 Al UfcjZVXGK4s7yirzOQRt I 2-6-0 I 0-9-8 1 1 1-2-0 I I 0-94 I 2-0-0 I I 2-5-8 I I 1-2-0 I I 1-11-0 I Scale:1/2.=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 II 1 2 3 4 5 6 7 8 9 e s 0 o ee e _ <4 \ / 1/18/4444184444044. _ oriiiiiiiiiiiiiiii,"///1 - e - ° pp 16 15 14 12 11 3x8 = 1.5x3 II 1.5x3 II I 3-6-8 1 4-1-8 1 4-8-8 1 7-8-12 I 10-5-4 111-0-4 111-74 1 13-9-4 I 3-6-8 0-7-0 0-7-0 3-0-4 2-8-8 0-7-0 0-7-0 2-2-0 Plate Offsets(X,Y): 17:0-1-8,Edge1,18:0-1-8,Edge1,114:0-1-8,Edge1,115:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0,02 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(LL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:64 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 16=307/Mechanical,13=670/0-3-8 (min.0-1-8),10=223/0-2-4 (min.0-1-8) Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) 1,,,\A-vONIAD ht FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-570/0,3-4=-570/0,4-5=-570/0,7-8=-314/0 do 01 W sI/1 BOT CHORD 15-16=0/567,14-15=0/570,13-1400/466,12-13=0/314,11-12=0/314,10-11=0/314 C.t , fry WEBS 2-16=612/0,5-13=595/0,5-14=0/291,7-13=X88/0,8-10=-353/0 j'f.s= O NOTES 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x4 MT20 unless otherwise indicated. ' 3)Refer to girder(s)for truss to truss connections. rd 49639 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. O75 P£ 5)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 'vv 6)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Slrongbacks to � � 40htAL be attached to walls at their outer ends or restrained by other means, 7)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard RO PR Qp. 87O22Pt i >cv y Av `raj, OR GON (i'z) 44.1 . I4 On ', #\ P SA. He EXPIRES:06/30/2015 April 22,2014 I ®5f'.A8t4I IleciffdesfynFa;ara tensaadREAD AdaTES ONTHIS ANC 55371/5137?i17€€REFE:tIEM:EPA5E/477.7413me1/29/28IM877 271137 mi..-,. Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the Mile erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding IXE 1 R fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPIt Quality Criteria,DSB-89 and!SCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If5autt eran Fine l7P1lambar is specified,the sdaxigm values une 2imse etfatctise Cr0613/26113 byASSG Job Truss Truss Type Qty Ply 3B R41832586 PL14-119_UP F08 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 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-OS6viwy1 ecdnnVORtWebaNZcoOvMErXUJWsVFHzOQRs I 2-6-0 I 1 1-0-10 11 1-2-0 I I0-11-2 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4— 1.5x3 II 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e 9 B B x.- 1" 16 15 14 13 12 -TT 3x4= 3x8 = 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4 = 12-8-10 I 113-10 1F-1-101 I 19-0-4 I 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): f6:0-1-8,Edgel,(7:0-1-8,Edael LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >738 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >469 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 17=831/0-2-8 (min.0-1-8),11=831/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max,Ten.-All forces 250(Ib)or less except when shown. '-cONJo TOP CHORD 2-3=3020/0,3-4=3020/0,4-5=-3781/0,5-6=-3781/0,6-7=-3451/0,7-8=-2988/0,8-9=-2988/0 jj��T�3, 7 BOT CHORD 16-17=0/1795,15-16=0/3655,14-15=0/3451,13-14=0/3451,12-13=0/3451,11-12=0/1798 07 „.,„9 .4„,;-,WAS.t . �jr WEBS 2-17=1937/0,2-16=0/1323,4-16=685/0,4-15=28/296,5-15=266/0,6-15=69/599,9-11=-1940/0,9-12=0/1285, 0 7-12=786/0 V '(- i. `), NOTES N 1)Unbalanced floor live loads have been considered for this design, 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. ' r 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. ''dd ,49639 L ' 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 (3 4 be attached to walls at their outer ends or restrained by other means, ,c> LOAD CASE(S) Standard 41'ONALG 4<(5"vPRQFFs6 _ 0NG(NEFA f0, 4 4 8 f 2PE r, r" co 04 y Aj, OREGO QtU 0 ttER \A Pte' SANE EXPIRES:06/30/2015 April 22,2014 t J ®4fARNf: -Verify'DrAugnraaarasmrs3Rd READ 12505 mus 180;.20020577€5R€€€R€51 PAGE!4II7413soc1/25/2/is)DEME USE �r Design valid for use only with Mitek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the p�i '`- erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding BV1 R fabrication,qualify control,storage,delivery,erection and bracing,consult ANS1/lPi1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safely Information available from Truss Plate Institute,781 Ni.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 if Southern Pine(Sc)larniaar is specified,.the ecs se cufu4n are those effmthere 419/O1/24Dt.3 byAt.5C Job Truss Truss Type Qty Ply 3B R41832587 PL14-119_UP F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:11 2014 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-OS6viwy1 ecdnnVORtWebaNZcnOvLErWUJWsVFHzOQRs I 2-6-0 I 1 1-0-14 II 1-2-0 110-11-2 1 Scale=1:33.2 1.5x3 II 3x6 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 I I 3x6 = 1.5x3 II 1 2 3 4 5 6 7 8 9 10 1,c?,, 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 II 1.5x3 II 3x8= 3x4= 9 y12-8-14 I 11-6-14 I2-1-1 r I 19-0-0 I 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y): (6:0-1-8,Edciel,f7:0-1-8,Edee1 LOADING(psf) SPACING 1-7-3 CSI DEFL in floc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 Vert(LL) -0.31 15 >735 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.80 Vert(TL) -0.48 15-16 >468 360 BCLL 0.0 Rep Stress Incr YES WB 0.67 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:86 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (Ib/size) 17=832/0-2-12 (min.0-1-8),11=832/0-4-4 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. -ONTO TOP CHORD 2-3=3025/0,3-4=3025/0,4-5=3791/0,5-6=-3791/0,6-7=-3457/0,7-8=2992/0,8-9=2992/0 BOT CHORD 16-17=0/1797,15-16=0/3661,14-15=0/3457,13-14=0/3457,12-13=0/3457,11-12=0/1800 0C, v WWAS13 4. WEBS 2-17=1940/0,2-16=0/1326,4-16=687/0,4-15=25/297,5-15=265/0,6-15=69/600,9-11=1943/0,9-12=0/1287, 44 ,^- � 7-12=789/0 1,? 