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Plans (64) Al 57;2-c)lc —cx�2or MiTek° MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL15-410_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: R46042160 thru R46042189 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSI/TPI 1 section 6.3 These truss designs rely on lumber values established by others. �\�\�,NG I RF'4 sc2 83640PE 9f y OREGON 0y��gR `Z Y 12 OIC? O SOON Di•yj�tj ture EXPIRATION 1 '.�+''-31-16 December 4,2015 Ong,Choo Soon The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSI/TPI 1. Job Truss Truss Type Qty Ply POLYGON R46042160 PL15-410_UPPER F01 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:35 2015 Page 1 ID:c53KNt9SBdZANgLpvMEnZkyCd11-huOn6uBARNZdmzBuephdGZCS83xUoOd2pG3Aj2yCcw1 1 1-0-0 1.15x3 II 1 3x4= 5 2 Scale=1:13.2 _-. III: ■ r •-_r hill 4 '/ 3 1.5x3 hi 3x4= 1 1-3-0 1 1-3-0 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (roc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=183/0-3-8,3=219/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)277 lb down at 0-8-6 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:3-4=10,1-2=100 Concentrated Loads(Ib) Vert:5=-277(F) 7 1 ,� >640PE ��' y ORE ..::' 0 'Cm 12 `L,\-\ O SOON SJ Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 I r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.101032015 BEFORE USE. 1" Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not a truss system.Before use,the building designer must verity 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 topreventco/lapse with possible personal injury and property damage. For general guidance regarding the - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/IPI1 QuoMy Criteria.DSB-S9 and SCSI BuBding Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042161 PL15-410_UPPER F02 FLOOR GIRDER 1 1 Job Reference(ootionall Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:37 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-dGWXXaDRyJILOHLGIEk5L IrvsX7GsYLHaYHoxyCcwG 0-1-8 2 Hi 0� l a 7-11 1 H 1°-"71I 1-2-0 I(1-11-131 Scale=1:41.4 4x6 I I 3x6 FP= 3x6 FP= 1.5x3 =5x8 I I 5x6 I I 4x6 II 5x6 II 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 IA 42 - -b/ \ \ \ / \ \.AL oo d N A W 1 I.. 8e " a 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 5x6 II 6x8 I I 6x8=3x6 FP= 5x6 II 5x6 II 3x6 FP=5x6 I I 6x6= 6x6= 1.5x3 = 6x6 = 5x6 II 11-8-3 I 10-6-3 }1-1-1 I 23-8-0 I 4 103 (1-7-0 11-11-13 0-7-0 Plate Offsets(Xy)- 133:0-3-0,0-0-01,135:0-3-0.0-0-01,141:0-1.8,0-0-81.142:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) l/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.19 34 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.38 Vert(TL) -0.30 34 >946 360 BCLL 0.0 Rep Stress Ina NO WB 0.29 Horz(TL) 0.06 26 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:208 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.18Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 41=1737/0-5-4,26=1459/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-2051/0,3-4=-2051/0,4-5=-3812/0,5-6=3812/0,6-7=5347/0,7-8=-5347/0, 8-9=-5347/0,9-10=6065/0,10-11=6065/0,11-12=5950/0,12-13=5950/0, 13-14=5686/0,14-15=5686/0,15-16=5170/0,16-17=5170/0,17-18=4309/0, 18-19=-4309/0,19-20=4309/0,20-21=3117/0,21-22=3117/0,22-23=1698/0, 23-24=1698/0 BOT CHORD 40-41=0/1092,39-40=0/2962,38-39=0/4608,37-38=0/4608,36-37=0/6012,35-36=0/6065, 34-35=0/6065,33-34=0/5950,32-33=0/5950,31-32=0/5461,30-31=0/4820, 29-30=0/3743,28-29=0/3743,27-28=0/2438,26-27=0/906 WEBS 2-41=2000/0,2-40=0/1848,4-40=1755/0,4-39=0/1638,11-34=-268/0,24-26=1676/0, 24-27=0/1526,22-27=1425/0,22-28=0/1308,20-28=1207/0,6-39=1533/0, 6-37=0/1423,9-37=1354/0,9-36=0/258,20-30=0/1090,17-30=-985/0,17-31=0/673, 15-31=562/0,15-32=0/433,13-32=-493/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 3x6 MT20 unless otherwise indicated. ���cd PR OFfiss 3)Refer to girder(s)for truss to truss connections. G(�E 4)Bearing at joint(s)41 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity �� 04 FR O29 of bearing surface. 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 CC 8 .40 P E be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. 7)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)1029 lb down at 7-5-12,and 177 lb down at 16-0-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 8)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). -57,,,.OR 'SON OHO LOAD CASE(S) Standard �•S•O�'1 RY'12-�.�� 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Q SOON Uniform Loads(plf) Vert:26-41=8,1-25=80 Digital Signature Concentrated Loads(Ib) Vert:9=-965(B)17=-177(B) ( EXPIRATION DATE: 12-31-16 December 4,2015 4 _ 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE ME-7473 rev.10/03/2015 BEFORE USE. MI. Design vatd 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 butding designer must verily 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/TP11 QuaBly 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. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042162 PL15-410_UPPER F03 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:38 2015 Page 1 I D:c53KNt9 S8dZANgLpvMEnZkyC dl1-5T3wlwD3j IxCd RwTJxFKuBgOnGxW?FoU V EI rKNyCcwF 1-7-0 I I 1-9-0 Scale=1:17.8 6x6= 3x6 I I 3x6 II 3x6 II 3x6 II 3x6 I I 1 11 2 3 4 12 5 13 6 d d N N -r o- e 10 9 6x6= 5x6 II 3x6 II 6x6= 94-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.15 Vert(LL) -0.01 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) -0.02 8-9 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.55 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:78 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.18Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 10=1045/Mechanical,7=889/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=1033/0,1-11=770/0,2-11=770/0,2-3=770/0,3-4=1123/0,4-12=1123/0,5-12=1123/0 BOT CHORD 8-9=0/1102,7-8=0/781 WEBS 5-7=-1068/0,5-8=0/476,4-8=311/0,3-9=-463/0,2-9=-417/0,1-9=0/1082 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. 3)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)276 lb down at 0-6-10,132 lb down at 2-1-13,132 lb down at 3-9-0,132 lb down at 5-4-3,and 132 lb down at 6-11-6,and 132 lb down at 8-6-9 on top chord. The design/selection of such connection device(s)is the responsibility of others. 4)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(Of) Vert:7-10=10,1-6=1004�p PR0FF Concentrated ert:40132(F)ads )3=132(F)2=132(F)11=276(F)12=132(F)13=132(F) , � NGINE'F9 tS 8 a40PE ORE •N O Cay (iy RY i 2-• C? SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,not a truss system.Before use,the bulding designer must verify the applicability of design parameters and properly incorporate this design into the overall 6�j'l' 'r building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Ii ek is always required-for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - '' 777j7 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIi Quality Criteria,DSI-89 and SCSI loilding Component Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042163 PL15-410 UPPER F04 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:39 2015 Page 1 I D:c53KNt9S8dZANgLpvMEnZky Cd 11-Zfd lyFEh Uc33Fb VRfrfZRP NA2g9Qke0eku 11OsgyCcwE 1 1-10-4 II 1-9-0 1 0- ,8 Scale=1:41.8 1.5x3= 3x6 FP= 3x6 FP= 4x6 II 4x6 11 4x6 II 1.5x3= 1 2 28 3 4 5 6 7 8 9 10 11 12 13 14 15 16 o ' I m f .0.6LJ •u J A J .. I_ r- _J ► \ 27 / \ / \ / ! / \ / \ / \II d SII N e p _ 'e' imi 0 e > 0 - 26 I 25 24 23 22 21 20 19 18 17 1.5x3 11 4x8= 3x6 FP= 3x5= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= I 23-11-12 I 23-11-12 Plate Offsets(X,Y)— 127:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.18 20-21 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.58 Vert(TL) -0.28 20-21 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.74 Horz(TL) 0.08 17 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:159 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (ib/size) 25=1061/Mechanical,17=1046/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-25=1055/0,1-2=-1080/0,2-28=-1080/0,3-28=1080/0,3-4=-2500/0,4-5=2500/0, 5-6=-2500/0,6-7=-3276/0,7-8=3276/0,8-9=3416/0,9-10=3416/0,10-11=2918/0, 11-12=2918/0,12-13=2918/0,13-14=-1785/0,14-15=1785/0 BOT CHORD 23-24=0/1861,22-23=0/2951,21-22=0/2951,20-21=0/3406,19-20=0/3228,18-19=0/2417, 17-18=0/971 WEBS 15-17=1373/0,15-18=0/1151,13-18=894/0,13-19=0/709,10-19=-438/0,10-20=0/266, 6-21=0/461,6-23=-637/0,3-23=0/904,3-24=1104/0,1-24=0/1464 NOTES- 1)All plates are 3x6 MT20 unless otherwise indicated. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)20 lb down at 2-11-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. (} P R OFfi 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). ,\�(, ss ,�`co ANG I NEFR ip LOAD CASE(S) Standard 2 9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 8 .40 P E re Uniform Loads(plf) Vert:17-25=-8,1-16=80 Concentrated Loads(lb) � Vert:28=20(B) ' -V ORE •N o O 03.,., RY 12 O�� SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 i A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. lith" 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 buiding 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/TP11 Qualty Criteria,DS6-89 and SCSI Building Component 7777Suite 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 R46042164 PL15-410_UPPER F05 FLOOR GIRDER 1 1 Job Reference(optionall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mirek Industries,Inc.Thu Dec 03 14:38:39 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-ZfdlyFEhUc33FbVftfmZRPNCmglOkpdekulOsgyCcwE 1-2-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 4 3 1.5x3 II 3x4= 1-5-12 1-5-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code 1BC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF 2400F 2.0E(flat) TOP CHORD Structural wood sheathing directly applied or 1-5-12 oc purlins, except BOT CHORD 2x4 DF 2400F 2.0E(flat) end verticals. WEBS 2x4 DF No.1&Btr(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=74/Mechanical,3=74/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. <01' PROFF <c.J\� G 1029 8 a40PE r -7ORE •N CZ) Ct,S, '&4 RV 12? °° sooty Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual bulding component,not a truss system.Before use,the budding 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' .r'•-is-.a ways required for stability and to prevent collapse with possible personal injury and properly 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,DS6-89 and!SCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042165 PL15-410_UPPER F07 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:40 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-2rBg9bFJFvBw04rQMH0zcwNZ4eeTGNnzYnxPGyCcwD 0-18 Scale=1:39.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 1415 16 17 18 19 20 0 9 I 0 e I 2 e s o e I I m 1 1 I 9 1 t a 42 d d N N a i a i o .0- „ o ii a 3 5 e i o 5 e q 3 • 41 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-40 1 2-6-0 1 4-0-0 1 5-4-0 1 6-8-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 l 17-40 I 18-8-0 I 20-0-0 1 21-4-0 1 22-8-0 123-11-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-3-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.07 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Inc( YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:112 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 23-11-12. (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,34,33,32,31,30,29,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. •\(<- P R oFFsts ����5 �NGiNEF9 /O9t� 8 .40PE t.- OR Or N. meq.,GgRY 12?Ox\ o sooty Digital Signature ( EXPIRATION DATE: 12-31-16 December 4,2015 1 _ I A 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 MTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,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 prorerty damage.-For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TFIl Quality Criteria,DSI-89 and BCSI Building Component Safety Information available from Truss Plate Institute,216 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042166 PL15-410 UPPER F08 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:41 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-W212NxGx0DJnUvf1_3o1 WgSZdT_uCjdwCBVN/xiyCcwC 0-118 Scale=1:38.9 3x6 FP= 1 2 3 '4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 e e S o e - o 5 0 e a e 0 - I y_ 0 42 a d 2 N a e E o q p F. o o i o i e - 3 a 41 �l�lSl�lVVV l�lSl�l� �l�l�l�l�n V �k 7'1 V V \,l , 40 39 38 37 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 3x6 FP= 1 1-4-0 1 2-8-0 1 4-0-0 1 5-4.0 1 68-0 1 8-0-0 1 9-4-0 1 10-8-0 1 12-0-0 1 13-4-0 1 14-8-0 1 16-0-0 1 17-4-0 1 18-8-0 1 20-0-0 1 21-4-0 I 22-8-0 123-8-0 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-0-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 21 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:111 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 23-8-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)40,21,39,38,37,36,35,34,33,32,31,30,28,27,26, 25,24,23,22 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 1 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 6)CAUTION,Do not erect truss backwards. ,R„,Ep PR pF--6' .\((- GINE. �p2C,' q 8 .40PE f -7„ OR SON N 4, GgRY i9- `LC? O , ,� O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10103/2015 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 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 MiTele is always required for stability and to prevent collapse with possible personal injury and propertydamage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 Quality Criteria,DS8-8?and SCSI Building Component Safety Informaiton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Carus Heiohts.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042167 PL15-410_UPPER F09 Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:42 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll_EJQaHGZnXRd62EEYnJG21?fptJUx8a4QrG2T9yCcwB I 2{r0 I I 1-8-12 I I 1-8-12 1 Clifif Scale=1:17.6 3x4 II 3x4= 1.5x3 I I 3x6= 3x4= 1 2 3 4 5 • 11 • 1.5x3 = d d N A • 1.5x3= 1— 10 e e I �, g 8 7 6 1.5x3 II 3x6 = 3x5= 3x6= I 7-2-12 I 9-4-0 I 7-2-12 2-1-4 Plate Offsets(X,Y)- f1:Edae,0-1-81,15:0-1-8,Edael LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina NO WB 0.18 Horz(TL) -0.00 7 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 9-4-0 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) 9=118/7-4-4,8=204/7-4-4,7=999n-4-4 Max Uplift9=-34(LC 4),8=-74(LC 4) Max Gray 9=183(LC 3),8=340(LC 3),7=999(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=0/280,3-4=0/280,4-5=0/500 BOT CHORD 7-8=-500/0 WEBS 4-7=-507/0,2-8=-381/0,4-8=0/339,5-7=-699/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 9-1-12 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard "<<'‘,0 P R OFF(9 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Gj� oAG1 N SFR s'2 Uniform Loads(plf) Vert:6-9=8,1-4=80,4-5=180(F=100) CC. 8 •40 P E 9f Concentrated Loads(Ib) Vert:5=-336(F) OP y ORE oN '.. A. 0 Cly, RY i 2.O,-\ O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 4 hili. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,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 bucklingof 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 QuaNy Criteria,DSB-89 and BCSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042168 PL15-410_UPPER F10 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:42 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-_EJQaHGZnXRd62EEYnJG21?kKtK6xAr4QrG2T9yCcwB 00,8 1 2 3 4 5 6 Scale=1:12.8 14 N _• _ _ _ I e e o e r13 12 11 10 9 8 7 1-4-0 I2-8-0 I 4-0-0 I 5-4-0 I 6-2-12 1-4-0 1-4-0 1-4-0 1-4-0 0-10-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:33 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 6-2-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)12,7,11,10,9,8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. �tiR�p PR0FFss ,� NGjNEF9 /C). 8 �40PE c- illr l y ORE ,. 0yo�gR t2`Z,\-\ O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 a I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1V111+ Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buldingm coponent,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 Mile.k 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/TP11 QuaMly Criteria,DSB-89 and BCSI Building Component 7777109 Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042169 PL15-410_UPPER F11 Floor 12 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:43 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-SQtpodHBYgZUkCoQ6UgVbFXsJHZngVCDfV?c?byCcwA 0-1-8 H 1 1-8-12 1 1 2-2-0 1 2-6-0 I Scale=1:39.0 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 II 3x5= 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 3x5= 1.5x3 II 2 3 4 5 6 7 8 9 10 11 ° e B . e 20 \I Z -Nisi4s.. V Nsss. 4,........,..-NIN 7 -NsiiN N 19 a ;, be- 18 17 16 15 14 13 12 1.5x3 II 3x6= 3x6 FP= 3x8= 3x5= 3x6 = 3x4= 2-2-12 1 1-11-12 2-lu 22-4-12 I 1-11-12 0- 20-2-0 0-14 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.23 Vert(LL) -0.12 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.20 14-15 >999 360 BCLL 0.0 Rep Stress Inca NO WB 0.54 Horz(TL) 0.05 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:115 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:15-17. REACTIONS. (lb/size) 12=849/0-2-12,17=1434/0-5-8 Max Gray 12=878(LC 4),17=1434(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=0/411,2-3=0/411,3-4=-1688/0,4-5=1688/0,5-6=-2365/0,6-7=2365/0,7-8=1815/0,8-9=1815/0, 9-10=-1815/0 BOT CHORD 16-17=122/874,15-16=-122/874,14-15=0/2167,13-14=0/2232,12-13=0/1066 WEBS 1-17=-573/0,10-12=-1321/0,10-13=0/928,7-13=517/0,5-14=0/295,5-15=-642/0,3-15=0/1060,3-17=-1289/0 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. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard PR 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 '`((- - �FFss Uniform Loads(pit) �Co ENGINE•€ /p Vert:12-18=-8,1-11=-80 �� 1' Concentrated Loads(lb) 8 >•4OPE Vert:1=-336(F) r. OP q 40 4/ORE wN Q..,.e, 0,5, yUq R2- Z Y 1 • N\ OOO SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11- Design valid for use only with Mitek®connectors.This design is based onfy 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 Cf building design. Bracing indicated into 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 withpossiblepersonal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qually Criteria,DSB-89 and ICSI 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 R46042170 PL15-410_UPPER F13 Floor 5 1 Job Reference(notional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:43 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd11-SQtpodHBYqZUkCoQ6UqVbFXtmHdGgcSDfV?c?byCcwA 0-6-4 4x4—1 1-2-0 I I 0-8-7 4x4—1 1-2-0 I I 0-0-1 I 1 2 3 4 5 4x4 = 6 Scale=1:12.9 13 1 \\__ ',. / • 4x4 -=- 12 12 11 10 9 8 41* 4x4= 4x4= I 2-10-11 1 3-5-11 1 4-0-11 1 4-11-4 2-10-11 0-7-0 0-7-0 0-10-9 Plate Offsets(X,Y)— 12:0-1-8,Edgel,14:0-1-8,Edae1,f5:0-1-8,Edgel,f7:Edoe,0-1-8L f10:0-1-8,Edoel,112:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Weft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.02 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.14 Vert(TL) -0.03 9-10 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.07 Horz(TL) 0.00 7 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:37 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or4-11-4 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=209/Mechanical,7=204/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. WEBS 2-12=-314/0,5-7=-306/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)All plates are 1.5x3 MT20 unless otherwise indicated. 3)Refer to girder(s)for truss to truss connections. 4)Bearing at joint(s)7 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. ,ft c��G'���NG P EF9 04, 4� 8 :,40PE 9f dr ir y ORE :r ,.. gO X,,„& RY 12- OC? A O SOON Digital Signature 1 EXPIRATION DATE: 12-31-16 J December 4,2015 • i I r A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. �y Design valid for use only with M7ek€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 injuryandproperty damage. For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Till Quality Criteria,DSR-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 R46042171 PL15-410_UPPER F15 FLOOR 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:43 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyC dl1-SQtpodH BYgZU kCoQ6Uq V bFXrvHb Wga4 DfV?c?byCcwA I ° I 1-2-0 I I CI-8-7 I 1-2-0 I I 1-5-1 I 2-6-0 I Scale=1:16.4 1.5x3 II 4x4= 1.5x3 II 1.5x3 II 3x4= 1.5x3 II 1 2 3 4x4= 4 5 6 7 e b e e e e e e/ 3x4= 13 12 11 10 9 8 1.5x3 I I 1.5x3 I I 4x4= 4x4= 3x4= I 2-10-11 13-5-11 14-0-11 I 8-2-12 2-10-11 0-7-0 0-7-0 4-2-1 Plate Offsets(X,Y)— 12:0-1-8,Edae1,13:0-1-8,Edge1,19:0-1-8,Edge1,f10:0-1-8,Edoel,f13:Edoe,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.32 Vert(LL) -0.03 10-11 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.32 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.23 Horz(TL) 0.00 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:49 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=356/Mechanical,8=356/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 3-4=380/0,45=380/0,5-6=-380/0 BOT CHORD 9-10=0/380,8-9=0/353 WEBS 410=262/0,2-13=620/0,3-10=0/446,6-8=437/0 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. ��¢ Ea PRQFec, �,\� tcNGINEF9 p?'y 2 $ .40PE r' y OR SON r.. c�,,,O& RY lrL. 4ka 800N Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/0312015 BEFORE USE. Design valid for use only with MTek&connectors.This design is based only upon parameters shown,and is for an individual building component,not NI* a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall is Bracing indicated is to prevent bucking 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 - , - ,- fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/rPIl Quallly Criteria,DSB-89 and BCSI 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 R46042172 PL15-410_UPPER F16 FLOOR 8 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:44 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-wcRB?zIgJ8iLLMNcfCMk8S41 thuiPuMNu919Y1 yCCW9 I 2-5-8 II 2-6-0 Scale=1:40.5 1.5x3 II 4x5= 1.5x3 I I 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 3x6 FP= 4x5 = 1.5x3 I I 1 2 3 4 5 6 7 8 9 10 11 ® - m e ''''''N.' 0 V N.II 7 NIN N d \B e 7 .a 18 17 16 15 14 13 12 1.5x3 I I 4x8= 3x6 FP= 3x5= 3x5 = 3x8= 3x4= I 23-2-8 I 23-2-8 Plate Offsets(X,Y)— f1:Edae,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.24 Vert(LL) -0.20 14-15 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.51 Vert(TL) -0.33 14-15 >837 360 BCLL 0.0 Rep Stress Incr YES WB 0.80 Horz(TL) 0.07 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:114 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) 18=1015/Mechanical,12=1015/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=1009/0,1-2=1276/0,2-3=-1276/0,34=2808/0,4-5=2808/0,5-6=3111/0,6-7=3111/0,7-8=-2188/0, 8-9=2188/0,9-10=2188/0 BOT CHORD 16-17=0/2177,15-16=0/2177,14-15=0/3100,13-14=0/2791,12-13=0/1252 WEBS 10-12=1552/0,10-13=0/1159,7-13=74810,7-14=0/396,5-15=362/0,3-15=0/782,3-17=1117/0,1-17=0/1576 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)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. ��5EO PR()Fess �r\s tNGiNEF9 WE) .40PE r' Airr 9 ORE n.dr O O 0X,"&lRY 12 O\-\Q. O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 II A __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 Mitek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a buss 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 i iTek is always required for-stability.and To prevent-collapse with possible personal injury and property damage. For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,DSS-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. Surle 109 Citrus Heiohts,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042173 PL15-410_UPPER F17 Floor 16 1 Job Reference(optional) Pacific Lumber d Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:45 2015 Page 1 ID:c53KNt9S8dZANg LpvM EnZky Cd 11-Op_ZDJJ S4SgCzWypDvlzggdB N 5DT8MGVVFpUi4TyCcw8 0.7-41 2-6-0 l 0-11 Scale=1:40.7 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 ., 21 N N 7 V V 7 ., A a 20 D Sill 19 18 17 16 15 14 13 4x4 = 4x8= 3x6 FP= 3x5 = 3x5= 4x6= 3x4= 1Q.8 23-11-12 I 0-'1-8 23-10-4 Plate Offsets(X,Y)— 119:Edcte,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.22 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.54 Vert(TL) -0.36 15-16 >783 360 BCLL 0.0 Rep Stress Ina YES WB 0.76 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1043/0-5-4,19=1043/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1581/0,3-4=-1581/0,4-5=-3040/0,5-6=3040/0,6-7=-3266/0,7-8=3266/0,8-9=-2265/0,9-10=2265/0, 10-11=2265/0 BOT CHORD 18-19=0/377,17-18=0/2450,16-17=0/2450,15-16=0/3294,14-15=0/2907,13-14=0/1291 WEBS 11-13=1600/0,11-14=0/1207,8-14=796/0,8-15=0/444,6-16=314/0,4-16=0/731,4-18=1077/0,2-18=0/1492, 2-19=1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 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. C�Nco G P �€ oz_ • �� 8 a40PE 9r s OP yA,ORE *N ro 0 °y°° sooty°�� Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i f ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERABLE PAGE MII.7473 rev.10/03/2015 BEFORE USE. 11111111.. Design valid for use only with Milek®connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design 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 Miiek" -- - - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the - - ._ y777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPtt Quality Criteria,055.89 and SCSI Building Component Safely 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 R46042174 PL15-410_UPPER F18 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 S Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:45 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCd I1-Op_ZDJJS4SgCzWy pDvtzggd BU 5Df8M7 W6pUi4TyCcw8 0-1-8 l 2-6-0 Scale=1:40.1 6x6= 3x4 = 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 o _ d —A— a 7�N.a 20 O \ 7 .NN 7 7 N 1-a i - V - 19 18 17 16 15 14 13 6x6 = 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= I 23-8-0 I 23-8-0 Plate Offsets(X,Y)— 119:Edge,0-1-81.119:0-1-8,0-0-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.25 Vert(LL) -0.21 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.53 Vert(TL) -0.35 15-16 >803 360 BCLL 0.0 Rep Stress Ina YES WB 0.77 Horz(TL) 0.07 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:120 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1032/Mechanical,19=1027/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1461/0,311=1461/0,4-5=-2950/0,5-6e_2950/0,6-7e_3206/0,7-8=3206/0,8-9=2235/0,9-10=2235/0, 10-11=2235/0 BOT CHORD 17-18=0/2345,16-17=0/2345,15-16=0/3219,14-15=0/2862,13-14=0/1276 WEBS 11-13=1581/0,11-14=0/1188,8-14=777/0,8-15=0/426,6-16=333/0,4-16=0/750,4-18=1095/0,2-18=0/1511, 2-19=1125/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Refer to girder(s)for truss to truss connections. 3)Bearing at joint(s)19 considers parallel to grain value using ANSI/TPI 1 angle to grain formula. Building designer should verify capacity of bearing surface. 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. �\co�.4GP E. 49.41>o2 �� 8 .40 P E 9r OP y ORE .0 r N o O C1, ,, Ry*1 O\.4 Lin sooty Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 e __ i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. Id'- 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 e� building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing Mile -is-always required'for stability:and-to prevent collapse with possible personal injury and property damage. For general guidance regarding the • - - -' fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria.DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available horn 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 R46042175 PL15-410_UPPER F20 Floor Supported Gable 1 1 Job Reference(optional') Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:46 2015 Page I ID:c53KNt9S8dZANgLpvMEnZkyCdll-s?YxQfK4r1y3bgX?ndOCDt9PJUh2t rfLTEGcwyCcw7 Scale=1:18.7 1 2 3 4 5 6 7 8 9 10 + o of o 0 0 0 0 0 le d 0 d0 N N O e e O O O ry 20 19 18 17 16 15 14 13 12 111 I 11-4-8 I 11-4-8 LOADING(pst) SPACING- 2-0-0 CSI. DEFL. in (loc) Lldefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.03 Horz(TL) 0.00 11 n/a n/a BCDL 5.0 Code 1BC2012/TPI2007 (Matrix) Weight:55 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.18Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). REACTIONS. All bearings 114-8. (Ib)- Max Gray All reactions 250 lb or less at joint(s)20,11,19,18,17,16,15,14,13,12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. Opp -�.. .,. P E�9 s,02 ' 8 •40PE 9f q OR SON r.