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Plans mo iNom mit ctce „ij MiTek® 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 ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. <cc o PRoFess ��5 �NGINELcR /O `r 87022PE 9r cv �%,) OREGON ti� SUN 9�, FMeEB \\ �o �s A. H vik' EX' '` :06/30/ 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:SygD?CTgSFZSjSNcSl ttIDzR3Xv-XFZwBb3abIAE1 V HkOyAJTKZHyjIt42CzUjOVh4yUBXs I 2-6-0 I f0-10-2 11 1-2-0 II 0-11-2 1 Scale=1:32.8 1.5x3 I I 3x6= 1.5x3 II 3x4= 1.5x3 I I 3x4 = 3x4= 1.5x3 II 3x6= 1.5x3 II 1 2 3 4 5 6 7 8 9 10 e e 0 0 e B 1,- 17 17 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 I I 1.5x3 I I 3x8= 3x4= 12-6-2 I 11-4-2 1(1-11-21 I 18-9-12 I 11-4-2 b-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— 16:0-1-8,Edael,17:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft L/d 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 Incr YES WB 0.66 Horz(TL) 0.07 11 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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 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=0/3386,13-14=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. R:GIPNREOFFFss/O��� � � R �9 � 87022PE ' / y fiATOREGON ti° tU -9 0 ,1/ ER �,� �O OS A. HEY, EXPIRES:06/30/2017 October 12,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.1W03/2015 BEFORE USE. Design valid for use only with M7ek®connectors.This design k based only upon parameters shown,and is for an individual building component,not Mill, 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 truss web and/or chord members only.Additional temporary and permanent bracing Mileke 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/TP11 Quality Criteria,DSB-89 and BCSI 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 R45630231 PL15-338_UPPER F02 FLOOR 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:40 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-?R7JOx3CL315ffswafiY?Y6Vc7EkpbW6jN73E WYUBXr I 2-6-0 1 1-9-8 1 1 1-2-0 11 1-6-0 II 1-1-12 1 1 2-5-8 1 1 1-2-0 1 1 2-0-8 I I 1-40 1 Scale=1:37.5 1.5x3 II 1.5x3 II 1.5x3 I I 3x6= 1.5x3 I I 3x8 FP= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 12 13 e - a ®e faN 23 22 21 20 19 18 17 16 15 14 1.5x3 II 3x5= 3x6 FP= 1.5x3 II 3x8= 3x6 = 12-7-4 I 8-8-12 I 11-5-412-0-4i I 17-4-12 I 21-5-12 I 8-8-12 2-8-8 bb--7-0 -7-0 4-9-8 4-1-0 Plate Offsets(X,Y)— [4:0-1-8,Edgel,17:0-1-8,Edgel.[16:0-1-8,EdaeL[22:0-1-8,Eduel 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/TPI2007 (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=700/0,3-4=-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=-22/297,14-15=-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=457/0 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. „AO PR R OFFS ��\5� ,. BFR s I N iOA. 870 2PE r -y �Aj, OREGON (yam O<U 90 AMBER 1,� 'sOS A. HEC'\P EXPIRES:06/30/2017 October 12,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/032015 BEFORE USE. Design valid for use only with Mick®connectors.This design 6 based only upon parameters shown,and is for an individual building component,not tq 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 truss web and/or chord members only.Additional temporary and permanent bracing Mi IT ek$ 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/1PI1 Quality Criteria,DSB-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 R45630232 PL15-338_UPPER F03 Floor 5 1 Job Reference(notional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:04:41 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-TehhcH4g6NQxHpR78MDnYifgVXcgY3YGy1 tcmyyUBXq 1 2-5-4 I I 1-2-0 I I 2-0-8 I 2-6-0 1 1 1-4-4 Scale=1:22.2 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 ® e IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII I N 1111.111111111111 — re e e �O I. 0 \ / 1K 11 10 8 8 3x4= 1.5x3 II 3x4= 3x8 = 3x4= 3-11-12 1 2-8-4 1 3-3- 1 30T:040_111 -104 II II 8-7-12 B�tS 12-9-0 I 2-8-4 0-7-0 0-7-0 0-Y$ 4-8-0 s-1b 3-11-12 Plate Offsets(X,Y)— 12:0-1-8,Edoe(,(10:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (Inc) I/deft 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 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=317/0-2-8,8=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. ,��E� P R oFFss �� ENGINE 7 /�2 87022Pi-. yr . ' N �'oi,OR GON z OWN O MQER On A. HE¢N4 EXPIRES:06/30/2017 October 12,2015 t 8 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE 8111.7473 rev.10/03/2015 BEFORE USE. 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 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 truss web and/or chord members only.Additional temporary and permanent bracing MMak` 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safety Intormaion 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 R45630233 PL15-338_UPPER F04 FLOOR 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc. Mon Oct 12 08:04:42 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-ygF3pc5TtgYouzoJh4k05zBrXwxEH WXPAhc91PyUBXp 2-6-0 1 0-6-4 I 1 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 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 3x4= 1.5x3 I I 1 2 3 3x6 4 5 6 7 8 0 o e oo 0 `..i' O /V iN N e e o e ° < o 14 12 11 103x4 9 3x5= 1.5x3 II 3x4= 3x6= 3x4= • 3-2-8 I 10-6-12 I 3-2-8 7-4-4 Plate Offsets(X,Y)— 15:0-1-8,Edgel,(10:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (lac) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.01 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 Inc- 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.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=559/0-5-8,14=81/Mechanical,9=278/Mechanical Max UpIift14=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. �Ea PRopen `( . , - / mac ... R02y '`r 87022P1 r yi; rc 7 ^0j,OR GON c15' „it/ �' M$ER 1 ' OS A. HECk EXPIRES:06/30/2017 October 12,2015 f a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MI1-7473 rev-10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not NI. a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate the 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 MiTek° 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/TPI1 Quality Criteria,DSB-89 and SCSI Building Component 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 R45630234 PL15-338 UPPER F05 FLOOR 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:42 2015 Page 1 ID:SygD?CTgSFZSjSNcSIttIDzR3Xv-yciF3pc5TtgYouz0Jh4k05zBn2wr_HUOPAhc9IPyUBXp I 2-3-12 I I 1-2-0 1 1 1-0-0 1 2-6-0 Scale=1:21.9 1.5x3 I I 3x4= 1.5x3 I1 3x4= 1.5x3 I I 3x4= 1.5x3 II 1 2 3 4 5 6 7 e . /OM I'' a — E` e 12 11 10 9 8 3x4= 1.5x3 II 3x4= 3x6= 3x4-- I I 12-7-4 I 12-7-4 Plate Offsets(XX)— 12:0-1-8,Edge),110:0-1-8,Edge) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 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 Incr YES WB 0.34 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (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. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1204/0,3-4=-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. �( O PRQFFss ��c\� NG'NEFR i029 87022PE �' 7 N �N N -0j, OREG N ti� <U 9O BER \\ �O °S A. HO\ EXPIRES:06/30/2017 October 12,2015 1 __ t a WARNING-Verity 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 M7el&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 �A building design. Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 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/TPI1 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 Type Qty Ply POLYGON R45630235 PL15-338_UPPER F07 Floor 6 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:04:43 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-Q0pR1 y65e_gf06bVFnFFdAkOLKG00_ZPLMjgryUBXo I 2-6-0 I 0-9-8 I I 1-2-0 1 1 0-9-4 1 2-0-0 I I 2-5-8 1 1 1-2-0 I I 1-11-0 I Scale:1/2"=1' 1.5x3 II 1.5x3 II 1.5x3 II 1.5x3 I I 1 2 3 4 5 6 7 8 9 • • • .• o a e a e • N1.11111.111.11.11.