0 'd NOTES 1)Unbalanced floor live loads have been considered for this design. \ 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)17. ed � 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. .ep 49639 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 !Q ISTE>�t• be attached to walls at their outer ends or restrained by other means, •4Zsk "S1ONALG LOAD CASE(S) Standard 4. � Q PROFFt15' ' 870227E r"ckr -0T OREGO 2� ke 1.Cf �'f8ER A\ '» `9 A. N ` s EXPIRES:06/30/2015 April 22,2014 4 ®WARt/Iw-Ver//y design paramesxs's vr1:d READ rat`s TES ON MIS ANC IhaLZED MTV(SEEEE//e PAGE MIL 7 473 rex i/25/2g14 BEFORE USE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown 't` is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the 6 1X[�� e14- 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/IPl1 Quality Criteria,DSB-89 and BCS!Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute.781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 If Southere Pine ISP/lumber is specified.the design saafsaes are those effective 06{411/2451.3 by AtSC Job Truss Truss Type Qty Ply 3B R41832588 PL14-119_UP F10 Floor 5 1 Job Reference(ootional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:12 2014 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttIDzR3Xv-segHwGyfPwlePfzdRD9g7b6p?PMBzOodYAc3njzOQRr I 2-6-0 I I 1-4-8 I I 1-2-0 I I t-3-0 I 1-6-0 I Scale=1:18.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e o- 0 ZZ" 11 i �e ., 1/ \ 11 10 9e3x4= 8 3x6 = 1.5x3 II 3x4= 3x4= I 6-9-0 1 7-4-0 1 7-11-0 1 10-11-0 I 6-9-0 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y): 14:0-1-8,Edge1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 Vert(LL) -0.06 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.10 11-12 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.29 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:50 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=475/0-4-8 (min.0-1-8),8=475/0-2-8 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. orrio TOP CHORD 2-3=-1280/0,3-4=-1280/0,4-5=1062/0,5-6=-1062/0 14 SOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 VtrA$j� WEBS 2-12=998/0,2-11=0/384,4-11=-21/333,6-8-750/0,6-9=0/566 C) '1G NOTES ,.it, 1; r0 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)8. 3)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. 7r 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 49639ti; be attached to walls at their outer ends or restrained by other means. (} ISIS LOAD CASE(S) Standard '43't � ri14 c.° PRap4ss ,c7 ,,t•x5 EFR f%7 ` 8 • 2PE /" 9r' • y(11 ZCv � -0j, OREGO cf,3 41 4S A. NE EXPIRES:06130/2015 April 22,2014 4 a RNIM3-Vr_tfyttes#yyu pardnasrrs and 7i'A.0 P/''t7S Oi/THIS AND MIMED 74ITEK REFERENCE PAGE NII 7473 mg 1;/25/20MSEPJltE(LSE Design valid for use only with MTek connectors.This design is based only upon parameters shown,and is for an individual building component. ''`Y Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibillity of the MiTek' ll•. 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/TPI7 Quality Criteria,DSB-89 and BC51 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,95810 €55autha?m Fina OP)lumb r is specified.tl mdwsige uatuas art those affesthse 06/0112613 byAtfC Job Truss Truss Type Qty Ply I 38 R41832589. PL14-119_UP F11 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 15:41:13 2014 Page 1 ID:SygD?CTciSFZSjSNcS1 ttlDzR3Xv-KgEg7czHAEtVOpYp_xh3fof?ZpmNi54nmgLcJAzOQRq I 2-5-4 1 1 1-2-0 1 1 2-0-8 I 2-6-0 1 I 1-5.0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 11 1 2 3 4 5 6 7 e Y'1 _ �i e— fi _ 1..... o N O O O e *. i ' 1K 11 10 3x4= 1.5x3 I I 3x4 = 3x8= 3x4= 3-11-12 I 2-8-4 1 3-3-4 1 3- 10-4 8-7-12 12-9-12 I S 24 0-7-0 0-7-0 0-4-8 4-8- 0 0-1-8 4-0-8 Plate Offsets(X,Y): 12:0-1-8,Edgel,110:0-1-8,Edoel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.22 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.13 Vert(TL) -0.05 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.22 Horz(TL) 0.01 9 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:58 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:8-9. REACTIONS (lb/size) 12=317/0-2-8 (min.0-1-8),8=60/0-2-12 (min.0-1-8),9=739/0-5-8 (min.0-1-8) Max Uplift8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) 1QNIp FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. fl 3 TOP CHORD 2-3=-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 C.t ,c4 f7- Q BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 4' 0 Y) WEBS 2-12=610/0,4-9= ' 841/0,6-9=-452/0 4, / .r " '. trl N NOTES lb... 1)Unbalanced floor live loads have been considered for this design. 11` 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12,8. ,P 49639 417 3)Provide mechanical connection(by others)of truss to bearing plate capable of withstanding 100 lb uplift at joint(s)8. Q.,4' 4 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. '4'05',,t0 SIS I Sg 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 toLiz � be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. LOAD CASE(S) Standard \\ [} PROpe `t- 870 2PE t Ncv -' �.-eTDREG N ti Q� 00 SER '` v , SA HE. EXPIRES:06/30/2015 April 22,2014 1 I WARtd/MS Vrr fddvt s1Yaraaxars iti/REAP fN MEOt1IHSAK MIIIDED IIIVEKFEFEJSEt PAGE P411.7473rec1,z5/261:18EP,NElSE Design valid for use only with MiTek connectors.This design is based only upon parameters shown,and is for an individual building component. l+ Applicability of design parameters and proper incorporation of component is responsibility of building designer-not truss designer.Bracing shown is for lateral support of individual web members only. Additional temporary bracing to insure stability during construction is the responsibillity of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regardingMiTek. fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane,Suite 109 Safety Information available from Truss Plate Institute,781 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights,CA,95610 1f Souther.Vine(SP)lame.