� 0,9,�gRY 12?OAC? Lin SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 t I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. /di- Design valid for use only with MiTeki connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the applicability of design 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/r191 Quallly Criteria,DSI-89 and ICS!Building Component Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042176 PL15-410_UPPER F21 Floor 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s J0111 2014 MTek Industries,Inc.Thu Dec 03 14:38:46 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCd 11-s?YxQfK4dy3bgX?ndOC Dt9NO UhHt_gfLTEGrwy Ccw7 1.5x3 11 0-7-12 1 2-6-0 1.5x3 II 1 2 4x4= 3 Scale=1:13.0 J L - O N 5 4 4x4= 3x4= 0111 3-4-12 I 0-1-8 3-3-4 Plate Offsets(X,Y)— 15:Edae.0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 "*" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ince YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:21 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-4-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=144/0-1-8,5=144/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)4,5. 2)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." GIN , % ,,,._14.4' $ .4QPE 9f y OR SON r.� 0 04,„ RY 12 r.N\ O SOON Digital Signature 1 EXPIRATION DATE:12-31-16 December 4,2015 4 4 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1 Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual buildingcomponent,not a truss system.Before use,the building designer must verify the applicabilityof design parameters and property 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 "' fabrication,storage,delivery.erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality Criteria,051-89 and ICS!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 R46042177 PL15-410_UPPER F22 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:46 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-s?YxQfK4riy3bgX?ndOCDt9NJUeOtvyfLTEGcwyCCw7 I 1-3-12 1 2-6-0 I Scale=1:24.9 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 II 1 2 3 4 5 6 7LL 7'N' --7-N11111011'-- 71°'-N111111411111110"- d N O C 11 14k 10 9 3x4= 3x5 = 3x5= 3x4 = 0-0 14-3-12 I 0-1-8 14-2.4 LOADING(pst) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.24 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.35 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:72 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc puffins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (Ib/size) 8=624/0-2-8,11=624/0-2-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=977/0,34=977/0,4-5=1120/0,5-6=1120/0 BOT CHORD 10-11=0/427,9-10=0/1189,8-9=0/719 WEBS 6-8=-891/0,6-9=0/497,4-10=264/0,2-10=0/682,2-11=721/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8,11. 2)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. `���p P R pFF6,s -\� t, ,!..7 /O�'y : ',640PE t' 1 II F IP Co'-.74/047:111119:72.O 0�•0 SOON QAC? Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 4 4 ®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 Weld/connectors.This design is based only upon parameters shown,and is for an individual building component,not . a truss system.Before use,the bulding 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 weband/or chord members only.Additional temporary and permanent bracing iTek 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/IPl1 Quaily Criteria,858.89 and SCSI Building Component Suite 109 Safely Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042178 PL15410_UPPER F23 Floor 7 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:47 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-KB6Jd?Kic34wCg6BLKvR15iXiuxecJLpa7zp8MyCcw6 03-4�1 2-6-0 I 0-tel Scale=1:36.6 4x4= 3x4= 3x4= 3x4= 3x6 FP= 3x5= 1 2 3 4 5 6 7 8 9 10 11 a a e a e i \ 7 NN'''''''4 r--V NI irOd" NN- V .. 20 'N , ' d N ■ O ° O O - 19 IIMI 18 17 16 15 14 13 12 4x5= 3x6 FP=3x6= 3x5 = 3x8 = 3x4= I 21-6-12 I 21-6-12 Plate Offsets(X,Y)— [1:Edge,0-1-8] LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Ltd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) -0.15 14 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.25 14-15 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.53 Horz(TL) 0.06 12 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:110 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(tlat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 18=937/0-2-12,12=937/0-5-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-18=949/0,1-2=-414/0,2-3=-414/0,3-4=2170/0,4-5=2170/0,5-6=2686/0,6-7=-2686/0,7-8=1975/0, 8-9=1975/0,9-10=1975/0 BOT CHORD 16-17=0/1437,15-16=0/1437,14-15=0/2569,13-14=0/2472,12-13=0/1146 WEBS 10-12=1420/0,10-13=0/1027,7-13=-616/0,7-14=0/264,5-15=495/0,3-15=0/908,3-17=1267/0,1-17=0/1042 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)18. 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. kt �Ot, EF9 s?°2 �� 8 .40PE �f O y ORE le r.. C4, RY 12 ZOIC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 e I A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 11111 Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,note a truss system.Before use,the building designer must verify the applicabirrly of design parameters and property 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 MiTekn - r is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1911 Quaity Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Surre 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042179 PL15-410_UPPER F24 • Floor Girder 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton.Oregon 7.530 s Jul 11 2014 Mitek Industries,Inc.Thu Dec 03 14:38:48 2015 Page 1 ID:c53KNt9S8dZANgLpvM EnZkyCdl1-pOgirKLKN N Cngzh Ou2Qg I I Fg EI Mq LsSyp nj NhoyC cw5 0-1-8 HI 1-8-12 11 2-0-8 1 2-6-0 I Scale=1:38.6 3x4= 1.5x3 = 1.5x3 II 1.5x3 = 3x4 I I 3x4= 1.5x3 I I 3x4= 1.5x3 II 3x4= 3x6 FP= 3x4= 3x4 II 1 2 3 4 5 6 7 8 9 10 11 ®es m e % 20 =\—/..- NNN-V Nj 7 NN,, 7 _ N N 19 FK xxxxxRm7xxXxx2C Cxxx xxxxxxxxxxx xxxxxxxxx xxxxxxxxxx x 18 17 16 15 14 13 12 1.5x3 II 3x6= 3x6 FP= 3x5= 3x5= 3x5 = 3x6= 1 2-1-4 1 22-4-12 I 2-1-4 20-3-8 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.34 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.11 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina NO WB 0.18 Horz(TL) -0.00 14 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:117 lb FT=0%F,0kE LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 10-0-0 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 20-5-0. (Ib)- Max Uplift All uplift 100 lb or less at joint(s)15 Max Gray All reactions 250 lb or less at joint(s)12 except 13=489(LC 4),14=451(LC 4),15=417(LC 4),17=1052(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-2=0/496,2-3=0/497 BOT CHORD 16-17=301/21,15-16=-301/21 - WEBS 2-17=303/0,1-17=694/0,3-15=111/271,3-17=364/0 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Non Standard bearing condition. Review required. 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. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)336 lb down at 0-2-4 on top chord. The design/selection of such connection device(s)is the responsibility of others. 6)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). LOAD CASE(S) Standard -��ED PRpF�ss 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 �Gj �NG I N:I: 9 /�Uniform Loads(lilt) �� ?iceVert:12-18=�,1-2=18o(F=-100),2-11=So 8 >,4E <' Concentrated Loads(Ib) Vert:1=-336(F) y ORE •N r.. C1/2, °gRY 12 `L�,4C? OO SOOX0 Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1111 Design valid for use only with MT'ekd connectors.This design is based only upon parameters shown,and is for an individual building component,not a truss system.Before use,the budding designer must verify the appfcability 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 MWTek' is always required for stability and to prevent collapse with possible personal injury and pibiderty 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 Safely Inlormalion 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 R46042180 PL15-410_UPPER F25 GABLE 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 5 Jul11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:48 2015 Page 1 ID:c53KNt9S8dZANg LpvMEnZkyC dl1-pOgirKLKNN C ngzhOu2 Qg I I FkOI N SLu KypnjN hoyCcw5 0-e Scale=1:35.4 3x6 FP= 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 • 0 0 o e o e a e a 2 — ' 0 e e • a 38 o d d N a e a e oo o e e a e a • 37 A - - �v�x,vCxx�vvVv�>� x 2SX ?/\7\) > A)1 36 35 34 33 32 31 30 29 28 27 26 25 24 23 22 21 20 19 3x6 FP= 1-4-0 I 2-8-0 1 4-0-0 I 5-4-0 1 6-8-0 1 8-0-0 I 9-4-0 I 10-8-0 1 12-0-0 I 13-4-0 1 14-8-0 I 16-0-0 I 17-4-0 1 18-8-0 1 20-0-0 1 21-6-12 1 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-4-0 1-6-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.10 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Ina YES WB 0.03 Horz(TL) 0.00 19 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:100 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 21-6-12. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)36,19,35,34,33,31,30,29,28,27,26,25,24,23,22, 21,20 1 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 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. `��Ed PR open ��C,N �Co tJG I N EF9 /02-9 [r%0PE �' Le � ORE`N C3 OGgO C.I. f5t, RY 12-• � Li soON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t I a WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII.7473 rev.10/032015 BEFORE USE. 1~ Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building coponent,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 Wel(' is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/Till Quality Crtieda,DSI-89 and ICSI Budding 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 R48042181 PL15-410_UPPER F26 Floor 3 1 Job Reference(optional) Pacific Lumber 8 Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:49 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl l-HaE42gMy8gKeS7GaSIxvrWnsCib64AU61 RSwDFyCcw4 1 1-0-4 1 2-6-0 I 0-48 Scale=1:41.5 4x6= 3x4= 3x4= 3x4= 3x6 FP= 4x5= 1 2 3 4 5 6 7 8 9 10 11 12 �� '-s - °N . n - °- wt. 21 V NS• V .,N 7 'Nit-V N N - ' N 407 No. " 2 A 20 19 18 17 16 15 14 13 3x4= 4x8= 3x6 FP= 3x5= 3x5= 4x6= 3x4= 1.5x3 SP= 0.118 24-4-12 I 0.4-8 24-3-4 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 017 Vert(LL) -0.23 15-16 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.56 Vert(TL) -0.39 15-16 >748 360 BCLL 0.0 Rep Stress Ina- YES WB 0.74 Horz(TL) 0.08 13 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:122 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 13=1062/0-5-4,19=1062/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1782/0,34=1782/0,45=3190/0,5-6=3190/0,6-7=3366/0,7-8=3366/0,8-9=-2315/0,9-10=2315/0, 10-11=2315/0 BOT CHORD 18-19=0/600,17-18=0/2626,16-17=0/2626,15-16=0/3419,14-15=0/2982,13-14=0/1316 WEBS 11-13=1631/0,11-14=0/1238,8-14=-827/0,8-15=0/475,6-16=283/0,416=0/699,418=1045/0,2-18=0/1464, 2-19=1200/0 NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)19. 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. ,-`�' G NEF- `S/O 2 �� 8 '40PE 9f "..-9,,,.ORE �N '.� �yGq RY i2-'Z�\-\ �° SOON O Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 i I .- A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev,10/03/2015 BEFORE USE. ill. 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 possiblepersonat injury and property damage. For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaMy Criteria,DSB-89 and SCSI Building Component 7777109 Safely Informalion 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 R46042182 PL15-410 UPPER F27 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1amoSGONau_SV3HrmOST8NjK3g6?vpkOFGSCTIhyCCW3 I 1-7-4 I 2-30 I 01118 Scale=1:23.3 1.5x3 II 1.5x3 = 1.5x3 I I 3x4= 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 = 1 2 3 4 5 6 7 e 4 1 13 / X Z N. il P-46 I N III 12 v 1Q 10 9 3x4= 3x5= 3x5 = 3x4= I 13-5-12 I 13-5-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/deft Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.14 Vert(LL) -0.03 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.06 8-9 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.28 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:70 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=582/0-5-4,11=582/0-2-12 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 2-3=-888/0,3-4=-888/0,4-5=958/0,5-6=958/0 BOT CHORD 10-11=0/463,9-10=0/1038,8-9=0/608 WEBS 6-8=-783/0,6-9=0/450,2-10=0/546,2-11=697/0 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)11. 2)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. 3)CAUTION,Do not erect truss backwards. �� o PROFF6'co IAG1NE€ s 8 :,40PE 1- ille f V ORE • .O O O,yO Ciq R 12.(is," O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 4 __ 1 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1" Design valid for use only with Mireke 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 film 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/MPl1 QuaBly Criteria,051.89 and ICSI Building Component Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sule 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042183 PL15-410_UPPER F28 FLOOR SUPPORTED GABL 23 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdll-ImoSGONau_SV3HrmOST8NjK5d621poLFG5CllhyCcw3 I 1-0-8 1.5x3 I I 1 354= 2 Scale=1:13.2 p • 4 ����������������4:7 • 1.5x3 II 3s4= 1-3-8 03 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 '"•` 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012ITP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. 8 .40PE 9r OF -7ORE • '.� -74/ORE 2 2 \.\� SOON O Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 AWARNING-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 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 --- - fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANS1/1811 Quality Criteria,DSB-89 and BCSI Budding 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 R46042184 PL15-410 UPPER F29 FLOOR SUPPORTED GABL 2 1 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCdl1-ImoSGONau_SV3HrmOST8NjK5k622poLFG5CTIhyCcWb 1 0-10-12 1.5x3 I I 1 3x4= 2 Scale=1:13.2 2. r 4 Sk# • • 1.5x3 II 3x4= p 1-1-12 0-d-3 1-1-12 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) Vdefl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.02 Vert(LL) 0.00 4 `"`" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-1-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=28/1-1-15,3=28/1-1-15,3=28/1-1-15 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. co � ,N. tNE G)NFR i9 /:.-.40PE f -v GREG �40 o 0 C�,yO(igRY 12.•O\-\kg 1 O SOON Digital Signature 1 EXPIRATION DATE: 12-31-16 December 4,2015 I I ®WARNING-Verify deign parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. l* 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 verity 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 atways required for stability and to preyed'collapse.with-possible persorialtinjury.andproperty damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see AN5I/TPI1 Quality Criteria,DSB-89 and BCSI Building Component Safely Intormaton available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sae 109 Citrus Heights,CA 95810 Job Truss Truss Type Qty Ply POLYGON R46042185 PL15410 UPPER F30 FLOOR SUPPORTED GABL 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 Mirek Industries,Inc.Thu Dec 03 14:38:50 2015 Page 1 ID:c53KNt9S8dZANgLpvMEnZkyCd114moSGONau_S V3HrmOST8NjK5x624poLFG5CTIhyCcw3 1.5x3 II 1 4x4= 2 Scale=1:13.3 L 1\ 0 0 N 4 3 1.5x3 II 4x4= H 0-9-12 1 0-64 0-9-12 Plate Offsets(X,Y)— f1:Edae,0-1.81,f3:Edcie,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl LJd PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.01 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress Incr YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:9 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 0-9-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=19/0-10-0,3=19/0-10-0 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Gable requires continuous bottom chord bearing. 2)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 3)Gable studs spaced at 1-4-0 oc. 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. ,� . 0640PE �r 401.y ORE o tio OA/ &Ai RY 12 OAC? O O SOON Digital Signature t EXPIRATION DATE: 12-31-16 December 4,2015 0 0_ AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE 1411-7473 rev.10103/2015 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 buss 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 bucking of individual truss web and/or chord members only.Additional temporary and permanent bracing Mi IT ek� is':alwaysrequired for stability and toprevent collapse with possible personal injury and property damage. For general guidance regarding the ,. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/711 Quatiiy Criteria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Information available horn 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 R46042186 PL15-410_UPPER F31 FLOOR SUPPORTED GABL 1 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Thu Dec 03 14:38:51 2015 Page 1 I D:c53KNt9S8dZANg LpvM EnZkyCd I1-DzMgTMN DflaMh RQyaA_NwxtG NV OGYFbPVIy 117yC c,w2 I 1-0-8 I 1.5x3 II 1 3x4= 2 Scale=1:13.2 I L 4 4 N r • ♦ . 1.5x3 II 3x4= 1-3-8 0-0'-3 1-3-8 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.03 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:11 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-3-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD . Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=32/1-3-11,3=32/1-3-11,3=32/1-3-11 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. (�E� PROFF �,-N, NGI N ESR`sco /��'v : r640PE f 40, r 4.11 ":-7,,,ORE 4,"GgRY 12•20N4 O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 0 4 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 1M1[ Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for an individual butdng coponent,not a truss system.Before use,the building designer must verily the applicability of design parameters and property incorporate this design into the overall building design.8racing_indicated into prevent bucklingof individual truss web and/or chord members only.Additional temporary and permanent bracing - MiTek° is always required for stability and to prevent collapsevdthpossible personal injury and property damage. For general guidance regarding the 7777Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quakily CrIeria,D56-89 and BCSI Building Component 7 109 Safely Information available from Truss Plate Institute,218 N.Lee Street.Suite 312,Alexandria,VA 22314. Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042187 PL15-410_UPPER F32 Floor Supported Gable 1 1 Job Reference factional). Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:51 2015 Page 1 I D:c53KNt9S8dZANg LpvMEnZkyCd I1-DzMgTM N DflaMhRQyaA_NwxtGOVODYF3P VIy 117yCcr2 1 2 3 4 Scale=1:13.0 L N L . • 8 7 6 5 I 3-7-0 I 3-7-0 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.05 Vert(LL) n/a - n/a 999 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) n/a - n/a 999 BCLL 0.0 Rep Stress lncr YES WB 0.03 Horz(TL) 0.00 5 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:19 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-7-0 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. OTHERS 2x4 DF Stud/Std(flat) TRUSS TO BE FULLY SHEATHED FROM ONE FACE OR SECURELY REACTIONS. All bearings 3-7-0. BRACED AGAINST LATERAL MOVEMENT(I.E.DIAGONAL WEB). (Ib)- Max Gray All reactions 250 lb or less at joint(s)8,5,7,6 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)All plates are 1.5x3 MT20 unless otherwise indicated. 2)Gable requires continuous bottom chord bearing. 3)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 4)Gable studs spaced at 1-4-0 oc. 5)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. c;\ (cS\4G.14-N:F:E:6'<24-;c-- PR ore �� -7 11110 ti9.-0 ORE EN ,.o 0y0LgRY i2. AC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 e i ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. 110 Design valid for use only with Mirek®connectors.This design is based only upon parameters shown,and is for an individual building component.not . a truss system.Before use,the building designer must verity 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 tVliTek` required for stability and to prevent collapse with possible personal injury and property damage. For general gu dance regarding the ,-. -_ -; fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualify Criteria,DSS-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus He_iuhis,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46042188 PL15-410_UPPER F40 Floor Supported Gable 3 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:51 2015 Page 1 I D:c53 KNt9S8dZANg LpvM EnZkyCd 11-DzMgTM NDflaMhRQyaA_NwxtG GVOGYFbPVIy117yCcw2 I 0-9-12 1.5x3 II 1 3x4= 2 Scale=1:13.2 d cS N ������ 4 r� 1.5x3 II 3x4= I 1-0-12 I 1-0-12 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.04 Vert(LL) 0.00 4 "" 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.00 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.00 Horz(TL) 0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:10 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-0-12 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=52/1-0-12,3=52/1-0-12,3=52/1-0-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. ������NG N F9 s,�2 �� 8 .40PE 9r y N `� OyO LOREq RY 12`Z>OC? O SOON Digital Signature EXPIRATION DATE: 12-31-16 J December 4,2015 t I AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERANCE PAGE MI1-7473 rev.10/03/2018 BEFORE USE Ell Design valid for use only with M7ekm 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 Milele is always required for stability and to prevent colklpie 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 Quordy Criteria,DSB-89 and SCSI Building Component Safety Informalion 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 R46042189 ' PL15-410_UPPER F41 Floor Supported Gable 1 1 Job Reference(optional) Pacific Lumber&Truss Co. Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Thu Dec 03 14:38:52 2015 Page 1 I D:c53KNt9 S8dZA Ng LpvMEnZkyC dl1-h9wChiOrQbi DJ b?97tVcS8P QAvkPHi rYj PhagZyCcw1 1-3-8 1 05x3 I I 1 3x4= 2 Scale=1:13.2 0 0 N • •L\4•� 4 47.v 1.5x3 11 3x4= I 1-6-8 1-6-8 LOADING(psf) SPACING- 2-0-0 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.09 Vert(LL) 0.00 4 **** 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.01 Vert(TL) -0.00 4 >999 360 BCLL 0.0 Rep Stress lncr YES WB 0.00 Horz(TL) -0.00 3 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:12 lb FT=0%F,0%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 1-6-8 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 4=78/1-6-8,3=78/1-6-8,3=78/1-6-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Truss to be fully sheathed from one face or securely braced against lateral movement(i.e.diagonal web). 2)Gable studs spaced at 1-4-0 oc. 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. ' (• PRQFe�'6" �,\� t,.. E," ip29 8 r a40PE ,, 17 ORE 16.N '.o 0 C &1 RY 12-•O,�c, o soot Digital Signature EXPIRATION DATE: 12-31-16 December 4,2015 t I p ®WARNING-Verily design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERANCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. IMO Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not ill a truss system.Before use,the budding 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.Por-general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality C tleria,DSI-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 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3/"4 Center plate on joint unless x,yI I 6-4-8 dimensions shown in ft-in-sixteenths (Drawings not to scale) Failure to Follow Could Cause Property offsets are indicated. Damage or Personal Injury ralMDimensions are in ft-in-sixteenths. 1111 4k Apply plates to both sides of truss 12 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. onal or dia TOP CHORDS 9 g,is always required. See BCSI. 1 „ C1-2 C2-3 2. Truss bracing must be designed by an engineer.For 0'/16 4 wide truss spacing,individual lateral braces themselves may require bracing,or alternative Tor I O ., p bracing should be considered. 1111.11,110p 3. Never exceed the design loading shown and never O 11)te � stack materials on inadequately braced trusses. ° O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7 B 6-7 C5 6 ~ designer,erection supervisor,property owner and plates 0-144'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 section 6.3 These truss designs rely on lumber values 14.Bottom chords require lateral bracing at 10 ff.spacing, BEARING established by othersor less,if no ceiling is installed,unless otherwise noted. . 15.Connections not shown are the responsibility of others. .I Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ■ O reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. MI NM Min size shown is for crushing only. 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risks.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MI° 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing. is not sufficient. BCSI: Building Component Safety Information, 20.Design assumes manufacture in accordance with MiTek 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 Job Transmittal MiTek USA, Inc. 1101111 ff111 1011111101111011 250 Klug Circle, Corona, CA 92880 (951)245-9525 Fax(951)273-0040 Transaction ID: 418660 TO: PACIFIC LUMBER & TRUSS DATE: 3/11/2015 AU: Bob Cairns Drawings Repairs Sequence#'s Description 69 0 6203100-6203168 5019-D POLYGON2 -5019-D POLYGON Transmittal Notes: Design Notes: FTP:418660.zap 3/11/2015 9:58:07 AM Page 1 IIII II I III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-05-08 GIRDER SUPPORTING 40-00-00 FROM 7-00-00 TO 20-00-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 72 2-10=(-1674) 7816 10- 3=(-1410) 6444 7-15=(-6510) 1454 2x6 KDDF #1&BTR T2 2- 3=(-10392) 2284 10-11=(-2976) 13558 10- 4=(-8518) 1930 15- 8=(-1600) 7282 BC: 2x8 KDDF SS LOADING 3- 4=( -7816) 1752 11-12=(-3640) 16458 4-11=(-1412) 6334 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-14262) 3212 12-13=(-3604) 16352 11- 5=(-3160) 726 2x4 KDDF #1&BTR A; TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 20'- 5.5" V5- 6=(-16686) 3770 13-14=(-3604) 16352 5-12=( -458) 2058 2x8 DF SS B; BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 7'- 0.0" V6- 7=(-13680) 3084 14-15=(-2890) 13148 12- 6=( -134) 1118 2x4 KDDF STUD C BC UNIF LL( 475.0)+DL( 343.0)- 818.0 PLF 7'- 0.0" TO 20'- 0.0" V7- 8=( -8756) 1986 15- 9=(-1908) 8756 13- 6=( -432) 2098 BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 20'- 0.0" TO 20'- 5.5" V8- 9=(-11632) 2580 6-14=(-3730) 834 TC LATERAL SUPPORT <= 12"0C. UON. 14- 7=(-1042) 4764 BC LATERAL SUPPORT <= 12"OC. UON. ADDL: BC CONC LL+DL= 3777.0 LBS @ 6'- 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0'- 0.0" -1577/ 7108V -65/ 73H 5.50" 11.37 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED 20'- 5.5" -1975/ 8881V 0/ OH 5.50" 14.21 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' OVERHANGS: 12.0" 0.0" ( 2 ) complete trusses required. VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 Join together 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.100" ** HANGER BY OTHERS TO APPLY CONC. nails staggered at: MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed = 0.133" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.132" @ B'- 11.6" Allowed = 0.977" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.360" @ 8'- 11.6" Allowed = 1.303" 6" oc in 2 row(s) throughout 2x8 bottom chords, 9" oc in 1 row(s) throughout 2x4 webs. MAX HORIZ. LL DEFL = -0.034" @ 20'- 0.0" MAX HORIZ. TL DEFL = 0.074" @ 20'- 0.0" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3-08-11 13-00-02 3-08-11 Wind: 140 mph, h=20.8ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 1' T (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3-08-11 2-01-09 2-09-13 2-11-09 2-11-09 2-09-09 3-05-11 load duration factor=l.6, 1' f 4' 4( 4' T Truss designed for wind loads 12 12 in the plane of the truss only. 10.00 V M-5x10M18HS-5x16 Q 10.00 M-6x8 M-3x5 M-3x10 M-5x6 3B 4 5 6 7 T2 - C A M-5x16 N' A ,A- M-5x16 mB = = �� I _ ll I B rn / I I _ _ I'I n� I'I �� I.I \ 1'-'4' 10 11 12 '� 13 14 15 - 9 of 1 0.25" o -3x8 M-6x8 M-6x8 ** MSHS-9x18(S) /, 1, 1,3777# 1, /' b ), 1, 3-05-11 2-08-01 2-09-13 2-08-01 2-08-01 2-08-01 3-05-11 1-00 20-05-08 tib`0 PR OFF JOB NAME •. 5019-D POLYGON - Al � �tJGN�� � ,� s/° Scale: 0.2948 44 7✓-7 cc 8 WARNINGS: GENERAL NOTES,unless otherwise noted: •G 1.Builder and erection contractor should be advised of all General Notes 1.This design is based onty upon the parameters shown and is for an Individual Truss: Al 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 construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v � ' po ty continuous sheathing such as plywood ing(TCs and/or drywall(BC). ,r -I OREGON OREGON O DATE• 3/11/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ �jr 4/ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. -51 �.