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Plans (187) 11C1S� ,\ —()_c;1L1 ' En mg k CV-e:c -1 iTe MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-338_UPPER Fax 916/676-1909 POLYGON The truss drawing(s)referenced below have been prepared by MiTek USA,Inc.under my direct supervision based on the parameters provided by Pacific Lumber&Truss Co.. Pages or sheets covered by this seal: R45630230 thru R45630240 My license renewal date for the state of Oregon is June 30,2017. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. <"Q`ED PROFFS' �,5 ,0NGINEF9 s% 87022PE N yCC\'0j, OREGON rl� 1v/ c',IBER 1,' GS A. HE'ikv"Ps EX' '`:06/30/ if/ October 12,2015 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 POLYGON R45630230 PL15-338 UPPER F01 Floor 17 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:39 2015 Page 1 ID:SygOnTeSFZSjSNcS1 ttIDzR3Xv-XFZwBb3abIAE1 VHkOyAJTKZHyjk42CzUjOVh4yU BXs I 2-6-0 I o-F- 1 1 1-2-0 I 01_-_.1 Scale=1:32.8 1.5x3 II I 3x6= 1.5x3 II 3x4= 1.5x3 I 13x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e ® e e e o N = / 9 1004 16 15 14 13 12 1 17 3x4= 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-6-2 11-4-2I -4- 1-11-2I I 18-9-12 I 11b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— 16:0-1-8,Edael.17:0-1-8,Edclel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ltd 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 Ina YES WB 0.66 Horz(TL) 0.07 11 n/a n/a Weight:85 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid calling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=822/Mechanical,11=822/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2976/0,3-4=2976/0,4-5=3689/0,5-6=3689/0,6-7=-3386/0,7-8=2944/0,8-9=-2944/0 BOT CHORD 16-17=0/1772,15-16=0/3588,14-15=0/3366,13-14=0/3386,12-13=0/3386,11-12=0/1775 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, 7-12=-756/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. � s .42 c2 � v ' 87022PE c - / N N 2' cc'A OREGON ti� 4/tv A. HER EXPIRES:06/30/2017 October 12,2015 4 a ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mffekm connectors.This design is based only upon parameters shown,end a for an individual building * component,not _ _a truss system-Before use,the budding designer must verify the applicability of design parameters and properly incorporate.tha design into the overall ' � ..building design..'Bracing indicated a to prevent buckling of individual truss web and/or chord members only.'-Additional:temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication.storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Quality Criteria,DSI-89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630231 PL15-338 UPPER F02 FLOOR 5 1 _ Job Reference(optional) Pacific Lumber 8 Truss Co.,. Beaverton.Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:04:40 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-?R7JOx3CL315ffswafirN6Vc7EkpbW6jN73EWyUBXr I 2-6-0 1 1-9-8 11 1-2-0 11 1-6-0 11111-12 i I 2-5-8 11 1-2-0 Il 2-0-8 1 1 1-4-0 1 Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 II 3x6= 1.5x3 II 3x6 FP= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 oi a :o I:11 I. 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 I I 3x8= 3x6 = 12-7-4 I 8-8-12 11-5.4 12_6_41 17-4-12 21-5-17 8-8-12 I 2-8-8 b-7-0 b-7-0 I 4-9-4 f 4-1-0 Plate Offsets(X,Y)— 14:0-1-8,Edgel,17:0-1-8,Edgel.116:0-1-8,Edciel.122:0-1-8,Edael LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d 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 Ina YES WB 0.27 Horz(TL) 0.01 15 n/a n/a BCDL 5.0 Code 1BC2012/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) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-700/0,34=700/0,4-5=-304/27,5-6=304/27,7-8=-468/0,8-9=-468/0, 9-10=0/571,10-11=0/571,11-12=0/566 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, 15-16=22/297,1415=286/61 WEBS 6-19=504/0,2-23=705/0,420=540/0,6-20=0/535,7-19=-642/0,9-15=-821/0, 12-14=66/308,12-15=457/0 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. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. ��_t..D P R OF�ss �5 ANGINE4 o 444 - 87022PE N �Aj, OREG•N tic <N g0 EMBER -\ 4)OSA HECC EXPIRES:06/30/2017 October 12,2015 t I WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10/03/2015 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,not « - a truss system.Before use,:the building designer must verify the applicability of design parameters and properly incorporate this design into the overall ,:_.,..- building design.Bracing indicated is to prevent buckling of individual inns web and/or chord members only.Additional temporary and permanent bracing ..MiT ek' is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fill QuakyCriteria,D58-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630232 PL15338 UPPER F03 Floor 5 1 Job ReferencejoDtionall Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 Mitek Industries,Inc.Mon Oct 12 08:04:41 2015 Page 1 ID:SygD7CTgSFZSjSNcS1 ttIDzR3Xv-TehhcH4g6NQxHpR78MDnYIfgVXcgY3YGy1 tcmyyUBXq I 2-5-4 I I 1-2-0 I I 2-0.8 I 2-6-0 I I 7-4-4 I Scale=1:22.2 1.5x3 II 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 e 6 7 O Mil — N- N ' — e e e _P e ' _ 1 11 10 . 8 3x4= 1.5x3 II 3x4= 3x8= 3x4= 3-11-12 g� 12-9-0 2-8-4 10-7.4 13-7-0 1-6 8-7-1200-1 3-11-12 z-s-a 0-7-0 0-7-0 a 4-� Plate Offsets(X,Y)— 12:0-1.8,Edgel.f10:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSL DEFL. in (loc) Udefl 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 lncr 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 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=317/0-2-8,8=55/Mechanical,9=738/0-5-8 Max Uplift8=66(LC 3) Max Gray 12=321(LC 3),8=143(LC 7),9=753(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3==-565/0,3-4=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=-610/0,4-9=-841/0,6-8=-123/255,6-9=-444/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)12. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 5)CAUTION,Do not erect truss backwards. c.-3..cANON �'Qs/ 87022Pr 44 91.-- cv '5.y '0,, OR GON cf? �0 sMBER 1'� �� 0S A. HO; EXPIRES:06/30/2017 October 12,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDEDMITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a-.truss system.Before use,the budding designer must verify the applicability of design parametevs.and properly incorporate.this design into the overall '�� , budding design. Bracing indicated is to prevent buckling of individual tens web and/or chord membewonly'Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication;storage,delivery.erection and bracing of trusses and truss systems,see ANSI/fell Qually criteria,DS8-89 and BCSI Building Component - Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-338 UPPER F04 FLOOR 3 1 R45630233 Pacific Lumber&Truss Co., Beaverton,Oregon Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04422015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-yqF3pc5TtgYouz0Jh4k05zBrXwxEHWXPAhgIPyUBXp 2-6-0 Dao 1-2-12 I I 1-6-0 I I 1-2-0 I I 1-4-4 I 1-3-0 Scale=1:18.3 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II _ 3x4= 1.5x3 II 1 2 3 3x6 4 5 6 7 8 — o e o - e \• / e o e x e e 14 12 11 103x4= 3x4= 3x5= 1.5x3 II 9 3x6= 3x4 3-2-8 I 10-6-12 3-2-8 7-4-4 Plate Offsets(X,Y)— 15:0-1-8,Edgel.f10:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 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/TPI2007 (Matrix) Weight:51 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.