-isspecified,the design values are them offitstive£6/05134'113 by ACS..'. Job Truss Truss Type Qty Ply 3B R41832590 PL14-119_UP F12 Floor 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Lake Oswego,Oregon 7.510 s Jan 13 2014 MiTek Industries,Inc.Mon Apr 21 15:41:14 2014 Page 1 I ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xvo1 o2Ly_vxX?Mey70YeC ICOBAgD3URJIw?U59rczOQRp I 2-6-0 I 1-9-8 I I 1-2-0 1 I 1-3-4I 1-6-0 Scale=1:16.5 1.5x3 II 3x4= 1.5x3 I I 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 6 00 NZ rti hfflQ�\p ..--- O 0 e 0 10 9 8 3x4= ( > 3x4= 3x4= 3x4 = I 4-6-8 1 5-1-8 1 5-8-8 1 8-8-12 I 4-6-8 0-7-0 0-7-0 3-0-4 Plate Offsets(X,Y): 18:0-1-8,Edge1,19:0-1-8,Edgel LOADING(psf) SPACING 1-7-3 CSI DEFL in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.09 9-10 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.19 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:39 lb FT=0%F,0%E LUMBER BRACING TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS (lb/size) 10=378/Mechanical,7=378/0-2-12 (min.0-1-8) FORCES (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 1ONTo �r.� TOP CHORD 2 3=-757/0,3-4=-757/0,4-5=-757/0 BOT CHORD 9-10=0/684,8 9=0/757,7-8=0/476 Qf�V WAS. t'�� WEBS 2-10=738/0,5-7=572/0,5-8=0/382 "Y6) NOTES co i 1)Unbalanced floor live loads have been considered for this design. NI 2)Refer to girder(s)for truss to truss connections. 4 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. `�r 4)This truss is designed in accordance with the 2012 International Building Code section 2306.1 and referenced standard ANSI/TPI 1. lk` 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 �(;) ¢ b be attached to walls at their outer ends or restrained by other means. 39 �',�,-V 140 ��:::,,'�S S 0NA:LV''- LOAD CASE(S) Standard <<- .R0 tr(•, �c�GiN�Fq. f0 87Q22PE { cr' oq 7 -0i, ti ,z)N S�41 "O AMBER 1\ EXPIRES:06/30/2015 April 22,2014 e 6 ®WARNING-Veer de.Ogn pulsowfets v&RZAD/JTVS GA MIS AM MUTED TED MTV(WEANOE HIE2413 co 1125/201P 9f?"..4Ei1SE ». 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 Mil is for lateral support of individual web members only.Additional temporary bracing to insure stability during construction is the responsibitify of the M�TPrk- erector.Addifional permanent bracing of the overall structure is the responsibility of the building designer.For general guidance regarding 1 BC fabrication,quality control,storage,delivery,erection and bracing,consult ANSI/TP11 Qualty 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 itSnuehern.PipetSatfumbef is 1Thet ated the design-values are.:ftosees_rtsve 06fO5f2453 tats ALSC Symbols Numbering System a General Safety Notes PLATE LOCATION AND ORIENTATION 3/q" Center plate on joint unless x,y I I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow CDamageor Personal Injury Cause Property offsets are indicated. j rY rim. Dimensions are in ft-in-sixteenths. rik 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 or X-bracing,is always required. See BCSI. 2. Truss bracing must be designed by an engineer.For 0;I/16' 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I p bracing should be considered. 3. Never exceed the design loading shown and never r � U �� stack materials on inadequately braced trusses. o_ 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate 12 C7-8 c6-� cs b designer,erection supervisor,property owner and plates 0-14g' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each - This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint - required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. Connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. *Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8 Unlehallss nottex exse noted,ceed 19%attimlsture e of fabrication.lumber PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-1311,ESR 1352,ESR 1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR-2362,ESR 1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION 12.Lumber used shall be of the species and size,and Southern Pine lumber designations are as follows: in all respects,equal to or better than that i� Indicated bysymbol shown and/or SYP represents values as published specified. �i Y 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 ©2012 MiTek®All Rights Reserved approval of an engineer. 'MIME reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MI MI ►� 18.Use of green or treated lumber may pose unacceptable � environmental,health or performance risks.Consult with project engineer before use. Industry Standards: MI ANSI/TPII: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone is not sufficient. DSB-89: Design Standard for Bracing. ■ BCSI: Building Component Safety Information, Ilk20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, M 1 lel( ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013 El CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT ri CONFORMS TO DESIGN CONCEPT WITH A ,---, REVISIONS NOTED LI CONFORMS TO DESIGN CONCEPT WITH El NON-CONFORMING—REVISE&RESUBMIT REVISIONS AS SHOWN 7IgS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 3T-011 0 NON-CONFORMIN —REVISE AND RESUBMIT WITH- DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABMCATORNENDOR OF RESPONSIBILFY FOR CONFORMANCE MTH DESIGN DRAt^ANGS.SPECIFICATIONS,AND A-PL/ABLE CODES.ALL OE WE-ICA HAVE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE PRIORMY OVER THiSSNLV DI-'n/KG, WITH THE DESIGN CONCEPT ON Y AND ODES NOT RELIEVE THE By Alexia Fukui Date 9/22/14_ FABRICATOR/VENDOR OF RESPO SIBILITY FOR CONFORMANCE WITH THE MILBRANDT ARCHITECTS DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. V 161-5 By: Todd R. Eaton Date: September 19, 2014 C4 CT ENGINEERING INC • . .... -s .....m... ..magavan ..!? ',.... F.. ,g- - _...._ 2,...E? 711 %I. -nrencsord=. 4 ....4 63 _ as 6:12 (11) ...