��Y. 15 2 SEQ. : 6203100 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, V design loads be applied to any component and are for"dry condition"of use. �j^ a� TRANS I D: 418660 5.CompuTrus hes no control over and assumes no responsibility for the 6.Desnecessary. PAUL full bearing at all supports shown.Shim or wedge If i t fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 11111111 11111 11111 11111111 11E 111 TPI VVECA in BCSI,copies of which will be furnished upon request. git coincide with joint ate in nche. EXPIRES: 2/31 241 9.Digits Indicate size of plate to inches. MITek USA,Inc./CompuTrus Software 1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII I IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x9 KDDF #1&BTA SPACED 24.0" O.C. 2-3=(-68) 42 TC LATERAL SUPPORT <= 12"0C. ION. 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 PIP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -53/ 293V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -67/ 69V 0/ OH 1.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" 0/ 32V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.066" MAX BC PANEL LL DEFL = 0.003" @ 1'- 9.3" Allowed = 0.142" 12 MAX TC PANEL TL DEFL = 0.003" @ 1'- 3.7" Allowed = 0.196" MAX BC PANEL TL DEFL = -0.002" @ 1'- 11.9" Allowed = 0.189" 10.00 7 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 3 -7 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 0 Wind: 140 mph, h=loft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o` (All Heights), Enclosed, Cat.2, Exp B, MWFRS(Dir), o II load duration factor=1.6, o Truss designed for wind loads o 1in the plane of the truss only. 0 PLEIMMIMMIIMII l o ��4 M-3x9 ,l /' y 1-00 3-09 PROVIDE FULL BEARING;Jts:2,3,41 cO PRQpF JOB NAME : 5019-D POLYGON - AJ1 eco`` L��'INS' , ss'o Scale: 0.6897 4r.? fO cc'� go. WARNINGS: GENERAL NOTES,unless otherwise noted: 17 /8 G � 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: AJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper APO 2.204 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by `, <0 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ..7 OREGON ° DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 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. 9/9, L..q by 15 �e SEQ. : 6203101 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, ,LT1 7 TRANS ID: 418660 design loads be applied to any component. and are for"dry condition"of use. /'- S.CompuTrus has no control war anti assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge If PA t PAUL ' fabrication,handing,shipment and installation of components. ecessary. V 7.Designlatesassumes adequated dthinace is press,and 6.This design is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,aplaced so their center I IIIIII I III VIII VIII VIII VIII IIII IIII IIIITPINVECA In BCSI,copies of which will be famished upon request. lines coincide with joint center tines. EXPIRES: ( .31'2Q16 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-91) 73 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF 0'- 0.0" -38/ 325V -42/ 127H 5.50" 0.52 KDDF ( 625) 3'- 6.2" 0/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.0" -72/ 104V 0/ OH 1.50" 0.13 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" 10.0017 3 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" MAX TC PANEL LL DEFL = 0.032" @ 2'- 3.7" Allowed = 0.286" MAX TC PANEL TL DEFL = 0.030" @ 2'- 3.7" Allowed - 0.428" 1 MAX HORIZ. LL DEFL = -0.001" @ 3'- 8.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 8.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting o system and components and cladding criteria. 1 o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (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 .--(f r I m 0 o 110.--- / 4►' 1 M-3x4 ,1 ), b y 1-00 3-09 0-02-11 PROVIDE FULL BEARING;Jts:2,4,3' \0 PR©p 8 JOB NAME : 5019-D POLYGON - AJ2 Scale: 0.6431 ��7 ��E /Q�17 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• AJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper f 2.244 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during constmction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by -^ �4) Po h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7 (--)1:::::::::::;°!!:1)7 REGON O �, DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1/0 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsiMity of the respective contractor. 1,9 ,q n Y...�,, SEQ. : 6203102 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.. "T V design loads be sported to any component. and are for"dry condition"of use. q p �0 TRANS I D: 418 660 5.CompuTrus has no control over and assumes no responsibility for the 6.necessary,assumes full bearing at all supports shown.Shim or wedge if A UL fabrication,handling,shipment and Installation of components. 9. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 111 VIII VIII 11111 III IIII IIII TPI VJTCA in SCSI,copies of which will be furnished upon request. git coincide with joint center lines. EXPIRES:12/31/2016 S.Digits indicate size of platete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) IIII II 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-215) 181 3-9=( -61) 30 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -17/ 312V -66/ 1B5H 5.50" 0.50 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.2" 0/ 40V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -146/ 222V 0/ OH 1.50" 0.28 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -35/ 56V 0/ OH 1.50" 0.09 KDDF ( 625) 1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 4 -/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.009" @ 1'- 10.0" Allowed = 0.286" ) MAX TC PANEL TL DEFL = -0.008" @ 1'- 11.4" Allowed = 0.428" 12 , MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" 10.00 V MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. 0o Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS)Dir), o load duration factor=l.6, ,I Truss designed for wind loads in the plane of the truss only. rn o of 5� 1 M-3x4 J, 1, .1 1, 1-00 3-09 2-02-11 'PROVIDE FULL BEARING;Jts:2,5,3,91 JOB NAME •. 5019-D POLYGON - AJ3 ,,,GP e�R t/o Scale: 0.5166 �7 WARNINGS: GENERAL NOTES,unless otherwise noted: "'782 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: AJ3 and Warnings before construction commences. building component Applicability of design parameters and proper / ..,, 2.254 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. or-- '' .n'- o.'"` -" 3.Additional temporary bracing to Insure stability during constructlon 2.Design assumes the top and bottom chords to be laterally braced at r DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 1p is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '7 OREGON >, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral braang required where shown++ �C/A ��� 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. v '- S E Q. : 6203103 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, -I r7 Y A 5 'f design loads be app4ed to any component and are for"dry condition"of use. c�V TRANS 1 D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Act U C`l d. fabrication,handing,shipment and installation of components. ecessary. 6.This design is furnished to the Imitations set forth by7.Designlatesassumes adequate one bothdtface is truss,a IIII I I III(IIII VIII I II VIII II II IIII III 9 subject 8.Plates shall be located on faces of truss,and placed so their center TPIAWCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. EXPIRES:'12/31/2016 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) (IIII I I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. , 2-3=(-302) 267 3-4=( -98) 69 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.7" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -10/ 297V -86/ 232H 5.50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.2" 0/ 36V 0/ OH 5.50" 0.06 KDDF ( 625) 3'- 8.2" -207/ 305V 0/ OH 1.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 9.0" -83/ 118V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 4 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.022" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.030" �) MAX TC PANEL LL DEFL = 0.007" @ 2'- 2.3" Allowed = 0.286" 0 MAX BC PANEL TL DEFL = -0.005" @ 1'- 11.9" Allowed = 0.189" MAX HORIZ. LL DEFL = -0.003" @ 7'- 8.2" 12 MAX HORIZ. TL DEFL = -0.003" @ 7'- 8.2" 10.00 7 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 3 to (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, r- Truss designed for wind loads j0 in the plane of the truss only. Co t o I M-3x9 1, 1, l ), 1-00 3-09 9-02-11 PROVIDE FULL BEARING;Jts:2,5,3,41 ��,W) PRQIF�s JOB NAME : 5019-D POLYGON - AJ4 Scale: 0.4264 w t�GINatFR /0'1", WARNINGS: GENERAL NOTES,unless otherwise noted: 'Cr �'� w 78 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• AJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper d 4 . 00, 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 1'"a ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Po tY continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). A -V OREGON '�� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ , 4. �� 4Q` 4.No load should be apphed to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. 1' .4 Y �.. SEQ. : 6203104 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ` TRANS I D" 418660 design loads be applied to any component. and are for"dry condition"of use. ^ L • 5.CompuTrus has no control over and assumes no responsibility for the e.Design assumes full bearing at all supports shown.Shim or wedge if p T`- necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage Is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIII I II VIII 001111111111111111111111 TPI/WTCA in BCSI,copies of which will be furnished upon request git coincide with joint center lines. Expi RES.1 .�1/2Q16 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIIII' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-388) 351 3-4=(-214) 168 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -66) 30 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -13/ 303V -111/ 296H 5.50" 0.48 KDDF ( 625) 3'- 6.2" 0/ 38V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 3'- 8.2" -200/ 277V 0/ OH 1.50" 0.35 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 8.2" -162/ 241V 0/ OH 1.50" 0.31 KDDF ( 625) 9'- 11.7" -29/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. [COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.] 5 , VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" a MAX TC PANEL LL DEFL = 0.005" @ 1'- 10.0" Allowed = 0.286" MAX BC PANEL TL DEFL = -0.004" @ 1'- 11.9" Allowed = 0.189" MAX HORIZ, LL DEFL = -0.005" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 12 j NOT EXCEED 19% AT TIME OF MANUFACTURE, 10.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), i load duration factor=l.6, o Truss designed for wind loads 1 in the plane of the truss only. 3 �) en t i z o M-3x4 .1 ,J' ), / 1-00 3-09 6-02-11 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 503 R0 - ��`4�GPNF F 6'6, JOB NAME •. 5019-D POLYGON - AJ5 Scale: 0.3637 ,4�` Fq OA� WARNINGS: GENERAL NOTES,unless otherwise noted: �� w 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end Is for an individual Truss: AJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper4040 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. «Ρ, " 1.'m^ +i` ' . 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t,, is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7 OREGON r. . DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 175, tr" 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. t� SEQ. : 6203105fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a corrosive environment, 1, "4 r' 15 `- design loads be applied to any component and are for"dry condition"of use. f� TRANS I D: 418660 5.CompuTrus hes no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PAUL , fabrication,handling,shipment and installation of components. Dnecessary. 7.Plates assumes adequateadondrainage is provided. a. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I I I IIII III I III IIII(IIII IIII IIII TPIMlTCA in SCSI,copies of which will be furnished upon request. Digs coincidenictwith joint centerteInI ache. EXPIRES: 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII IIIII This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 5-03-05 FOR 3-08-12 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1,15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT 12 7.07 PROVIDE SUPPORT M-5x8 2X9 DF #168TR 02PROVIDE)11111, M 3x6 SUPPORT M-3x6 ...0." 0.00 M 3x6 M-3x8 : Millo 0 5-01-13 b y .1 1, b 1-07-02 5-03-05 5-07-19 ���� PR Op , JOB NAME : 5019-D POLYGON - AR 16-00 Scale: 1/2" , „<<,4t 'NGINE.. 5 29 WARNINGS: GENERAL NOTES,unless otherwise noted: 4t.' :s 78. - T'' 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• AR and Warnings before construction commences. building component.Applicability of design parameters and proper w • 2.2x4 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the of the erector.Additional rmanent bracin of 2'o.c.and at fly o.c.respectively unless braced throughout their length by responsibility pe g continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -y OREGON by DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ .;• 4. , 1L� T 4.No load should be appied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. V L� `Q` SEQ. : 6203106 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9 Al q Y A 5 _i 4 design loads be tippled to any component and are for"dry condition"of use. h 'f V TRANS I D 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hit bearing at all supports shown.Shim or wedge if A. PA U L �, necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the irritations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II1111I III VIII VIII OHO (IIII VIII IIII IIII TPI VJTCA in BCSI,copies of which will be famished upon request. indicate lines coincide withjointcenterinches.lines. 9.Digits size ofplatein MiTek USA,Inc./CompuTrus Software 6.2.3(1L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) EXPIRES:12/31/2016 1E1 41 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 20-08-00 HIP SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; 20-08-00 GIRDER SUPPORTING 42-00-00 FROM 0-00-00 TO 13-08-00 1- 2=(-10218) 2500 10-11=( -276) 1098 10- 1=(-8986) 2190 5-15=(-3908) 1062 2x6 KDDF #1&BTR Ti, T3 LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-12050) 3038 11-12=(-2414) 10216 1-11=(-3058) 12618 6-15=(-1494) 6396 BC: 2x8 KDDF #1&BTR 3- 4=( -9220) 2374 12-13=(-2756) 11252 11- 2=(-6990) 1804 15- 7=( -484) 1706 WEBS: 2x4 KDDF STAND; LOADING 4- 5=(-11422) 2964 13-14=(-2766) 11294 2-12=( -902) 180 7-16=( -778) 270 2x4 KDDF #1&BTR A; LL = 25 PSF Ground Snow (Pg) 5- 6=( -9040) 2328 14-15=(-2766) 11294 12- 3=(-1580) 6784 2x6 KDDF #2 B; TC UNIF LL( 50.0)+DL( 14,0)= 64.0 PLF 0'- 0.0" TO 6'- 0,0" V6- 7=(-11654) 2952 15-16=(-1904) 8082 12- 4=(-3632) 998 2x8 DF SS C TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 6'- 0.0" TO 14'- 8.0" V7- 8=(-11136) 2726 16- 8=(-1898) 8066 4-13=( -528) 2606 TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 14'- 8.0" TO 20'- 8.0" V8- 9=( 0) 72 13- 5=( -624) 234 TC LATERAL SUPPORT <= 12"0C. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 20'- 8.0" V 14- 5=( -520) 2652 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 500.0)+DL( 340.0)= 840.0 PLF 0'- 0.0" TO 13'- 8.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 6'- 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 250.0)+DL( 70.0)= 320.0 LBS @ 14'- 8.0" 0'- 0.0" -2468/ 10325V -147/ 105H 5.50" 16.52 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 3564.0 LBS @ 14'- 8.0" 20'- 8.0" -1988/ 8182V 0/ OH 5,50" 13.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. OVERHANGS: 0.0" 12.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Caution: Note bearing area requirements. ( 2 ) complete trusses required. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP Join together 2 ply with 3"x.131 DIA GUN AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 nails staggered at: MAX LL DEFL = 0.102" @ 8'- 10,7" Allowed = 0.988" 9" oc in 2 row(s) throughout 2x6 top chords,r; * For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.263" @ 11'- 11.0" Allowed = 1.317" 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = -0.001" @ 21'- 8.0" Allowed = 0.100" 5" oc in 2 row(s) throughout 2x8 bottom chords, MAX TL CREEP DEFL = -0.001" @ 21'- 8.0" Allowed = 0.133" 9" oc in 2 row(s) throughout 2x6 webs, #8 HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x9 webs. LOAD(S) EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.027" @ 20'- 2.5" MAX HORIZ. TL DEFL = 0.056" @ 20'- 2.5" 2-04-13 3-06-14 8-08-10 5-11-11 T T 1' . T DESIGN ASSUMES MOISTURE CONTENT DOES 2-08-05 3-03-06 2-07-09 3-03-13 3-00-05 2-06 3-02-11 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T +320# T T i X20# T T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 10.00 M18HS-5x16 N 10.00 3 M-3x5 M-3x10 M18HS-5x16 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 4 -5^ 6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, T3 \ Truss designed for wind loads \ in the plane of the truss only. M-6x10 M-3x5 M-7x10 7 1 2 A A a� m - - T1 0 B M-5x16 o 1 ii 1 T 0 C M `.1_ `�,_ - - io1_ l 1 _ _ i0� LII �� 1 1 14' ie 11 12 13 0 2$" 14 15 16 - c of M-3x10 M-8x10 M-3x10 M-8x10 M-1.5x3 0 -M-10x10 =M-10x10(S) ## ) ) b b y +364# y b 2-04-13 3-02-02 3-03-13 3-00-05 3-02-01 2-06 3-00-15 ) > ). 20-08 WEDGE REQUIRED AT HEEL(S). 1-00 JOB NAME : 5019-D POLYGON - B1 ,�� ��GI ��`��% Scale: 0.2803 ��? �G R �'7 1:t- ZIWARNINGS: GENERAL NOTES,unless otherwise noted: 7G? •E 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: B1 and Warnings before construction commences. building component.Applicability of design parameters and proper Wit` 2.2o4 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. �/'"+ "` yr,.. - Al 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at =' DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by .. is the responsibility of the erector.Additional permanent bracing of V 4) continuous sheathing suchr asl b plywood swhere +drywall(BC). "$y OREGON 5) DATE: 3/11/2015 the overall structure is the responsibility at the building designer. 3.2x Impact bridging or lateral bracing required where shown++ S EQ. : 6203107 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. Il. /V x!„41R 1 � - fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. /�^ 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PA 1 r�. 9' fabrication,handing,shipment and installation of components. necessary. V 7.Designassumes atedadequate drainage is provided. a 6.This design Is famished subject to the imitations set forth by 8,Plates shall be located on both faces of truss,and placed so their center III II I III VIII VIII I III IIII III I III IliiTPI/WTCA in BCSI,copies of which will be furnished upon request. linesplate coincide with joint center toes. 9.Digits Indicate size of in inches. EXPIRES:12/31/2016 MIlek USA,InC./COmpuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=(-56) 53 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"00. 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -51/ 296V -23/ 81H 5.50" 0.47 KDDF ( 625) 1'- 10.9" -117/ 108V 0/ OH 1.50" 0.17 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 49V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.003" @ 1'- 0.0" Allowed = 0.131" T T MAX TC PANEL TL DEFL = -0.004" @ 1'- 1,5" Allowed = 0.196" MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 12 MAX BC PANEL TL DEFL = -0.021" @ 3'- 3.8" Allowed = 0.339" 10.00 7MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = 0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES 3 ./ NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. '' Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), o load duration factor=l.6, oI Truss designed for wind loads o in the plane of the truss only. N n1f ro I o M-3x4 ; b b 1-00 PROVIDE FULL BEARING;Jts:2,3,41 6-00 �(( c PROpk. JOB NAME : 5019-D POLYGON - BJ1 w ENGIN ER '°29 Scale: 0.6900 4tWARNiNeS: GENERAL NOTES,unless otherwise noted: d'' -.78 w F^' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss:• BJ1 and Warnings before construction commences. building component.Applicability of design parameters and proper .41 4040 2.204 compression web braang must be installed where shown+. incorporation of component is the responsibility of the building designer " �` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �' DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'c.c.respectively unless braced throughout their length by �OREGON Qt"� p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 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. 'S1�..�.4 },....�� SEQ. : 6203108 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, V design loads be appBed to any component and are for"dry condition"of use. 4. P c;\ TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8'necessary. fabrication, full bearing at all supports shown.Shim or wedge If A U 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. Tangs coincide with joint center lines. EXRIRES: I�/31/Zd16 9.Digits indicate size offplate in inches. MiTek USA,InciCo of s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) III II 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-91) 82 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSI' LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -27/ 347V -44/ 132H 5.50" 0.55 KDDF ( 625) 3'- 10.9" -125/ 135V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 58V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.1 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 3-11-11 MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.078" MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.105" 1' T MAX TC PANEL LL DEFL = 0.025" @ 2'- 2.2" Allowed = 0.305" MAX BC PANEL TL DEFL = -0.035" @ 3'- 1.4" Allowed = 0.339" 12 3 -/ 10.00 MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" i DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. a, Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, : Truss designed for wind loads ro in the plane of the truss only. ro o M-3x4 b l b 1-00 I PROVIDE FULL BEARING;Jts:2,3,916-00 , FRO PROpFs JOB NAME •. 5019-D POLYGON - BJ2 �� ,*��4,GINE- `�/0 Scale: 0.5915 /,V� 2,7 WARNINGS: GENERAL NOTES,unless otherwise noted: ¢ 7.'78 w L 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• BJ2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. - 3.Additional temporary bracing to Insure stability during construction • 2.Design assumes the top and bottom chords to be laterally braced at _- DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by f•. 4) is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A 1' OREGON f\ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ ,. 4' • tp ,!r 4.No load should be spied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. V [� 1 SEQ. : 6203109 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, 9 4Fi Y 5 -` TRANS I D: 418660 design bads be applied to any component. and are for"dry condition"9use.supports wedgeV 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fu0 bearing at all su ris shown.Shim or it �' PAUL ,. fabrication,handling,shipment and Installation of components. necessary. 7.Designlaesassumesadequateonedrainage I opromised. S.This design is furnished subject to the limitations set forth by S.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII(IIII(IIII(IIII VIII VIII IIII IIIITPIMlfCA In BCSI,copies of which will be famished upon request. lines coincidev joint center nche. EXPIRES: �✓.�1/ZO1 C7 9.Digits Indicate size of platete In inches. MiTek USA,Ino./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII I I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 185H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 77V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pq) 5'- 11.7" -106/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = '0,161" @ 3'- 7,2" Allowed = 0.479" 5-11-11 MAX TC PANEL TL DEFL = -0.145" @ 3'- 4.9" Allowed = 0.718" 1' T 3 -s MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.9" 6 DESIGN ASSUMES MOISTURE CONTENT DOES 12 I NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 V Design conforms to main windforce-resisting • system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. �" 0 rn /- ►� 4►� - 1 M-3x9 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3I <(- 0 PROFESS JOB NAME : 5019-D POLYGON - BJ3 �� ��AGINE'�'� Scale: 0.4854 �� E '✓ WARNINGS: GENERAL NOTES,unless otherwise noted: e•78 • �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• BJ3 and Warnings before construction commences. building component.Applicability of design parameters and proper AlOP.. 2.204 compression web bracing must be installed where shown+• incorporation of component Is the responsibility of the building designer. �.. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7OREGON °' DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 4, 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibitty of the respective contractor. n SEQ. : 6203110fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 7 r'i Y design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes fun bearing at all supports shown.Shim or wedge If P,4 u R fabrication,handing,shipment and installation of components. Designnecessary. 7. latesassumes adequate on drainage is of truss,d.and This design is furnished subject to the imitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 11111111111111111111111111111111111111111 TPIM?CA In SCSI,copies of which will be burnished upon request. git coincidenicatwith jointf center Ines. EXPIRES: 12/31/2016 9.Digits indicate size of plate in Inches. MiTel USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11111011 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDI #1&BTR SPACED 24.0" O.C. 2-3=(-249) 222 3-4=( -91) 37 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 238H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -223/ 356V 0/ OH 1.50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 11.7" -13/ 3V 0/ OH 1.50" 0.00 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF 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 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -1 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.095" @ 2'- 11.8" Allowed = 0.481" 0 MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.9" 12 3 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. P( Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o Truss designed for wind loads o in the plane of the truss only. IL M 1 /- -/ I =� 5�IA 0 1 M-3x4 1, b ,1 b 1-00 6-00 1-11-11 'PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-D POLYGON - BJ4 ,., 0.GI e '9 s/0 Scale: 0.4264 � '✓„7 WARNINGS: GENERAL NOTES,unless otherwise noted: w 78 w 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 j Truss: BJ4 and Warnings before construction commences. building component.Applicability of design parameters and proper 5, 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: SS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by L. is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -1A-OREGON t.., DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ '�. "Y f(3 lir 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. : 62 03111 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, '9 F Y 1 NI design loads be applied to any component. and are for"dry condition"of use. {� TRANS I D: 418660 5.CompuTrus hes no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if PA U L C�, fabrication,handling,shipment and installation of components. ecessary. po 7.Designlatesassumes adequateddrainagecis of truss, d.and This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss, placed so their center I III I I I 1111111111111111111111101 TPIAMTCA in SCSI,copies of which will be furnished upon request. lines coincide with joint center tines. EXPIRES: ��1/Z01 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-336) 303 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -111/ 296H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -261/ 392V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 11.7" -63/ 93V 0/ OH 1,50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF 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 MAX LL DEFL = -0,002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4,9" Allowed = 0.481" /I: MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 10.9" MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=23.4ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, oTruss designed for wind loads Iintheplaneofthetrussonly.m0DDMo/ -v 1' 1' . b 1-00 6-00 3-11-11 PROVIDE FULL BEARING;Jts:2,5,3,41 �(5cO PRQp�s JOB NAME : 5019-D POLYGON - BJ5 �� •tkGIN6.. s% Scale: 0.3637 �,� C 19 WARNINGS: GENERAL NOTES,unless otherwise noted: :4'78 • 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: BJ5 and Warnings before construction commences. building component.Applicability of design parameters and proper -f .. 