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=559/0-5-8,14=81/Mechanical,9=278/Mechanical Max Uplift 14=-19(LC 4) Max Gray 13=559(LC 1),14=131(LC 8),9=282(LC 4) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/260,5-6=-429/0,6-7-429/0 BOT CHORD 12-13=260/0,11-12=0/429,10-11=0/429,9-10=0/291 WEBS 3-13=330/0,2-13=306/0,5-12=-286/0,3-12=0/470,7-9=372/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. -\<CREd PROFS 5 �NGINEF'9 s2 87022P- • ��ArFOR GON ti' 4/ BER A, A. HERNQ EXPIRES:06/30/2017 + October 12,2015 WARNING-V erdy design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE M/F7473 rev.10/07/2015 BEFORE USE. Design valid for use only with Mitch®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the bufdingdesigner must verify the applicability of design parameters and properly incorporate this design into the overall building design. Bracing indicated is to preventbuckfing of.individual truss Web and/or chord members only.Additional temporary and permanent bracing k/ is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding theiT�+^, ' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/iPl1 QuaBly"Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 t.Job Truss Truss Type Qty Ply POLYGON R45630234 4 1 PL15-338_UPPER FOS FLOORJob Reference(optional) 7.530 s Jul 11 2014 Mira Industries,Inc.Mon Oct 12 08:04:42 2015 Page 1 Pacific Lumber6Tmss Co., Beaverton,Oregon ID:SygD?CTrISFZSjSNcSIttIDzR3Xv-ygF3pc5TtgYouz0Jh4k05zBn2wr HUOPAhc91PyUBXp I 2-3-12 I I 1-2-0 11 1-0-0 j 2-6-0 I Scale=1:21.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 5 6 7 4 1 2 3 - • v N - co- _z, _, N O e e 9 8 12 11 10 = 354= 3x4= 1.5x3 II 3x4= 3x6 12-7-4 I I 12-7-4 Plate Offsets(X,Y)— 12:0-1-8,Edae1,f10:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/defl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.49 Vert(LL) -0.14 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 Ina YES WB 0.34 Horz(TL) 0.02 8 n/a n/a Weight:561b FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except end verticals. BOT CHORD 2x4 DF NtudlSt (fl t) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. WEBS 2x4 DF Stud/Std(flat) REACTIONS. (lb/size) 12=549/Mechanical,8=549/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1204/0,34=1204/0,4-5=1646/0,5-6=1646/0 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 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c 870022PE 9r 2' NSA OREG N IL Qk// OS A. HE.. EXPIRES:06/30/2017 October 12,2015 / .....ra ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USEmit Design valid for use only with MTek®connectors.This design isbased only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the applicab'ity.of design_parameters.and property incorporate the design into the overall Mitek' building design. Bracing indicated is to prevent bucking of individual truss web-and/'or choral members only.Additional temporary and permanent bracing M is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidanceGreenback Lane regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DSI-89 and ICSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Carus Heiatds.CA 95610 Job Truss Truss Type Oty Ply POLYGON PL15-338 UPPER F07 Floor 6 1 R45630235 Pacific Lumber&Truss Co., Beaverton,Oregon - Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12.08:04:43 2015 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-Q0pR1y65e_gfW6bVFnFFdAkOLKG00 ZPLMjgryUBXo I 2.6-0 1 0-9-8 1 1 1-2-0 I I 0-9-4 I 2-0-0 I I 2-5-8 1 1 1-2-0 1 1 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 s •a •e •° • v o \ / • N O b e" e ° ° s e e s e 16 15 14 12 11 ' 3x8 = 1.5x3 II 1.5x3 II I 3-6-8 14-1-8 14-8-8 I 7-8-12 I 10-5-4 111-04 111-7-4 I 13-9-4 3-6-8 7-0 3-0-4 Plate Offsets(X,Y)— f7:0-1-8,Edael,f8:0-1-8,Edgel x14:0-7-0 1-8, Edge1,f15:0-1-8,Edoe1 2-8-8 0-7-0 0-7-0 2-2-0 LOADING(psf) SPACING- 1-7-3 CSI, DEFL. in (loc) 1/defl Lid 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(TL) -0.04 15-16 >999 360 BCLL 0.0 Rep Stress Ina 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=670/0-3-8,10=223/0-2-4 Max Gray 16=328(LC 10),13=672(LC 9),10=236(LC 4) 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 BOT CHORD 15-16=0/567,14-15=0/570,13-14=0/466,12-13=0/314,11-12=0/314,10-11=0/314 WEBS 2-16=-612/0,5-13=595/0,5-14=0/291,7-13=-488/0,8-10=-353/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Alt plates are 3x4 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Provide mechanical connection(by others)of truss to bearing plate at joint(s)10. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ��co x.„�G NE- -,c? `S/O 870 2PE 44 9' tV �y �'oj, OREG N �� 40 O 41BER Al �O �sA. HEc' EXPIRES:06/30/2017 October 12,2015 WARNING- ,� e design gn parameters and READ NOTES ON THIS AND INCLUDED INTER REFERANCE PAGE MN-7473 rev.10Po3/I015 BEFORE USE. Design valid for use only with Mirekm connectors,This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the building designer must verify the-applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated'0 to.prevent buckling of-individual truss web and/or chord members only.Additional temporaryT ,” '' ' . is always required for stability and to prevent collapse with possibleHe and permanent bracing iTela. fabrication,storage,delivery,erection and bracing of trusss and trupersonalstems,see andAproperty damage.oBtyC For general guidance regarding dinthe a 7777 Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA0223�14,Cr8eria,DSB-89 and SCSI Building Component Suite 109 Greenback Lane Citrus Heiahts,CA 95610 Job Truss TNSS TypeQty Ply POLYGON R45630236 PL15-338_UPPER F08 Floor 2 1 Job Reference(optionall —Pacific Lumber&Truss Co.,. Beaverton,Oregon - -` ._ - - - 7.530 s Jul 11 2014 MTek Induslries,.Inc..Mon Oc 12.08:04:43 2515-Paye 1= ID:SygD?CTgSFZSjSNcS1ttlDzR3Xv-Q0pR1y65e_gfW66VFnFFdAkzkK6a0s?ZPLMjgryUBXo 2.0-0 I I 1 1-0-10 1 1 1-2-0 1 1 0-11-2 I Scale=1:33.2 1.5x3 II 3x6 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 II 5 6 7 8 9 10 1 2 3 4 e + T / e N O 'I' 1411 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-8-10 11-6-10 1g-1-101 I 19-0-4 I I 11-6-10 0.7-0 0-7-0 6-3-10 Plate Offsets(X.Y)— 16:0-1.8,Eduel,f7:0-1-8,Edael DEFL. in (loc LOADING(psf) SPACING- 1-7-3 CSI. ) Udefl Lid 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 Ina YES WB 0.67 Horz(TL) 0.07 11 n/a n/a Weight:861b FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puriins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 17=831/0-2-8,11=831/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. 