°11.11.111.11 \— —ir"IllNkoi0000i44444ir ___ 000011. V 16 15e 14 12 11 i 3x8= 1.5x3 II 1.5x3 II I 3-6-8 1 4-1-8 1 4a8 1 7-8-12 I 10-5-4 111-0-4 111-7-4 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(XX)— 17:0-1-8,Edgel,18:0-1-8,Edael.114:0-1-8,Edge1,115:0-1-8,Edael LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft 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 Incr YES WB 0.16 Horz(TL) 0.01 10 n/a n/a j BCDL 5.0 Code IBC2012/TPI2007 (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)All 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. '��Ep P R pFes ����5 OAGIN -ER rSj0 870 2PE r y �Aj, OREG N (y5�<v 90 AMBER 1'` SSA. HO; EXPIRES:06/30/2017 October 12,2015 6 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MlI-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with Mrrekc connectors.This design is based only upon parameters shown,and is for an individual building component,not �A 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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Milekt 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/TPI1 Qualify Criteria,D5B-89 and BCSI 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 R45630236 PL15-338_UPPER F08 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:43 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttlDzR3Xv-Q0pR1 y65e_gfMbV FnFFdAkzkK6a0s?ZPLMjgryUBXo I 2-6-0 I 1 1-0-10 j l 1-2-0 ii 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 N,..2. / /� o\o a N a 1 16 15 14 13 12 3x4 = 3x8= 3x6= 1.5x3 II 1.5x3 II 3x8= 3x4= 12-8-10 I 11-6-10 1R-1-101 I 19-0-4 I 11-6-10 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— 16:0-1-8,Edge),(7:0-1-8,Edae) 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 IBC2012ITPI2007 (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=831/0-2-8,11=831/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)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. ���ED PRQFFs �c\� �NG'NFFR s/`2 870 2PE v1--- -y N � ,Aj, OREGON ti� <U� 90, EMBER 1\ O r`sA. HE" EXPIRES:06/30/2017 October 12,2015 i I IMMIN ®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 M7ekE connectors.This design is based only upon parameters shown,and is for an individual building component,not L9 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 truss web and/or chord members only.Additional temporary and permanent bracing MiTek° 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/TPI1 Qualify Criteria,DSB-89 and BCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R45630237 PL15-338_UPPER F09 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:44 2015 Page 1 ID:SygD?CTgSFZSjSNcS1 ttIDzR3Xv-uDNpEl7jPIoweGAipVmUAoH8SkSolJEie?5GNHyUBXn I 2-6-0 I 1 1-0-14 11 1-2-0 10 2 1 Scale=1:33.2 1.5x3 I I 3x6 = 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4= 1.5x3 II 3x6= 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 1 4 Q o e o_ _ N ilill _ \ 1‘.° • O oO _ .. L' .. C 1 16 15 14 13 12 3x4 = 3x8= 3x6 = 1.5x3 I I 1.5x3 I I 3x8= 3x4 = 12-8-14 1 11-6-14 12-1-11 1 19-0-8 11-6-14 0-7-0 0-7-0 6-3-10 Plate Offsets(X,Y)— 16:0-1-8,Edge1,17:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.43 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 BOLL 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. (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=3025/0,3-4=-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 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. �``�ED PROFe 87022Pi: ! fi N "c>, OR GON (15'O(U COMBER \ PSA. HEP'‘•4 EXPIRES:06/30/2017 October 12,2015 t a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. L, 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,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 truss web and/or chord members only.Additional temporary and permanent bracing MTek` 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 re 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 R45630238 PL15-338_UPPER F10 Floor 5 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Mon Oct 12 08:04:44 2015 Page 1 ID.SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-uDNpEI7jPIoW8GAipVmUAOHAwkZPIPGie?5GNHyUBXn I 2-6-0 I I 1-4-8 I I 1-2-0 I I 1-3-0 I 1-6-0 Scale=1:18.9 1.5x3 II 3x4= 1.5x3 Il 3x4= 1.5x3 II 3x4= 1.5x3 Il 1 2 3 4 5 6 7 e N N A° 2 .77._ e ,, e e 1i 11 10 9e3x4= 8i' 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,Edael.19:0-1-8,Edae] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 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/TP12007 (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=475/0-4-8,8=475/0-2-8 FORCES. (Ib)-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. ,c0 PROF6, c��` 1,\G 4-,4 `s/D 2 'w 87022PE 9t' N N IV I 0'oj, OREG N ti,Ott/ 9O �M8E •RA On A- HeS''�P EXPIRES:06/30/2017 October 12,2015 t e pe ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. r Design valid for use only with MTel&connectors.The 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 truss web and/or chord members only.Additional temporary and permanent bracing Mitek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 7777 Greenback Lane fabricafion,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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 R45630239 PL15-338_UPPER Flt Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Mon Oct 12 08:04:45 2015 Page 1 ID:SygD?CTgSFZSjSNcS 1 ttlDzR3Xv-MPxCRe7LAbwNmQIuNCHj ibpMU8zbUsXssfrgvjyUBXm I 2-5-4 I I 1-2-0 1 1 2-0.8 I 2-6-0 I I 1-5-0 I Scale=1:22.3 1.5x3 II 3x4= 1.5x3 II 3x4= 3x4 II 3x4= 1.5x3 II 1 2 3 4 5 6 7 e® e _ e. o IPIIIIIIIIIII"- — o N N -7 o a e e e „ 1 E 11 10 MI 3x4= 1.5x3 I I 3x4 = 3x8= 3x4= 3-11-12 I 2-8-4 I3-34 I3-104 I I 8-7-12 8 yt 12-9-12 I 2-8-4 0-7-0 0-7-0 O-[I-S 4-8-0 0i$ 4-0-8 Plate Offsets(X,Y)- 12:0-1-8,Edael,f10:0-1-8,Edael 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 IBC2012JTPI2007 (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 UpIift8=-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=-565/0,3-4=-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=-841/0,6-9=-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. 2 �� 87G.0 2PE �9r C1 y �Aj, OREGON ti� <ti 90 FMBER 1� ... OS A- HER�Q EXPIRES:06/30/2017 October 12,2015 t 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE Mil-7473 rev.10/032015 BEFORE USE. e 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 truss web and/or chord members only. Additional temporary and permanent bracing MiTek 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component 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 R45630240 PL15-338_UPPER F12 Floor 1 1 Job Reference(optional) 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-MPxCRe7LAbwNmQIuNCHjibpMr8xTUsyssfrgvjyUBXm I 2-6-0 I 1-9-8 1 I 1-2-0 11 1-3-4 1-6-0 I Scale=1:16.5 1.5x3 II 3x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 N yy�/ N ee ee(\/� \\ 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,Edgel,19:0-1-8,Edge1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL- in (lac) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.04 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 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. c �ED PRQ16�� GNFFS/ �\ ARO 14, 44/ -V— kc-- 870 870 2PE y(-1Z\ \ � Aj, OREGO (1�� 9CI FM$ER \1 ' �`s A. H59` - EXPIRES:06/30/2017 October 12,2015 1 t ®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 MiTehS connectors.This design k based only upon parameters shown,and is for an individual building component,not �4 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 truss web and/or chord members only.Additional temporary and permanent bracing MiTek' 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/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Suite 109 Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Carus Heights,CA 95610 Symbols Numbering SystemGeneral Safety Notes PLATE LOCATION AND ORIENTATION 1 3/4' Center plate on joint unless x,y I 6-4-8 I dimensions shown in ft-in-sixteenths offsets are indicated. (Drawings not to scale) DamageFailureto orFollow Personal Could InjuryCause Property ram Dimensions are in ft-in-sixteenths. ii4 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 or X-bracing,is always required. See BCSI. Q.T/ �� 2. Truss bracing must be designed by an engineer.For 6 wide truss spacing,individual lateral braces themselves MlrlilEp may require bracing,or alternative Tor I p bracing should be considered. O 1�� O rfrl 3. Never exceed the design loading shown and never stack materials on inadequately braced trusses. 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate ..7 .6 designer,erection supervisor,property owner and plates 0-''u' from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. 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 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 specified. by text in the bracing section of the truss unless otherwise shown. 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 BEARING or less,if no ceiling is installed,unless otherwise noted. 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. I1MI14, 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(frontback,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. w Te k 0) BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 p CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT WITH " REVISIONS NOTED ❑ CONFORMS TO DESIGN CONCEPT WITH 0 NON-CONFORMING-REVISE&RESUBMIT REVISIONS AS SHOWN TIHWITH SHOPCE DRAWING HAS BEEN REVIEWED FOR GENERAL ELIEVECONFORMANCE 3r4 ❑ NON-CONFORMIN -REVISE AND RESUBMIT 4YITH CESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE FABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH DESIGN - -- - - C HANGS.SPECIFICATIONS,AND APPLICABLE CODES,ALL OF WHICH HAVE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE PRIORITY OVER THIS SHOP DRAWING WITH THE DESIGN CONCEPT ON Y AND DOES NOT RELIEVE THE By Alexia Fukui Date 9/22/14 FABRICATOR/VENDOR OF RESPO SIBILITY FOR CONFORMANCE WITH THE M ILBRANDT ARCHITECTS DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH HAVE PRIORITY V 16'�i" OVER THIS SHOP DRAWING, CONTRACTOR SHALL VERIFY ALL DIMENSIONS, By: Todd R. Eaton Date: September 19, 2014 Is.L ot CT ENGINEERING, INC ...... ...... i„ . ...... ..