2.204 compression web bradng must be installed where shown F. Incorporation of component Is the responsibility of the building designer. +/' ✓' `r 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS s the res onsib li of the erector.Additional bract of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by responsibility permanentn9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7 OREGON Q,h ,-- DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ j, .?7 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. ti/ C� c ` SEQ. : 6203112 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 91gh '4NY A a ,_` TRANS S I D 418660 design loads be applied to any component. and are for"dry condition"of use. hhn t1�l • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if r" T necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center (IIII III I VIII 11111 111"Ili III IIIITPINVECA in 8C51,copies of which will be furnished upon request. lines coincidewith joint center hes.. EXPIRES:12/31/2016 9.Digits Indicate size of plateteIn 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) CHI I IIII This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 8-05-08 FOR 6-00-00 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT 12 7.07 , M-5x8 106 PROVIDE 2X9 DF SUPPORT #16BTR Noo, M-3x6 M-3x6 M-3x6 M-3x8 M �i' ,, 111111 O� I 1..1 0 y y y y 8-09 1-07-02 8-05-08 y b y 5-07 14 16-01-12 .i,,t° PRQp,. JOB NAME : 5019-D POLYGON - BR Scale: 1/2" G �c4Gf� F� N '4 s< WARNINGS: GENERAL NOTES,unless otherwise noted: �� e♦/8 " �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: BR 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. I"'* «. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '�' W DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by �. is the responsibility of the erector.Additional permanent bracing oft✓' (p continuoussheathing such as plywoodre aired where and/or drywall(BC). 9 OREGON QN DATE: 3/11/2015 the overall structure is the responsibility of the building designer 3.Zr Impact bridging or lateral bracing required where shown++ � it, Q. SEQ. : 6 2 0 3113 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. 1:9 9 (�,qY 15 ��,(�. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D' 418660 design bads be applied to any component. end are for"dry condition"of use. '1 5.CompuTrus hes no control over and assume no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if pp 1 r L �, fabrication,handling,shipment and installation of components. 7.Decessary. provided. V 6.This design is furnished subject to the limitations set forth by 8.Platesshallbe locateassumes d uoneboth faces drainage iof truss, nd placed so their center VIII 111 VIII VIII 111111111 IIII IIII TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. 9.Digits indicate size of plate in Inches. MiTek USA,Inc./Com uTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988 ITek) EXPIRES: 12/31/2016 1111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 40-00-00 STUB HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-11=(-1842) 5290 3-11=( -142) 354 10-15=(-3912) 1384 2x6 KDDF #1&BTR T2, T3 2- 3=(-6104) 2080 11-12=(-2906) 7344 11- 4=( -360) 1548 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-6046) 2122 12-13=(-2916) 7186 11- 6=(-2330) 1236 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( 0) 0 13-14=(-2180) 5262 6-12=( 0) 376 2x6 KDDF #2 A TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 4- 6=(-5374) 1936 14-15=( -78) 146 12- 7=( 0) 340 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 38'- 0.0" V 6- 7=(-7426) 2884 7-13=(-1578) 796 TC LATERAL SUPPORT <= 12"0C. UON. TC UNIF LL( 50.0)+DL( 14.0)= 64.0 PLF 38'- 0.0" TO 40'- 0.0" V 7- 8=(-6040) 2392 13- 8=( -346) 1670 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 40.0)= 40.0 PLF 0'- 0.0" TO 40'- 0.0" V 8- 9=(-1166) 482 8-14=(-4818) 2056 9-10=(-1442) 566 9-14=( -104) 314 TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 10'- 0.0" 14-10=(-1124) 3200 NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 416.7)+DL( 116.7)= 533.3 LBS @ 38'- 0.0" ALL FLAT TOP CHORD AREAS NOT SHEATHED BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA 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" -1053/ 3438V -93/ 178H 5.50" 5.50 KDDF ( 625) OVERHANGS: 20.0" 0.0" 40'- 0.0" -1477/ 3777V 0/ OH 5.50" 6.04 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' Join together 2 ply with 3"x.131 DIA GUN nails staggered at: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, 9" oc in 2 row(s) throughout 2x6 bottom chords, + Laterally brace to roof diaphragm. MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.206" @ 19'- 0.6" Allowed = 1.954" 9" oc in 1 row(s) throughout 2x4 webs, MAX TL CREEP DEFL = -0.398" @ 19'- 0.6" Allowed = 2.606" 9" oc in 2 row(s) throughout 2x6 webs. MAX HORIZ. LL DEFL = -0.061" @ 39'- 9.2" ** For:.hanger specs. - See approved plans MAX HORIZ. TL DEFL = 0.097" @ 39'- 9.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=b.O, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 9-11-11 28-00-10 1-11-11 load duration factor=1.6, 1 T ,( j' Truss designed for wind loads 5-01-04 4-04 0-06-07 6-08-01 7-02-08 7-02-08 6-11-08 1-11-11 in the plane of the truss only. T T 4T T T T T T 9-10-12 ( 533.30# 12 12 M-7x8(S) M-4x6N10.00 6.00 " M-4x6 5 M-36x4 0. 5" M-3x8 ►►y TL \A/x/T3,..% iy M 4x8 0 M 1.5x3 --� 3 + t m 0 n A • m d' '" w "( T 3 14 5 0 1IM-3x8 M-3x8 12.25" 0.25 M-6x8 M-7x8(S)UM-7x8(5) M-1.5x4 y y y y . b 9-03-08 9-09-02 9-07-06 9-09-02 1-06-15 yl-08y 40-00 ��R,cO PRQ JOB NAME : 5019-D POLYGON - Cl *""'SIN F9 °�, Scale: 0.1582 WARNN708: GENERAL NOTES,unless otherwise noted: 4 / ;1'78 C' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: C 1 and Warnings before construction commences. building component.Applicability of design parameters and proper *^ .. -...,`. 2.2z4 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 and bottom chords to be laterally braced at Po ry o.c.respectively unless braced throughout their length by ' �� DES. BY: BS and at 10 Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). •'i.,YOREGON Q DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ ,1- 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'q �Q 'r !. SEQ.': 6203114 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, fi., design loads be applied to any component. and are for"dry condition"of use. pA U L ``• TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the e'Design assumes full bearing at all supports shown.Shim or wedge if fabrication,handing,shipment and installation of components. ry p Po 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111 III I VIII VIII III 111111111111111 IIII(IIII IIIIIIII TPI WTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center lines. EXPIRES: 12/31/2016 9.Digits indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 1 O.For basic connector plate design values see ESR-1 311,ESR-1988(MiTek) II 1111 IIII' This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 90'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=1 0) 84 2-11=(-1168) 2607 11- 3=( 0) 261 15-10=( -363) 1164 BC: 2x9 EDIT #1&BTR SPACED 24.0" O.C. 2- 3=)-3054) 1164 11-12=(-1170) 2609 3-12=( -447) 338 10-16=(-1654) 681 WEBS: 2x9 KDDF STAND; 3- 4=(-2557) 1052 12-13=( -963) 2560 12- 4=( -200) 761 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 13-14=( -885) 2430 12- 6=( -592) 205 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2200) 1023 14-15=( -682) 1880 6-13=( -92) 158 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2541) 1068 15-16=) -59) 76 13- 7=( -63) 271 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 92.0 PSF 7- 8=(-2090) 881 7-14=( -638) 297 8- 9=( -849) 479 14- 8=( -165) 819 LL = 25 PSF Ground Snow (Pg) 9-10=(-1129) 485 8-15=(-1540) 560 NOTE: 2x9 BRACING AT 24"0C UON. FOR 9-15=( -82) 434 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" 0'- 0.0" -283/ 1886V -132/ 227H 5.50" 3.02 KDDF ( 625) ** For hanger specs. - See approved plans 40'- 0.0" -205/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "or spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.174" @ 18'- 9,0" Allowed = 1.954" MAX TL CREEP DEFL = -0.326" @ 18'- 9.0" Allowed = 2.606" MAX HORIZ. LL DEFL = -0.070" @ 39'- 9.2" MAX HORIZ. TL DEFL = 0.109" @ 39'- 9.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 13-03-11 22-08-10 3-11-11 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, T .( T T (All Heights), Enclosed, Cat,2, Exp.a, MWFRS(Dir), 6-10 6-01-04 0-04-07 5-05-04 5-09-11 5-09-11 5-07-15 3-11-11 load duration factor=l.6, '1 T f'1 ' T ,( ,( ,( Truss designed for wind loads 13-02-12 in the plane of the truss only. 1' ' 12 M-5x6(S) 6.00 p M-4x6 M-4x6 12 45 M-3x4 py25" M-8x5 q N 10.00 M-5x6(S) y -- s' 0.25" M-3x5 3 0 r A co oo o , 1 • 0 1�M-3x8 M-1115x3 1i 13 u.25" M-3x4 0.254 M-3x8 15 16 &-+ M-5x8(S) M-5x6(S) M-1.5x3 J. J. ). b b b J. 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 J. ). y 1-08 40-00 JOB NAME : 5019-D POLYGON - C2 5.�.,�GFN �`�ss/ ER O Scale: 0.1585 fir.? �i7'cr 78 l • l WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual 010440110 Truss: C 2 and Warnings before construction commences. building component.Applicability of design parameters and proper ,.,_ 2.2x4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. r- - -^�- 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -S/�OREGON *�. DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Q 4.No bad should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. �. SEQ. : 6203115 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, Al y i TRANS I D: 418660 design loads be applied to any component. 6.Dand esign for (u0 beedn f at ail supports9ir iod el Vs1 5.CompuTrus has no control over and assumes no responsibility for theg 9 shown.Shim or wedge if --A U L fabrication,handling,shipment and Installation of components. necessary. 6.This design is furnished subject to the Imitations set forth 7.Designlatesassumes adequateadon drainagecis of truss, provided. 11111111111111111111 V9 1 by 8.Plates shall be located both faces of truss,and placed so their center nn J� TPIM1fCA in BCSI,copies of which will be furnished upon request. Digit coincidedictwith jointfaIn nche. EXPIRES:1r./.12016 9.lines Indicate size oplate 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) 1111H 11 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-12=(-1326) 2620 12- 3=( 0) 261 11-17=(-1654) 832 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3054) 1398 12-13=(-1327) 2617 3-13=1 -447) 278 WEBS: 2x4 KDDF STAND; 3- 4=(-2557) 1317 13-14=(-1226) 2589 13- 4=( -215) 759 2x6 KDDF #2 A LOADING 4- 5=( 0) 0 14-15=(-1076) 2446 13- 6=( -594) 238 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2200) 1232 15-16=( -838) 1885 6-14=( -42) 238 TC LATERAL SUPPORT <= 12"01. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2552) 1307 16-17=( -64) 76 14- 7=( -154) 288 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2090) 1048 7-15=( -638) 344 8-10=( -854) 559 15- 8=( -207) 832 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 8-16=(-1551) 667 NOTE: 2x4 BRACING AT 24"0C UON. FOR 10-11=(-1129) 596 10-16=( -51) 445 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-11=( -478) 1164 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012, THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -374/ 1886V -132/ 228H 5.50" 3.02 KDDF ( 625) ** For hanger specs. - See approved plans 40'- 0.0" -314/ 1670V 0/ OH 5.50" 2.67 KDDF ( 625) iCOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8,0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.211" @ 13'- 2.7" Allowed = 1.954" MAX TL CREEP DEFL = -0,326" @ 18'- 9.0" Allowed = 2.606" MAX HORIZ. LL DEFL = -0.079" @ 39'- 9.2" MAX HORIZ. TL DEFL = 0.110" @ 39'- 9.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 16-07-11 17-04-10 5-11-11 T T T T Wind: 140 mph, h=23,4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6-10 6-01-04 3-08-07 2-01-04 5-09-11 5-09-11 3-07-15 2-01-13 3-09-14 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), . ,9' ,8' ,9 ,8' ,8' ,8' .9 .( T load duration factor=l.6, 13-02-12 9-00 Truss designed for wind loads . T ,(9 in the plane of the truss only. 6 9 12 12M-5x6(5) 6.00 p M-9x6M-3x4 0725" M-33x5 0-4x6 Q 10.00 4 Y - v M-5x6(5) y ., 0.25" M 3x5 1 + + o M N A co / o M I , M T M-3x8 M 1.5x3 '( 14 )try 16 *+ 7 0 1/ 12 Id 25" M-3x4 0.25 M-3x8 G, M-5x8(S) M-5x6(S) M-1.5x3 b y )' ), )' 1' 1' 6-08-04 6-01-04 7-10-11 7-08-15 7-10-11 3-08-02 b 1-08 yy 40-00 ���,,c,D PRQFFss JOB NAME •. 5 019-D POLYGON - C3 ��GINSR /0,� Scale: 0.1555 WARNINGS: GENERAL NOTES,unless otherwise noted: ¢ i i 78 8w E re 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• C3 and Warnings before construction commences, building component.Applicability of design parameters and proper w 2.2z4 compression web braang must be Installed where shown+, incorporation of component is the responsibility of the budding designer. ' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �, DES. BY• BS is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 4? p ly continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). II A_OREGON �, DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ G ((,4Z' 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. ,4RY SEQ. : 6203116 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment, TRANS ID: 418660 design loads be applied to any component end are for"dry condition"g use. !f• PAUL ,w4 • 5.CompuTrus has no control over and assumes no responsibility for the 8.necessary.ndarassumes full bearing u all supports shown.Shim or wedge if fabrication,handing,shipment and installation of components. 7.Design asumes 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 IIIIIII IIII VIII VIII VIII III IIII IIII TPINVICA in SCSI,copies of which will be furnished upon request. git coincideitwith jointInches. EXPIRES: �31�2Q16 9.Digitssindicate size of tplate in Inness. MiTek USA,IGC./CO npUTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) II 111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 40'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 01&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2979) 1263 1- 8=( -998) 2604 2- 8=(-299) 359 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2696) 1189 8- 9=( -731) 2179 8- 3=(-135) 544 WEBS: 2x4 KDDF STAND 3- 9=(-1906) 971 9-10=( -725) 2133 3- 9=(-789) 485 LOADING 9- 5=(-1906) 971 10- 7=(-1003) 2535 9- 9=(-599) 1280 TC LATERAL SUPPORT <= 12"0C. UON. LL) 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2696) 1189 9- 5=(-784) 485 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2979) 1263 5-10=(-135) 545 ** For hanger specs. - See approved plans TOTAL LOAD = 42.0 PSF 10 6=(-299) 359 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -293/ 1680V -217/ 217H 5.50" 2.69 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 90'- 0.0" -293/ 1680V 0/ OH 5.50" 2.69 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 'COND. 2: Design checked for net)-5 psf) uplift at 24 "'oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.177" @ 20'- 0,0" Allowed = 1,959" MAX TL CREEP DEFL = -0.324" @ 20'- 0.0" Allowed = 2.606" MAX HORIZ. LL DEFL = 0.070" @ 39'- 6.5" MAX HORIZ. TL DEFL = 0.116" @ 39'- 6.5" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 20-00 20-00 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, '' 1' '' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6-10-14 6-05-11 6-07-07 6-07-07 6-05-11 6-10-14 load duration factor=l.6, T T '' 1' 1' 1' '( Truss designed for wind loads 12 12 in the plane of the truss only. 6.00 p M-9x6 Q 6.00 4.0" 4 ,fes M-5x6(5) Ir� M-5x6(5) 0.25" 0.25" 3 5 >1.5X3i/! r (1.5x3 ' \ / el r+) I t o 8 **1 8 q T 10 7** o M-3x8 M-3x9 $•25" M-3x9 M-3x8 0 M-5x8(S) b 1, * .1 b 10-02-09 9-09-07 9-09-07 10-02-09 .1 * 40-00 5's0 GIN FFss/ JOB NAME : 5019-D POLYGON - C4 Scale: 0.1607 �� t� �y °2,r, WARNINGS: GENERAL NOTES,unless otherwise noted: Q :♦78 E r' 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an Individual Truss: C4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bracing must be installed where shown+, Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t,,. 47 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A�OREGON ss DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Y� V� 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. C� SEQ. : 6203117 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 17ip '41 ti.y 1 S design loads be applied to any component and are for"dry condition"of use. n/� TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If PA u I- �, fabrication,handling,shipment and installation of components. nesessary. 7.Designlatesassumes adequateadodrainage Is truss,d.and This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII VIII IIII 1IIII III IIII)IIII III IIII TPIANiCA in BCSI,copies of which will be furnished upon request. Digit coincidenictwith joint ate in che. EXPI Es:12/31/2016 9.Digits indicate size of plate into 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) 1111 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 11-06-07 FOR 8-01-14 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT 2X4 DF 12-02-05 #1&BTR T T 12 PROVIDE SUPPORT 5.19 p M-3x6(5) M-5x8 40 lie-: 2X4 DF PROVIDE #1k13TR M-3x6 SUPPORT )1011. M-3x6 0 M-3x6 10 M-3x8 M I /— O b J, y 11-09-15 l ; ,L 2-02-08 11-06-07 5-07-14 5-07-19 b b 25-05-02 PROF JOB NAME : 5019—D POLYGON — CRScale, 0.3659 '-�GINFA? 04, r IP WARNINGS: GENERAL NOTES,unless otherwise noted: :*78 -E ty 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• CR and Warnings before construction commences. building component.Applicability of design parameters and proper w. 2.204 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. �"- "+ ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS s the res ns b li of Me erector.Additional brad of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t/ 4y responsibility permanentn9 continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). w 17A-OREGON 4 �„ � DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ !y 4, 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -9 U,1 nY.a 5 2 SEQ. : 6203118 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, r I t TRANS ID: 418660 design loads be applied to any component. and are for"dry condition"of use. k n t U a\'V 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beefing at all supports shown.Shim or wedge if iA `• necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I III VIII VIII VIII VIII I III IIII IIIITPIMfTCA in BCSI,copies of which will be furnished upon request. Digits indicate coincide with Joint centerteinches. nche. 7 ZI3i 6 9. o nicdt size of cto li . MITek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: IZ01 III 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-12=(-1352) 7306 12- 3=( -560) 2784 17-10=(-268) 364 2x6 KDDF #1&BTR T2 SPACED 24.0" O.C. 2- 3=(-8388) 1602 12-13=(-1338) 7236 3-13=(-2236) 546 BC: 2x4 KDDF COM; 3- 4=(-6314) 1202 13-14=(-1114) 6228 13- 4=( -384) 2278 2x6 KDDF #1&BTR 81 LOADING 4- 5=( 0) 0 14-15=(-1112) 6230 13- 6=(-1140) 838 WEBS: 2x4 KDDF STAND LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-5564) 1084 15-16=( -822) 4004 6-14=( 0) 196 DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-4618) 1280 16-17=) -824) 3256 6-15=(-2904) 562 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-3164) 1118 17-11=(-1072) 3606 15- 7=( -322) 2026 BC LATERAL SUPPORT <= 12"0C. UON. 8- 9=(-3184) 1058 7-16=(-2166) 568 LL = 25 PSF Ground Snow (Pg) 9-10=(-3920) 1252 16- 8=( -716) 2446 ADDL: BC UNIF LL+DL= 50.0 PLF 0'- 0.0" TO 6'- 0.0" V 10-11=(-4196) 1340 16- 9=( -784) 476 NOTE: 2x4 BRACING AT 24"OC UON. FOR 9-17=( -122) 526 ALL FLAT TOP CHORD AREAS NOT SHEATHED ADDL: BC CONC LL+DL= 2508.0 LBS @ 6'- 1.5" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -930/ 4616V -229/ 239H 5.50" 7.38 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 46'- 3.0" -355/ 2273V 0/ OH 5.50" 3.64 KDDF ( 625) ** For hanger specs. - See approved plans ( 2 ) complete trusses required. + Laterally brace to roof diaphragm. Attach 2 ply with 3"x.131 DIA GUN 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. nails staggered: VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 1 row(s) throughout 2x4 top chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 2 row(s) throughout 2x6 top chords, MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.174" @ 20'- 8.7" Allowed = 2.267" ## HANGER BY OTHERS TO APPLY CONC. 9" oc in 1 row(s) throughout 2x4 bottom chords, MAX TL CREEP DEFL = -0.517" @ 15'- 7.7" Allowed = 3.022" LOAD(S) EQUALLY TO ALL MEMBERS. 9" oc in 1 row(s) throughout 2x4 webs. 0-06-06 MAX HORIZ. LL DEFL = -0.054" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.127" @ 45'- 9.5" 9-11-11 5-06-04 10-09-01 20-00 T ff T DESIGN ASSUMES MOISTURE CONTENT DOES 6-03-04 3-02-01 5-09-12 5-02-12 5-02-13 6-06-04 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T TT 4 T T T T 9-10-12 Design conforms to main windforce-resisting T ( system and components and cladding criteria. 12 12 M-4x6 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 17' 6.00 17 4 6.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4.0" load duration factor=1.6, B End vertical(s) are exposed to wind, ! M-5x6(5) Truss designed for wind loads M 3x5 3. stqw in the plane of the truss only. 7 0.25" 9 M-5x6 s M-6x10 46 +l M 3x6 ` M-1.5x3 3 + + 10 M-3x10 co Ncn O 1� R 12 1 9 N 14 15 ' V 17 11+* 0 o M-3x8 �•25" M-1.5x3 M-3x5 0.251' M-3x4 M-3x5 ,, ## M-7x12(S) M-5x8(S) Y1V2508# Y Y Y Y . Y 6-01-08 3-03-13 6-02-06 5-01-01 5-06-04 9-05-08 10-06-08 Y Y 1-08 46-03 Y PROP JOB NAME •. 5019-D POLYGON - D1 .5� �OG E A? /0 Scale: 0.1476 ,c./' C9 ✓lid WARNINGS: GENERAL NOTES,unless otherwise noted: w >r 1.Buller 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 ya Truss: D1 and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web braang must be installed where shown+, incorporation of component is the responsibility of the building designer. A*'s y.,.. ,` 2.Design assumes the top and bottom chords to be lateral braced at '' DES. BY: BS 3.Additional temporary bracing to insure stability during construction b 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 C.,• continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '?A-OREGON Q, DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ .Y T 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. �-? �✓,,q Fi y j 5 Z t�A.} SEQ. : 6203119 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, V `G_ TRANS I D: 418660 design loads be applied to any component and are for"dry condition"of use. Ar 5.CompuTms has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if �JA t f I. R� fabrication,handling,shipment and installation of components. necessary. cJ 7.Designlaesassumes atedadequate drainage is truss,d. 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 11111 1111111111 III(IIII 0111 VIII VIII 1111111111 TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: 12/$1/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII II 11 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-12=(-1300) 3100 12- 3=( 0) 273 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3577) 1483 12-13=(-1302) 3097 3-13=( -411) 308 WEBS: 2x4 KDDF STAND 3- 4=(-3097) 1389 13-14=(-1248) 3314 13- 4=( -363) 951 LOADING 4- 5=( 0) 0 14-15=) -982) 2682 13- 6=( -951) 433 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2684) 1325 15-16=( -999) 2623 14- 6=1-1290) 713 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3681) 1802 16-11=(-1230) 3013 14- 7=( -689) 1578 TOTAL LOAD = 42.0 PSF 7- 8=)-2425) 1322 7-15=(-1271) 754 8- 9=(-2971) 1251 15- 8=( -911) 1860 NOTE: 2x9 BRACING AT 24"00 UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3251) 1458 15- 9=( -775) 477 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3520) 1522 9-16=( -133) 596 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16-10=( -277) 350 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 0.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -351/ 2138V -230/ 2400 5.50" 3.42 KDDF ( 625) 96'- 3.0" -279/ 1942V 0/ OH 5.50" 3.11 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing•I VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.337" @ 18'- 9.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.592" @ 18'- 9.9" Allowed = 3.022" 0-04-07 MAX HORIZ. LL DEFL = -0.106" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.168" @ 45'- 9.5" 13-03-11 5-06-04 7-05-01 20-00 DESIGN ASSUMES MOISTURE CONTENT DOES f 6-10 6-01-04 � 5-02-12 �3-ii-03 3-09-07 � 6-06-04 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T '(T T T 1' ') T T Design conforms to main windforce-resisting 13-02-12 system and components and cladding criteria. 12 M-4x6 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6.00 6.00 Q 6.00 load duration factor=l.6, 4.0" B ,,,,r End vertical(s) are exposed to wind, 4141' ! M-5x8(S) Truss designed for wind loads M-3x57 3 \1 in the plane of the truss only. M 5x6 M 5x10 0.25" 9 4s 6 ko M-5x8(5) r 0 H110 M-1.5x3 0.25" + + to 3 + M-3x8 M ,-I I 9 �� 16 1 * Ot o ]. ,0.--.-M 3x6 M 1125x3 1b3.25" M-4x6 0.25 M-3x4 0 M-5x8(S) M-5x8(S) .6 ,6 b .6 b .6 .6 6-08-04 6-01-04 6-00-07 7-05-01 9-10-04 10-01-12 y 1-06y - 46-03 ,5<<"��G �sd, JOB NAME : 5019-D POLYGON D2 Scale: 0.1476 w� , WARNINGS: GENERAL NOTES,unless otherwise noted: - Q / :It 78 " 8 "E f 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• D2 and Warnings before construction commences. building component.Applicability of design parameters and proper `K 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 construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t/ �4) po h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -7 OREGON O �, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ G n 1L T 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -7 AIR Y �ij !.- SEQ. : 6203120 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L.. V design loads be applied to any component. and are for"dry full bearing g use. 't pA RAN TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If AUL L fabrication,handing,shipment and installation of components. ry. P 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111 TPIANlCA in SCSI,copies of which will be famished upon request. git coincideIdictwith Joint ate In nche. EXPIRES:12I3i 12016 9.Digits indicate size of plate in inches. MiTek USA,Inc./Co of s Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIII 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1386) 3146 13- 3=( 0) 273 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3576) 1692 13-14=(-1388) 3143 3-14=( -411) 250 WEBS: 2x4 KDDF STAND 3- 4=(-3096) 1629 14-15=(-1471) 3364 14- 4=( -358) 950 LOADING 4- 5=( 0) 0 15-16=(-1133) 2719 14- 6=( -948) 439 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 4- 6=(-2684) 1512 16-17=(-1100) 2621 15- 6=(-1290) 882 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-3680) 2051 17-11=(-1317) 3009 15- 7=( -873) 1610 TOTAL LOAD = 42.0 PSF 7- 8=(-2424) 1437 7-16=(-1291) 873 8- 9=(-2470) 1366 16- 8=(-1014) 1870 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-3248) 1541 16- 9=( -773) 475 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3516) 1586 9-17=( -71) 538 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=) 0) 84 17-10=( -273) 275 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. OVERHANGS: 20.0" 20.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -422/ 2133V -244/ 244H 5.50" 3.41 KDDF ( 625) 46'- 3.0" -384/ 2132V 0/ OH 5.50" 3.41 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.366" @ 18'- 9.9" Allowed = 2.267" MAX TL CREEP DEFL = -0.591" @ 18'- 9.9" Allowed = 3.022" MAX LL DEFL = 0.022" @ 47'- 11.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 47'- 11.0" Allowed = 0.222" MAX HORIZ. LL DEFL = -0.113" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.168" @ 45'- 9.5" 16-07-11 2-02-04 7-05-01 20-00 DESIGN ASSUMES MOISTURE CONTENT DOES 6-10 6-01-04 1710-12 L3-09-07 6-06-04 6-06-04 6-11-08 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T I3-08-071 1 3-11-03 1 T T T T Design conforms to main windforce-resisting 13-02-12 system and components and cladding criteria. 1' 1' 12 12 M-4x6 12 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6.00 6.00 p , Q 6.00 (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), 4.0" load duration factor=l.6, 8 .x Truss designed for wind loads M-5x8(5) in the plane of the truss only. 5 M-3x57 3.1 M-5x64 M-5x10 0.25" 2:(: : 407 + rn '� 17 2 0 10 /M-3x8 M-1.5x3 10.25" M-4x6 0.2 '� M-3x4 M-3x8 � 1 M-5x8(S) M-5x8(S) b 1, ), 1' /' y y 6-08-04 6-01-04 6-00-07 7-05-01 9-10-04 10-01-12 b ), y y 1-08 46-03 1-08 JOB NAME •. G N �• 5019-D POLYGON - D3 .����t, �ss�o Scale: 0.1286 s� '� 2 WARNINGS: GENERAL NOTES,unless otherwise noted: ••/ ® �� 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual APO Truss: D3 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 tap and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of 2'etc.and at 10'o.c.respectively unless braced throughout their length by �`.