-- Cl e i ........=.... 7-- , D:3 (2)-----132 0€ I \ C N.. . u 15:12 12 cp. 6:12 Lli ••••• ..... / / ..E? (3) r. GARAGE _L-1--- ../ — N.. _LI_ 131 11'-6' 14.-2. -1- 2543" 1T-3 1 irk .Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NI/V 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL 1.10.: IIIME,. yk PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER PLAN 3B INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD „ Fj1 . PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS -a TO TRUSS CONNECTIONS.BUILDING . 401 a 111- ,04 - • 3-B / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEVV AND APPROVE OF ALL ., COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 8i. TRUSS '''.', 1/8-= I 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 TPI/WTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown.Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). V. ,lt, -A:3' I dor a3 'PO 'ftiSft e ' r 16X1 54'` a ' ' '570NALSP, . 6/47,7 P "` to PI S 6130/)0 1HI IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing,' IC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 ROOF q1&BTR SPACED 24.0' O.C, not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF system and components and cladding criteria. DL ON BOTTOM CHORD = 10,0 PSF Connector plate prefix designators: TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, MM2 HS,M18 S (16 = MiTekprefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M18HS,M16 = MT series LL = 25 PSF Ground Snow (Pg) load duration factor=1,6, Truss designed for wind loads LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL in the plane of the truss only. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 T T I HM-4x4 3 12 12 Q 6.00 6.00 I - M-3x4 4 M-3x4 c,,M -/� c.'/- _ - V V o c?"-- / /////////////////////////////////////////////////////////////////////////////////////////////1//////////// //7 0 o r , y y > 1-06 14-02 1-06 0 ,0 PRape JOB NAME : POLYGON PLAN 3-B - Al Scale: 0.5115 w� "� `v, -17 WARNINGS: GENERAL NOTES,unless otherwise noted: (t' _f `f E 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 and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: Al 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 4640°'. DES. BY: LJ ponsibiI of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by �/Kir „ is the res ty p 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �G �+ �� !,� 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ^V SEQ. : 60353 06 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, } 2 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibili y for the 6.Designssassumes full bearing at all supports shown.Shim or wedge If /� 1�1j3 {� fabrication,handling, ry +1 RI LA- shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II II VIII IIII VIII VIII VIII IIII IIIITA In copies of which will be furnished upon request. 9 lines Dig is Indicate sizeJoint plate in lines.. 10. MiTek Tek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12131/20155 gIl II II This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1.3=(-805) 265 6.1=(-115) 48 3.7=(0) 305 2x6 KDDF #1&BTR T1 SPACED 24.0" O,C. 2.3=( 0) 0 1-7=(-229) 648 BC: 2x4 KDDF #1&BTR 3.4=(-818) 321 7-4=(-226) 651 WEBS: 2x4 KDDF STAND LOADING 4.5=( 0) 76 TC LATERAL SUPPORT <= 12"OC. UON, LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10,0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 5.7" -26/ 28V -48/ 46H 0.00" 0,00 99999 ( 0) ALL TOP CHORD AREAS NOT SHEATHED 11'- 4.4" -502/ 793V 0/ OH 141.50" 1,27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 25'- 6.0' -196/ 793V 0/ OH 5.50" 1.27 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, OVERHANGS: 18.0" 18,0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 M-1.5x4 or equal at non-structural MAX LL DEFL = 0.000" @ 11'- 4.0" Allowed = 0.150" vertical members (uon). MAX TL CREEP DEFL = 0.000" @ 11'- 4.0" Allowed = 0.200" Unbalanced live loads have been MAX LL DEFL = 0.013" @ 27'- 0.0" Allowed = 0.150' Unbalanced for this design. MAX TL CREEP DEFL = -0,014" @ 27'- 0.0" Allowed = 0.200" 9 MAX TC PANEL LL DEFL = -0.028" @ 21'- 11.3" Allowed = 0.476" Connector plate prefix designators: MAX TC PANEL TL DEFL = 0.060" @ 14'- 10.1" Allowed = 0.697" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX HOAIZ. LL DEFL = -0.007" @ 25'- 0.5" M,M20HS,M18HS,M16 = MiTek MT series MAX HORIZ. TL DEFL = 0,011" @ 25'- 0.5" Gable end truss on continuous bearing wall. NOTE:Design assumes moisture content does C-1x2.6 or equal typical at stud verticals. not exceed 19% at time of manufacture, Refer to CompuTrus gable end detail for complete specifications. Design conforms to main windforce-resisting ' 12-09 12-09 system and components and cladding criteria. l'M 4x4+ T Wind: 140 mph, h=22.4ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, 12-09 5 08 7 01 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T T T load duration factor=l,6 /- 2 -/ Truss designed for wind loads M-3x5 PJin the plane of the truss only. co 0 ..- M-4x6 N co 0 12 12 oki 0 6,00 I/ �.k. Q 6,00 co I o M-3x4+ 4 0 6 1 7 M-3x6+(S) M-1"5x3 M-3x4 J, y y y 7-05 11-00 7-01 y > ) ) 1-06 25-06 1-06 JOB NAME : POLYGON PLAN 3-B - 61 sale; 0,2470 tiC' /G�N ��s% WARNINGS: GENERAL NOTES,unless otherwise noted: �' ..� � " 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual ' = .PE r Truss: B1 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 ate. DES. BY: LJ is the res nihil, of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �" Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). Ir DATE: 8/21/2014 the overall structure is the responsibility of the budding 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. "4.}7 1h ^W SEQ. : 6035307 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, / ,q 0N design loads be applied to any component. and are for"dry condition"of use. Q. 1 4 2 �"'" TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if necessary. fiF?R - fabrication,handling,shipment and installation of components. 