- \ • C3 (8) 6.12 — t? mar a6 it 6:12 (11) Cl 0 (2)--8: ill 1 ® 816:12 12 1 1 1 .§- Al b 6:12 ,.1Z 41- _ / W D2 (3) _ / F GARAGE D1 14'-2' 1T=3 VT I. ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ULATiONS AND° ENGINEERED STRUCTURAL Pac- - PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER a umberI PLAN 3B INFORMATION.BUILDING DES RESPONSIBLE FOR EER N RECORD PLAN DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORDTO ` 3-B / CHECKED BY: REVIEW ANDDOFAPPROVE OF ALLLL 'll COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1' All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. 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 4-. 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). .JOifitt, PROPp IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 14'- 2.0" ICOND. 2: Design checked for net(-5 asf) uplift at 24 "oc spacing.' IC: 2x4 KDDF k1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF N1&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, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir),load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loons 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 HM-4x4 3 I I 12 12 \I 6.00 6.00 I/ M-3x4 4 M-3x4 c,, Cr) o 9/- ' .4- iiiiiMEMIMI=IMIIIMMIIMIMIIMIIIMEMIMIMMM. glae.1. .4- ./- 0 0 1 J• y y y i 1-06 14-02 1-06 t ,(,),„0 ° PROFec,' JOB NAME : POLYGON PLAN 3-B - Al Scale: 0.5115 PE - WARNINGS: GENERAL NOTES,unless otherwise noted. C� w 8/ a144 +p L ti-" 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: Al I 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 41/r DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �/.amr s p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n. DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ OEON },� SEQ. : 6035306 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. b to 'V fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, f ,(/ (� design loads be applied to any component. 5. and are for"dry condition"of use. 0 1 4 , TRANS I D: 406433 CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if [) necessary. '�'!,-'i'i R fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. l'f f-t L- �, V 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111111111 TPI WfCA In BCSI,copies of which will be furnished upon request. git coincide with jointcenter che. 9.Digitssoncde size oplate to 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 1111111VIII 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 N1&BTR; LOAD DURATION INCREASE = 1.15 1-3.(-805) 6-1=(-115) 3-7= 0( ) BC: 2x4 KDDF #1&BTR Ti SPACED 24.0" O.C. 2.3=( 0) 265 0 1-7=(-229) 648 305 WEBS: 2x4 KDDF STAND 3-4=(-818) 321 7.4=(•226) 651 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 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 yyyyy ( 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.] M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 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" considered for this design. MAX TL CREEP DEFL = -0.014" @ 27'• 0.0" Allowed = 0.200" MAX TO PANEL LL DEFL = -0.028" @ 21'- 11.3" Allowed = 0.476" Connector plate prefix designators: MAX TO 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" MAX HORIZ. TL DEFL = 0.011" @ 25'- 0.5" Gable end truss on continuous bearing wall. C-1x2.6 or equal typical at stud verticals. NOTE:Design assumes moisture content does Refer to CompuTrus gable end detail for not exceed 19b at time of manufacture. complete specifications. Design conforms to main windforce-resisting 12-09 12-09 system and components and cladding criteria. 12-09 HM-4x4+ 5-08 7-01 Wind: 140 mph, h=22.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, -/ Truss designed for wind loads M-3x5in the plane of the truss only. co 0 c) M-4x6 N 0 12 0 6.00 V �Q 12 \I 6.00 co Co M-3x4+ co 0 4 0 0 ti U � s v 0 6 1 7 0 M-3x6+(S) M-1.5x3 M-3x4 0 7-05 11-00 7-01 y ) ), ), 1-06 25-06 1-06 JOB NAME : POLYGON PLAN 3-B - B1 0 PRo s Scale: 0.2470c., / 4 7 q ''Q WARNINGS: GENERAL NOTES,unless otherwise noted: , t924,11DE 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 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 DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length byrfs. is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)TC and/or d WV." DATE: 8/21/2014 responsibilitybuilding designer. pcV 9( ) ywan(Bc). the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing required where shown.... n �' 4.Naload should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON SEW/� � 4 �9` A' TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. f,'+, -.11,5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if iJ 14, } fabrication,handling,shipment and installation of components. necessary. J RPM.A t t 7.Design assumes adequate drainage is provided. y,Y 1111114111111111111116.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center T TPI/VJfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in inches. 10. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF N1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2.10=(-391) 2382 3-10=(-285) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.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 IC LATERAL SUPPORT <= 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" 16.0" 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. 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 6sf) uplift at 24 "oc spacing.I 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 HORIZ. TL DEFL = 0.099" @ 36'- 6.5" T T NOTE:Design assumes moisture content does 6-06-05 5-11-13 f 5-11-13 5 11-13 f 5 11-13 T 6 06.05 T not exceed 19% at time of manufacture. 12 12 Design conforms to main windforce-resisting 6.00 M-4x6 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 ''' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) -44% M-5x6(S) load duration factor=1.6, Truss designed for wind loads 3" in the plane of the truss only. 0.25" 0"25" • M-1.5x3 /ALF + M-1.5x3 iuiliu ...11111111111A11\ , uui°if; hiiiiiiii.... M 0 O o 1 10 11 12 'd.o o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 M-3x5(S) y y y y ) 9-06-04 8-11-12 8-11-12 9-06-04 y y y y y 20-00 17-00 y y 1-06 37-00 1-06 ` ,D PROF es JOB NAME : POLYGON PLAN 3-B - C2 Scale: 0.1596 ``� 0, 011.4 m,. 0 WARNINGS: GENERAL NOTES,unless otherwise noted: tly ±trrL7l�PE t'' /� n 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 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracingto insure stabilityduring construction 2.Design assumes the top pecand bottom lesschobrds to be laterally braced at 4 Po ry 2'c.c.and at 10'o.c.respectively unless braced throughout their length byr�llr DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). n DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ CCv /, 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. O "V 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, design loads be applied to any component. and are for"dry condition"of use .44, t�,T TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.Dsigassumes full bearing at all supports shown.Shim or wedge if ��C y711#��ff"ff fl r S fabrication,handlin shi ment and installation of com onents. "r'f R t L�" g, p P 7. enecessary.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 101111111111111111111 TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincideictwith jointcenter linche. 9.Digits ini dsize of tplate in inches. C* MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 1EIIIIIII 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 OF #1&BTR; LOAD DURATION INCREASE = 1.15 2x4 KDDF #1&BTR Ti, 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 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, TCDL=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,CI8,CN18 (or no prefix) = CompuTrus, Inc load duration factor=1.6, 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. 