- OREGON continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '•- DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4 4.No load should be a ed to anycomponent until after all bracingand 4.Installation of truss is the responsibility of the respective contractor. , 2 S E Q. : 6203121 fasteners are complete at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, '5> Alp 1 ((,<Z' � TRANS ID: 418660 design loads be no lied to any component. and 8.Desian assumre for escfulldbearin of all supportsal S.CompuTrus hes no control over and assumes no responsibility for the 9 9 shown.Shim or wedge if ' PAUL. - fabrication,handling,shipment and installation of components. Decessary. 7.Plates assumes adeqne drainage iso truss,d.and 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 IIIII I III I II VIII I III VIII I II IIII IIIITPINVTCA In SCSI,copies of which will be furnished upon request. lines coincide withJocenter Roes. EXPIRES:rt`cL`31IZOJ B 8.Digits indicate size off plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) FA IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-14=(-1054) 3146 3-14=(-261) 280 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3518) 1348 14-15=1 -829) 2760 14- 4=( -77) 512 WEBS: 2x4 ROOF STAND 3- 4=(-3254) 1298 15-16=) -582) 2276 4-15=(-698) 433 LOADING 4- 5=(-2521) 1139 16-17-) -883) 2661 15- 5=1-317) 828 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-12=(-1127) 3079 15- 7=(-211) 147 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2177) 1109 7-16=(-197) 140 TOTAL LOAD = 42.0 PSF 7- 9=(-2184) 1109 9-16=(-318) 830 8- 9=( 0) 0 16-10=(-721) 441 NOTE: 2x4 BRACING AT 24"0C UON. FOR LL = 25 PSF Ground Snow (Pg) 9-10=(-2527) 1140 10-17=( -92) 552 ALL FLAT TOP CHORD AREAS NOT SHEATHED 10-11=(-3297) 1311 17-11=(-307) 301 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-3576) 1368 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -2) 90 OVERHANGS: 20.0" 18.0" THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -350/ 2133V -238/ 239H 5.50" 3.41 KDDF ) 625) 46'- 3.0" -341/ 2131V 0/ OH 5.50" 3.41 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.223" @ 23'- 0.5" Allowed = 2.267" MAX TL CREEP DEFL = -0.433" @ 23'- 0.5" Allowed = 3.022" MAX LL DEFL = -0.016" @ 47'- 9.0" Allowed = 0.150" MAX TL CREEP DEFL = -0.020" @ 47'- 9.0" Allowed = 0.200" MAX HORIZ. LL DEFL = 0.096" @ 45'- 9.5" 0-04-08 0-04-08 MAX HORIZ. TL DEFL = 0.158" @ 45'- 9.5" 19-11-11 6-01-10 20-01-11 DESIGN ASSUMES MOISTURE CONTENT DOES ,( ff T NOT EXCEED 19% AT TIME OF MANUFACTURE. 6-09-14 6-04-11 6-04-11 3-00-13 3-00-13 6-04-11 6-04-11 6-11-14 f f f ff ,( ,(,' f f ' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. Q 6.00 6.00 M-4x656 M-3x4 e M-4x6Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-5x8(S) M-5x8(S) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 0.25" 0.25" in the plane of the truss only. 4 0 At' vt, M-1.5x3 M-1.5x3 4\)111/0kt + + 1 M M-3x8 r, , I of 1 14 • 5'rWM 1,6 17 �30 I M-3x8 M-3x4 10.25" 0.25' M-3x4 0 0 M-5x8(S) M-5x8(S) 10-00-03 9-05-04 7-02-01 9-05-04 10-02-03 1-08 46-03 l b 1-06 �(AO PRQFE� JOB NAME : 5019-D POLYGON - D4 Scale: 0.1425 . �G-y(NE ro �� WARNINGS: GENERAL NOTES,unless otherwise noted: `8 .Ef 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 D4 and Warnings before construction commences. building component.Applicab lity of design parameters end proper Ad w 2.204 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bradn of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V O*h po dy 9 continuous sheathing such as plywood sheathing(TC)end/or drywall(BC). - OREGON DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 1' • '72 r(' 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. 9 "4 to .� `� SEQ. : 6203122 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 1? �V TRANS ID: 418660 design beds be applied to any component. and are for"drycondition" full b bearing g ase. is • 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes toll bearing at at supports shown.Shim or wedge if pA U L C`l necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII(IIII VIII(IIII(IIII IIII IIIITPI VJfCA in BCSI,copies of which will be furnished upon request. Digit coincidewith joint center Ines. EXPIRES:7 ZL31/ZO1 9.Digits indicate size of platete in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 11 1411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 46'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-12=(-1070) 3215 3-12=(-195) 254 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-3546) 1345 12-13=( -876) 2906 12- 4=(-127) 406 WEBS: 2x4 KDDF STAND 3- 4=(-3364) 1345 13-14=( -674) 2481 4-13=(-519) 305 LOADING 4- 5=(-2826) 1251 14-15=( -713) 2351 13- 5=(-170) 717 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2178) 1112 15-16=( -910) 2725 5-14=(-937) 521 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2178) 1112 16-10=(-1115) 3034 14- 6=(-715) 1620 TOTAL LOAD = 42.0 PSF 7- B=(-2826) 1251 14- 7=(-937) 521 OVERHANGS: 20.0" 20.0" 8- 9=(-3365) 1345 7-15=(-170) 717 LL = 25 PSF Ground Snow (Pg) 9-10=(-3546) 1345 15- B=(-519) 305 10-11=( 0) 84 8-16=(-127) 406 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 16- 9=(-195) 253 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -366/ 2133V -279/ 279H 5.50" 3.41 KDDF ( 625) 46'- 3.0" -366/ 2133V 0/ OH 5.50" 3.41 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.234" @ 23'- 1.5" Allowed = 2.267" MAX TL CREEP DEFL = -0.443" @ 23'- 1.5" Allowed = 3.022" MAX LL DEFL = 0.022" @ 47'- 11.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ 47'- 11.0" Allowed = 0.222" MAX HORIZ. LL DEFL = 0.096" @ 45'- 9.5" MAX HORIZ. TL DEFL = 0.158" @ 45'- 9.5" 23-01-08 23-01-08 DESIGN ASSUMES MOISTURE CONTENT DOES T T T NOT EXCEED 19% AT TIME OF MANUFACTURE. 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-07-10 6-00-14 T '( '( T T '( T '( T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p M-4x6 Q 6.00 9 0" Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 6 .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-3x4 M-3x4 M-5x6(5) 5 7 M-5x6(S) 0.25" 0.25" 4 8 M-1.5x33 9M-1.5x3 1\ rn \ r,-, v 1/1 v 21 telg oM-3x8 M-3x4 . " 3x8 0. 5 M-3x4 M-3x8 i o M-5x6(S) M-5x6(S) 1 ), /, 1 b 1, b y b 8-00 7-06-12 7-06-12 7-06-12 7-06-12 8-00 y b 1-08 46-03 1-08 JOB NAME : 5019-D POLYGON - D5 c.;• t• Scale: 0.1293 w� 9 ✓,9 WARNINGS: GENERAL NOTES,unless otherwise noted: :°782-C' �' 1.Builder and erection contractor should be advised of all General Notes I This design is based only upon the parameters shown and is for an Individual E. Truss: D 5 and Warnings before construction commences. building component.Applicability of design parameters and proper � ," 2.2x4 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS n. and at 1a' such as dss braced throughout/ortheir length). -V OREGON Is the responsibility of the erector.Additional permanent bracing of 2'o.c.continuous and sheathing 10'o such as plywood sheathing(TC)ghohrywength by �� DATE: 3/11/2015 the overall structure is the responsibility at the building designer. 3.2x Impact bridging or lateral bracing required where shown++ lo V i'P 4SEQ. : 6203123 .No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. n ! fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a corrosNe environment, �i4 15 design loads be applied to any component and are for"dry condition"of use. /4' `, TRANS I D: 418660 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 PAULn {} fabrication,handling,shipment and installation of components. ecessary. - 7.Designlaesassumes atedadequatenlac drainage Is truss,d.and 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 1111 I I VIII 11111 011 VIII VIII 0E IIII TPIANTCA in BCSI,copies of which will be furnished upon request. coincide with joint center lines. EXPIRES:'I �/2016 9.Digits indicate size of late 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) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 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) 84 2-11=(-1152) 2892 3-11=(-213) 259 15- 9=( -241) 1016 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=1-3182) 1220 11-12=) -941) 2567 11- 4=(-133) 421 9-16=(-1905) 905 WEBS: 2x4 KDDF STAND; 3- 4=(-3015) 1219 12-13=( -742) 2138 4-12=(-524) 308 16-10=1 -33) 23 2x6 KDDF #2 A LOADING 4- 5=(-2463) 1106 13-14=( -619) 1788 12- 5=)-173) 721 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-1790) 965 14-15=( -678) 1714 5-13=(-939) 522 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1795) 979 15-16=( -375) 741 13- 6=(-595) 1282 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2068) 993 13- 7=(-516) 358 8- 9=(-1526) 705 7-14=( 0) 196 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=( -34) 55 14- 8=( -4) 222 8-15=(-819) 329 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -341/ 1960V -253/ 310H 5.50" 3.14 KDDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5.50" 2.82 KDDF ( 625) ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0,222" MAX LL DEFL = 0.171" @ 15'- 6.8" Allowed = 2.054" MAX TL CREEP DEFL = -0.315" @ 15'- 6.8" Allowed = 2.739" MAX HORIZ. LL DEFL = 0.068" @ 41'- 6.5" MAX HORIZ. TL DEFL = 0.109" @ 41'- 6.5" 23-01-08 18-10-08 DESIGN ASSUMES MOISTURE CONTENT DOES T NOT EXCEED 19% AT TIME OF MANUFACTURE. 6-00-14 5-07-10 5-07-10 5-09-06 5-09-06 5-07-10 5-09-03 1-08- 4 1' '1 T ,. T T T . 1' Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 6.00 p M-4x6 Q 6.00 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 4.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 ,hl load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. M-3x9 "41. M-3x4 M-5x6(5) 5 M-5x6(5) 0.25 /Ipp0.25" q 8 v+. oc ) 5x31\ 9M 5x6 31;,7-1,5x3 o rn \ A o y Y r o 1/ 11 42'� 13ka 415 1; ** ->N i 0 IM-3x8 M-3x4 0.25" M-3x8 0.25 M-3x4 M-5x6(S) M-5x6(S) M-3x5 y 1, y ), 1' y /' 8-00 7-06-12 7-06-12 7-06-12 7-06-12 3-09 b ), y 1-08 - - 92-00 \ � N ��� 6'6 JOB NAME : 5019-D POLYGON D6 w� - , �9 Scale: 0.1456 WARNINGS: GENERAL NOTES,unless otherwise noted: r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss• D6 and Warnings before construction commences. building component.Applicability of design parameters andilder aAI 10 2.2x4 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length bytkr Po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). '9 OREGON '•� DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4/j, 2C3 �C(- 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of Be respective contractor.SEQ. : 6203124 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1,9, V t� l r7 Y 15 `�i TRANS ID: 418660 design loads be applied to any component. and are for"dry condition"of use. nV • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if pA U L shipment and installation of components. Dnecessary. fabrication,handling, Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the hmitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII IIII VIII 11111 ill VIII Ill TPINVECA In BCSI,copies of which will be famished upon request. lines coincidecwith joint center Ines. EXPIRES: 12/31 2016 9.Digitsindicate ndtsize ofp cto Inness. MiTek USA,Ino./COmpuTr as Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III di This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 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) 84 2-11=(-1951) 4547 11- 3=( -443) 1195 17- 7=( -632) 1252 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5186) 2079 11-12=(-1797) 4157 3-12=(-1090) 590 17- 8=) -512) 358 WEBS: 2x4 KDDF STAND; 3- 4=(-3476) 1355 12-14=(-1216) 3069 12- 4=( -23) 408 8-18=) 0) 198 2x6 KDDF #2 A LOADING 4- 5=(-2751) 1176 13-15=( 0) 0 4-14=( -785) 378 18- 9=( 0) 357 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2709) 1297 15-16=( -30) 76 5-14=( -293) 250 9-19=(-2249) 943 TC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-1764) 978 16-17=) -672) 1911 15-14=( 0) 73 19-10=( -167) 203 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-1799) 973 17-18=( -634) 1758 14- 6=( -529) 1196 8- 9=(-2055) 984 18-19=( -689) 1631 14-16=( -650) 1857 OVERHANGS: 20.0" 0.0" LL = 25 PSF Ground Snow (Pg) 9-10=( -71) 125 6-16=( -197) 140 6-17=( -835) 524 ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -341/ 1960V -253/ 310H 5.50" 3.14 KDDF ( 625) 42'- 0.0" -262/ 1764V 0/ OH 5.50" 2.82 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.260" @ 14'- 6.7" Allowed = 2.054" MAX TL CREEP DEFL = -0.462" @ 14'- 6.7" Allowed = 2.739" 23-01-08 18-10-08 MAX HORIZ. LL DEFL = -0.129" @ 41'- 6.5" MAX HORIZ. TL DEFL = 0.198" @ 41'- 6.5" �3-03-04 5-07-04 5-09 4-02-02 4-03-14 6-03-08 6-03-08 6-03-08 T f f f T . ,9' ,' . DESIGN ASSUMES MOISTURE CONTENT DOES 12 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 6.00 p M-4x6 4 6.00 Design conforms to main windforce-resisting 4.0" system and components and cladding criteria. 7 ,f( M-5x6(S) Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-3x10 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 6 3.1 load duration factor=1.6, 0 2511 End vertical(s) are exposed to wind, M 1.5x3 Truss designed for wind loads M-5x6(S) 5 in the plane of the truss only. 0.25" +r 9M-3x6 4 +i + M-3x6 + �1-1.5x3 3 iri -{o NI-.00 3x10 i -� ,,m M-6x8 A o 111 M-.1x4 0 13 15 6 18 19* �N MSHS-5x8 _71M-6x6 0.25'' M-3 * x4 M-3x8 o - o M-1.5x4+ M-1.5x3 M-1.5x4+ M-5x8(S) a 3.00 y y 12 4-10-12 4-00-06 b 2-11-12 5-07-04 1- 1-12 y y 12 4-05-10 9-04-06 9-06-02 b y 1-08 2-11-12 10-06 b y 28-06-04 b 14-05-12 1-00 27-06-04 .1 ). y 1-08 42-00 JOB NAME : 5019-D POLYGON - D7 ,S • � �NGpE "�bio Scale: 0.1206 �� o � WARNINGS: GENERAL NOTES,unless otherwise noted: +♦ 1' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: D7 and Warnings before construction commences. building component.Applicability of design parameters and proper ' 2.2o4 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. ,►"a 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 18'o.c.respectively unless braced throughout their length by 1"," is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). w -7A-OREGON ss �, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4" .YL rP! 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. t� V S E Q. 6203125 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 9,9 r7 1 -1 design loads be applied to any component. and are for"dry condition"of use. qL,. f1�i TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If /5A U L C•n ` fabrication,handling,shipment and installation of components. ecessary. _ 7.Designlaesassumes edadequate drainageh Is provided.,and This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center ill I 11111 VIII II II VIII IIII 11111 IIII IIII TPI/WTCA in BCSI,copies of which will be furnished upon request. lines cawith joint acenter che. EXPIRES:12/3 /2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1 311,ESR-1968(MiTek) CHI IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF ftl&BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2-13=(-1985) 4543 13- 3=( -451) 1195 19-11=( -221) 227 BC: 2x4 KDDF 416BTR SPACED 24.0" O.C. 2- 3=(-5221) 2111 13-14=(-1829) 4154 3-14=(-1102) 612 11-20=( -411) 313 WEBS: 2x4 KDDF STAND; 3- 4=(-3497) 1364 14-16=(-1227) 3051 14- 4=( -2B) 409 20-12=( -658) 1802 2x6 KDDF #2 A LOADING 4- 5=(-2778) 1199 15-17=( 0) 0 4-16=( -771) 347 12-21=(-1694) 803 LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2730) 1369 17-18=( -33) 82 5-16=( -288) 340 TC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=( 0) 0 18-19=( -613) 1827 17-16=( 0) 69 BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-1839) 1000 19-20=( -711) 1838 16-18=( -596) 1770 8-10=(-1712) 934 20-21=( -76) 118 16- 6=( -637) 1166 LL = 25 PSF Ground Snow (Pg) 9-10=( 0) 0 18- 6=( -120) 185 NOTE: 2x4 BRACING AT 24"OC UON. FOR 10-11=1-2037) 958 18- 8=( -77) 154 ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=(-2117) 865 8-19=) -343) 208 LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 10-19=( -243) 580 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -327/ 1970V -212/ 271H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -248/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.254" @ 14'- 6.7" Allowed = 2.054" 19-11-11 6-03-10 15-08-11 MAX TL CREEP DEFL = -0.446" @ 14'- 6.7" Allowed = 2.739" 5-07-04 4-08-04 f3-01-13 0-04-07 7-09-14 MAX HORIZ. LL DEFL = -0.122" @ 41'- 9.2" MAX HORIZ. TL DEFL = 0.187" @ 41'- 9.2" 3-03-0( 5-09 0-�7�15 3-01-1 7-06-06 i' T T 1' 1''( T T1' . DESIGN ASSUMES MOISTURE CONTENT DOES 19-10-12 15-07-12 NOT EXCEED 19% AT TIME OF MANUFACTURE. T T 1' 1' Design conforms to main windforce-resisting 12 M-410 M x9 M-4x6 12 system and components and cladding criteria. 6.00 p 0 4 6.00 Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, 1 M 5x6(S) 5 -3x4 End vertical(s) are exposed to wind, Truss designed for wind loads 0.25" + in the plane of the truss only. 4 +r + iit + 3x6 M-3x63 l'I" rn M 3x10 ��_1L,llbt . ..r) 4/9°911. 11- 1 1 13 M-34x4 0 15 17 8 20 1** cV MSHS-5x8 i M-5x8 M-16x8 0.25 M-3x8 M-1.5x4+ M-1.5x3 M-1.5x3 M-1.5x4+ M-5x8(S) a 3.00 ,1 123. ,1 3, ). l ). J' y y 2- 11-12 5-07-04 4-10-12-01-12 4-10 7-04 7-08-02 7-06-06 y 1-08y 2-11-12 10-06 y y 28-06-04 y 14-05-12 1-00 27-06-04 1-08 42-00 y ��cO PR0pe 86, JOB NAME : 5019-D POLYGON - D8 Scale: 0.1238 �u� cNGiN� R fo"0" E WARNINGS: GENERAL NOTES,unless otherwise noted: m w 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 /' T ru s s: D8 and Warnings before construction commences. building component.Applicability of design parameters and proper +�r"2.2x4 compression web braang must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY:: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V �4D P h P continuous sheathing such as plywood In ere and/or drywall(8C). ,r 9 OREGON O e;• DATE• 3/11/2015 the overall structure Is the responsibility of the building designer. 3.Zr Impact bridging or lateral bracing required where shown++ 1r. e/ 47 1{� 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. ,44:0,,.: Q^ S EQ 6203126 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive .4/orrosive environment, _t design loads be applied to any component. and necessary.are for"dry conditionof use. v TRANS ID418 6 6 0 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if pA U �, fabrication,handing,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 IIII VIII 11111 VIII(IIII(IIII 1111 IIII TPI WfCA in BCSI,copies of which will be famished upon request. Digit coincideInictwith joint tecenter che. EXPIRES:12/31/2016 III 9.Digits Indicate size of plate in inches. MITek USA,Ivo./COmpuTfus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 1E 1111111 IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 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) 84 2-15=(-2511) 4507 15- 3=( -585) 1184 10-23=(-1034) 472 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-5186) 2493 15-16=(-2311) 4120 3-16=( -987) 608 23-11=( -345) 1139 WEBS: 2x4 KDDF STAND; 3- 4=(-3579) 1672 16-17=(-1713) 3137 16- 4=( -61) 350 11-24=(-1853) 823 2x4 KDDF STUD A; LOADING 4- 5=(-2991) 1501 17-19=(-1527) 2796 4-17=( -620) 352 13-24=( -44) 151 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=(-2608) 1384 18-20=( 0) 0 17- 5=( -550) 1102 24-14=( -706) 1516 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=( 0) 0 20-21=( -61) 117 17- 6=( -675) 399 14-25=(-1773) 852 TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 42.0 PSF 6- 8=(-2794) 1489 21-22=(-1270) 2719 6-19=( -42) 458 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2816) 1350 22-23=(-1044) 2277 20-19=( 0) 78 LL = 25 PSF Ground Snow (Pg) 9-10=(-2596) 1149 23-24=( -732) 1506 19- 8=( -194) 57 10-11=(-1789) 821 24-25=( -72) 83 19-21=(-1346) 2733 NOTE: 2x4 BRACING AT 24"0C UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-13=) -377) 291 8-21=( -314) 380 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( 0) 0 21- 9=( -176) 154 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 13-14=) -467) 314 9-22=( -476) 347 OVERHANGS: 20.0" 0.0" 22-10=( -287) 684 BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** For hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -382/ 1970V -126/ 251H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -329/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/1B0 MAX LL DEFL = 0.022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.315" @ 14'- 7.5" Allowed = 2.054" MAX TL CREEP DEFL = -0.505" @ 19'- 7.0" Allowed = 2.739" 16-07-11 21-07-10 3-08-11 T f MAX HORIZ. LL DEFL = -0.159" @ 41'- 9.2" 4-10 1-06-08 -11-05 5-01-10 2-11-1 1-06-19 MAX HORIZ. TL DEFL = 0.210" @ 41'- 9.2" 3-03-04( T 4-10 T 210145 '1 5-05-02 '( T 5-01-10 T 2101-113 T DESIGN ASSUMES MOISTURE CONTENT DOES 1' f . 1 f 1 1' 1' T 1' T 1' NOT EXCEED 19% AT TIME OF MANUFACTURE. 13-02-12 1-09 Design conforms to main windforce-resisting T T system and components and claddingcriteria. 12 M-5x6(S) 12 y P 6.00 p M-3X4 7 12 N 10.00 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 M x4 0 25" M 33x4 M x5 M 9x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(S) 5 9 r01 3 load duration factor=l.6, 0.25" 4 M-3 6-{ End Trussedesigned)farewindosed loadso wind, ii rn in the plane of the truss only. M-3x5Aili0 B i 3 r� m M-3x10 0 t0��. _ o 1 15 16 7 71.•_'m"'w'm 71 - 2- 3 g N o M5HS-5x6 M-3x4 18 20 r M-/x8 0.25 M-ix5 M-3x10 5 ** M-1.5x4+ M-3x80M-5x8 M-1.5x3 M-1.5x4+ M-1.5x3 - 3.00 M-5x6(S) 12 0-0k8-04 5-01-04 L (. b b b 1• 1, y 2-11-12 9 -10 9-11-12 1-01-12 6-11-15 6-10-03 6-11-15 1-05-02 1, 1-08 2-11-12 10-06 y ) 28-06-09 l 14-05-12 1-00 27-06-04 .1 b y 1-08 92-00 ��,,,,D PROF4e. JOB NAME •. 5019-D POLYGON - D9 5 \GENE Scale: 0.1179 �c? FR /0<<- fO "S7 WARNINGS: GENERAL NOTES,unless otherwise noted: / i J i,7 E t 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: D 9 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.244 compression web bracing must be installed where shown+• incorporation of component is the responsibility of the building designer. DES. BY: BS 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at w 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as �'" plywood where +•i• ll(BC). 'y7 OREGON �', DATE: 3/11/2015 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. &A:RV j rJ t� SEQ. : 6203127 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, �1 TRANS ID: 418660 design loads be applied to any component. and are for"dry condition"of use. /(- 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pA U L �, fabrication,handing,shipment and installation of components. necessary. 7.Designlaesassumesadequateonedthi age iso provided. ,a 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center VIII I III VIII IIIA VIII III VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES:. c'1I3•I/ZO16 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1888(MiTek) 1111 11 I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 42'- 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) 84 2-14=(-2313) 4507 14- 3=( -536) 1184 21-10=( -214) 676 BC: 2x4 KDDF #1&3TR SPACED 24.0" O.C. 2- 3=(-5186) 2213 14-15=(-2129) 4120 3-15=( -987) 579 10-22=(-1034) 387 WEBS: 2x4 KDDF STAND; 3- 4=(-3578) 1445 15-16=(-1560) 3137 15- 4=( -55) 350 22-11=1 -268) 1127 2x4 KDDF STUD A; LOADING 4- 5=(-2991) 1252 16-18=(-1271) 2796 4-16=( -620) 411 11-23=(-1853) 772 2x6 KDDF #2 B LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF 5- 6=( 0) 0 17-19=1 0) 0 16- 5=( -380) 1102 12-23=( -28) 217 DL ON BOTTOM CHORD = 10.0 PSF 5- 7=(-2608) 1188 19-20=( -51) 117 16- 7=( -675) 238 23-13=( -732) 1516 TC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 42.0 PSF 7- 8=(-2794) 1235 20-21=(-1134) 2719 7-18=( -74) 450 13-24=(-1773) 882 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=(-2816) 1155 21-22=) -959) 2277 19-18=( 0) 78 LL = 25 PSF Ground Snow (Pg) 9-10=(-2596) 1030 22-23=( -707) 1506 18- 8=( -178) 80 10-11=(-1789) 745 23-24=( -73) 83 18-20=(-1155) 2733 NOTE: 2x4 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 11-12=( -374) 253 8-20=( -314) 284 ALL FLAT TOP CHORD AREAS NOT SHEATHED LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 12-13=( -464) 271 20- 9=( -83) 154 THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 9-21=( -476) 281 OVERHANGS: 20.0" 0.0" BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) ** For hanger specs. - See approved plans 0'- 0.0" -292/ 1970V -127/ 249H 5.50" 3.15 KDDF ( 625) 42'- 0.0" -217/ 1754V 0/ OH 5.50" 2.81 KDDF ( 625) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = 0,022" @ -1'- 8.0" Allowed = 0.167" MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX LL DEFL = 0.287" @ 14'- 7.5" Allowed = 2.054" MAX IL CREEP DEFL = -0.505" @ 19'- 7.0" Allowed = 2.739" 13-03-11 26-11-10 1-08-11 MAX HORIZ. LL DEFL = -0.149" @ 41'- 9.2" 4-10 0-04-07 5-01-04 5-01-10 4-11-14 MAX HORIZ. TL DEFL = 0.210" @ 41'- 9.2" 3-03-0 4( 'r 4-10 11-'6201 T 5-05-02 ' 'r5-01-10 f 1108-11 DESIGN ASSUMES MOISTURE CONTENT DOES f ' fT'"-' f 4 f 4 f 4' NOT EXCEED 19% AT TIME OF MANUFACTURE. 13-02-12 Design conforms to main windforce-resisting 1 1' system and components and cladding criteria. 12 M-5x6(S) 12 6.00 p N 10.00 Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 6 M-3x4 n M-4x6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 5 7 M- x9 0925 M-130x4 M-131x5 2 load duration factor=l.6, L 4-3x10 End vertical(s) are exposed to wind, Truss designed for wind loads M-3x44 in the plane of the truss only. // + o ul t ,..._ ...._.411TAT/\ M 3 x 53 B o) rr M-3x10 `i 18 ,, .', 1 G� 14 11,73X4 15 0 16 la .. PP 23 q +. -> ' MSHS-5x8 '' 1M-5x8 •' M-/x8 0.2g) M-3x5 M-3x0 o M-1.5x4+ M-3x8 M-1.5x3 M-1.5x3 M-1.5x4+ M-5x6(S) a 3.00 y 12 , .1 0-q8-04 5-01-04 k y y y y b 2-11-12 4-10 4-11-12 11-01-12 6-11-15 6-10-03 6-11-15 1-05-02 1-08 2-11-12 10-06 y b 28-06-04 b 14-05-12 1-00 27-06-04 y 2-00 ioa - 4010 c;• 4 ��l9sQ* JOB NAME : 5019-D POLYGON sale: 0.1224 WARNINGS: GENERAL NOTES,unless otherwise noted: R 78 ® �� 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• D10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2o4 compression web bracing must be installed where shown+. Incorporation of component Is the responsibility of the building designer. r. .-' .._, 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'e.c.respectively unless braced throughout their length by v X42' po ny continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "7 OREGON �, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ % 4/ n 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. T Al Ay �5 ... SEQ. 6203128 fasteners are complete end at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive 'dorrosive environment, L. design beds be applied to any component. and are for"dry condition"of use. '1 P 0 TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6'necessary.ndarassumes full bearing at all supports shown.Shim or wedge if i f fabrication,handling,shipment and installation of components. 7.Design asumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111111111111111111111 TPI WfCA in BCSI,copies of which will be furnished upon request. Digit coincide with joint aIn Ines. EXPIRES: 2/31/201 9.Digits Indicate size of plate In Inches. MITek USA,Inc./Co of s Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) Ino DI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS 42-00-00 MONO HIP-D SETBACK 6-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x6 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=( 0) 84 2-13=1-3078) 9292 13- 3=( -318) 1060 18-10=( -470) 1592 2x4 KDDF #1&BTR T1 2- 3=1-10564) 3326 13-14=(-2504) 7052 13- 4=( -566) 2360 10-19=(-2508) 1192 BC: 2x6 KDDF #1&BTR LOADING 3- 4=( -9996) 3158 19-16=(-3338) 8539 9-14=( -582) 360 19-11=( -718) 2499 WEBS: 2x4 KDDF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -7290) 2626 15-17=( -112) 289 19- 5=( -640) 2156 11-20=(-9978) 2062 2x4 KDDF #1&BTR A TC UNIF LL( 50.0)+DL( 19.0)= 64.0 PLF 0'- 0.0" TO 10'- 0.0" V 5- 6=( 0) 0 17-18=(-3188) 7869 19- 7=(-2546) 1238 20-12=( -330) 240 TC UNIF LL( 100.0)+DL( 28.0)= 128.0 PLF 10'- 0.0" TO 92'- 0.0" V 5- 7=( -6512) 2382 18-19=(-2656) 6956 7-16=( -289) 906 TC LATERAL SUPPORT <- 12"0C. UON. BC UNIF LL( 0.0)+DL( 90.0)= 40.0 PLF 0'- 0.0" TO 92'- 0.0" V 7- 8=( -8522) 3338 19-20=(-1692) 3892 15-16=( 0) 64 BC LATERAL SUPPORT <= 12"OC. UON. 8- 9=( -8010) 3166 16- 8=( -240) 690 TC CONC LL( 916.7)+DL( 116.71= 533.3 LBS @ 10'- 0.0" 9-10=( -7982) 2989 16-17=1-3090) 7864 10-11=( -9840) 1949 8-17=1-1129) 628 NOTE: 2x9 BRACING AT 24"OC UON. FOR LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 11-12=( -68) 76 17- 9=( -24) 186 ALL FLAT TOP CHORD AREAS NOT SHEATHED REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9-18=( -989) 592 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 20.0" 0.0" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -1109/ 3581V -90/ 187H 5.50" 5.73 KDDF ( 625) ( 2 ) complete trusses required. 92'- 0.0" -1994/ 3569V 0/ OH 5.50" 5.70 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN nails staggered: 'COND. 2: Design checked for net(-5 psf) uplifts a 9" oc in 1 row(s) throughout 2x9 top chords, p cing.