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 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 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, 7-12=786/0 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. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. cz coG N - s/0 �� 87022PE 9r" , N nr 7 �'O), OREG•N ti,Q4// 9, F'I�BER 'V\®S A. HECk EXPIRES:06/30/2017 October 12,2015 ®WARNING-Verify design parameters.and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mlrek®connectors.This design is based only upon parameters shown,and is for an individual , building component,not a truss system.Before use,the building designer must verify tine applicability of design parameters.and property incorporate ths design into the overall lYi-tele, - 4 .. building design. Bracing indicated Is to prevent buckling of individuCltrusvweb and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and properly damage. For general guidance regarding the Greenback reenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 Qualty Criteria.DSB-89 and ICS!Building Component 7777 re Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Neiatrm.CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-338_UPPER F09 Floor 3 1 R45630237 Pacific Lumber&Truss Co.;- Beaverton,Oregon Job Reference(optional) 7.530 5 Jul 11 2014 Mitek Industries,Jnc._Mon Oct 12 08:04:44 2015 Page 1 ID:SygD?C-NSFZSjSNcS1 ttIDzR3Xv-uDNpE17jPIoWBGAipVmUAOHBSkSoIJEie?SGNHyUBXn I 2-6-0 I 1 1-0.14 I I 1-2-0 1 1 0-11-2 1 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 V ° o / ! _ �_ o/. a .a _ N \ IIS e g k 1 16 15 14 13 12 3x4= 3x8= 3x6 = 1.5x3 II 1.5x3 I I 3x8= 3x4 = 12-8-14 I 11-6-14 112-1-11 I 19-0-8 1 11-6-140-7-0 0-7-8 6-3-10 Plate Offsets(X,Y)- 16:0-1-8,Edgel,17:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Ioc) 1/deft Lid 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/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=832/0-2-12,11=832/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=3025/0,34=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 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, 7-12=-789/0 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. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 444 87022 „7 . 9f . . i cl 5. 0'oj`OR GON q, Q<U,, � O �SER�s A. HES; EXPIRES:06/30/2017 October 12,2015 ®WARNING- Verify design parameters and READ NOTES ON THIS AND INCLUDED M/TEK REFERANCE PAGE MlF7473 rev.10/03/2015 BEFORE USE. . Design valid for use only with Weir®connectors.This design is based only upon parameters shown,and h for an individual building component,not a truss system:.8eforeuse,the building,designer mustverify the.applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to-prevent buckling-Of individual truss web and/or chord members only.Additional temporary and permanent bracing IT(@IC, is always required for stabi09y and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AtiSffTPIl QuaMy Criteria,051.89 and KMBuilding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630238 PL15-338_UPPER F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon . - " `. 1 -- 7.530 s Jul 11 2014 Mi?ek Industries,Inc.Mon Od 1208:04:A42015.:Page 1 - - - ID:SygD?CTgSFZSjSNcSI ttIDzR3Xv-uDNpE17jPIoWBGAipVmUAOHAwlaPIPGie?SGNHyUBX11 I 2-6-0 I I 1-4-8 I I 1-2-0 I I 1-3-0 I 1-6-0 I Scale=1:18.9 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 e e ee o- — — 0 N v e 1. 11 10 9 3x4= S 3x6 = 1.5x3 II 3x4= 3x4= 1 7-4-0 1 7-11-0 1 10-11-0 I I 6-9-0 6-9-0 0-7-0 0-7-0 3-0-0 Plate Offsets(X,Y)— 14:0-1-8,Edae1,19:0-1-8.Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.27 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 Ina YES WB 0.29 Horz(TL) 0.01 8 n/a n/a Weight:50 lb FT=0%F,0%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 12=475/0-4-8,8=475/0-2-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1280/0,3-4=-1280/0,4-5=1062/0,5-6=1062/0 BOT CHORD 11-12=0/925,10-11=0/1062,9-10=0/1062,8-9=0/624 WEBS 2-12=-998/0,2-11=0/384,4-11=21/333,6-8=750/0,6-9=0/566 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)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. �� 87022PE 9r N 5 °..0)., OREG N cf,)O4N 9C, FMgER \\,„‘‘1, ps A- HE� EXPIRES:06/30/2017 October 12,2015 1 1 a A WARNING-Verify design parameters and READ NOTES.ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 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,not a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall Mak'design.Bracing indicated'a to prevent buckling ci individuatl Uss web and/t4 chordmrs embeonly.:Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPi1 Qualty Criteria,DSS-89 and SCSI Building Component Suite 109 - Safety Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL15-338_UPPER F11 Floor 3 1 R45630239 Job Reference(optional) _ Pactfic Lumber&Truss Co., Beaverton,Oregon _ v.530 s Jul l I 2014 Mitek Industries,Inc.Mon Oct 12 08:04:45 2015 Page 1 ID:SygD?CTgSFZSjSINcS1 ttIDzR3Xv-MPxCRe7LAbwNmQIuNCHjibpMU8zbUsXssfrgvjyUBXm I 2-5-4 I I 1-2-0 I I 2-0-8 1 2-6-0 I f 1-5-0 1 Scale=1:22.3 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 II 3x4= 1.5x3 I I 1 2 3 4 5 6 7 e I N L_ hill.. ° 1� 11 10 3x4= 1.5x3 I I 3x4 = 3x8= 3x4= 3-11-12 I 7-8-4 I 3-3-4 13- 10-4 I I 8-7-12 8� 12-9-12 2-8-4 0-7-0 0-7-0 0-1-8 4-8-0 011 4-0-8 Plate Offsets(XY)— 12:0-1-8,Edgel,f10:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d 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 Ina 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=317/0-2-8,8=60/0-2-12,9=739/0-5-8 Max Uplift8=64(LC 3) Max Gray 12=321(LC 3),8=146(LC 7),9=754(LC 8) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=565/0,3 1=-565/0,4-5=0/538,5-6=0/533 BOT CHORD 11-12=0/565,10-11=0/565,9-10=0/370 WEBS 2-12=610/0,4-9=-841/0,6-9=452/0 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)12,8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. • 4)CAUTION,Do not erect truss backwards. <c_0 PR°FES Ca NGINEFR wo 2 870 2PE /9<' • CP cV t-0,,OREGON ti�O4 v M8ER , Ls A. Heck EXPIRES:06/30/2017 October 12,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev.10Po312015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual bung component,not .,-.a irusssm ysfe .Before use,thebuildingdesigner must verify the applicability of design parameters and properly incorporate this design into the overall , ,..» .,.,.. building.design,Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporaryand permanent bracingX. - Wel(. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TN1 Quality Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane _ Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss TypeQty Ply POLYGON R45630240 PL15-338 UPPER F12 Floor 1 1 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:45.2015:Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-MPxCRe7LAbwNmOluNCHjibpMrBxTUsyssfrgvjyUBXm 2-6-0 I 1-9-8 I I 1-20 I I 1-3-4 I 1-6-0 Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 e e e ............,.........................................,......,:o N N t e e 8 3x4= 10 9 3x4= 3 3x4= x4 = I 4-6-8 4-6-8 I 0-7-0 5-1-8 I 0-7-0 I -00-42 Plate Offsets(X,Y)— 18:0-1-8,Edgel,[9:0-1-6,Edae) 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) -0.04 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 lncr 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 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. 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 WEBS 2-10=738/0,5-7=-572/0,5-8=0/382 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 4)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. tYlv i--,.-J `,NGwE�'. 4� 870 2PE �y NEAT OREGO el QZti �0' ��BER4\ OS A. HE"' EXPIRES:06/30/2017 October 12,2015 I 0 .r a WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev-10/03/2015 BEFORE USE. 111111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,thebuilding designer:mustverify tire applcabi sty-of design parameters and properly incorporate This design into the overall building design. Bracing indicated is toprevenll uckhng.of intl'aaduol lrusswe5aanc7/or cliord'kmembers only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Mil Quality CWOeda.DSI-89 and BCSI Building Component 7777Suite 109 Safely Informafion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Citrus Heiahts.CA 95610 I Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 1/4" Center plate on joint unless x,y I 6 4-8 I dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury Mir Dimensions are in ft-in-sixteenths. Ii.%, Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. 0-1/1 6" 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 116kIliiiite 4 may require bracing,or alternative Tor I oObracing should be considered. iii- � = 3. Never exceed the design loading shown and never � stack materials on inadequately braced trusses. For 4 x 2 orientation,locate C7-8 C6-7 5-6 Q 4. Provide copies of this truss design to the building BOTTOM CHORDS designer,erection supervisor,property owner and plates 0-14i' from outside all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MITek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. , The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR-131 1,ESR-1352,ESR 1988 responsibility of truss fabricator.General practice is tote 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 in all respects,equal to or better than that , Indicated by symbol shown and/or Trusses are designed for wind loads in the plane of the truss unless otherwise shown. specified. by text in the bracing section of the 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values or less,if no ceiling is installed,unless otherwise noted. BEARING established by others. ..."..' 15.Connections not shown are the responsibility of others. Indicates location where bearings (supports) occur. Icons vary but reaction section indicates joint 16.Do not cut or alter truss member or plate without prior ©2012 MiTek®All Rights Reserved approval of an engineer. ® number where bearings occur. 17.Install and load vertically unless Indicated otherwise. Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction, and pictures)before use.Reviewing pictures aloneDSB-89: Design Standard for Bracing. MhII* isnot sufficient. ;i•. BCSI: Building Component Safety Information, � � 20.Design assumes manufacture in accordance with 4 Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 ,, 3T-0' r I ri= i&'-5I " cA Alk BEV AIx.14, c3 (8) Er AleIN Er I Id 04 1 I Iii I WMr26.4IlliMill 45 es 6:12 C1 11 C 11.1.11111111111111111111.11111111 1 Lio 8: 2 6:12 B1 12 (2) ,i_r- Al / W 11.11A1.18:12 b p. I ISM' I CONFORMS 1 O DESIGN CONCEPT GARAGE I - -- - I CONFORMS TO DESIGN CONCEPT WITH 14'-? Dl I ©CONFORMS TO DESIGN CONCEPT REVISIONS AS SHOWN q /tell `� ri CONFORMS TO REVISIONS NOTEDDESIGN CONCEPT WITH NON CONFORMING-REVI1E AND RESUBMIT �� I 1T-3 l/!. ❑NON-CONFORMING—REVISE&RESUBMIT HIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE Y f: { REVIEWED 2 ,'.R Nt ',E I rasaLLri WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE DRAWMS SPECIFICAIx-.AND APPLICABLE c_-A1 r -IA,EFABFICA'DR;:ENDvV OF RESPO;SIBILI`v FOR CONFORMANCE WITH THE Fli,C,FirrY OVER THtSSHO,Dw:m:a:;. DESIGN DRAWINGS AND SPECIFICATIONS ALL OF B ICH HAVE PRIORITY By Alexia Fukui Date 9/22/14 OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. MILBRANDT ARCHITECTS By: Todd R. Eaton Date: September 19, 2014 CT ENGINEERING INC ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND PROJECT TITLE: ENGINEERED STRUCTURAL REVISION-1: DRAWINGS FOR ALL FURTHER ' PLAN 3B INFORMATION.RESPONSIBLE FORG USS DESIGNER/ENGINEER OF RECORD . mber PLAN: RESPONSIBLE FOR ALL NON-TRUSS DRAWN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING a 3-B DESIGNER ENGINEER OF RECORD TOPA NY € 1 CHECKED BY REVIEW AND APPROVE OF ALL i�- M DELIVERY LOCATION: SCALE.: REVISION-3: DESIGNS PRIOR ro CONSTRUC11ON 1/8"= 1' .,All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and:Truss. MiTek USA, Inc. I 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 TPUWTCA 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 shat)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). $ qi -,,, -ft pi 'If i dor ,t1 fp „ X1'26. (, 4A. ,tow-' Jt t�,,;%6(f 3 10141 I. # RES WW1 IIIIIIIIIIIIII 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.' TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF 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, M M2OHS, 18HS (16 no iTkprefix) = riepuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M20HS,M16HS,M16 = M>Tek MT series LL = 25 PSF Ground Snow (Pg) load duration factor=l,6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IAC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. M-1x2 or equal typical at stud verticals. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer to CompuTrus gable end detail for complete specifications. 