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 T 12-04-10 6-01-06 6-01-06 12-04-10 12 IIM-4x4 12 6.00 V 3 ON Al 6.00 M-3x5(S) M-3x5(S) s r t M c7 M-3x5(S) o M-3x4 M-3x4 y y 20-00 17-00 1, ) 1-06 37-00 y y 1-06 JOB NAME : POLYGON PLAN 3-B - C4 �1 I ri,,,, oi,„, Scale: 0.2219 C?' /27 WARNINGS: GENERAL NOTES,unless otherwise noted: '� c(-��/+� rry/�t-F "fes 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 ..02 00 PE Truss: C4 end 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 r DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �+ �°�pr.P is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch asplywooddrywall(BC). ,.,,, r!w� DATE: 8/21/2014 responsibilitybuilding designer. required sheathing(TC)and/or drywall BC. the overall structure is the res onsibilit of the 3.2x Impact bridging or lateral bracing where shown++ "IM (^�[] " 4.No load should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON I,� 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 design loads be applied to any component. and are for"dry condition"of use. f,;,+�, '1 r ,� ri(y �.,' TRANS I D: 406433 5.CompuTrus has no control over end assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components, necessary, fj,� fi R it 7.Designassumes adequate both drainage is truss, i+ 8.This design is furnished subject to the limitations set forth by 8,Plates shell be located on both faces of truss,and placed so their center I IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center linea 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 11111111111 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"0C. UON. TOTAL LOAD = 42.0 PSF 13- 7=( -975) 468 NOTE: 2x4 BRACING AT 24" OC UON. FOR LL = 25 PSF Ground Snow (Pg) 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 SO.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 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 = 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 ,( 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 5-11-08 5-09 0-0 -08 0 ' 1�8-03-08 ' system and components and cladding criteria. 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), /- 6.001/ / 6 X16.00 '-----I6.00 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. 0.N� M-3x5+(S) C-1x2.6 or equal typical at stud verticals. Refer to CompuTrus gable end detail for Fµ complete specifications. 8 M-3x5(S) M-3x4 .+ C:43 M M O O o 'M-3x4 M-1.8 5x3 M-3x8 0.25�Q 11 O M-5x6(S) M-3x5 M-3x4+ 6-07-12 6-01-04 6-01-04 76-02-04 11-11-08 y y y1-06 37-00 1-06 nt0 PR CFS JOB NAME : POLYGON PLAN 3-B - Cl sale: 0.1712 `�t92�/ � WARNINGS: GENERAL NOTES,unless otherwise noted: .. Cl1.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: C and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bractng must be installed where shown+, incorporation of component is the responsibility of the building designer. r 2.Design assumes the top and bottom chords to be laterally braced at n " DES. BY: LJ 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their lenggth by '� �4' is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC), OREGON �41 DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No load should be applied to any component until after all bracing and 4. Installation of truss is the responsibility of the respective contractor. ur+, 31"" 142ti "�-.. SEQ. : 6035310 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. L� t i 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 r1( t y fabrication,handling,shipment and installation of components. 7.Design sumes 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 EXPIRES: n (IIII II II VIII 11 VIII IIII VIII IIII IIII TPI N?CA in BCSI,copies of which will be furnished upon request. git coincide with joint nr nche EXPIRES 1 (/2015 9.Digits incde size of t inplateetinches, MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1968(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 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1. 2=( 0) 76 2-11=(-376) 2333 3-11=( -297) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2738) 534 11.12=(-267) 1959 11- 4=( -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 TC 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 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) 'COND. 2: Design checked for net(-5 ssf) 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 = -0.311" @ 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 . 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" ff 12 NOTE:Design assumes moisture content does 12 not exceed 19% at time of manufacture. 6.00 M-4x6 ."---.16.00 4.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. M-5x6(S) '‘oN 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 ;9, 0°25" in the plane of the truss only. 7 t M-1.5x3illpi +a + � M-1.5x3 i 0 M-6x84 M-3x10 0 a _ saw re \\ 0 1 - 1 12 13 0 o o 'M-3x6 8.25" M-3x8 M-5x6 0 M-5x8(S) a 3"00 3.00(7:=, .- 12 12 12 y y y y ), J, y ), 9-05-06 9-00-10 2-03-0$ 7-10-08 y 8-04 y y J, y 20-09-08 y 7-10-08 8-04 1-06y 1-06 37-00 1-06 .90) PRJOB NAME : POLYGON PLAN 3-B - C3 `< ` � 6' Scale: 0.1596 WARNINGS: GENERAL NOTES,unless otherwise noted: ..yy 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 =9G**PE E a Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters end proper 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,�+ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,.."`��- It 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 r�nn II^``"c"". SE/� 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. 'JT g_r",r�i E4�v *y W. : 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, ;G- "� +4© , design loads be applied to any component. and are for"dry condition"of use. �'"i�, '' }°' .�4 2° �- TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the B.Design assumes full bearing at all supports shown.Shim or wedge if V fabrication,handling,shipment and installation of components. necessary. /� R A t k- 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII III I VIII I III VIII I I III IIII IIII TPINVTCA in BCSI,copies of which will be furnished upon request. git coincide with jointcenterche. 9. Digits indicate size of plate in Inches. o MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:1 2/311 201 5 HMI 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- 8=(-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 STAND 3- 4=( -839) 188 8- 5=(-279) 219 LOADING 4. 5=( -839) 188 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5. 6=(-1121) 284 BC LATERAL SUPPORT <= 12"OC. 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 !COND. 2: Design checked for net(-5 psfl uplift at 24 "oc spacing.I 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" 8-08-12 8 08-12 MAX HORIZ. TL DEFL = 0.020" @ 17'- 0.0° T "( T NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 19% at time of manufacture. '( '1 T T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 V [INA-4x4 \I 6.00 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=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. M-1"5x3 M-1.5x3 C) M 0 O 4 I 7 O 0 - 8 - 7 M-3x4 M-3x8 -3x4 y y y 8-08-12 8-08-12 ) .) > 1-06 17-05-08 1-06 90 PR Oic:6- JOB NAME : POLYGON PLAN 3-B - D2 -<<, S'S co IGINrfit, ,,,, Scale: 0.3117 WARNINGS: GENERAL NOTES,unless otherwise noted: �. ,�,r�-1.y p 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 92+!t" Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ., 46100PP DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,..00°.491,,, P Y 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++ J �/ 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. OREGON 40 SE 0. : 6035312 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, y design loads be applied to any component. and are for"dry condition"of use. 0 14, Z T TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility forme 6.Design assumes full bearing at all supports shown.Shim or wedge if �}I 0, fabrication,handling,shipment and installation of components. necessary. /11 /:? 1 i +" PP 7.Design assumes adequate drainage is provided. j'S R t» 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 1111111111111111 TPINYfCA in BCSI,copies of which will be furnished upon request. git coincideicwith joint center che. 9.Digitssindsize of tplate in Inches. 1❑ MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1e88(MiTek) EXPIRES:12/31/2015 J IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" 'COND. 2: Design checked for net(-5 psf) uplift at 24 'oc spacing.I TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. esign assumes moisture content does not 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 d claddingresisting Connector plate prefix designators: DL ON BOTTOM CHORD = 10.0 PSF system and components and cladding criteria. C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7.10, M,M2OHS,M18HS,M16 = MiTek MT series LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Gable end truss on continuous bearing wall UON. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 8-08-12 8-08-12 12 6.00 I/ HM-44 12 3 6.00 ii m O� 4 M O� �O V O —/O O M-3x4 M-3x4 y y 1-06 17-05-08 y 1-06 y JOB NAME : POLYGON PLAN 3-B - D1 - 6s Scale: 0.4363 Ch • i#/[ cS' WARNINGS: GENERAL NOTES,unless otherwise noted: 'IC! tSJ1+�y r -y� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ' '9G 4111 Q E (- 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 designer. IO 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 DATE: 8/21/2014 the overall structure is the responsibility of the buildingdesigner. continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). / P Y 9 3.2x Impact bridging or lateral bracing where shown++ {,� /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. OREGON W S E Q � � � (, 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 responsibil ty for the 6.Design assumes full bearing at all supports shown.Shim or wedge if 'V 14, qty, fabrication,handling,shipment and installation of components. necessary. 114. V 6.This design is furnished subject to the limitations set forth by7.Designlaesassumes adequate onne bothdraface is truss,andd. '/ h i �,,, II i VIII VIII VIII VIII 01111111111 I111 6.Plates shall be located faces of truss, placed so their center rl ,. 7PI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E fines coincide with Joint center lines. 9.Digits indicate size of plate in inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:1 1120 IIIIIIIIIIIIII 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 H1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -5) 11 7-8=( -99) 146 7-2=(-496) 180 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-282) 108 8-5=(-129) 497 2-B=(-100) 351 WEBS: 2x4 KDDF STAND 3.4=(•320) 106 8.3=( 0) 143 LOADING 4-5=(-622) 171 8-4=(-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 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) Connector plate prefix designators: 0'- 0.0" •56/ 476V •1561 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 psf) uplift at 24 "oc spacino.1 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.010" @ 7'- 0.0" Allowed = 0.529" T 2-09-04 f 8-08-12 f 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 5 -0 8 2-03-12 4-02 4-06-12 MAX BC PANEL TL DEFL = -0.079" @ 7'- 2.8" Allowed = 0.514" 12 MAX HORIZ. LL DEFL = 0.004" @ 11'- 0.5" 12 MAX HORIZ. TL DEFL = 0.005" @ 11'- 0.5" 6.00 / "-----.1 6.00 NOTE:Design assumes moisture content does not exceed 19% at time of manufacture. " 4.0 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 3 F n 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=l.6, M ;44p,°°lloppoo. Truss designed for wind loads in the plane of the truss only. f- 10 M 1.5x3 4 r'., u7 O c%> CO 0 owa L G� O M-1.5x3 M-3x8 M-3x4 0 2-09-04 8-08-12 y y y 11-06 1-06 n (} PR Ores' JOB NAME : POLYGON PLAN 3-B - D3 Scale: 0.3840 � � 7 WARNINGS: GENERAL NOTES,unless otherwise noted: "' 5' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D3end 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 t theiraced at A�' DES. BY: LJ responsibility 2'o.c.and at 10'o.c.respectively unless braced throughout their length by /„mop r is the res onsibilit of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). o -y DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ^( (� �(t 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. :. : 6035314 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, ,tt�� r) �){_ design loads be applied to any component. and are for"dry condition'of use. ��;.J , 4Q 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� �� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII 1110 VIII 11111 1111 IIII TPIMlrCA in nc./ copies of which will r furnished upon request. e.lines is indicate s ihe of plate Inoint ri lines.. tit MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPI RES:12/31/2015 1111110111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( 0) 76 2.4=(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"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 plate prefix designators: LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -20/ 43V 0/ OH 1.50" 0.07 KDDF ( 625) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 paf) uplift at 24 "oc spacing.) 6.00I/ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = 0.013" @ •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. '' cp 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=l.6, o Truss designed for wind loads in the plane of the truss only. ..- C')/- 0 ')f-O 0 riO o/- 21100441 4� M-3x4 1 y > > 1-06 2-00 IPROVIOE FULL BEARING;Jts:2.4 3I „to PROPe JOB NAME : POLYGON PLAN 3-B - El es co G(N Scale: 0.9632 WARNINGS: GENERAL NOTES,unless otherwise noted: 4J /:ii 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 ±32*11F)E r. Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ,d r� Po Y 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++ fOREGONyV `. 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. : 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, design loads be applied to any component. and are for"dry condition"of use. ' }` 4. 1 4 20 ay 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 • t3 S' fabrication,handling,shipment and installation of components. necessary.Designass L: n A l 'Cf P P 7. laesassumes adequate drainagehcis truss, 'Cr1 1 tr 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 11VIII I III 1111 VIII VIII 011 1111 1111 IIII TPIM?CA in BCSI,copies of which will be furnished upon request. git coincide with jointanr lines. 9.Digits size of plate in inches. o n MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 Q CONFORMS TO DESIGN CONCEPT CONFORMS TO DESIGN CONCEPT ❑CONFORMS TO DESIGN CONCEPT WITH REVISIONS NOTED El CONFORMS TO DESIGN CONCEPT WITH ❑ NON-CONFORMING-REVISE&RESUBMIT /��M REVISIONS /AS SHOWN THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE 3T_ 0 NON-CONFORMINREVISE AND RESUBMIT NJITH DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE (`- EABRICATORNENDOR OF RESPONSIBILITY FOR CONFORMANCE HATH DESIGN OP.AWINGS,SPECIFICATION.AND APPLICABLE CODES ALL OF WHICH HAVE THIS SHOP DRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE PRIORITY OVER THIS SHOP DRAWING . 4'ITH THE DES 'I CONCEPT ON V AND DOES NOT RELIEVE THE By Alexia Fukui Date 9/22/14 FABRICATOR/VENDOR OF RESPO SIBIL:TY FOR CONFORMANCE WITH THE MILBRANDT ARCHITECTS DESIGN DRAWINGS AND SPECIFICATIONS ALL OF MICH HAVE PRIORITY V 16,-b' OVER THIS SHOP DRAWING. CONTRACTOR SHALL VERIFY ALL DIMENSIONS. v By: Todd R. Eaton Date: September 19, 2014 Li CT ENGINEERING, INC '11117L, N C3 00 , \ ::\ .\\ W6.12 Z? us 8 6:12 (11) C1 1 0 (42 I ............. , ...... B16.12 2 Al I b 6:12 :1 1 Z W / (3) r. GARAGE D1 14,Y 1 11'x' h 1T-3 1I2" I ©Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON NW 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL paa 'PROJECT TITLE: REVISION-1: DRAWINGS FOR ER FUREC R umber PLAN 3B INFORMATION BUILDING DE ENGIN/ERED SSR C RECORD PLAN: DRAWN BY: REVISION-2: RESPONSIBLE FOR ALL NON-TRUSS t TO TRUSS CONNECTIONS.BUILDING DESIGNER/ENGINEER OF RECORD TO C G t/-.P A N 1' 3-B CHECKED BY: REVIEW AND APPROVE OF ALL & TRUSS R I I S S DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TOCONSTRucnoN. 1j 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. 3T-011 r 1 — C4 -3 —r— —1-1-1- .,/.? p... C3 (8) A/\\\•s\:\ .._ .4._ ..r „..4) k• 05 RS 6:12 C2(11) C'. —7- I D3 (2) ,...___ -7.- I, i I L12 11 11 6:12 131 1:12 ILI 6:12 410- ..1i) / A D2 (3) -. @ CARE ____ CONF*tS-to-DESIGN CONCEPT Di p CONFORMS TO DESIGN CONCEPT WITH 14'-2" i El CONFORMS TO DESIGN CONCEPT SS S 1.- 111-66 I r—i CONFORMS TO DESIGN CONCEPT WITH REVIIONS AHOWN L-J REVISIONS NOTED 25'46 Ell NON-CONFORMING-REV*AND RESUBMIT NON-CONFORMING-REVISE&RESUBMIT I 1714 VT TH,S SHOP DRAWN:,HAS BEEN REVEVED FOR GENERk CONFORBIANCE HOP THIS SDRAWING HAS BEEN REVIEWED FOR GENERAL CONFORMANCE - '.'Z'R'C'T)SaND'Z.B7iEGEOY,B,A2;';',44C,.-N":';B=BESTg WITH THE DESIGN CONCEPT ONLY AND DOES NOT RELIEVE THE BRABiiNGS SPECFiCONS.AND APELICAELB C:)DES.kL CE WHiCH HAVE FABRICATORIVENDOR OF RESPONSIBILITY FOR CONFORMANCE WITH THE PRKRTYEAERTHGSHOFDRACNG DESIGN DRAWINGS AND SPECIFICATIONS ALL OF WHICH 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 0 Copyright CompuTrus Inc.2006 BUILDER: ISSUE DATE: ABOVE PLAN PROVIDED FOR TRUSS POLYGON IAN 07/25/14 PLACEMENT ONLY.REFER TO TRUSS CALCULATIONS AND ENGINEERED STRUCTURAL PROJECT TITLE: REVISION-1: DRAWINGS FOR ALL FURTHER -0 u mis Aug PLAN 3B INFORMATION.BUILDING DESIGNER/ENGINEER OF RECORD pamin Kt umbor RESPONSIBLE FOR ALL NON-TRUSS PLAN: DR4WN BY: REVISION-2: TO TRUSS CONNECTIONS.BUILDING 11: 3-B / CHECKED BY: DESIGNER/ENGINEER OF RECORD TO REVIEW AND APPROVE OF ALL D TR us C A COMPANY DELIVERY LOCATION: SCALE: REVISION-3: DESIGNS PRIOR TO CONSTRUCTION. 