� 9" oc in 2 row(s) throughout 2x6 top chords, VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 9" oc in 2 row(s) throughout 2x6 bottom chords, MAX LL DEFL = 0.005" @ -1'- 8.0" Allowed = 0.167" 9" oc in 1 row(s) throughout 2x4 webs. at 29 "or MAX TL CREEP DEFL = -0.005" @ -1'- 8.0" Allowed = 0.222" For hanger specs. - See approved plans MAX LL DEFL = 0.294" @ 18'- 4.3" Allowed = 2.059" MAX TL CREEP DEFL = -0.575" @ 18'- 4.3" Allowed = 2.739" MAX HORIZ. LL DEFL = -0.114" @ 91'- 8.5" + Laterally brace to roof diaphragm. MAX HORIZ. TL DEFL = 0.187" @ 91'- 8.5" 0-06-07 DESIGN ASSUMES MOISTURE CONTENT DOES 9-11-11 14.-r32-00-OS NOT EXCEED 19% AT TIME OF MANUFACTURE. T T fDesign conforms to main windforce-resisting 3-01-08 3-01 3-02-12 4-06-01 3-10-08 6-00-11 5-09-03 5-09-03 6-00-11 system and components and cladding criteria. f f f fWind: 190 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 9-10=12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), f 4533.306 load duration factor=l.6, 12 M 9x8 M-7x8(5) End vertical(s) are exposed to wind, 6.00 p 5 6 M-3x4 14-ix4 0 25" 14-130x4 M-11x8 14-11.25x3 Truss designed for wind loads y y -- in the plane of the truss only. -M-4x49 a M-1.5x33 + 0i 7\/\\SIA1446.11166. 0 rn M-3x10 _ - 16 �' o 1 IM 7x10 M-3x8 o M-115 5x3 17 0.251� M 3x5 M- 3x820** M-3x6+ M-7x8 M181-1S-3x18 M-7x8(5) M-3x6+ a 3.00 y 12 y y y ), y ) >L J, 2-11-12 6- 03-12 5-04 y 3-10-08 7-10 7-08-04 7-11-12 y 1-08 2-11-12 10-06 y ) 28-06-04 y 14-05-121-00 27-06-04 k .1 y los 4200 ROp �� N�P 4� o JOB NAME : 5019-D POLYGON - D11 `�� Scale: 0.1372 �� �� WARNINGS: GENERAL NOTES,unless otherwise noted: •r. 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual 4041010 Truss: D 11 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. I"T - w..'. + "^ 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top end bottom chords to be laterally braced at �, DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v is the responsibility of the erector.Additional permanent bracing of continuous sheathing such las b plywood Aead where s +drywall(BC). -7 OREGON OR EGON r DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ �Q 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. / SEQ. : 6203129 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9iQ 9 qY 15 design loads be applied to any component. and are for"dry condition"of use. " hh n,�V TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if 7"'"A U L Tk fabrication,handing,shipment and installation of components. necessary. 8.This design is fumished subject to the imitations set forth by7.Designlatesassumes adequatedodrainagecistrus,provided. I1111111III1IIII11111II1IIITIITIIIII��I Platesshallbelocatedenbothfacesdituaa,andplacedaetheircenter TPI/WTCA in BCSI,copies of which will be furnished upon request. Digit coincideIndictwith joint ain nche. EXPIRES: 12/31/2016 9.lines Its Indicate size oplate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111111 This design prepared from computer input by PACIFIC LUMBER-BC Refer to CompuTrus rafter detail for complete specifications, HIP CORNER RAFTER TO 11-06-07 FOR 8-01-19 SETBACK LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE 12-01-19 2X9 DF SUPPORT #1&BTR '( T PROVIDE SUPPORT 12 5.14 p PROVIDE SUPPORT M-3x6(5) 2X9 DF M-5x8 80. #1RBTR 1'' PROVIDE M-3x6 SUPPORT 1111, M-3x6 0 M-3x6 0 r, M-3x8 0 I111 11-09-15 b 1- b 3, 3 2-02-08 11-06-07 5-07-19 5-07-19 ,1 3, 29-00-19 ��� .D PROFfiss JOB NAME •. 5019-D POLYGON - DR �� �i�GINE.�R �o Scale: 0.3000 94 -9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4' :'78 w C E r' 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Truss: DR and Warnings before construction commences. building component.Applicability of design parameters end proper 401,401 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ✓ DES. BY: BS is the res ons b A of the erector.Add tional bradng of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t,.• 4) responsibility permanentcontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "� OREGON >\ DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �j ��3 C�' 4.No load should be applied to any component until after a9 bracing and 4.Installation of truss Is the responsibilty of the respective contractor. �+ non-corrosiveSEQ. : 6203130 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a �environment, V� v A! L design loads be appled to any component, and are for"dry condition"of use. c�V TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Aq U L F'` necessary. 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 IIII I I III(IIII II II(III(IIII VIII IIII IIIITPIANTCA in BCSI,copies of which will be famished upon request. git coincide with joint center Iinches.tines. 9.Digits size oplate o MiTek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016 III II III This design prepared from computer input by PACIFIC LUMBER-BC HIP CORNER RAFTER TO 6-09-13 FOR 4-09-14 SETBACK Refer to CompuTrus rafter detail for complete specifications. LOAD DURATION INCREASE = 1.15 LOADING TOP CHORD LL + DL = 32.0 PSF PROVIDE SUPPORT PROVIDE SUPPORT 2X4 DF #16BTR 8-05-13 PROVIDE SUPPORT 12 5.19 p M-3x6(S) PROVIDE SUPPORT X 4 DF M-5x8 #1(.1g A* M-3x6 PROVIDE M-3x6 SUPPORT M-3x6 M-3x8 o 0 y y b b 6-08-05 b y b b 2-02-08 6-09-13 5-07-14 5-07-14 5-07-14 JOB NAME : 5019-D POLYGON - DR2 29-00-14 KtitG� �o Scale: 0.3000 ki 17 WARNINGS: GENERAL NOTES,unless otherwise noted: ,�' 7$ 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 Truss: DR2 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 end bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additional permanent bracing of ccontin continuous sheathing such asvplywood sheathinunless g(TC)and/or drywall(BC). OREGON °" DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �O 4SEQ. : 6203131 .No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. (� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 9I T AR 1 design loads be applied to any component. and are for"dry condition"of use. TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing al all supports shown.Shim or wedge if pA u fabrication,handling,shipment and installation of components. necessary. 9 P P 8.Plates assumes adequateatedon drll s provided.furnishedforth faces of truss,and placed so their center 111111 I III(1111 VIII 1111 111111111 III) TPIANTCA In SCSI,copies of which will be famished upon request. dings coincide with joint center lines. EXPIRES: 12/31/2016 9.Digits indicate size of late in inches. MITek USA,Inc./CompuTrus Software 6.2.3(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1908(MITek) no I Illi 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-4=(0) 0 BC: 2x9 KDDF #l&BTR SPACED 29.0" O.C. 2-3=(-93) 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: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -55/ 262V -7/ 45H 29.00" 0.42 KDDF ( 625) 1'- 11.2" -21/ 52V 0/ OH 1.50" 0.08 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -6/ 20V 0/ OH 0.00" 0.00 KDDF ( 625) 12 6.00 p LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX HORIZ. LL DEFL = -0.000" @ 1'- 11.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 11.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11 load duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. 0 2 •-, rn/- O a o 1 /%4 M-3x9 ,1 l 3 1-00 2-00 ��W.21PRO/T StSI JOB NAME •. 5019-D POLYGON - El Scale: 0.9533 �c. `��'GIN�FA? °4. WARNINGS: GENERAL NOTES,unless otherwise noted: :.:78 "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 Truss•: El 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. :�"e *' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS s the res ns bi of tha erector.Additional brew of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by responsibility permanentn9 continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). A "y7 OREGON >\• DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ H �� 24 7 4.No load should be applied to any component until after at bracing and 4.Installation of truss is the responsibility of the respective contractor. i � SEQ. : 6203132 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 9,9�'I Y 5 ` TRANS I D: 47.8660 design loads be applied to any component. and are for"dry condition"of use. t�AUL V • 5.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes hill bearing at all supports shown.Shim or wedge if 1"" necessary. fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 1111111111111111111 TPINVTCA in BCSI,copies of which will be furnished upon request. git coincideitwith jointfcenterinches. EXPIRES: 12/31/2016 9.Digits dsize oplatein Ilnes. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIII II I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 50 2-5=(-58) 77 3-5=(-185) 176 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-128) 107 WEBS: 2x4 KDDF STAND 3-4=( -10) 5 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -73/ 395V -44/ 116H 5.50" 0.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -34/ 244V 0/ OH 5.50" 0.39 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.092" @ 3'- 0.4" Allowed = 0.372" 5-08-04 0-03-12 MAX TC PANEL TL DEFL = -0.096" @ 3'- 0.5" Allowed = 0.559" 12 MAX HORIZ. LL DEFL = 0.001" @ 5'- 8.2" MAX HORIZ. TL DEFL = 0.001" @ 5'- 8.2" 6.00 p M-1.5x3 4 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, rn Truss designed for wind loads i in the plane of the truss only. 0 0 M r rn/ O orO, 'O� 1III,. 111-" ► s M-3x4 M-1.5x3 b 1, l 5-08-09 0-03-12 b ), y 1-00 6-00 ,i1,0) PR0ppss JOB NAME •. 5019-D POLYGON - E2 5 t4GIN4 Scale: 0.5503 ' (-3. Scale: ti (-3. WARNINGS: GENERAL NOTES,unlessdupon otherwisehnoted: 4d'� � �� 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: E2 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. a►"'s tr..; DES. BY: BS 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at 2'o.c.and at 10'o.c.respectively unless braced throughout their length by h is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). Le OREGON O� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 6 2 0 313 3 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. ��R t �� fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 5:, V TRANS I D: 418660 design bads be applied to any component and are for"dry condition"of use. /(- S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if AA r(� �` fabrication,handling,shipment and installation of components. necessary. V 7.Designlatesassumes adequate drhifae istruss,provided. 6.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 VIII I III VIII VIII VIII 11111 VIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request, lines coincide with joint centertines. EXPIRES: 2/ I�201 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 111 411 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 4'- 0.0" 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 DESIGN ASSUMES MOISTURE CONTENT DOES BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. NOT EXCEED 19% AT TIME OF MANUFACTURE. WEBS: 2x4 KDDF STAND 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"0C. UON. TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), M-1.5x4 or equal at non-structural LL = 25 PSF Ground Snow (Pg) load duration factor=l.6, vertical members (uon). End vertical(s) are exposed to wind, 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 Note:Truss design requires continuous AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. bearing wall for entire span UON. 3-08-04 0-03-12 T f f Refer to gable end Cdetail ufor s tcomplete andard 12 specifications. 6.007 M-1.5x3 y 3 ll -, rn 0 0 N 2 co o RI O if- 1 ���������������������������� M-3x4 M-155x36 * b k 1-00 4-00 ,i,Ep PROFF s JOB NAME : 5019-D POLYGON - E3 � 4 (90 JOB s/o�q_ Scale: 0.6377 WARNINGS: GENERAL NOTES,unless otherwise noted: :•78. ® 1-- 1. --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:: E 3 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. -,44.`"ot'"4 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.such y unless braced throughout their length by A to*p ay continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "7 1,/_OREGON O �„ DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ Y 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. -V �+Q�Y 1 j 1.,. SEQ. : 6203134 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, ;9 '`V design loads be applied to any component. and are for"dry condition"of use. '1 PA u �� TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8,Design ceassumes full bearing at all supports shown.Shim or wedge if rl fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design Is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII I1111111111111111111111111111111111 IIVIIIVIIIVIIIVIIIVIIIIIIIIIII TPI/1A/TCA in BCSI,copies of which will be furnished upon request Digit coincide with Joint tecenter liche. ExPIREs:.12/31/2016 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIII II I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-11) 50 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-55) 24 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: 12.0" 0.0" TOTAL LOAD = 42,0 PSF 0'- 0.0" -84/ 331V -5/ 37H 5.50" 0.53 KDDF ( 625) 1'- 3.2" -66/ 33V 0/ OH 5.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 6.0" -25/ 26V 0/ OH 1.50" 0.04 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.001" @ 0'- 9.9" Allowed = 0.061" MAX TC PANEL TL DEFL = 0.001" @ 0'- 9.9" Allowed = 0.091" MAX HORIZ. LL DEFL = -0.000" @ 1'- 5,2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 5.2" 12 6.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE, 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I Truss designed for wind loads M-3x4 o in the plane of the truss only. Mf ti O I 0 Of 2\ 4► 1mI .1 ). y 1-00 1-06 PROVIDE FULL BEARING;Jts:2,4,31 JOB NAME : 5019-D POLYGON - EJ �S��NGP EFfissip Scale: 1.0142 4,c. O R L WARNINGS: GENERAL NOTES,unless otherwise noted: +78 9c" 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: EJ and Warnings before construction commences. building component.Applicability of design parameters and proper 41110 2.2x4 compression web bracing must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ,.,. 1.,. `.. .. .+ 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'a.c.respectively unless braced throughout their length by ti„ h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). .Q OREGON Os " 4, '. DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ SEQ. : 6203135 4.No load should be appied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. .0 4/ 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, 9i9 "TY A, � ' TRANS I D• 418660 design bads be applied to any component. and are for"dry condition"of use. /(- `.,� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if pA t r fabrication,handing,shipment and Installation of components. ecessary. V d. 6.This design is furnished subject to the imitations set forth by7.Designlatesassumes adequateatedobothdthinace iso truss,a I IIIIII I III VIII(IIII VIII VIII VIII IIII IIII 9 1 8.Plates shall be located on faces of truss,and placed so their center TPI/W1-CA In BCSI,copies of which will be furnished upon request. git coincidewith joint center lines. EXPIRES:12/31/2016 9.Digits Indicate size of plate in Inches. MiTak USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111111 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.1" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.C. 2-3=1-410) 380 3-4=(-190) 138 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -54) 28 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 355H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -136/ 193V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.1" -29/ 47V 0/ OH 1.50" 0.07 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" it MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" 4 MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.4" MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.4" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.00 V system and components and cladding criteria. Wind: 140 mph, h=24.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, ,-, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, 3 Truss designed for wind loads 1o in the plane of the truss only. s o m AIlie 6... I o M-3x4 )" b 1 .1 1-00 6-00 5-11-02 PROVIDE FULL BEARING;Jts:2,6,3,4,5' JOB NAME : 5019-D POLYGON - CJ10 Scale: 0.3213 � tJ �9 °ir WARNINGS: GENERAL NOTES,unless otherwise noted: 4t- w i 78 •E9$ t'' 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• C J 10 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 construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V N. p Sty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). d III+OREGON 2� DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ -y G 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. t SEQ. : 6203136 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive -S1 environment, ,0j r7 y S `< TRANS I D: 418660 design loads be applied to any component and are for"dry conditionof use. /p^ L �4 5.CompuTrus has no control over and assumes no responsibility for the 8.eceDesigssa assumes full bearing at all supports shown.Shim or wedge if Ai- n fabrication,handpng,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 1111111111131111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. git coincide with joint centerInches. EXPIRES: 1 112016 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./Co pies of s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) 111111 III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-333) 305 3-4=(-109) 56 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 DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 2.8" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -112/ 297H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 RIDE ( 625) 5'- 11.2" -263/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -75/ 100V 0/ OH 1.50" 0.13 KEW ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET, ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL-L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.023" y MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.031" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 3 system and components and cladding criteria. i 0.1 o Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, t� (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,-, load duration factor-1.6, Truss designed for wind loads m in the plane of the truss only. h'1 ti I /- or_ 411 5►� -V o M-3x4 .1 b 1, /' 1-00 6-00 9-02-12 PROVIDE FULL BEARING;Jts:2,5,3,41 JOB NAME : 5019-D POLYGON - CJ11 �`�`��� IN4., ,s Scale: 0.3643 �, iNG�N �, /�� WARNINGS: GENERAL NOTES,unless otherwise noted: •78. 'S't'"' 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: CJ11 and Warnings before construction commences. building component.Applicability of design parameters and proper �f 2.2x4 compression web bracing must be Installed where shown+, incorporation of component Is the responsibility of the building designer. A'"e ~,wr- �.� r 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: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "jA-OREGON ''s N„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -Y,♦ 4SEQ. : 6203137 .No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. V C� fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, 9 Y �(�'L� design loads be applied to any component. and are for"dry condition"of use. ` n ON I D: 418660 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 pA U L fabrication,handling,shipment and Installation of components. necessary.Design 6.This design is furnished subject to the limitations set forth by7. laesassumes adequateadodrainagecIs oftruss, provided. IIIIII I II IIII VIII I II VIII VIII IIII IIII 9 1 8.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. Digits coincide with jointcenter lines. St 9. Indicate size ofplate in inches. M iTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES: 12/31/2016 111111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-337) 305 3-4-(-109) 56 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 374V -111/ 297H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 10'- 0.0" -64/ 94V 0/ OH 1.50" 0.15 KDDF ( 625) 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 lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" 0 MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.2" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.00V system and components and cladding criteria. 3 Wind: 140 mph, h=23.4ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 0 1-1 Truss designed for wind loads I in the plane of the truss only. co 0 co co r-I I f 1 = 5�- M-3x4 .0 ) i, y 1-00 6-00 4-00 PROVIDE FULL BEARING;Jts:2,5,3,41 PROP JOB NAME : 5019-D POLYGON - CJ12 �co �N�'IN , /o Scale: 0.3624 4.0 t."9 WARNINGS: GENERAL NOTES,unless otherwise noted: 4 :':78 w 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• C J 12 and Warnings before construction commences. building component.Applicability of design parameters and proper / s 2.2o4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. /'� w" -•^"'-^' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by V to • is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -v�1�OREGON O's DATE• 3/11/2015 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. �1 Y�,��Y. S �`� SEQ. : 6203138 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, 9 TRANS ID: 418 6 6 0 design loads be applied to any component. and are for"dry condition"of use. • 5.CompuTrus has no control over and assumes no responsibility for the S.Design assumes full beating at all supports shown.Shim or wedge if P fabrication,handling,shipment and installation of components. A UL necessary. 9 P 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII II IIII(IIII VIII VIII(IIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. git coincidentwith joint ain che. EXPIRES:. .]X201 9.Digitssndsize of plate ein inches.Ie. MiTek USA,Ino./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII Hill (III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2-3=(-180) 152 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: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -44/ 477V -88/ 236H 5.50" 0.76 KDDF ( 625) 7'- 8.2" 0/ 181V 0/ OH 5.50" 0.29 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 7'- 10.9" -143/ 231V 0/ OH 1.50" 0.37 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3 -1 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.525" @ 4'- 8.5" Allowed = 0.647" 0 MAX TC PANEL TL DEFL = -0.513" @ 4'- 5.7" Allowed = 0.970" MAX HORIZ. LL DEFL = -0.003" @ 7'- 10.2" MAX HORIZ. TL DEFL = -0.003" @ 7'- 10.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 7 NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), -, load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. en 1 0 4�� ,, 1 M-3x4 1 ). y 1-00 7-10-15 PROVIDE FULL BEARING;Jts:2,4,3j JOB NAME : 5019-D POLYGON - CJ13 ��o INSE, 5�� ��iNEF ssio Scale: 0.4556 � OO R 2"S� WARNINGS: GENERAL NOTES,unless otherwise noted: 70 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: CJ13 and Warnings before construction commences. building component.Applicability of design parameters end proper ,t/ 2.204 compression web bracing must be installed where shown+• Incorporation of component Is the responsibility of the building designer. I'� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: B S 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 4.0 I.is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "7A-OREGON �„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ -Y cS 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibiity of the respective contractor. -7 �� t��. SEQ. : 6203139 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, F?}r 1 V design loads be applied to any component. and are for"dry condition"of use. �1 TRANS 1 D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if Pa UL Cj� fabrication,handing,shipment and Installation of components. Designnecesary. 7. assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 11111111111111111110 II IIII IIII IIII IIIITPI/WTCA in BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES:12/31/2016 9.Digits indicate size of late 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(tvliTek) IIIIIII IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10,9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-136) 119 TC LATERAL SUPPORT <= 12"OC. UON, LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN, (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -34/ 900V -66/ 183H 5.50" 0.69 KDDF ( 625) 5'- 8.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 10.9" -105/ 166V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0,003" @ -1'- 0.0" Allowed = 0.133" 3 -/ MAX TC PANEL LL DEFL = 0.155" @ 3'- 6.8" Allowed = 0.973" MAX TC PANEL TL DEFL = -0.138" @ 3'- 4.9" Allowed = 0.710" I) MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.2" 12 ' MAX HORIZ. TL DEFL = -0.002" @ 5'- 10,2" 10.0017. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE, Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, Lo (All Heights), Enclosed, Cat.2, Exp.B, MWPRS(Dir), r, load duration factor=l.6, r4, Truss designed for wind loads o in the plane of the truss only. Lo m i cKrAIMIMIMIIMINIIMIMIMIMIMI of 0 M-3x4 ,1 b > 1-00 5-10-15 PROVIDE FULL BEARING;Jts:2,4,31 4.<<„'9'. PROP E. , JOB NAME : 5019-D POLYGON - CJ14 �� �G�" wo90. Scale: 0.5231 4.4" -7 WARNINGS: GENERAL NOTES,unless otherwise noted: Q / :I:78 t' 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• C J 14 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at y , DES. BY' BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V �� po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -5, OREGON O �, DATE• 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -Y0 n rL �S, 4.No bad should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 9 ,[f ni,...1 t j `*C- SEQ. : 6203140 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, r i r -t r✓ TRANS ID 418660 design beds be applied to any component. and are for"dry full bearing g at. • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at supports shown.Shim or wedge if k pA U L �� fabrication,handling,shipment and installation of components. Decessary.P Po 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Nmhatlans set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII IIII VIII VIII I III VIII VIII IIII IIII TPIMfrCA to BCSI,copies of which will be famished upon request git coincide with jointf center lines. EXPIRES:12/31/201.6 9.Digits Indicate size of plate in Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-351) 305 3-4=(-109) 56 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -24) 0 BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 4.0" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BOG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 375V -114/ 311H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 393V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -90/ 133V 0/ OH 1.50" 0.17 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 5VERTICAL DEFLECTION LIMITS: LL-L/240, TL=L/180 y MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.000" @ 10'- 4.0" Allowed = 0.033" 0 MAX TL CREEP DEFL = -0.000" @ 10'- 4.0" Allowed = 0.044" MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 11.2" 12 10.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting system and components and cladding criteria. i o Wind: 140 mph, h=23.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, m Truss designed for wind loads in the plane of the truss only. M I /- o,,.... 6....--... -/ O M-3x4 ,1 b ). / 1-00 6-00 4-04 'PROVIDE FULL BEARING;Jts:2,6,3,4' Q,cp PRO1 JOB NAME : 5019-D POLYGON - DJ13 Scale: 0.3596 �: 04G1'14:9 �%°� WARNINGS: GENERAL NOTES,unless otherwise noted: n' .;;78/ . . E 9r 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: DJ13 and Warnings before construction commences. building component.Applicability of design parameters end proper / 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. Jr' tr....•- - 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalbracing 2'o.c.and at 10'o.c.respectively unless braced throughout their length by 40 p ty permanent of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "SV OREGON c!', DATE: 3/11/2015 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. �t G� 5 �c. SEQ. : 6203141 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. 9 }4^PAUL �`a TRANS I D: 418660 5.CompuTrus hes no control over and assumes no responsibility for the 0.Design assumes full bearing at all supports shown.Shim or wedge if F` fabrication,handling,shipment and installation of components. Designeessary. 