7,Design assumes adequate drainage is provided. 1. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I II VIII IIII VIII 1 M111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. git coincide with jointacenter lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11E1 IIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDOF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-391) 2382 3.10=(-285) 195 BC: 2x4 KDOF #1&BTR SPACED 24.0" 0.C, 2- 3=(-2755) 552 10.11=(-269) 1986 10- 4=( -19) 502 WEBS: 2x4 KDDF STAND 3- 4=(-2496) 522 11.12=(-291) 1965 4-11=(-712) 255 LOADING 4- 5=(-1761) 469 12- 8=(-433) 2352 11- 5=(-246) 1170 TC LATERAL SUPPORT 4= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1761) 469 11- 6=(-713) 255 BC LATERAL SUPPORT <= 12"OC, UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2496) 522 6-12=( -19) 502 TOTAL LOAD = 42.0 PSF 7- 8=(-2755) 552 12- 7=(-285) 195 OVERHANGS: 18,0" 18.0° 8- 9=( 0) 76 LL = 25 POE Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M20HS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SG.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -279/ 1725V -213/ 213H 5.50' 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50' 2.76 KDDF ( 625) COND. 2: Desi.n checked for net -5 .sf u.lift at 24 "oc s.acin.. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0,138' @ 18'- 6.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.279" @ 18'- 6.0" Allowed = 2.406" MAX LL DEFL = 0.013° @ 38'- 6,0" Allowed = 0"150° MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.060" @ 36'- 6.5" 18-06 18-06 MAX HOAR, TL DEFL = 0.099" @ 36'- 6.5" 6-06-05 5-11-13 5-11-13 5-11-13 5-11.13 6-06-05 NOTE:Design assumes moisture content does f T f f f f f not exceed 19`b at time of manufacture. 12 12 Design conforms to main windforce-resisting 6,00 M-4x6 4 6.00 system and components and cladding criteria. 5 4.0" Wind: 140 mph, h=23.8ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(5) 1. ,„ M-5x6(S) load duration factor=1,6, ads 3"1' inuthe ss dplaneeoffthe or wtruss ind oonly. 0"25" 0.25" o, co M-1.5x3 +d M-1,5x3 coM 0 0 Or 1 10 11 ru 12 o o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 0 M-3x5(S) y y 1, > I y y 9-06-04 8-11-12 8-11-12 9-06-04 y y y 20-00 17-00 , y 1-06 37-00 1-06 0„03 1RO, JOB NAME : POLYGON PLAN 3-B - C2 Scale: G.,596 ��'''`!!,, ��N �J °'�., .5/r WARNINGS: GENERAL NOTES,unless otherwise noted: w„h V / j �,F/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 individualt. =�i Truss: C2 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• tel assumes the top and bottom chords to be lateraly braced at sip _ DES. BY: LJ is the res nsibili of the erector.Additional permanent bracing of 2'o.c,and at 10'o.c,respectively unless braced throughout their length by / r aFJm�' Po ty P 9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). CC. DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON /t,',� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "y' �i4./ SEQ. : 6035308 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,/�I7}r N� �, design loads be applied to any component. and are for"dry condition"of use. •) '7 1 4 2- .4 TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if �1 Q??� fabrication,handling,shipment and installation of components. necessary. `14. i RI `� 7.Design assumes adequate drainage is provided. 4:!"'( 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 II 11111111111111 III VIII IIIIIII TPINVECA in SCSI,copies of which will be furnished upon request. git coincide with jointpcenterteche. 9.Digits Indicate size of plate in Inches. MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 EEll I ll This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 DF k1&BTR; LOAD DURATION INCREASE = 1.15 2x4 KDDF #1&BTR T1, T4 SPACED 24.0" O.C. esign assumes moisture content does not BC: 2x4 OF q1&BTR; not exceed 19% at time of manufacture. 2x4 KDDF H1&BTR B1 LOADING Design conforms to main windforce-resisting LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.8ft, TOOL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc load duration factor=1.6, M,M20HS,M18HS,M16 = MiTek MT series LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 18-06 18-06 12-04-10 6-01-06 6-01-06 12-04-10 12 HM-4x4 12 6.00 V 3 Q 6.00 N M-3x5(S) M-3x5(S) I' 111111 klikogiiiiiiii c. 11111111011111\ 4 0 M-3x5(S) o M-3x4 M-3x4 y y y 20-00 17-00 y y I I 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-6 - C4 � � R�� Scale: 0.2219 ti� IN --�,r7 WARNINGS: GENERAL NOTES,unless otherwise noted: aviitif/7 i ,k V f�,r� c IttIr 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is far an Individual '4 .9�.0+P Truss: C4 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 ch to be laterally braced etAll owoop DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywoodmeed ing( and/or drywall(BC). DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required wheree shown 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. '3' OREGON W SEQ. : 6035309 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, w ''.1), No �. design loads be applied to any component. and are for"dry condition'of use. /,n,: ��' 14 ZQ .•.�... TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge If VV p��` p (7 fabrication,handling,shipment and installation of components. nesessary. 'V7 'rl �s t `j 7.Design assumes adequate o ti drainage faces of truss,and placed so their center III I II II VIII II VIII I III VIII III III) TPINYfCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 iii i HI LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-309) 1509 8- 3=( 0) 266 2x6 KDDF #1&BTR T3 SPACED 24.0" O.C. 2- 3=(-1796) 544 8- 9=(-311) 1506 3- 9=(-541) 150 BC: 2x4 KDDF #1&BTR 3- 4=(-1248) 526 9.10=(-506) 1433 9- 4=(-183) 637 WEBS: 2x4 KDDF STAND LOADING 4- 5=( 0) 0 10-11=(-505) 1434 9- 6=(-469) 379 LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF 4- 6=(-1226) 475 6-10=( 0) 189 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6.11=(-1706) 635 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -975) 468 LL = 25 PSF Ground Snow (Pg) NOTE: 2x4 BRACING AT 24" OC UON. FOR BEARING MAX VERT MAX HORZ BAG REQUIRED BOG AREA ALL TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -300/ 1255V -107/ 116H 5.50" 2.01 KDDF ( 625) OVERHANGS: 18.0" 18.0" 25'- 0.5" 0/ 855V 0/ OH 143.50" 1.