1/8"= 1. All designs are property of-Pacific Lumber and Truss. All designs are null and void if not fabricated by-Pacific Lumber and Truss. MiTek USA, Inc. I CompuTrus Software Warnings & General Notes WARNINGS: 1. Builder and erection contractor should be advised of ail General Notes and Warnings before construction commences. 2. 2x4 compression web bracing must be installed where shown+. 3. Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of the overall structure is the responsibility of the building designer. 4. No load should be applied to any component until after all bracing and fasteners are complete and at no time should any loads greater than design loads be applied to any component. 5. CompuTrus has no control over and assumes no responsibility for the fabrication,handling,shipment and installation of components. 6. This design is furnished subject to the limitations set forth by TPIIWTCA in BCSI,copies of which will be furnished upon request. GENERAL NOTES, unless otherwise noted: 1. This design is based only upon the parameters shown and is for an individual building component.Applicability of design parameters and proper incorporation of component is the responsibility of the building designer. 2. Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 3. 2x Impact bridging or lateral bracing required where shown++. 4. Installation of truss is the responsibility of the respective contractor. 5. Design assumes trusses are to be used in a non-corrosive environment, and are for"dry condition"of use. 6. Design assumes full bearing at all supports shown. Shim or wedge if necessary. 7. Design assumes adequate drainage is provided. 8. Plates shall be located on both faces of truss,and placed so their center lines coincide with joint center lines. 9. Digits indicate size of plate in inches. 10. For basic connector plate design values see ESR-1311, ESR-1988(MiTek). .j°' i l � � Pie 7, 61.4 zF Vis. , k2 ;o *.c pis EXPIRES g*�E6130/153F'tlf�ir 9I IIIIIIIIIIIOI 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 spacins.I IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 NOTE:Design assumes moisture content does BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. not exceed 19% at time of manufacture. TC LATERAL SUPPORT <= 12"OC, UON, LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 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, C,CN,CI8,CN18 (or no prefix) = CompuTrus, Inc (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M,M2OHS,M18HS,M16 = MiTek 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. 7-017-01 1" HM-4x4 3 12 12 \I 6.00 6.00 I/ M-3x4 4 M-3x4 ca C, CV— �9 cl- / 9 o �O /— / ///////////////////// // // 0 0 1 y y 1-06 14-02 1-06 0,0 PROr pr, JOB NAME : POLYGON PLAN 3-6 - Al Scale: 0,5115 � � `�'9 WARNINGS: GENERAL NOTES,unless otherwise noted: ` 11 F E S"~ 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: Aland Warnings before construction commences. building component.Applicability of design parameters and proper 2.20 compression web bracing must be installed where shown S. 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 responsibility 2'o.c.and at 10'o.c.respectively unless braced throughout their length byr�l!- 'CC is the res onsibilil of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON ..y DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �((f 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6035306 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry condition"of use. ��. 1 , fl 4. 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. e �� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPINVTCA in BCSI,copies of which will be furnished upon request. 9 Iines coincide Dgitindicate s zewith lof oint plate ceninriliiches. 10. v f C MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z For basic connector plate design values see ESR-1311,ESR-1888(MiTek) EX PI RES:12/31/2015 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 27'- 0.0" TC: 2x4 KDDF#1&BTR; LOAD DURATION INCREASE = 1.15 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 2x6 KDDF #1&BTR Ti SPACED 24.0" O.C. 3=(-805) 265 6-1=(-115) 48 3-7=(0) 305 BC: 2x4 KDDF#1&BTR 2-3=( 0) 0 1.7=(-229) 648 WEBS: 2x4 KDDF STAND 3.4=(•818) 321 7-4=(-226) 651 LL LOADING 4-5=( 0) 76 TC LATERAL SUPPORT <= 12"OC. UON. ( 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 BAG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24" 00 UON. FOR 48/ 468 0.00" 0.00 y ALL TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 7'• 5.7" 26/ 26V yyyy ( 0) 11'- 4.4" -502/ 793V 0/ OH 141.50" 1.27 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 196/ 793V 0/ OH 5.50" 1.27 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 25'- 6.0" 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 sbacin0.l M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 vertical members (uon). 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 have been MAX LL DEFL = 0.013" @ 27'- 0.0" Allowed = 0.150" considered for this design. 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,CI8,CN18 (or no prefix) = CompuTrus, Inc M,M20HS,M18HS,M16 = MiTek MT series MAX HORIZ. LL DEFL = -0.007" @ 25'- 0.5" Gable end truss on continuous bearing wall. MAX HORIZ. TL DEFL = 0.011" @ 25'• 0.5" C-1x2.6 or equal typical at stud verticals. Refer to CompuTrus gable end detail for NOTE:Design assumes moisture content does complete specifications. not exceed 19t at time of manufacture. 12-09 Design conforms to main windforce-resisting 12-09 system and components and cladding criteria. 12-09 HM-4x4+ 5-08 7.01 Wind: 140 mph, h=22.4ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, T f f (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2 load duration factor=1.6, Truss designed for wind loads L M M-3x5 in the plane of the truss only. 0 o M-4x6 N in 12 12 0 6.00 V �� o \I 6"00 o M-3x4+ df- _ g "' : _ 0 4 0 0 TO 6 7 o o M-3x6+(S) M-1.5x3 M 3x4 /1' ,I, y y y 7-05 11-00 7-01 y 1-06 25-06 y y 1-06 JOB NAME : POLYGON PLAN 3-B - B1 �' �4,� Scale: 0.2470 ,�y6/://i7aIN {C7�(Ty / WARNINGS: GENERAL NOTES,unless otherwise noted: �.(y ry 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 1 .,9G i 11 P I� 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. '" _ ,, +" retalleP 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 it is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by DATE: 8/21/2014 the overall structure is the responsibility of the building designer, continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). _row - 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. 7/ A. 5.CompuTrus has no control over and assumes no responsibility for the OREGON � t . 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, / i J TRANS I D: 406433 design loads be applied to any component. and are for"dry condition"of use. rr� 6.Design assumes full bearing at all supports shown.Shim or wedge if (..i 14, fabrication,handling,shipment and installation of components. necessary. �f- 6.This design is famished subject to the limitations set forth by7.Design assumes adequate drainage Is provided. 'Y/ :Pi R I y1 . 1111111131111111111111 TPI/WrCA in BCS],copies of which will be furnished upon request. 8 Platesnecoincide with joint center lines of truss,and placed so their center r f L MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z e in inches. 10.For9. 1basic ts �connector plcate size of ate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 IIIIIIIIIIIIII This IFdICLesignUMBER-BC prepared from computer input by LUMBER SPECIFICATIONS TRUSS SPAN 37'- 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 2-10=(-391) 2382 3-10=(-285) 195 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.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)+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 g. g=( 0) 76 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) Connector plate prefix designators: BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONSHORZSIZE MIN. (SPECIES)BRG M,M2OHS,M18HS,M16 = MiTek MT series LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. O 0.0" 27 R/ 1725V 21 R1 213H SIZE" 2.76 KDDF ( ES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 30'- 0.0" -279/ 1725V 0/ OH 5.50" 2.76 KDDF ( 625) ICOND. 2: Design checked for net(-5 ssf) uplift at 24 "oc spacing. I 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 HORIZ. TL DEFL = 0.099" @ 36'- 6.5" fNOTE:Design assumes moisture content does f 6-06-05 f 5-11-13 f 5-11-13 f 5-11-13 f 5-11-13 f 6-06-05 f not exceed 19% at time of manufacture. 12 Design conforms to main windforce-resisting 12 M-4x6 �I6.00 system and components and cladding criteria. 