7. latesassumes adequateaddtae iso truss,d.and This design is famished subject to the Eructations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII III HE 11 I III VIII VIII HI TPIANTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPCREs:7 Li.311Z016 9.Digits Indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x9 NODE' 816BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1IBTR SPACED 24.0" O.C. 2-3=(-333) 301 3-4=(-108) 59 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BOG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -22/ 375V -110/ 294H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -259/ 390V 0/ OH 1.50" 0.50 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 10.9" -62/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -. MAX TL CREEP DEFL = -0.003" @ -1'- 0,0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.065" @ 3'- 4.9" Allowed = 0.481" 7110.00177 () MAX TC PANEL TL DEFL = -0.073" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.005" @ 9'- 10.2" MAX HORIZ. TL DEFL = -0.005" @ 9'- 10.2" 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=23.3ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads 1in the plane of the truss only. o0 00 M, 1 /- c ,0 b 1, /' 1-00 6-00 3-10-15 PROVIDE FULL BEARING;Jts:2,5,3,4I JOB NAME : 5019-D POLYGON - DJ14 �� ��,��NFFR �'°# Scale: 0.3666 y WARNINGS: GENERAL NOTES,unless otherwise noted: :'/ w 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 IndividualAPIF Truss• DJ14 and Warnings before construction commences, building component.Applicability of design parameters and proper /# 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer, r- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v �� po ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). IA-OREGON O DATE: 3/11/2015 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. �� "Y���4`.:'1�J 2! � SEQ. : 6203142 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 (c TRANS ID: 418660 design loads be applied to any component and are for"dry condition"of use. �'1 p R�� • 5.CompuTrus has no control over and assumes no responsibility for the 8'Design are assumes full bearing at all supports shown.Shim or wedge if A u,,, fabrication,handing,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 11111111111111111111111111111111111111111111 TPINVECA in SCSI,copies of which will be furnished upon request. Digit coincideinictwith joint centerinches. EXPIRES:. 2/31/201 9.Digits indicate a 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) 11111111 IIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.9" IBC 2012 MAX MEMBER FORCES 4WR/DDE'/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-247) 220 3-9=( -91) 37 TO LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -88/ 236H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -224/ 357V 0/ OH 1,50" 0.46 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.9" -18/ 6V 0/ OH 1.50" 0.01 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR COPSE' LIVE LOAD. TOP ICOND. 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 y MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.093" @ 2'- 11.8" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.081" @ 2'- 11.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 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: 190 mph, h=22.5ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, rn (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. m0m �� 5►�0 1/s/ M-3x4 ; .1 y y 1-00 6-00 1-10-15 'PROVIDE FULL BEARING;Jts:2,5,3,4I \�� ��GP ��6's..O JOB NAME : 5019-D POLYGON - DJ15 Scale: 0.4306 wN? 78 -i9 WARNINGS: GENERAL NOTES,unless otherwise noted: 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 Truss: DJ 15 and Warnings before construction commences. building component.Applicability of design parameters and proper w. 2.204 compression web braong must be installed where shown+. Incorporation of component is the responsibility of the building designer. y - i r....,. 3.Additional temporary Gating to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by Is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -1 ORE40 GON O"s DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 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. �-V ei'4 Y 1 ��� SEQ. : 6203143 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,7 TRANS ID' 418660 design bads be applied to any component. and are for"dry condition"of use. - 5.CompuTrus has no control over and assumes no responsibility for the 0.Design assumes full bearing at all supports shown.Shim or wedge If _ pA'f L �� fabrication,handling,shipment and installation of components. Desessary. V 7.Design assumes caadequate drainage is otruss,d.a 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 II II I II VIII VIII IIII IIIITPINVTCA In BCSI,copies of which will be famished upon request. lines coincide with Joint center bines. EXPIRES: 12/31/2016 9.Digits indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24,0" O.C. 2-3=(-71) 97 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -116/ 306V -15/ 61H 5.50" 0.49 KDDF ( 625) 1'- 1.3" -58/ 129V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 48V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.001" @ 0'- 8.7" Allowed = 0.059" 1-02 MAX TC PANEL TL DEFL = -0.001" @ 0'- 8.7" Allowed = 0.089" MAX BC PANEL LL DEFL = 0.006" @ 2'- 8.6" Allowed = 0.254" T '( MAX BC PANEL TL DEFL = -0.019" @ 3'- 3.8" Allowed = 0.339" 12 MAX HORIZ. LL DEFL = -0.000" @ 1'- 1.3" 10.00 7 MAX HORIZ. TL DEFL = 0.000" @ 1'- 1.3" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 3 " Wind: 140 mph, h=19,7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads '' o i in the plane of the truss only. o 0 I o -, of ►� �4 M-3x4 1 l ), ), 1-00 PROVIDE FULL BEARING;Jts:2,3,41 6-00 (( D PR OFF JOB NAME •. 5019-D POLYGON - J1 �� t�GwF�R sow Scale: 0.7025 17 s e 78 WARNINGS: GENERAL NOTES,unless otherwise noted: ., 2.2x4 compression web braang must be installed where shown+, Incorporation of component is the responsibility of the building desE 1.Builder and erection contractor should be advised of a9 General Notes 1.This design is based only upon the parameters shown and is for an individual T r us s' J1 and Warnings before construction commences. building component.Applicability of design parameters and proper i ^ gner. - 3.Additional temporary bracing to insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at r DES. BY• BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'c.c.respectively unless braced throughout their length by A V �� Po h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 4 'vv_OREGON a �y, DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ t� fy,` 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. "V .4 y 1 S E Q. : 6203144 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, L.. N design loads be allied to any component end are for"dry condition"of use. '1 p.^.U L R� TRANS 1 D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 6. ndarnecessary.ssumes full hewing at ell suppo is shown.Shim or wedge if +t fabrication,handling,shipment and installation of components. g, P mW 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII III VIII VIII VIII VIII 111 IIII IIII TPIANfCA In BCSI,copies of which will be furnished upon request. lines coincide with joint tecenter Ines. EXPIRES:12/31/2016 9. Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1968(MiTek) IIIIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-60) 58 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -41/ 303V -27/ 91H 5.50" 0.49 KDDF ( 625) 2'- 3.6" -124/ 112V 0/ OH 1.50" 0.18 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 50V 0/ OH 5.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 2-04-06 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" I 1' , MAX TC PANEL LL DEFL = -0.004" @ 1'- 5.5" Allowed = 0.165" MAX TC PANEL TL DEFL = -0.007" @ 1'- 3.6" Allowed = 0.247" 12 MAX BC PANEL LL DEFL = 0.008" @ 2'- 8.6" Allowed = 0.254" 10.00 MAX BC PANEL TL DEFL = -0.023" @ 3'- 3.8" Allowed = 0.339" MAX HORIZ. LL DEFL = 0.000" @ 2'- 3.6" MAX HORIZ. TL DEFL = 0.000" @ 2'- 3,6" 3 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ,, load duration factor=l.6, o Truss designed for wind loads N in the plane of the truss only. ro c 0 irAMIIIIIIIIIIIIIIIIIIMIIII Ion �� 1111 4 1 M-3x4 ,1 ), k 1-00 1PROVIDE FULL BEARING;Jts:2,3,41 6-00 JOB NAME : 5019-D POLYGON - J2 <<- 6's PRQFFss Scale: 0.6775 �t�Gy�ON�F, /0* WARNINGS: GENERAL NOTES,unless otherwise noted: `v2 E " 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 40,41, Truss: J2 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2x4 compression web braang must be installed where shown+, incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at g DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by c, is the responsibility of the erector.Additional permanent bracing ofh continuousiactsheathinggsuchr l plywoodghead where s and/or drywall(BC). I A-OREGON ' DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �(y, -Y 4 4.No load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6203145 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, 1'9 I design loads be applied to any component. and are for"dry condition"of use. " h n,� TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if pA U Cl fabrication,handling,shipment and Installation of components. Designnecessary. 7. laesassumes adequate drainage is of sa. 6.This design Is famished subject to the limitations set forth by 8.Plates shell be located on both faces of truss,and placed so their center 11111111111111111111 111IIIIII III III IIIITPIMITCA in BCSI,copies of which will be furnished upon request, lines coincide with joint center lines. � �, f r.3112016 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 11 II HI i This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-82) 76 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -29/ 335V -40/ 122H 5.50" 0.54 KDDF ( 625) 3'- 6.0" -127/ 128V 0/ OH 1.50" 0.21 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 55V 0/ OH 5.50" 0.09 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 3-06-12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.132" f MAX TC PANEL LL DEFL = 0.017" @ 1'- 11.7" Allowed = 0.269" MAX BC PANEL TL DEFL = -0.032" @ 3'- 1.4" Allowed = 0.339" 12 10.00 7 3 MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.0" MAX HORIZ. TL DEFL = 0.000" @ 3'- 6.0" DESIGN j NOTEXCEEDU19%% ATI TIME OF MANUFACTURE. TMANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.7ft, TCOL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o ii load duration factor-1.6, o Truss designed for wind loads in the plane of the truss only. M rn ,-+/- 1 o p� 11%.-- #114 -, M-3x4 , Y Y Y 1-00 1PROVIDE FULL BEARING;Jts:2,3,41 6-00 ,W) PROP. JOB NAME : 5019-D POLYGON - J3Scale: 0.6006 �c. '.�C"�N �9 .�°* WARNINGS: GENERAL NOTES,unless otherwise noted: 17e 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• J3 and Warnings before construction commences. building component.Applicability of design parameters and proper tr • 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' BS Is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by c �4> P ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r "7w OREGON O �, DAT E• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 1jP '1' . 1 L /' - 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. -9,9 V,,Q c�Y 1 `*�`. SEQ. : 6203146 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, of �V design loads be appied to any component and are for"dry condition"of use. c7 TRANS I D 418660 5.CompuTrus has no control over end assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pA U L t`` • necessary. fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is Provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII(IIII VIII VIII VIII VIII IIII IIIITPI/W1-CA in BCSI,copies of which will be furnished upon request. git coincide with joint center lines. 9.DigitsIndicate size ofplate in Inness. 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:12/31/2016 IIII I I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 95 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7,0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -24/ 369V -53/ 153H 5.50" 0.59 KDDF ( 625) 4'- 8.4" -118/ 148V 0/ OH 1.50" 0.24 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" 0/ 64V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR l0PSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY, MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 4-09-03 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" 6( ,1' MAX TC PANEL LL DEFL = 0.054" @ 2'- 8.9" Allowed = 0.374" 3 MAX TC PANEL TL DEFL = -0.052" @ 2'- 7.0" Allowed = 0.561" 12 MAX HORIZ. LL DEFL = -0.001" @ 4'- 8.4" 10.00 0MAX HORIZ, TL DEFL = -0.001" @ 4'- 8.4" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r- (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads t in the plane of the truss only. ro i orIAIMIIIIMIMIIIMIMIIIIMIIIMIIIMII o/- ►� ►E04 M-3x4 .1 ,l y 1-00 6-00 'PROVIDE FULL BEARING;Jts:2,3,41 JOB NAME : 5019-D POLYGON - J4 ' `''' INe -.6 Scale: 0.5434 �� �' tC7� f 9 �9 WARNINGS: GENERAL NOTES,unless otherwise noted: ••7v w 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: J4 and Warnings before construction commences. building component.Applicability of design parameters and proper / ,,,, PP PI 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. I"- "+. r•- -.= + a 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility temporary ty of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a..- 4) continuous sheathing such as plywood sheathing(TC)s and/or drywall(BC). �y -I OREGON �• DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ cj ,• ) SE 6203147 4.No bad should be applied to any component until alter all bracing and 4.Installation of truss is the responsibility of the respective contractor. v Q t� ��+ 4• • fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, /(� +7 y A design loads be applied to any component. and are for"dry condition"of use. •/r n�1 TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if PA U L fabrication,handing,shipment and installation of components. Designne . 7. latesassumes adadequate drainagehcIs o truss,and 8.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,aplaced so their center // III I 11111 IIII 1IIII I III IIII 1IIII III TPIMlfCA in BCSI,copies of which will be famished upon request. git cIndicat with joint aIn lines. EXPIREs: . /201.6 O.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-1 988(Wok) IIII II I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x9 KDDF #1fiBTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-137) 115 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -34/ 402V -66/ 184H 5.50" 0.64 KDDF ( 625) 5'- 9.2" 0/ 76V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 11.6" -107/ 168V 0/ OH 1.50" 0.27 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.159" @ 3'- 7.1" Allowed = 0.478" 5-11-09 MAX TC PANEL TL DEFL = -0.144" @ 3'- 4.8" Allowed = 0.717" 3 MAX HORIZ. LL DEFL = -0.002" @ 5'- 10.8" MAX HORIZ. TL DEFL = -0.002" @ 5'- 10.8" 6 DESIGN ASSUMES MOISTURE CONTENT DOES 12 (' NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.007 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads o in the plane of the truss only. 0 0 M I CD 0 1 M-3x4 y 1, .1 1-00 6-00 PROVIDE FULL BEARING;Jts:2,4,3I OD13RQp JOB NAME •. 5019-D POLYGON - J5 Scale: 0.9869 w� N' 7�N�4'�Ss �'* 17 WARNINGS: GENERAL NOTES,unless otherwise noted: ♦.`8 *E v 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual and Warnings before construction commences. building component.Applicability of design parameters and proper 40v. Truss: J 5 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 ~ DE S. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by a..' 4) is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 'f7 OREGON >\ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown++ 10. 4. 5�C 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. n 1 !� SEQ. : 6203148 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, r 7 �V TRANS ID: 418660 design bads be applied to any component. and are for"dry condition"of use. ' ¢� • 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If A U L necessary. fabrication,handdng,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 shad be located on both faces of truss,and placed so their center IIIIII IIII VIII 1111111 111111 TPI WfCA in SCSI,copies of which will be furnished upon request. lines coincidewith jointe center lines. 9.Digits indicatesize ofpctin 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:12/31/2016 IIII I I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 91&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF 9l&BTR SPACED 24.0" 0.C. 2-3=(-217) 192 3-4=(-115) 66 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BAG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 377V -79/ 216H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -242/ 398V 0/ OH 1.50" 0.51 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 2.0" -108/ 58V 0/ OH 1.50" 0.09 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "Scspacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 q MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.074" @ 2'- 9.2" Allowed = 0.481" � I� MAX TC PANEL TL DEFL = -0.073" @ 2'- 11.9" Allowed = 0.722" 3 MAX HORIZ. LL DEFL = -0.003" @ 5'- 11.2" MAX HORIZ. TL DEFL = -0.003" @ 5'- 11.2" 12 10.00 17 DESIGN ASSUMES MOISTURE CONTENT DOES A NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, m o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), I load duration factor=l.6, o Truss designed for wind loads 1in the plane of the truss only. M PATAIMMIMIMIMIMIMMIMMMIII ,`- 1 M-3x4 3 ), 3 y 1-00 6-00 1-02 PROVIDE FULL BEARING;Jts:2,5,3,41 (( lD PR°FFts,, JOB NAME : 5019-D POLYGON - J6 ,5 ‘.,‘GINE' . ,, Scale: 0.4593 c,, , .(9 R WARNINGS: GENERAL NOTES,unless otherwise noted: / �� 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and is for an individual Truss: J 6 and Warnings before construction commences. building component.Applicability of design parameters and proper ,� 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. .., - . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �' DES. BY: BS s the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by L., h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). *1 OREGON fp 4,,,r DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 's- 4.No load should be applied to any component until after all bracing and 4.Installation of buss is the responsibility of the respective contractor. ���� 1 c Z1 �.` SEQ. : 6203149 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 7 V TRANS I D: 418660 design loads be appoed to any component and are for"dry condition"of use. h f� 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beating at all supports shown.Shim or wedge if pA U L. k fabrication,handling,shipment and Installation of components. esessary. d. 6.This design Is furnished subject to the limitations set forthg,Designlatesassumes adequateatedon otfaces drainage Is truss, 111111111111111101111111111111111111111 9 1 by 8.Plates shall located both laces of truss,and placed so their center TPI/WfCA in BCSI,copies of which will be furnished upon request. git coincide with jointfaIn nche. EXPIRES:1231�2d1 9.Digits Indicate size oplate in inches. MiTak USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MITek) 1E1111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 4.4" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF 41&BTR SPACED 24.0" O.C. 2-3=(-266) 237 3-4=( -90) 38 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. CON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -24/ 378V -93/ 249H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -226/ 355V 0/ OH 1.50" 0.45 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 4.4" -14/ 21V 0/ OH 1,50" 0.03 KDDF ( 625) 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 IOPSF LIVE LOAD, TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.118" @ 2'- 11.7" Allowed = 0.481" ') MAX TC PANEL TL DEFL = 0.104" @ 2'- 11.7" Allowed = 0.722" 1 MAX HORIZ, LL DEFL = -0.003" @ 8'- 3.6" MAX HORIZ. TL DEFL = -0.003" @ 8'- 3.6" DESIGN ASSUMES MOISTURE CONTENT DOES 12 NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 3 Design conforms to main windforce-resisting '( system and components and cladding criteria. 0 Wind: 140 mph, h=22.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), o o load duration factor=1.6, Truss designed for wind loads o in the plane of the truss only. M rn I .1 5�a 1 M-3x4 ,1 .1 ,1 J' 1-00 6-00 2-04-06 PROVIDE FULL BEARING;Jts:2,5,3,41 p �cO PR QFtcS' �, JOB NAME •. 5019-D POLYGON - J7 Scale: 0.4136 �NOIN ,meq' WARNINGS: GENERAL NOTES,unlessotherwise noted: ,/ :e7$. wE 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• J7 and Warnings before construction commences, building component.Applicability of design parameters and proper 1"e ^ 40 3. 2.204 compression web braang must be installed where shown+. incorporation of component is the responsibility of the budding designer. Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V \� W continuous sheathing such as plywood sheathing(TC)and/or drywali(BC). •'9 OREGON o DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 'Zjr. yj, tL 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. / "4,. 1 Cj !� SEQ. : 6203150 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina noncorrosive environment, r7 'e TRANS ID: 418660 design loads be appied to any component. Design are for"dry full bearing g use. PAUL 1 • 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing u all supports shown.Shim or wedge if �'q t,J �` necessary. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. 8.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII 11111 VIII 111111111 11111111111 TPIM/TCA in BCSI,copies of which will be famished upon request. git coincide with jointfcenternche. EXPIRES: 12/31/2016 9.Digitssdsize oplateininches.h . MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1111011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 6.8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-318) 286 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 3-4=(-102) 45 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 376V -106/ 284H 5.50" 0.60 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) 5'- 11.2" -249/ 379V 0/ OH 1.50" 0.48 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 6.8" -52/ 76V 0/ OH 1.50" 0.12 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF 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 4 MAX-,/ LL DEFL = -0.002" @ -1'- 0,0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" �) MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.004" @ 9'- 6,0" MAX HORIZ. TL DEFL = -0.004" @ 9'- 6.0" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.0Design conforms to main windforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=23.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, h (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), oload duration factor=l.6, I Truss designed for wind loads o in the plane of the truss only. mrn I f0 0 /11°1111.11°:.2 -3x9 1, 1, ,1 y 1-00 6-00 3-06-12 'PROVIDE FULL BEARING;Jts:2,5,3,41 R OP JOB NAME •. 5 019-D POLYGON - J8 5�`� 0,GP .FSs/p Scale: 0.3838 wCJ '4 �i17 et /WARNINGS: GENERAL NOTES,unless otherwise noted: w / •(7 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: J8 and Warnings before construction commences, building component.Applicability of design parameters and proper / ,� 2.2x4 compression web bradng must be installed where shown+. Incorporation of component is the responsibility of the building designer. ..1 - .... , DES. BY: BS 3.Additional temporary bracing to insure stability dudng 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 `, y continuous sheathing such as plywood sheathing(TC)and/or drywall BC, ' DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ( ) jt OREGON S EQ 6203151 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. G 2 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 9L1 q(�Y° 'C TRANS I D: 418660 design bads be applied to any component and are for"dry condition"of use. V 5.CompuTrus hes no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If �a u 1 R`� fabrication,handling,shipment and installation of components. Dnecessary. 1� 7.Plates assumes adequatead drainagecisotrus,provided. 6.This design is tarnished subject to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center n� IIIIII III VIII VIII VIII VIII VIII(III IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center lines. EXPIRES: lL IZd 6 9.Digits Indicate size of plate In Inches. MiTek USA,InC./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 11111 1011 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 10'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-373) 304 3-4=(-142) 57 TC LATERAL SUPPORT <= 12"00. UON. LOADING 4-5=1 -55) 0 BC LATERAL SUPPORT <= 12"00. UON. LL( 25.0)+DL) 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 9.2" TOTAL LOAD = 42.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -22/ 376V -117/ 331H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -258/ 391V 0/ OH 1.50" 0.50 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 10'- 0.0" -128/ 191V 0/ OH 1.50" 0.24 KDDF ( 625) BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. -s VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = -0.001" @ 10'- 9.2" Allowed = 0.077" MAX TL CREEP DEFL = -0.001" @ 10'- 9.2" Allowed = 0.102" i( MAX TC PANEL LL DEFL = 0.064" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.072" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.006" @ 9'- 11.2" MAX HORIZ. TL DEFL = -0.006" @ 9'- 11.2" 12 DESIGN ASSUMES MOISTURE CONTENT DOES 10.00 V NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting 3 system and components and cladding criteria. o Wind: 140 mph, h=23.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 01 d, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, o, Truss designed for wind loads in the plane of the truss only. rn XAMINIMIEMIIIMIIMIIM1 o M-3x4 ,1 )' , 1-00 6-00 4-09-03 PROVIDE FULL BEARING;Jts:2,6,3,91 �'cO PRO -.6. JOB NAME : 5019-D POLYGON - J9 ��� �c .GIN�eR s/0 Scale: 0.3535 17 7.'78 s r" WARNINGS: GENERAL NOTES,unless otherwise noted: . 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual Air Truss: J 9 and Warnings before construction commences. building component.Applicability of design parameters and proper 41110111....t......0100014.0.4......... 2.2x4 compression web bractng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction2.Design assumes the top and bottom chords to be laterally braced at DES. BY• BS is the responsibility of the erector.Additionalpermanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V �4) p ty continuous sheathing such as plywood sheathing(TC)and/or drywatl(BC). �r 'f''it_OREGON �„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ I. 1/4/ (752' 4No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'q .SEQ. : 6203152 fasteners are complete and at no lime should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, xlpy J!. TRANS 1 (): 418660 design beds be applied to any component. 5and are for "dry condition"of use..CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full beating et all supports shown.Shim or wedge if necessary.. ir PA U L R\ fabrication,handing,shipment and installation of components. 7.Design assumes adequate drainage is provided. 6.This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 131111111111111111 TPI/ARCA in SCSI,copies of which will be famished upon request. git coincidewith joint centerche. EXPIRES:.12J31/2016. 9.Digits indicate size of plate in inches. MiTek USA,Inc./Cc of s Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1986(MiTek) IIII II I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 11'- 11.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-411) 381 3-4=(-191) 139 TC LATERAL SUPPORT <= 12"0C. UON. LOADING 4-5=( -55) 29 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 376V -134/ 356H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KIN ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 380V 0/ OH 1.50" 0.49 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -137/ 194V 0/ OH 1.50" 0.25 KDDF ( 625) 11'- 11.6" -30/ 48V 0/ OH 1.50" 0.08 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' 5 VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" I MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0,133" MAX TC PANEL LL DEFL = 0.067" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.075" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.007" @ 11'- 10.8" it MAX HORIZ. TL DEFL = -0.007" @ 11'- 10.8" 12 4 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 10.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=24,2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, r (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 3 5i load duration factor=l.6, o Truss designed for wind loads yi o in the plane of the truss only. M M-3x4 ), ), ), )' 1-00 6-00 5-11-09 1PROVIDE FULL BEARING;Jts:2,6,3,4,51 JOB NAME : 5019-D POLYGON - J10P. s� Scale: 0.3200 �C. p �q WARNINGS: GENERAL NOTES,unless otherwise noted: 4.. 