7-01 7-01 1' I I M-4x4 3 12 12 Q 6.00 6.007 M-3x4 4 M-3x4 el o/ -/c v _ Tr c' 0 c. y y 1 )' 1-06 14-02 1-06 ��R>v0 P R Oj JOB NAME : POLYGON PLAN 3-B - Al Scale: 0.5115 \� ?fir . WARNINGS: GENERAL NOTES,unless otherwise noted: �1� tr]3��, sA,/�9 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual 4t' =%r $PE { and Warnings before construction commences. building component.Applicability of design parameters and proper Truss: AlIncorporation of component is the responsibility of the building designer. 2.2x4 compression web bracing must be installed where shown+, 2,Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their len gth by .+' r, a( DES. BY: U 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++ //,'� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. '}7 OREGON W SEQ. : 6035306 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, L/ •7;4 Oo design loads be applied to any component. and are for"dry fullmillion"beating of use / 1 4 2. li TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if A [� i it necessary. "✓f rl r O GA- V fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the enitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111 TPINJTCA in BCSI,copies of which will be furnished upon request. it coincide with joint acenter lines. 9.Digits Indicate size of plate in Inches, v� n MITekUSA,InC./CompuTru9Software7.6.6(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MlTek) EXPIRES:12/31/2015 1111111 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 8.1=(-115) 48 3.7=(0) 305 2x6 KDDF#1&BTR T1 SPACED 24.0" O.C. BC: 2x4 KDDF#1&BTO 3.4=(-818) 321 7-4o(-226 ) 658 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4.5=( 0) 76 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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 9999-5/ ( 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" 16.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF, ICOND, 2: Design checked for net(-5 usf) uplift at 24 "or. spacing.] M-1.5x4 or equal at non-structural J VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uonon MAX LL DEFL = 0.000" @ 11'- 4.0" Allowed = 0.150" MAX TL CREEP DEFL = 0.000" @ 11'- 4.0' Allowed = 0.200" Unbalanced live loads been MAX LL DEFL = 0.013' @ 27'- 0.0' Allowed = 0.150" considered for this have• MAX TL CREEP DEFL = -0.014' @ 27'- 0.0' Allowed = 0.200" 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 M,M2OHS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0,007" @ 25'- 0.5" Gable end truss on continuous bearing wall. MAX HOIZ. TL DEFL = 0.011" @ 25'- 0.5" C-1x2,6 or equal typical at stud verticals. NOTE:Design assumes moisture content does Refer to CompuTrus not exceed 19% at time of manufacture. Compurusable end detail for complete specifications. Design conforms to main windforce-resisting 12-09 12-09 system and components and cladding criteria. 12-09 [!M-4x4+ 5-08 7-01 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=8.0, ASCE 7.10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), T ( 2 ---/ Trussduration designedffor°wind6f load loads M-3x5 ... in the plane of the truss only. M 0 M-4x6 a t7 0 12 12 0 6,00 1 � Q 6,00 r' M-3x4+ 0 Q f- _ Q a 4 0 0 6 1 7 R. M-3x6+(S) M•1.5x3 M-3x4 k 1, y y 7-05 11-00 7-01 ; i, 1-06 25-06 y y-os 1 JOB NAME : POLYGON PLAN 3-6 - 61 ,A�t0 PRoxes Scale: 0.2470 5 GIN �t. WARNINGS: GENERAL NOTES,unless otherwise noted: . t� /:/ p l's*:, o 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4• .9r t•f E r- Truss: B 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. �„�'" DES. BY: L t 3.Additional temporary bracing to insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced et is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ' 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++ ti /�, 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. " QREGON ^V' SEQ. : 6035307 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, �? �lj ) c°'c. design loads be applied to any component. end are for"dry condition"of use. /t TRANS I D: 406433 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If d 1'4 fabrication,handling,shipment and installation of components. necessary. �f I''Fi '�` �Jt, 6.This is furnished subject to the limitations set forth 7.Design assumes adequate drainage is provided, 'vf 4. V 111111111111111111 by 8. shall located on both faces of truss,and placed so their center ' TPs design In BCSI,copies of which will furnished upon request. lines Plates shall be with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For bas9.Digits icicate size connectorpte In desi nn values see E5R-1311,ESR-1988 plate ° (MiTek) EXPIRES.12/31/2015 I IIIIIIIIIIIIII 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 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-10=(-391) 2382 3-10=(-285) 195 BC: 2x4 KDDF N1&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 <= 12"OC. UON. LL( 25.0)+OL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1761) 469 11- 6=(-713) 255 BC LATERAL SUPPORT <= 12"0C. 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 PSF Ground Snow (Pg) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ,IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 625) 37'- 0.0' -279/ 1725V -213/ 21 01 OH 5.50' 2.76 KDDF 3H 5.50" 2.76 KODF ( 625) ICOND. 2: Design checked for net(-5 osfl uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -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" 15-06 18-06 MAX HORIZ. 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 not exceed 19% at time of manufacture, 1212 Design conforms to main windforce-resisting 6.00 M-4x6 Q 6.00 system and components and cladding criteria. 4.0" Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 .,(+f (All Heights), Enclosed, Cat.2, Exp.B, MWFOS(Dir), M-5x6(S) -"%rr, M-5x6(S) load duration factor=1.6, Truss designed for wind loads 3. 44%%444,N14 ,4, in the plane of the truss only, 0.25" 0.25" o? co M-1.5x3 +I M 1.5x3 le cl c, O O _ o 1000tv 10 II 12 o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 0 M-3x5(S) 1 y 1 y 1 9-06-04 8-11-12 8-11-12 9-06-04 y y y 20-00 17-00 y y 37-00 1-06 1-06 �,,�0 PRO JOB NAME : POLYGON PLAN 3-B - C2 Scale: 0,1596 re ss WARNINGS: GENERAL NOTES,unless otherwise noted: 44 1I 4t. .g /P E 1" C2 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: 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. ��w 3.Additional temporary bracingto insure stability during construction 2.Design assumes the top end bottom chards to be laterally braced et #Jas""'• Pil ry 2'o.c.and at 10'o.c.respectively unless braced throughout their le th by ,,/�. nr DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywalC). !f. DATE' 8/21/2014 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREU`(7N (�" 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 7, �1% 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 and are for"dry condition"of use. '�.A ), 1 A O design loads be applied to any component. 