6.00 V 4.0" Wind: 140 mph, h=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 5 ,(--I' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) load duration factor=1.6, M-5x6(S) ..44%, Truss designed for wind loads • 3. in the plane of the truss only. 0.25" 0"25" og_ o 1111111111110o, M-1.5x3 +@ M 1.5x3 \ / M O C:1- r 11 12 lb\9 0 0 1 10 o M-3x6 M-3x4 M-3x8 M-3x4 M-3x6 0 M-3x5(S) J, ), y y y J, 9-06-04 8-11-12 y 8-11-12 9-06-04 y 20-00 17-00 y y 1-06 37-00 1-06 cLO[) PRQp�-�, JOB NAME : POLYGON PLAN 3-B - C2 Scale: 0.1596 � IZ� ,44 17� WARNINGS: GENERAL NOTES,unless otherwise noted: �' g21♦�r E. /�n 1.Builder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 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. 2.Design assumes the top and bottom chords to be laterally braced at 3.Additional temporary bracing to insure stability during construction 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `„fKiE- fY. DES. BY: LJ is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �► v; 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. ON �� 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, l.-- "47,} 1 4 (}� design loads be applied to any component. and are for"dry condition"of use. I ,�r 6.Design assumes full bearing at all supports shown.Shim or wedge if � �+. ` i(7 TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the necessary. f/�+h L� fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. .'f 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 113111111111111111111111 TPI/WTCA in SCSI,copies of which will be furnished upon request. nes. 9.lines Dig t indicate sizncide withe of plate incenter inches. Cv nCC+ ot MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2015 311' 1 I IIIIIIIIIIIIII 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 spacinn.1 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)+DL( 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=23.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Connector plate prefix designators: LL = 25 PSF Ground Snow (P ) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc gload duration factor=l.6, 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. M-1x2 or equal typical at stud verticals. Refer to CompuTrus gable end detail for complete specifications. 18-06 18-06 T T 12-04-10 6-01-06 6-01-06 12-04-10 12 LLM-4x4 12 6.00/ 3 \I 6.00 NII M-3x5(S) M-3x5(S) 0 y9 r 11111111 Niii 0 /I/1 � 4 0. M-3x5(S) o M-3x4 M-3x4 y 1, y y 20-00 17-00 y 1-06 37-00 ), y 1-06 JOB NAME : POLYGON PLAN 3-B - C4 `pr�� � �x s Scale: 0.2219 CGS/ +/IMY {( WARNINGS: GENERAL NOTES,unless otherwise noted: ' SCI �'"y r� -�9 1.Budder end erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual t 92I•r E. Y"� 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. 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 ,�•�rte. 14 ' continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). . .k • DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 14, /� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. OREGON S E Q ?�s"1 TRANS I D: 406433 design loads be applied to any component. 8.and gassumes fullf at all supportsf//�� 5.CompuTrus has no control over and assumes no responsibility for the Designbearing shown.Shim or wedge if c✓ 4,. fabrication,handling,shipment and installation of components. necessary. A 8.This design Is furnished subject to the limitations set forth by7.Design assumes adequate drainage is provided. ,` � �,.. I IIIIII VIII VIII VIII VIII VIII VIII IIII IIII B.Plates shall be located on both faces of truss,and placed so their center TPI/WTCA in BCSI,copies of which will be furnished upon request. MiTek USA,IDC./CompuTrus Software 7.6.6(1 L)-E lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111111 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 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 KDDF ( 625) AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. M-1.5x4 or equal at non-structuralCOND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacino.I 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,C1B,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 18-06NOTE:Design assumes moisture content does ,' 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 5-11-08 5-09 0- -OB 18 ( T -03.08 system and components and cladding criteria. � 'I � f � 'f Wind: 140 mph, h=23.Bft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 =M-4x4+ 5 M-3x4 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), s- 6.001/ '---J6.00 -'"--,I6.00 load duration factor=1.6, Truss designed for wind loads c°100000000000,0000000,00111°."141111%%144040%%%444144 in the plane of the truss only. M-4x6Gable end truss on continuous bearing wall. C-1x2.6 or equal typical at stud verticals. Ve M 3x5+(S) Refer to CompuTrus gable end detail for complete specifications. M-3x5(S) o M-3x4 rn 3 0 co M O O 1.4 © 4 o 8 9 'I' -I- 11 :.: o O �M-3x4 M-1.5x3 M-3x8 0.25 M-5x6(S) M-3x5 M-3x4+ 6-07-12 6-01-04 6-01-04 76.02-04 11-11-08 y y y ), 1-06 37-00 1-06 ;) Rp JOB NAME : POLYGON PLAN 3-B - Cl Scale: 0.1712 w4? : /F "); /(731" ..pE v 1. iNGS: G. hRAe NOTES,unlssuponotherwise hnoted: Cl1.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 ,r"� Truss: C and Warnings before construction commences. building component.Applicability of design parameters and proper �r 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. rf`�mr"-' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally t acedtheir at rapt rJ� 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `++ DES. BY: LJ s the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '9 OREGON 1j, 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. .41 14, ,d SEQ. : 6035310 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, pc] design loads be applied to any component. and are for"dry condition"of use. 'r'/, ts. i �, V TRANS I D: 406433 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary.DSignassumes full bearing at all supports shown.Shim or wedge if r 1 fabrication,handling,shipment and installation of components. 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 EXPIRES: o 1111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. Digit coincideiitwith jointacenter linche 12/31/201 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-1955(MiTek) 11111111 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 I IC: 2x4 KDDF H1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2-11=(-376) 2333 3-11=( -297) 196 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2738) 534 11-12=(-267) 1959 11- 4=( -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 TC 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 Bsf) uplift at 24 °cc 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 = -0,311" @ 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 f 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" T T f T f f f T NOTE:Design assumes moisture content does 12 12 not exceed 19% at time of manufacture. 6.00 I/ M-4x6 X16.00 4.0" Design conforms to main windforce-resisting 5 system and components and cladding criteria. M-5x6(S) 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), 0.25" load duration factor=1.6, Truss designed for wind loads #.I# 0.25" in the plane of the truss only. v* M-1.5x3 ier/Aii-E_.+ +e M-1.5x3enn .111111111111111111111111111111101 ", to M-3x10 M o _ M-6x8p 1 = s ,..,.. 4 o �M-3x6 13.25" M-3x8 M-5x6 0 0 M-5x8(5) a 3.00 3.00 12 12 y y y y ), y y y 9-05-06 9-00-10 2-03-0 7-10-08 y 8-04 y y y1-O6y 20-09-08 / 7-10-08 8-04 y1.06y 1-06 37-00 1-06 PROF JOB NAME : POLYGON PLAN 3-B - C3 jN 1NEA0 Scale: 0,1596 \ {� � � f WARNINGS: GENERAL NOTES,unless otherwise noted: 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 :t92 a•Pl: Truss: C3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. Aillsex 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 , dmr� is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as plywood sheathing(TC)C and/or d . ren pyw g(T ) rywall(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 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. p/ v +.av1 � iii 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, 6. 11,- design loads be applied to any component. and are for"dry condition"of use. /` '9 9 -�.. 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 /4, 1,>. fabrication,handling,shipment and installation of components. necessary. ' 'R IR 1 7.Designlaesassumes adequate ne hdrainage is provided.a. C 1']1r 5.• 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 VIII VIII VIII VIII VIII VIII III IIII TPIM?CA in SCSI,copies of which will be furnished upon request. lines coincideictwithzjointcenterche. 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-19138(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 #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 76 2- 8=(-173) 931 3- 8=(-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 STAND 3- 4=( -839) 188 8- 5=(-279) 219 LOADING 4. 5=( -839) 188 IC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1121) 284 BC LATERAL SUPPORT <= 12"OC. 