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0" -618/ 277V 0/ OH 143.50' 0.44 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structuralCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 Connector plate prefix designators: MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" M,M20HS,M18HS,M16 = Miiek MT series MAX LL DEFL = -0.057" @ 12'- 9.0" Allowed = 1.229" WHEN A FLAT BOTTOM CHORD GABLE TRUSS SUPPORTED ON TOP OF A BEARING WALL SETS NEXT TO SCISSOR TYPE TRUSS(ES), A MAX TL CREEP DEFL = -0.115" @ 12'- 9.0" Allowed = 1.639" HINGE TYPE CONNECTION WILL BE CREATED BETWEEN THE TOP PLATE OF THE BEARING WALL AND THE BOTTOM CHORD OF THE MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.150" GABLE TRUSS. THIS IS DUE TO THE LACK OF THE LATERAL BRACING PROVIDED BY RIGID CEILING AT THE HINGE TYPE CONNECTION MAX TL CREEP DEFL = 0.000" @ 0'• 0.0" Allowed = 0.200" POINT. THE TRUSS DESIGNER ASSUMES NO RESPONSIBILITY FOR THE DESIGN OF THE LATERAL BRACING TO THE HINGE CONNECTION MAX HORIZ. LL DEFL = 0.028" @ 25'- 5.6" SITUATION. COMPETENT PROFESSIONAL ADVICE MUST BE OBTAINED RELATIVE TO THE DESIGN OF THE ADEQUATE LATERAL MAX HORIZ. TL DEFL = 0.046" @ 25'- 5,6" BRACING TO THE HINGE TYPE CONNECTION. 18-06 18-06 NOTE:Design assumes moisture content does f f f not exceed 19% at time of manufacture. 7-08-11 10-09-05 7-05-13 0-10-01 10-02-03 Design conforms to main windforce-resisting 6-09-08 5-ti-08 5-09 0-0 -08 '1 18-03-08 T T system and components and cladding criteria. f f f � f Wind: 140 mph, h=23.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 =M-4x4+ M-3x4 t2 12 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 6.001/ 5 \I 6.00 Q 6,00 load duration factor=1.6, Truss designed for wind loads o % in the plane of the truss only. M-4x6 Gable end truss on continuous bearing wall, a C-1x2.6 or equal typical at stud verticals. M-3x5+(S) Refer to CompuTrus gable end detail for complete specifications. 0,11 M-3x5(5) a M-3x4 dr, 3 °'' co o .„j1,141410116.. 400000000000000007 0 1 la 8 9 10 11 o M-3x4 M-1.5x3 M-3x8 0.25' o M-5x6(S) M-3x5 M-3x4+ y y y y y y y 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 y y y 1-06 37-00 1-06 :1'' Q RROPe JOB NAME : POLYGON PLAN 3-B - Cl 4 ` lZl °y Scale: 0.1712 ; ®t G nr WARNINGS: GENERAL NOTES,unless otherwise noted: 44401. 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: Cl and Warnings before construction commences. building component.Applicability of design parameters and proper a- incorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+. r d �, 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'noon.and et 10'o,c.rsuch as plyely unless braced throughout their length by /," p N continuous sheathing such as plywood sheathing(TC)and/or tlrywall(BC). "j�+' OREGON t„ 1.0 DATE: B/21/2014 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 appfed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 4- N. '4.1), 4 l S SEQ. : 6035310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, A��`- design loads be applied to any component, and are for"dry condition"of use. `fry. R y TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6'Design ssumen full bearing at all supports shown.Shim or wedge If fabrication,handling,shipment and installation of components. ry p P 7,Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center c+ 11111111111111VIII II VIII I III IIII IIII TPI WTCA in SCSI,copies of which will be furnished upon request lines coincide with joint center fines. EXPIRES:12/31/20 J 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 211 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-376) 2333 3.11=( -297) 196 BC: 2x4 KDDF H16BTR SPACED 24.0" O.C. 2- 3=(-2738) 534 11.12=(-267) 1959 11- 4=1 -45) 563 WEBS: 2x4 KDDF STAND; 3- 4=(-2513) 541 12.13=(-200) 1645 4-12=( -710) 250 2x4 KDDF STUD A LOADING 4- 5=(-1757) 469 13-14=(-458) 2787 12- 5=( -352) 1302 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1708) 506 14- 9=(-867) 4422 12- 6=( -676) 288 IC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1937) 494 6.13=( -111) 464 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-4685) 890 13- 7=(-1489) 355 8- 9=(-4950) 999 7-14=( -360) 2427 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 9.10=( 0) 76 14- 8=( -154) 193 Connector plate prefix designators: BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -279/ 1725V -213/ 213H 5.50" 2.76 KDDF ( 625) 37'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) ICOND. 2: Design checked for net)-5 psf) uplift at 24 "oc spacinod VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX IL CREEP DEFL = -0,014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0.311" @ 28'- 8.0" Allowed = 1.804" MAX TL CREEP DEFL = -0.620" @ 28'- 8,0" Allowed = 2.406" MAX LL DEFL = 0.013° @ 38'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 38'- 6.0" Allowed = 0.200" 18-06 18-06 T T T MAX HORIZ. LL DEFL = 0.165" @ 36'- 6,5" 7-03-08 5-02-11 5-11-13 2-00 5-05-11 5-02-03 5-10-02 MAX HORIZ. TL DEFL = 0.273" @ 36'- 6.5" f f f f ' 1' NOTE:Design assumes moisture content does 12 12 not exceed 199s at time of manufacture. 6.00 D M-4x6 a 6,00 4.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. M-5X6(5) 0,N,,,, M-3x4 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3.1'' M-5x8(5) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25load duration factor=1.6, Truss designed for wind loads ow 0.25" in the plane of the truss only. o� \k M-1.5x3 "1 +,. +, 141011110006.!