6,Design assumes full bearing at all supports shown.Shim or wedge If TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the necessary• j ti L�„ fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA ifurnishedrequest cde with joint center lines. IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII of plate al MTeSAInc./ConpuTtusSoftware7.6.6)1L)-E io.FsiconectorpltedesgnvuesseeESR-1311,ESR-1588(MiTek) EXPIRES:12/31/2015 1/2015 Nil 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" iCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 DF #1&BTR; LOAD DURATION INCREASE = 1.15 2x4 KDDF #1&BTR T1, T4 SPACED 24.0" O.C. NOTE:Design assumes moisture content does BC: 2x4 DF #1&BTR; not exceed 19% at time of manufacture. 2x4 KDDF #1&BTR B1 LOADING LL( 25.0)+0L( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main windforce-resisting TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=23.Bft, TCDL=4.2,BCDL=8.0, ASCE 7-10, Connector plate prefix designators: r LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFAS(Dir), C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc load duration factor=1.8, M,M2OHS,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. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Refer or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 18-06 18-06 T 12-04-10 6-01-06 6-01-06 12-04-10 12 I'M-4x4 12 6.00 3 6.00 ii ••••••••••••••1r M-3x5(S) 4M-3x5(S) MM N ii/� 4 M-3x5(S) o M-3x4 M-3x4 y y 20-00 17-00 y ), ), 1-06 37-00 y y 1-06 JOB NAME : POLYGON PLAN 3-B - C4v`t,0 PR4F�1S Scale: 0.2219 � �/ (, �� WARNINGS: GENERAL NOTES,unless otherwise noted: + l7' . �+ 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an individual ' .9 . 0 P E t^' Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: 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 �r > AO DATE: 8/21/2014 responsibility designer. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC. M the overall structure is the of the building 3.2x Impact bridging or lateral bracing where shown++ �"i 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. q OREGON ,tri SEQ. : 6035309 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �ZJ �4As. ��(„ design loads be applied to any component and are for"dry condition"of use. /Q +� 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 �� fabrication,handling,shipment and Installation of components. necessary. A..�&PR)S ` B.This design is furnished subject to the limitations set forth 7.Designlaesassumes adequated both drainage is provided.and 'V1 4.1+ Milli VIII IIII IIII VIII I III VIII IIII IIII by 6.Plates shall be located on faces of truss, placed so their center TPIM(TCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center Ines. 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1111111 LUMBER SPECIFICATIONS TRUSS SPAN 38'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KODF N1&BTR; LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-309) 1509 8- 3=( 0) 266 2x6 KDDF 111&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 BRG REQUIRED BRG 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) 25'- 0.5" 0/ 855V 0/ OH 143.50' 1.37 KDDF ( 625) OVERHANGS: 18.0" 18.0' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP 37'- 0.0" -618/ 277V 0/ OH 143.50' 0.44 KODF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structural (GOND. 2: Design checked for net(-5 nsf) uplift at 24 "Sc spacin0.) vertical members (uon). VERTICAL DEFLECTION LIMITS: LL=LI240, 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,M2OHS,M18HS,M16 = MiTek 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 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 6-09-08f 'f 5-11-08 5-09 0- system and components and cladding criteria. ff f �-OS 18-03-08 f Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, 12 =M-4x4+ M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 's;16.00 Q 6.00 load duration factor=1.6, 6,00 �fTruss designed for wind loads o in the plane of the truss only. M-4x6 Gable end truss on continuous bearing wall. N n C-1x2,6 or equal typical at stud verticals. M 3x5+(S) Refer to CompuTrus gable end detail for .. complete specifications. r;, M-3x5(5) q M-3x4 Ci) 3 ° M M O O a' * 8 rar .� • - O o M-3x4 M-1.5x3 M-3x8 0.250 11 O M-5x6(S) M-3x5 M-3x4+ y ), ), y y y ,, y 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 1-06 37-00 y1-06 ���'�,0 RRp1retS,� JOB NAME : POLYGON PLAN 3-B - Cl Scale: 0.1712 lir ti /z/T ✓°17 WARNINGS: GENERAL NOTES,unless otherwise noted: CC •�4/, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual 4 l0r and Warnings before construction commences. building component.Applicadlity of design parameters and proper Truss: C 1 incorporation of component is the responsibility of the building designer. ,,- 4/ 2.204 compression web bradng must be St blued where shown*. 2.Design assumes the top and bottom chords to be laterally braced at ,+°'- 3.Additional temporary bracing to Insure stability during construction • "LC DES. BY: LJ is the res onsibili of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by p tY continuous sheathing such as plywood sheathing(TC)and/or drywall(B6). 7 A OREGON 4/ DATE' 8/21/2014 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ L. -if \ �A, SEQ. : 6O3�J31 O 5.4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibmty of the respective contractor. 1' 4 fasteners are complete and at no time should any loads greater than Design assumes trusses are to be used in a noncorrosive environment, ��. design beds be applied to any component. and are for"dry condition"of use. FLq n � TRANS I D: 406433 5.CompuTrus has no control over and assumes no respons b lily for the 8.Design assumes full bearing at all supports shown.Shim or wedge if r I!5 fabdcation,handling,shipment and installation of components. 7.Design sumes adequate drainage is provided. 6.This design Is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center n oo 11111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideintwith jointfaIn Inches.nche. EXP( EO:12y: I i 2 15 9.Digits ndsize oplateeto . MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIIIIIII 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 N18BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2.11=(-376) 2333 3.11=( -297) 198 BC: 2x4 KDDF N18BTR SPACED 24.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=(-2738) 534 11-12=(-267) 1959 11. 4=( -45) 563 3- 4=(-2513) 541 12-13=(-200) 1645 4-12=( -710) 250 2x4 KDDF STUD A LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 5=(-1757) 469 13.14=(-458) 2787 12- 5=( -352) 1302 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 6=(-1708) 506 14- 9=(-867) 4422 12- 6=( -676) 288 6-7- 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 OVERHANGS: 18.0" 18.0" 8- 9=(-4950) 999 7.14=( -360) 2427 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 SO.