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 IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 nsf) uplift at 24 "oc snacing,I 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 ,( ,( "1 NOTE:Design assumes moisture content does 4-06-12 4-02 4-02 4-06-12 not exceed 19% at time of manufacture. -( T '( 1' T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 I/ I I M-4x4 -I 6.00 Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, _� Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-1.5x3 3 w C") O O O a O B c. 1 M-3x4 M-3x8 M-3x4 y y 1, 8-08-12 8-08-12 > ,1 ), y 1-06 17-05-08 1-06 '�t9 0 f R�j4'.s JOB NAME : POLYGON PLAN 3-B - D2 �' " Scale: 0.3117 \ WARNINGS: GENERAL NOTES,unless otherwise noted: / f p '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 `92 0 S r E Truss: D2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be Installed where shown+. incorporation of component Is the responsibility of the building designer. / 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ' 0,400000 DES. BY: LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by - mss P Y 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 {,. SEQ. . 6035312 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. 9,, w fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, design loads be applied to any component. and are for"dry Condbion"of use. , 'Y 1' 14 G° �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 I C) fabrication,handling,shipment and installation of components. necessary. 'I"'!E`'L:�R t i '„ V P P 7.Design assumes adequate drainage is provided. r'}rl 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 - IIIIII VIII VIII I VIII VIII VIII III IIII TPIMlTCA In BCSI,copies of which will be furnished upon request. git coincideictwith jointinches.9. Digitssidsize of tplate in lines. C MiTek USA,Inc./CompuTrus s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2015 11111110 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 17'- 5.5" 1COND. 2: Design checked for net(-5 osf) uplift at 24 "oc spacing.] TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. esign assumes moisture content does not 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 mph, h=21.4ft, T Wind: 140 CDL=4.2,BCDL=6.0, ASCE 7-10, C,CN,C18,CN1B (or no prefix) = CompuTrus, Inc M,M2OHS,M1BHS,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 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. 8-08-12 8-08-12 1' 1 1 12 TIM-4x4 12 6.00 I/ 6,00 3 CO 4 M O� 0 o� v —/o 0 0 M-3x4 M-3x4 1-06 17-05-08 1-06 JOB NAME : POLYGON PLAN 3-B - D1 c� jos Scale: 0.4363 I /i Q WARNINGS: GENERAL NOTES,unless otherwise noted: +t(yyG+�y1 �5,�. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon Inc parameters shown and is for an individual �7 +01DE 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 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 2'o.c.and at 10'c.c.respectively unless braced throughout their length by c is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). „„6,0°1111111110 DATE: 8/21/2014 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ nCC SC/� 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 ,q,OR GON A�(,/ E Qncorrosive environment, kt. design loads be applied to any component. and are for"dry Condition"of use. .'6 'g f ,� ,io _sr 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 rA15s. fabrication,handling,shipment and installation of components. necessary. 4f� ,;�`FR L 7.Design assumes adequate drainage is provided. fL5. 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 VIII VIII VIII VIII VIII VIII IIIIIIIITPI/WfCA In BCSI,copies of which will be furnished upon request. Tines coincide with joint center linea indicate size of plate in inches. 10. C o 7 MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES'11/31/2015 IIIIIIIIIIIIII 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 #1&BTR LOAD DURATION INCREASE = 1.15 1.2=( -5) 11 7-8=( -99) 146 7-2=(-496) 180 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-282) 108 B-5=(-129) 497 2-8=(-100) 351 WEBS: 2x4 KDDF STAND 3.4=(-320) 106 8.3=( 0) 143 LOADING 4.5=(-622) 171 8.4=(-314) 229 TC 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"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 42.0 PSF OVERHANGS: 0,0" 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: 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. BOTTOM CHORD CHECKED FOR tOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 2-09-04 8-08-12 MAX LL DEFL = -0.010" @ 7'- 0.0" Allowed = 0.529" MAX LL DEFL = 0.013" @ 13'- 0,0" Allowed = 0.150" T T 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. TL DEFL = 0.005" @ 11'- 0. 5" 6.00 I/ \I 6.00 NOTE:Design assumes moisture content does 111.1-4X4not exceed 19% at time of manufacture. Design conforms to main windforce-resisting 3 system and components and cladding criteria. 11111% Wind: 140 mph, h=21.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-3;4•010.11111 load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M•1.5x3 4 r-4 Lo co O Co C) O emo 7 x G� al' O _ ��8 O M-1.5x3 M-3x8 M-3x4 y J' y 2-09-04 8-08-12 y J, J• 11-06 1-06 140 PR0 ,CrS 1 JOB NAME : POLYGON PLAN 3-B - D3 Scale: 0.3840 \� WARNINGS: GENERAL NOTES,unless otherwise noted' ` IZ� � 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 e!r E I- 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 bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 4r�P DES. BY• LJ is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by w *i! P Y 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*+ } A_OREGON /f 4. No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. J- _,_ tic w SEQ. : 6035314 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, �� ,(/ 70 design loads be applied to any component. and are for"dry condition"of use. ,lis.„. 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. '�/ 'h RIO- fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. r''{{rl t« 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 111111111111111111111 VTPIM?CA in BCSI,copies of which will be furnished upon request. git coincideicwith joint center nche. 9.Digits ini dsize of tplate in inches. rD�o 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 2/31/201.5 AIIIIMIMIIMMIIIIMI 1E111This 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 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 1-2=( 0) 76 2.4=(0) 0 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 OVERHANGS: 18.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 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) C,CN,C18,CN18 (or no prefix) = CompuTrus, Inc M,M2OHS,M18HS,M16 = MiTek MT series 12 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 6.00 1/ REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.014" @ -1'- 6.0" Allowed = AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 0.150" MAX TL CREEP DEFL = -0.014" @ -1'- 6,0' Allowed = 0.2200" 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, M ,; o (All 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. cow 0 4 0 Of- /111111111111111111111111111111111111111111111111l 4►.� 2 --/ M-3x4 1-06 2-00 IPROVID FI B ARIN•;Jts'2 4 31 JOB NAME : POLYGON PLAN 3-B - El .,,K , PR s Scale: 0.9632 C,�� t'3/ llel/ //T/1�7 CiA WARNINGS: GENERAL NOTES,unless otherwise noted: 9 E 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual ♦92!0 P E 9("- Truss: E 1 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. - .,r 4111111Fr 4600106P 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 DATE: 8/21/2014 continuous sheathing such as plywood required sheathing(TC)and/or drywall(BC). t"�+ r the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing where shown++ ♦• Q SEQ. : 6035315 fasteners are complete and at no time should any loads greater than 5.Design assumes trussas are to be used in a non-corrosive environment,4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. A. OREGON L. .0* .,. 5.CompuTrus has no control over and assumes no responsibil TRANS I D: 406433 design loads be applied to any component. and are for"dry conditioresponsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handling,shipment and installation of components. 14, necessary. f��J�,r, 6.This design is furnished subject to the limitations set forth byn7.Design assumes adequate drainage is provided. - f, 'i9 p y I IIIIII 11111 VIII VIII VIII VIII III 1111 IIIIrequest. B.Plates shall be located on both faces oft truss,and placed so their center +FF L TPIMRCA iniBurns copies of which will be furnished upon request. lines coincide with joint center lines. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E late in inches. 10.For9. Digitsindicate connector plate values see ESR-1 311,ESR-1988(MiTek) EXPIRES:12/31/2015