-1.5x3 tamm M-6x814 M 3X10 m 0 11 T 12 ge 13 0 o o r� 0 M-3x6 .25" M-3x8 M-5x6 0 M-5x8(S) a 3.00 3.00 . 12 12 y y 9-05-06 9-00-10 2-03-01, 7-10-08 y 8-04 y y 1-06y 20-09-08 7-10-08 8-04 y1-06y 1-06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C3 � � a IN is Scale: 0.1596 \co (� % �7rfyfq �{ WARNINGS: GENERAL NOTES,unless otherwise noted: f!r rtT° "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 92.0 P L- Truss: C3 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 construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ2'o.c.and at 10'o.c.respectively unless braced throughout their length by �,r� AJw�^r Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), „.00 ' P, tt DATE: 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng 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. "j7 OREGON 1X ^W SEQ. : 603531 1 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, ''T-1 Q �,. design loads be applied to any component. and are for"dry condition"of use. Q }' 1 4 ‘,,,c, `},^�-. TRANS I D: 406433 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 fabrication,handling,shipment and installation of components. Dnesign M 'A A I l- 7.Design assumes adequate drainage is provided. rt 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center III II VIII IIII I II 101111 TPINJTCA in BCSI,copies of which will be furnished upon request git dicae with jointcenterche. 9. Digits indicate size of plate in Inches. .7 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES;12/31/2015 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- 6=(-279) 219 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-1121) 284 8- 6=(-218) 931 8- 4=( -44) 469 WEBS: 2x4 KDDF STAND3. 4=( -839) 188 8. 5=(-279) 219 LOADING 4- 5=( -839) 188 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1121) 284 BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10,0 PSF 6- 7=( 0) 76 TOTAL LOAD = 42.0 PSF OVERHANGS: 18.0" 18,0" 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 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -150/ 904V -91/ 91H 5,50" 1.45 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 17'- 5.5° -150/ 904V 0/ OH 5.50° 1.45 KDDF ( 625) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc apacingi AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed = 0.200" MAX LL DEFL = -0,026" @ 8'- 8.8' Allowed = 0.827" MAX LL DEFL = 0.013" @ 18'- 11.5° Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 18'- 11.5" Allowed = 0.200" MAX BC PANEL TL DEFL = -0.061" @ 3'- 11.4" Allowed = 0.514" MAX HORIZ. LL DEFL = 0.012" @ 17'- 0.0" MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0" 8-08-12 8-08-12 NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 199s at time of manufacture. '1' T '' T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6,00 p IlM-4x4 Q 6.00 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCOL=6,0, ASCE 7-10, 4 (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. 1.1 M-1.5x3 M-1.5x3 3 co co c::, O o _ g 1 M-3x4 M-3x8 M-3x4 y )- y 8-08-12 8-08-12 ,1 y y 1-06 17-05-08 1-06 0) PRo1e- JOB NAME : POLYGON PLAN 3-B - D2 5's a �s Scale: 0.3117 4 /P 1 I- WARNINGS: GENERAL NOTES,unless otherwise noted: 1p"/' 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 ;924110PE E r and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: D2 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 tap and bottom chords to be laterally braced at DES. BY: LJ Is the responsibility of the erector.Additional permanent bracingof 2'o.c,and at 10'o.c.respectively unless braced throughout their length by y/, R v " po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t,, SEQ. : 6035312 CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 'irW 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- ,{1 �N� '` design loads be applied to any component. and are for"dry condition"of use. 1 4 2,. ( . TRANS I D: 406433 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 cS necessary.ign `'� I';s 1 V fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 1".R^' 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center - I VIII II 0 III I IIII I III I I I II III TPINJTCA in BCSI,copies of which will be furnished upon request. git coincide nctwith jointacenter lines. 9,Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 D111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF q1&BTR SPACED 24,0" O.C. NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. 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 Design conforms to main windforce-resisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. TOTAL LOAD = 42 C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc .0 PSF Wind: 140 mph, h=21.4ft, TCOL=4.2,BCDL=6,0, ASCE 7-10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall VON. 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, 8-08-12 8-08-12 T T 12 6.00 IIM-4x4 12 3 6.00 m o� 4 0v ra _,o o,e_ CDiiiiiiiiiiiiiU//////iwi�//////iiiii./liiiiiliiiiiiiiiii/iiiii/iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii i o 1 0 M-3x4 M-3x4 y 1-06 y 17-05-08 y 1-06 y JOB NAME : POLYGON PLAN 3-B - D1 Scale: 0,4363 �5`` `�tO p►� c�,� s WARNINGS: GENERAL NOTES,unless otherwise noted: �4 VI � c-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 (- `92 0.r E 1-- Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designee �` <, 3.Additional temporary bracing to insure stability during construction2•Design assumes the top and bottom chords to be laterally braced at �' DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of 2'o.c,and et 10'a.c.suchrespectivelyaly unless braced throughout their length by r�mm► DATE: 8/21/2014 responsibilitybuilding designer. continuous sheathing such as plywoodrequired sheathing(TC)s and/or drywall BC. the overall structure Is the res onsibili of the 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. OREGON W SEQ. : 6035313 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- V , 2Q\� A, design loads be applied to any component. and are for"dry condition"of use. / TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If .0 14, �� fabrication,handling,shipment and installation of components. necessary. A RPM.t` 6.This design Is furnished subject to the!irritations set forth by8.Designlaesassumes adequate one dthiface is provided.a '"! 