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: Desian checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013" @ -1'- 8.0" Allowed = 0.150" MAX TL 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 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" 12 12 NOTE:Design assumes moisture content does 6,00 M-4x6 4 6.00 not exceed 190 at time of manufacture. 4.0" Design conforms to main windforce-resisting 5 ff system and components and cladding criteria. M•5x6(S) ‘44% M-3x4 Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 1'" M-5x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 0.25' load duration factor=1.6, Truss designed for wind loads ;g 0.25" in the plane of the truss only. c� 811111111 M-1.5x3iir/ +1 +: +t + M-1.5x3 ee� 03 14 i;� _ 4M3X10 4 0 I 'M-3x6 10.25" 12 iiliiii 13 1�• g o M-3x8 M-5x6 O M-5x8(S) - i 3.00 3.00 la 12 12 J' y y y y y y y 9-05-06 9-00-10 2-03-0$ 7-10-08 y 8-04 y1 06y. 20-09-08 y y y 7-10-08 8-04 y1-06y 1.06 37-00 1-06 JOB NAME : POLYGON PLAN 3-B - C3 Scale: 0.1596 �c�.<(„, N Q��674, WARNINGS: GENERAL NOTES,unless otherwise noted: 45 /n / 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 >S211,P E 1"" 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. er DES. BY LJ 3.Additional temporary bracing to Insure stabiFty during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 40 ".' DATE: '8/21/2014continuous sheathing such as plywood sheathing(TC)and/or drywall C. the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing requairedired 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. 7L/ OR EGCi ik �f.:: SEQ. : '6035311 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, `V TRANS I D: 406433 design loads be applied to any component and are for"dry condition"of use. ri 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If Q 1 4 20 {4 fabrication,handling,shipment and Installation of components. necessary.7. �C 6.This design is furnished subject to the imitations set forth 7.PlatesPshall assumes located on drainage is provided. a. 'r7�1`'ri R`` " 11111 VIII VIII VIII VIII VIII VIII IIII 101 TPINVTCA in BCSI,copies of which will be furnished upon request. 8 es coinddewith Joint ontetr lines. of truss,and placed so their center r i L MiTek USA,Inc./CompuTrus ORI UTrua Software 7.6.6(1 L)-E e in Inches. 0.For ibasic connector plts Indicate size of atetdesign values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF Al&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- 8=(-279) 219 SPACED 24.0" O.C. 2- 3=(-1121) 284 8- 6=(-218) 931 8- 4=( -44) 469 BC: 2x4 KDDF S1ANDR 3- 4=( -839) 188 8- 5=(-279) 219 WEBS: 2x4 KDDF STAND 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' BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: C,CN,C18,CN18 (or no prefix) == ComompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0° -150/ 904V -91/ 91H 5.50" 1.45 KDDF ( 625) M,M20HS,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 'GOND, 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.013' @ -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 ,r 1 NOTE:Design assumes moisture content does 4-06-12 4 02 4-02 4-06-12 not exceed 19% at time of manufacture. ,r ,( T T Design conforms to main windforce-resisting 1212 system and components and cladding criteria. HM-4x4 4 6.00 6.00 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 .i'y' load duration factor=l.6, _j( Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 c3 M0 O mm i 4 o 8 Js; o M-3x4 M-3x8 M-3x4 y y 1, 8-08-12 8-08-12 ,1 1' )' )' 1-06 17-05-08 1-06 �9, 0 P R QFeS JOB NAME : POLYGON PLAN 3-B - D2 Scale: 0.3117 �• 5� WARNINGS: GENERAL NOTES,unless otherwise noted: .C PE /" 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D2 and Warnings before construction commences, building component.Applicability of design parameters and proper. 2.2x4 compression web bracing must be installed where shown+• Incorporation of component is the responsibility of the building desgner. ✓- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at a< 2'o.c.and at 10'o.c.respectively unless braced throughout their length by r ► . 01011. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). nts. / " DATE: 8/21/2014 the overall structure Is the responsibility otthe building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON t C/� �]C 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ. : 603531 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, �G�h 4„OREGON Y 1 4 a\ .1 - TRANS loads be applied to any component. and are for"dry condition"of use. V -C" TRANS I D: 406433 5,deCsign ign n has no control over and assumes no responsibility for the 8'necessary.Dassumes full bearing at all supports shown.Shim or wedge If 'litt �,P fabrication,handling,shipment and Installation of components. 7.Design umes adequate drainage is provided. R A 1 L`"' 6.This design is furnished subject to the Irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIII TPINYTCA In SCSI,copies of which will be furnished upon request. 9 (Digits indiiccat de with ejof plate center 9 qtt MiTek USA,Inc.ICompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) EXPIRES.12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5' TC: 2x4 KDDF #tABTR LOAD DURATION INCREASE = 1.15 'COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.' BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOTE:Design assumes moisture content does TC LATERAL:.SUPPORT <= 12°OC. UON, not exceed 19% at time of manufacture. BC LATERAL'SUPPORT <= 12"OC. UON. LOADING LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF Design conforms to main d claddingresisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C,CN,C18,CN18 (or no pprefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF M,M20HS,M18HS,M16or = Mek MT series Wind: 140 mph, h=21.4ft, TCDL=4,2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall 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. T 8-08-12 8-08-12 12 T 6.00[7 IIM-4x4 12 3 -' 6.00 i' M O, 0,,_ O O / /////////////////////////////////////////////////%/////////////////////////////////////////////////////////////////////////////////// // O 1 0 M-3x4 M-3x4 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D1 t0PRpr, Scale: 0.4363 �CJ� \`y��('alJ�j /{hg7p`�`s/0 WARNINGS: GENERAL NOTES,unless otherwise noted: {C./ 9(]2/1 r'! I, 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 4' o�,r2®s PE t' Truss D1 and Warnings before construction commences. building component.Applicability of design parameters and proper �r 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ' ,// ' gliew DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at Is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by d/ DATE: 8/21/2014 the overall structure is the responsibility of the building designer. continuous sheathing such as plywood ing(TC)and/or drywall(BC). ,- 3.2x Impact bridging or lateral bracing required where shown++ t/ ty. 4.No load should be appeed to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. `«, OREGON N �j,+• SEQ. : 6035313 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, (x `V TRANS I D: 406433 design loads be applied to any component. end are for"dry condition"of use. t 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If © 14 2.. 11,0' fabrication,handling,shipment and installation of components. necessary. /We f- 6.This design Is furnished subject to the limitations set forth 7.Design assumes adequate drainage is truss, provided. 'rl�"p p t O- d so heir center I/WTCA 11111101111111111 MTe 3A°Inc./CompuTrus I,copies of Ich s f e furnished be 7 s 6(1L>E request. lines19.0.8. is indicashall te size of ed plate Igth weluees �see aESR 1311�ESR`196a(MITek) �.ii r1 r EXPIRES:12/31/2015 IIIIIIIIIIIIII This IFdesignICLUMBER-BpreparedC from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 11'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 11 7-8=( -99) 146 7-2=(•496) 180 BC: 2x4 KDDF 91&BTR SPACED 24.0" O,C. 2-3=(-282) 108 8.5=(•129) 497 2.8=(-100) 351 WEBS: 2x4 KDDF STAND 3.4=(•320) 106 8-3=( 0) 143 LOADING 4-5e(-622) 171 8.4e(-314) 229 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5.6=( 0) 76 BC LATERAL SUPPORT <= 12'OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0.0" 18.0" LOCATIONS REACTIONS REACTIONS SIZE SQ IN. (SPECIES) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -56/ 476V -156/ 72H 5.50" 0.76 KDDF ( 625) Connector plate prefix designators: 1 C,CN,C18,CN18 (or no prefix)) == CompuTrus, Inc LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1'- 6.0" -127/ 680V 0/ OH 5.50" 1.09 KDDF ( 625) M,M2OHS,M18HS,M16 = NiTek MT series REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: DesiOn checked for net(-5 psfl uplift at 24 "oc spacing.) BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L1240, TL=L/18 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL LEDLL -0.010" M 7'- L0.0"/24 Allowed 0 0.529' 2-09 04 8-08-12 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 8 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. TL DEFL = 0.005' @ 11'- 0.5" Q 6.00 6.00 NOTE:Design assumes moisture content does not exceed 19N at time of manufacture. HM-4x4 Design conforms to main windforce-resisting 3� system and components and cladding criteria: 111% Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M 3x4 Truss designed for wind loads in the plane of the truss only. 1 p M-1.5x3 4 rA 10 -4111111111111111111111111111111111111111111111111111111111111111n M1 0 CIi M O i r-e� �. 1 O f 7►illi B11.1.1M141111.1.1.11.11 8 M-1.5x3 M-3x8 M-3x4 I I I 2-09-04 8-08-12 I I I 11-06 1-06 R> 0 PR(?Fes JOB NAME : POLYGON PLAN 3-B - D3 Scale: D.3840 / � ° WARNINGS: GENERAL NOTES,unless otherwise noted: 17 4' ! PL 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: D3and 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 responsibiGry of the building designer. 3.Additional temporary bracingto insure stability dude construction 2.Design assumes the top and bottom chords to be lateraly braced et po ry ry 9 2'o.c.and at 10'o.c.respectively unless braced throughout their length by „}'.rM4mim►,. 410: �• DES. BY: U 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 la the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OREGON K,/ 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsidlity of the respective contractor. SEQ. : 6035314 fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, /�y �w 1 4 r�Q. � and are for"dry condition"of use. V + design loads be applied to any component. 6.Design assumes full bearing at all supports shown.Shim or wedge if �+. TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the necessary. 44'I 0 iii.+ fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. -6.This design Is furnished subject to the Irritations set forth by B.Plates shall be located on both faces of truss,end placed so their center 1111111 11111 VIII 111111111 III VIIIVIII VIII MIN TPIMRCA in BCSI,copies of which will be furnished upon request. fines coindde with 9.Digits indicate size)of plate inoint rinches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic cannector plate design values see ESR-1311,ESR-1988(NiTek) EXPIRES;12/31/2015 IIIIIIIIIIIIIIThis design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 76 2.4=(0)0 BC: 2x4 KDDF N1&BTR SPACED 24.0" O.C. 2-3=(-66) 15 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12'OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE 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,pplate prefix designators: C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc LL = 25 PSF Ground Snow (Pg) 2'- 0.0' -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) 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. ICOND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ -1'- 6.0' Allowed = 0.150" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL 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. Ok Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, Q Truss designed for wind loads in the plane of the truss only. of- c, o 2��� o� 4► il M-3x4 y y )- 1-06 1-06 2-00 'PROVIDE FULL BFARING;Jts:2,4,3I JOB NAME : POLYGON PLAN 3-B - El Scale: 0.9632 ,3. ,�,..,G/,yNRa�fipi,�r/0 1P17 1- WARNINGS: GENERAL NOTES,unless otherwise noted: 44.r� L'!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 'It. «92 0.P E ['- Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,r^ / 2.2x4 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. / ,,p' DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,r� '.. continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ...0 r r - 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++ st 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "f>•' OREGON �' 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, A„ -j - A. design loads be applied to any component. and are for"dry condition"of use. / 11- 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 d 14 2 �Q'�' fabrication,handling,shipment and installation of components. necessary. 4If�RIO- 6. y L` 6.This design is furnished subject to the GMtations set forth 7.Designlasassumes adequateatedon drainage is provided.truss,and '7 1. 11111111111111111111 by 6.Plates shall be located both nes. of placed so their center TPIMlTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E e In inches. 10.For basiciconnectocate size rplf ate[design values see ESR-1311,ESR-1988(MITek) EXPIRES:12/31/2015