1 4..N•11111111111111111 8 Plates shall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center Fnes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late In inches. 10 Digits indicate connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 11 7.8=( -99) 146 7.2=(-496) 180 BC: 2x4 KDDF #18BTR SPACED 24.0" 0.C. 2-3=(-282) 106 108 8-5=(-129) 497 22.8=(-100) 351 353 WEBS: 2x4 KDDF STAND LOADING 4-5=(-622) 171 8-4=(-314) 229 IC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( 0) 76 BC LATERAL SUPPORT <= 12"0C, UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 18.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'. 0.0" -56/ 476V -156/ 72H 5.50" 0.76 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11'- 6.0" -127/ 680V 0/ OH 5.50" 1.09 KDDF ( 625) M,M2OHS,M18HS,M16 = MiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing,' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.010" @ 7'- 0.0" Allowed = 0.529" T 2-09-04 6 06 12 MAX LL DEFL = 0.013" @ 13'- 0.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.014" @ 13'- 0.0" Allowed = 0.200" 0-05-08 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079" @ 7'- 2.8" Allowed = 0.514" 12 12 MAX HORIZ, LL DEFL = 0.004" @ 11'- 0.5" 6,00 6.00 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. I I M-4x4 Design conforms to main windforce-resisting 4.,( system and components and cladding criteria. 3 ,�,( �� Wind: 140 mph, ht21,4En, osed, Cat.2, Exp. ASCE 7-10, RS)D (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3;4•00100.11111111000, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. ,� . M-1"5x3 4 co 0 co co 0 1rae 4. o =- M-1.5x3 1 M-3x8 M-3x4 c, 1 y y 2-09-04 8-08-12 y 1- > 11-06 1-06 JOB NAME : POLYGON PLAN 3-B - D3 Scale: 0.3840Cl� ` lzc 'o WARNINGS: GENERAL NOTES,unless otherwise noted: 4 .9 OPE 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: D3 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 bracingto insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ter p ry ty 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ±; I�.� DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON (( ifi CC 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. /�, SEQ. : 6035314 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 4- -'.¢�,,. 1 4 �(�'� .a_ design loads be applied to any component. and are for"dry condieon"of use. 1}.[- 6.Design assumes full bearing at alt supports shown.Shim or wedge if j�,}r l (�j TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the necessary. c ) `� 4. 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,end placed so their center ill I Mil IIII VIII 11 IIII IIII IIII TPI/WTCA in BCSI,copies of which will furnished upon request. 9 lines indicate size of plate In cennes. ter 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see E5R-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 111111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KODF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2-40(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O,C. 2.3=(-66) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BAG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -110/ 429V -7/ 54H 5.50" 0.69 KDDF ( 625) 1'- 9.2" -70/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) Connector plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) 1 C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc I M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6,00 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.) VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013' @ -1'- 6.0" Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX IL CREEP DEFL = -0.014" @ -1'- 6.0" Allowed . 0.200" MAX BC PANEL LL DEFL = 0,002" @ 1'- 0,1" Allowed = 0,050" MAX TC PANEL TL DEFL = 0.002" @ 1'- 0.2' Allowed = 0,148" MAX HORIZ, LL DEFL = -0,000' @ 1'- 11,2" MAX HORIZ, TL DEFL = -0,000" @ 1'- 11,2" NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4,2,BCDL=6,0, ASCE 7-10, Mo (A11 Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, o Truss designed for wind loads in the plane of the truss only. 0 v 0 os- ,- - �M-3x4 1 ), y y 1-06 2-00 (PROVIDE FW L BFARING:Jts:2,4,31 JOB NAME : POLYGON PLAN 3-B - El cap' GIN `(9 Scale: 0.9632 ! -. WARNINGS: GENERAL NOTES,unless otherwise noted: �(((��/ � pp 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 2..PE r Truss: El 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 responsibitty of the building designer. , 3.Additional temporary bracing to Insure staNlity during construction 2.Design assumes the tap and bottom chords to be laterally braced at DES. BY' LJ is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/Yr Po h Pa continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'CC DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown++ OREGON `'� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 37 _ W SEQ. : 6035315 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� A74 �N, A design loads be applied to any component. and are for"dry condition"of use. 6' '' 14 ny, �"'� TRANS I D: 406433 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 �,{�` p fabrication,handling,shipment and installation of components. necessary. 'Y/L*rl Fit 4-\" 9 P P 7.Design assumes adequate drainage is provided. 4::+l 6.This design is furnished subject to the(imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII II I 11111 (III VIII III VIII(III(IIITPIANiCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTftas Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015