7C7 E t". 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: J10 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bradng must be installed where shown+, incorporation of component is the responsibility of the building designer. oo, y.- ,.. 3.Additional temporary bracing to Insure stability during construction 2•Design assumes the top and bottom chords to be laterally braced at DES. B Y: B S 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 c, h continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "7 OREGON Q'* r. 3.20 Impact bridging or lateral bracing required where shown++ ,1 DATE: 3/11/2015 the overall structure is the responsibility of the building designeQ„ SEQ. : 62031534.No load should be applied to any component until alter all bracing and 4.Installation of truss Is the responsibility of the respective contractor. - �. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a corrosive environment, 9.(1 '4 R V i TRANS I D: 418660 design loads be applied to any component and are for"dry condition"of use. ff 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if AA U L �� fabrication,handling,shipment and installation of components. eessary. 6.This design is furnished subject to the limitations set forth byT.Designlaesassumes adequateadootdrainage is provided. a 111111111111111111111111111111111111111111 9 1 8.Plates shall be located on both faces of truss,and placed so their center TPINVTCA In SCSI,copies of which will be furnished upon request. it coincidenctwith jointfain nche. �({ �RES:.1231�2Q16 9.Digits indicate size of plate in inches. MfTak USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) IIIIIII I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 2.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1,00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=( 0) 72 2-6=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-455) 428 3-9=(-247) 190 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 4-5=( -78) 55 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25,0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10,0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 92.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -23/ 377V -148/ 393H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 68V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -262/ 373V 0/ OH 1.50" 0.48 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -170/ 240V 0/ OH 1.50" 0.31 KDDF ( 625) 13'- 2.0" -61/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-COlCURRENTLY. 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 �)/ MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0,100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0,068" @ 3'- 4.9" Allowed = 0.481" MAX TC PANEL TL DEFL = -0.077" @ 3'- 2.4" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.008" @ 13'- 1.3" MAX HORIZ. TL DEFL = -0.008" @ 13'- 1.3" DESIGN ASSUMES MOISTURE CONTENT DOES 6 NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 Design conforms to main windforce-resisting 10.00 system and components and cladding criteria. Wind: 140 mph, h=24.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, c, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), I load duration factor=l.6, o Truss designed for wind loads 3 1 in the plane of the truss only. rn N 1111 . 0 6 CD M-3x4 y ), .0 b 1-00 6-00 7-02 PROVIDE FULL BEARING;Jts:2,6,3,9,51 (- 03 PR Op � tJCaIN�� /p JOB NAME : 5019-D POLYGON - J11 Scale: 0.3060 �7 �'99 WARNINGS: GENERAL NOTES,unless otherwise noted: 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an Individual Truss: J 11 and Warnings before construction commences. building component.Applicability of design parameters and proper .4104011 �- 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 x, DES. BY: BS is the responsibility of the erector.Additional permanent bracingof 2'o.c.and at 10'a.c.respectively unless braced throughout their length by v N.po ty P continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,r '°.,1.OREGON �„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ yr►ry 'l, 2 4.No load should be appied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. 'T •4R Y I, � SEQ. : 6203154 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, L design bads be applied to any component. and are far"dry condition"of use. '7't p ��� TRANS I D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8'Design sumac full bearing at all supports shown.Shim or wedge if A fabrication,handling,shipment and installation of components. ry. g P Do 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIIII IIII VIII(IIII VIII(IIII VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request. Digit coincidewith joint center Ines. EXPIRES:7 2/311201.6 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) H1011111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER .SPECIFICATIONS TRUSS SPAN 13'- 9.6" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-980) 452 3-9=(-279) 218 TC LATERAL SUPPORT <= 12"OC. UON. LOADING 9-5=1 -94) 68 BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF DL ON BOTTOM CHORD = 10.0 PSF OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSP BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -24/ 378V -156/ 413H 5.50" 0.60 KDDF ( 625) 5'- 9.2" 0/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -261/ 367V 0/ OH 1.50" 0.47 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9'- 11.2" -192/ 271V 0/ OH 1.50" 0.35 KDDF ( 625) 13'- 9.6" -75/ 111V 0/ OH 1.50" 0.18 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. !COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 5 , VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = 0.070" @ 3'- 4.9" Allowed = 0.981" MAX TC PANEL TL DEFL = -0.079" @ 3'- 2.9" Allowed = 0.722" MAX HORIZ. LL DEFL = -0.009" @ 13'- 8.9" MAX HORIZ. TL DEFL = -0.009" @ 13'- 8.9" DESIGN ASSUMES MOISTURE CONTENT DOES 4 NOT EXCEED 19% AT TIME OF MANUFACTURE. 12 j) Design conforms to main windforce-resisting system and components and cladding criteria. 10.00 7 Wind: 140 mph, h=25ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M (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. 3 ,y cn i i- I cXKjAMIIIIIMIII of = 6 c, M-3x4 J' l J' y 1-00 6-00 7-09-10 'PROVIDE FULL BEARING;Jts:2,6,3,4,51 P JOB NAME : 5019-D POLYGON - J12 ,.,YOGI F s'o Scale: 0.2877 tS •O• WARNINGS: GENERAL NOTES,unless otherwise noted: 78 "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 Alp Truss: J12 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.204 compression web bracing must be installed where shown+, incorporation of component Is the responsibility of the building designer. -- 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ~ DES. BY: BS 2'o.c.and at 10' in suchrespectivetyly oodss braced throughout their dry length). =7 OREGON s is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)braced throand/or drywength b DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ It //.. r 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. VV' SEQ. : 6203155 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, '� Y AS _t design bads be app&ed to any component and are for"dry condition"of use. V TRANS 1 D: 418660 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full beating at all supports shown.Shim or wedge if Aq UL A, fabrication,handing,shipment and installation of components. necessary. 7.Designlatesassumes adequate drainage is ous,provided. 6.This design is furnished subject to the imitations set by 8.Plates shall be located on both faces of truss,and placed so their center In IIIIIIIIII IIIIII III)VIIIIIII Illi TPIANlCA in BCSI,copies of which w11 be furnished upon request git coincidedictwith jointacenter lines. EXPIRES:12/31=16 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-1966(MiTek) III"" 1111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-21) 39 6-5=( 0) 17 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-108) 0 6-7=( 0) 0 5-3=( 0) 54 WEBS: 2x4 KDDF STAND 3-4=( -20) 33 5-8=(-35) 59 3-8=(-61) 36 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -45/ 300V -27/ 91H 5,50" 0.48 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 3.6" -123/ 91V 0/ OH 1,50" 0.14 KDDF ( 625) 6'- 0.0" 0/ 61V 0/ OH 5.50" 0.10 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. 2-04-06 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 1' LAND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 MAX LL DEFL = -0.002" @ 1'- 7.4" Allowed = 0.089" 10.00 7 MAX LL DEFL = 0.000" @ 5'- 4,8" Allowed = 0.159" MAX TC PANEL TL DEFL = 0.003" @ 0'- 11,3" Allowed = 0.140" MAX BC PANEL TL DEFL = -0.011" @ 3'- 4.1" Allowed = 0.206" 4 -, MAX HORIZ. LL DEFL = 0.002" @ 5'- 4.8" M-9x604 HORIZ. TL DEFL = 0.003" @ 5'- 4.8" �0 DESIGN ASSUMES MOISTURE CONTENT DOES t.11144 - I NOT EXCEED 19% AT TIME OF MANUFACTURE. co o Design conforms to main windforce-resisting system and components and cladding criteria. M-3x4MIM Wind: 140 mph, h=20.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, 8 -/m, -, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ff.: ► o load duration factor=l.6, s- It M-3x4 M-3x9 r- End vertical(s) are exposed to wind, d IYI o Truss designed for wind loads ISI o I in the plane of the truss only. ►t 6 7 v 0 1 M-3x5 1, 1 1 1-06-12 9-05-09 ,1 1 . ), 1-00 1-08-08 4-03-08 1 ), b 1-03-09 3-00-09 ), y 6-00 PROVIDE FULL BEARING;Jts:2,4,8I JOB NAME : 5019-D POLYGON J2Ceco 4q Scale: 0.5754 p WARNINGS: GENERAL NOTES,unless otherwise noted: 78 • 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: J2 C and Warnings before construction commences. building component.Applicability of design parameters and proper -f w ` W 2.2x4 compression web bracing must be Installed where shown+, incorporation of component is the responsibility of the building designer. f' 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS s the res onsibili of the erector.Additional a manent bracin of 2'o.c.and at 10'0.0.respectively unless braced throughout their length by V 10 responsibility P 9 continuous sheathing such as plywood shealhing(TC)and/or drywall(BC). '1J'1 OREGON �N. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 6203156 . c- SEQ. : fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a nonZ/ Z 4No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. • corrosive environment, A Y AS ,t design loads be appied to any component and are for"dry condition"of use. fr TRANS I D 418 6 6 0 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. fabrication,handing,shipment and Installation of components. 7.Design assumes adequate drainage is provided. pA ` 0 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 1IIIIII IIII(IIII(IIII(IIII VIII VIII IIII IIIITPIMlTCA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. EXPIRES: 12/31/2016 9.Digits Indicate size of plate in inches. MiTek USA,Ino./CompuTfuo Software 7.6.7(1 L)-Z 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII II III This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-47) 77 6-5=( 0) 23 BC: 2x9 KDDF #1&BTR SPACED 24.0" O,C. 2-3=(-162) 33 5-7=(-65) 103 5-3=( 0) 52 WEBS: 2x9 KDDF STAND 3-4=( -8) 35 3-7=(-123) 77 LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON, DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -47/ 399V -40/ 122H 5,50" 0.55 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -84/ 60V 0/ OH 1.50" 0.10 KDDF ( 625) 6'- 0.0" 0/ 96V 0/ OH 5.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICONS. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 3-06-12 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ,( MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0.004" @ 2'- 10.0" Allowed = 0.149" 12 MAX TL CREEP DEFL = -0.006" @ 2'- 10.0" Allowed = 0.199" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.099" 10.00 7 4 -/ MAX BC PANEL TL DEFL = -0.010" @ 3'- 9.5" Allowed = 0.163" M-4x6 MAX HORIZ. LL DEFL = -0.006" @ 5'- 8.5" 3 0 MAX HORIZ. TL DEFL = 0.008" @ 5'- 8.5" 10DESIGN ASSUMES MOISTURE CONTENT DOES kiiiik.,. -,t, NOT EXCEED 19% AT TIME OF MANUFACTURE. Millikklit. i Design conforms to main windforce-resisting o system and components and cladding criteria, 1 ,1 Wind: 140 mph, h=20.7ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp,B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, M 3x9 p V Truss designed for wind loads �e in the plane of the truss only. co ►17 -ion -f o III M 3x4 M 1.5x3 0 d o 1 i o/- ►� 6 -/c. 1 M-3x5 PROVIDE FULL BEARING;Jts:2,4,71 2-10 3-02 1, b 1, y 1-00 2-11-12 3-00-04 1" y 6-00 JOB NAME : 5019-D POLYGON - J3C �'�`0' Ai, �. Scale: 0.5868 �G t. .._ WARNINGS: GENERAL NOTES,unless otherwise noted: E 1.Builder end erection contractor should be advised of a9 General Notes 1.This design is based only upon the parameters shown and Is for an individual 41104, Truss: J3C and Warnings before construction commences. building component.Applicability of design parameters and proper / 2.2x4 compression web bradng must be Installed where shown u. Incorporation of component is the responsibility of the building designer. of 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as h plyingoeghead Cs own4.drywall(BC). OREGON • DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ..4. i!/ P 4` 4SEQ. : 6203157 .No load should be applied to any component until after all bradng and 4.Installation of truss Is the responsibility of the respective contractor. �1 is non-corrosivek fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a environment, �'r �q 1 4lG design loads be applied to any component and are for"dry condition"of use. TRANS I D: 418660 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 AA ULn fabrication,handing,shipment and installation of components. Designeessary. 7. latesassumes atedadequate drainageciso provided. - - 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111 VVTPIANTCA In BCSI,copies of which will be furnished upon request. lines coincideIdicatwith joint center lines. EXPIRES: 12/31/2016 9.Digits Indicate size of plate In Inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1966(MiTek) IIII II I IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=) -75) 112 6-5=( 0) 23 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-204) 39 5-7=(-102) 199 5-3=( 0) 52 WEBS: 2x9 KDDF STAND 3-4=( -42) 40 3-7=(-178) 122 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. DON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 378V -53/ 153H 5.50" 0.61 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 8.9" -74/ 70V 0/ OH 1.50" 0.11 KDDF ( 625) 6'- 0.0" -10/ 127V 0/ OH 5.50" 0.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 4-09-03 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 1' ,' MAX LL DEFL = 0.007" @ 2'- 10.0" Allowed = 0.209" 4 -s MAX TL CREEP DEFL = -0.009" @ 2'- 10.0" Allowed = 0.279" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.039" 12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.052" 10.007 0 MAX HORIZ. LL DEFL = -0.010" @ 5'- 8.5" MAX HORIZ. TL DEFL = 0.011" @ 5'- 8.5" M-9x6 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 Design conforms to main windforce-resisting illillih444411 m system and components and cladding criteria. 0 co Wind: 140 mph, h=21.2ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, Milillill... (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l,6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 gM ►t7 �o M i m M-3x4 M-1.5x3 0 0 -so � t ► 6 0 M-3x5 'PROVIDE FULL BEARING;Jts:2,4,71 y b ), 2-10 3-02 1 3. 1, 3. 1-00 b 2-11-12 3-00-04 3, 6-00 •c<<.:‘ RcO PRQF�CS,s JOB NAME : 5019-D POLYGON - J4 C `.• ��atNe"A /0 Scale: 0.5258 cii• 17 WARNINGS: GENERAL NOTES,unless otherwise noted: . s R 78 -E r- 1. 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual �/ Truss:• J 4 C and Warnings before construction commences. building component Applicability of design parameters and proper 1'' w„ 2.204 compression web bracing must be installed where shown+. Incorporation of component is the responsibility of the building designer. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS2'o.c.and at 10'o.c.respectively unless braced throughout their length by v 10 is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "7oREGaN '•••DATE•: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ •(, ` ,ORE 1 �j 1 4.Na load should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6203158 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D 418660 design loads be applied to any component and are for"dry full b on'of use. n/� f� • 5.CompuTms has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if f`4 UL C`` necessary. fabrication,handing,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 IIII VIII(IIII I III VIII VIII IIII IIIITPIAMTCA In BCSI,copies of which will be furnished upon request. Digitsit coincide with joint center lines. 9. indicate size of cin inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.line eFor basic connector plate design values see ESR-1311,ESR-1988(MITek) EXPIRES: 12/31/2016 IIIIIIIIIIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0,0" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-6=(-111) 145 6-5=( 0) 23 BC: 2x9 KDDF 1#1&BTR SPACED 29.0" O.C. 2-3=(-237) 53 5-7=(-151) 199 5-3=( 0) 52 WEBS: 2x9 KDDF STAND 3-9=( -72) 56 3-7=(-232) 180 LOADING TC LATERAL SUPPORT <= 12"01. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -33/ 399V -66/ 184H 5.50" 0.64 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 8.5" -30/ 155V 0/ OH 5.50" 0.25 KDDF ( 625) 5'- 11.6" -60/ 93V 0/ OH 1.50" 0.15 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 1COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/290, TL=L/180 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5-11-09 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T T MAX LL DEFL = 0.009" @ 2'- 10.0" Allowed = 0.254" 4 , MAX TL CREEP DEFL = -0.012" @ 2'- 10.0" Allowed = 0,339" MAX HORIZ. LL DEFL = -0.014" @ 5'- 8.5" 12 j) MAX HORIZ. TL DEFL = 0.015" @ 5'- 8.5" 10.00 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. M-9x6 Wind: 140 mph, h=21.7ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 3 0l0 (All Heights), Enclosed, Cat,2, Exp.B, MWFRS(Dir), CD load duration factor=l,6, 10a. End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. iiii +y rn �� 7�� ''moo o M-3x4 M-1.5x3 IIII0 o 6 o 1 M-3x4 M-3x5 PROVIDE FULL BEARING;Jts:2,7,91 1 1 1 2-10 3-02 1 1 1 1 1-00 2-11-12 3-00-04 1 1 6-00 JOB NAME : 5019-D POLYGON - J5C ��"�`` c�GP E... �0 Scale: 0.4668 wE, �Ip 7., WARNINGS: GENERAL NOTES,unless otherwise noted: 4 e 7p '� 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: J 55 C 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. el' w-- .�;. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at '" DES. BY: BS is the responsibility of the erector.Additional2'o.c.and at 10'o.c.respectively unless braced throughout their length by p ty permanent bracingof continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). 9OREGON pN DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ 4.No bad should be applied to any component until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. SEQ. : 6203159I' 4/0 2 sT fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, i9 Al p y 1'J ( TRANS I D: 418660 design loads be applied to any component and are for"dry condition"of use. ir S.CompuTrus has no control over and assumes no responsibility for the 8.nDesign assumes full bearing at all supports shown.Shim or wedge if -'A'}L. A\~ fabrication,handing,shipment and installation of components. esessary. *'S V d. 8.This design is furnished subject to the imitations set forth g.Designlaesassumes adequatelocated bothfaces drainage iso truss, 11:11 1101 II1I III I I1 HIM�IIII III 1111 9 jby B.Platesshall be n on of truss,and placed so their center TPINVTCA in SCSI,copies of which will be famished upon request. Digits coincidenclwith joint ain nche. EXPIRES:12/31/2016 9.DI its indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L)-E 10.For basic connector plate design values see ESR-131 1,ESR-1988(MiTek) IIIIIII I II + This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 2,0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-7=( -93) 136 7-6=( 0) 23 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-223) 56 6-8=(-126) 182 6-3=( 0) 52 WEBS: 2x9 KDDF STAND 3-4=(-151) 114 3-8=(-217) 150 LOADING 4-5=( -54) 22 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 OVERHANGS: 12.0" 0.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -30/ 390V -79/ 216H 5.50" 0.62 KDDF ( 625) 5'- 8.5" -26/ 145V 0/ OH 5.50" 0.23 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.2" -125/ 198V 0/ OH 1.50" 0.25 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 7'- 2.0" -6/ 1V 0/ OH 1.50" 0.00 KDDF ( 625) BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.( 7-02 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 T 1' MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 5 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX LL DEFL = 0,008" @ 2'- 10.0" Allowed = 0.254" 0( MAX TL CREEP DEFL = -0.011" @ 2'- 10.0" Allowed = 0.339" 1� 4 MAX HORIZ. LL DEFL = -0.012" @ 5'- 8.5" MAX HORIZ. TL DEFL = 0.014" @ 5'- 8.5" 12 10.00 0 DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting -n system and components and cladding criteria, co Wind: 140 mph, h=22.2ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, M-4x6 c:I (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 3 �Noliiiiiii,„ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. Al 0 _. M B�� m o M-1.5x3 cp' M23x4 M-3x4 M-3x5 b ), b 2-10 3-02 1b ), b 1-00 , 2-11-12 4-02-04 , 1 6-00 1-02 PROVIDE FULL BEARING;Jts:2,8,4,51 ,4O) PROFFs JOB NAME •. 5019-D POLYGON - J6C 04°'1'4:9� /oz,, Scale: 0.4028 WARNINGS: GENERAL NOTES,unless otherwise noted: :r 7$ 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 v ' Truss: J6C and Warnings before construction commences. building component.Applicability of design parameters and proper ,,, 2.2x4 compression web bracing must be installed where shown+• Incorporation of component Is the responsibility of the building designer. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by t/ >\� p ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). w "57A-OREGON O �„ DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ Ly. It/ 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. Ay. .�Cj + SEQ. : 6203160 fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used in a non-corrosive -47orrosive environment, `'1 4' TRANS ID: 418660 design loads be applied to any component andDesin are for"dry condition"of use. 'i p�1 5.CompuT us has no control over and assumes no responsibility for the 6.necessa assumes full bearingL..4 �\\I at all supports shown.Shim or wedge if PAUL L fabrication,handing,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&truss,and placed so their center (IIIII IIIII IIIII IIIII 11 IIIII 11111111 IIII(III(III TPIM/rCA in SCSI,copies of which will be famished upon request. lines coincideinictwith joint ate In nche. EXPIRES:12/31/2016. 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTrus of s Software 7.6.7(1 L)-E 18.For basic connector plate design values see ESR-1311,ESR-1985(MiTek) IIII IIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" 'COND. 2: Design checked for net(-5 psf) 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. DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. TC LATERAL SUPPORT <= 12"OC. UON. LOADING Design conforms to main windforce-resisting BC LATERAL SUPPORT <= 12"00. 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 TOTAL LOAD = 42.0 PSF Wind: 140 mph, h=20.6ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, LL = 25 PSF Ground Snow (Pg) (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. Gable end truss on continuous bearing wall UON. BOTTOM CHORD CHECKED FOR lOPSF 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 12 complete specifications. 4.00 v 3 u7 I 0 rn Li-, 2 -lgggilligllIllIlIlIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIlliIllIldillr (h O LI II 111.1.11=1.111.111.11M1.11.11.1.111.1111.11.111 1 _ O -" i M-3x9 4 1-00 8-06 y ROP JOB NAME : 5019-D POLYGON - P1 �5�``�'NGi e • so <0c.Scale: 0.6490 ? Opnn CCCC�1' Qj WARNINGS: GENERAL NOTES,unless otherwise noted: ++7(7 44 �� 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: P1 and Warnings before construction commences. building component.Applicability of design parameters and proper w 2.204 compression web bradng must be installed where shown+. incorporation of component is the responsibility of the building designer. ,,,,r..: ti 2.Design assumes the top and bottom chords to be laterallybraced at '� DES. BY: BS 3.Additional temporary bracing to insure stability during construction is the responsibility of the erector.Additional permanent bracing of 2'o.c.and at 10'o.c.respectively unless braced throughout their length by continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). OREGON o'er DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.20 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 responsibiity of the respective contractor. ��� n 1 ��!}� SEQ. : 6203161 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,7 S TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. S.CompuTrus has no control over and assumes no responsibility for the 6.Design assumes full bearing at all supports shown.Shim or wedge if pA U A, fabrication,handing,shipment and installation of components. necessary. *'''SS 6.This design is furnished subject to the imitations set forth by7.Design assumes adequate bothdtainace is provided. II l I III VIII 11111 IIII VIII 11111 IIII IIII 9 1 8.Plates shall be located on faces of truss,and placed so their center TPI/VJfCA In BCSI,copies of which will be furnished upon request. git coincidentwithizjoint ate In Inches. EXPIRES:12/31/2016 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-131 1,ESR-1988(MiTek) 1110 IIIIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 36 2-5=(-53) 69 3-5=(-266) 185 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-109) 91 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BC LATERAL SUPPORT <= 12"0C. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 42.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -69/ 493V -34/ 101H 5.50" 0.79 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 8'- 6.0" -41/ 350V 0/ OH 5.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" MAX TC PANEL LL DEFL = -0.355" @ 4'- 3.7" Allowed = 0.508" 8-02-09 0-03-12 MAX TC PANEL TL DEFL = -0.475" @ 4'- 3.8" Allowed = 0.762" 1 1' T MAX HORIZ. LL DEFL = 0.001" @ B'- 2.2" 12 MAX HORIZ. TL DEFL = 0.001" @ 8'- 2.2" 4.00 v DESIGN ASSUMES MOISTURE CONTENT DOES M-1.5x3 4 NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 "/ Design conforms to main windforce-resisting RI system and components and cladding criteria. If Wind: 140 mph, h=15ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), load duration factor=l.6, Truss designed for wind loads Lo ,- in the plane of the truss only. M oinn M 1 - 0I 2�1 �6 M-3x4 M-1.5x3 .1 1, /, 8-02-09 0-03-12 ,1 b 1, 1-00 8-06 �� O PROI 619 JOB NAME : 5019-D POLYGON - P2 �c�GINSFR <2 Scale: 0.5490 / ts7 .-• WARNINGS: GENERAL NOTES,unless otherwise noted: .Ct 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 Individual40,400 Truss• P2 end Warnings before construction commences. building component.Applicability of design parameters and proper4 2.2x4 compression web bracing must be installed where shown+, incorporation of component is the responsibility of the building designer. "".4-0 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS Is the responsibility of the erector.Additional permanent bracingof 2'continuouso.c.and at 10'o.c.respecsuch as plywoody unless braced throughout their length by q�OREGON �"� p ty P sheathing such as sheathing(TC)and/or drywall(BC). DATE: 3/11/2015 the neural 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. '9 41/ ,75) 1 2!. SEQ. : 6203162 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, /r design loads be applied to any component and are for"dry condition"of use. "t �Jy1'! �, TRANS I D 418660 8.Design assumes full beating at all supports shown.Shim or wedge if AUL • 5.CompuTrus has no control over and assumes no responsibility for the necessary. fabrication,handling,shipment and Installation of components. 7.Design sumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII I III VIII 11111 1111 VIII IIII IIII TPI/WTCA In BCSI,copies of which will be furnished upon request lines coincide with joint center nchesEXPIRES: I 31IZ016 9.Digits Indicate size at piste In Inches. M ITek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIIIIIIHI This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 3,8" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-69) 26 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 20.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -132/ 479V -12/ 83H 5,50" 0.77 KDDF ( 625) 1'- 9.2" -86/ 45V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.8" -36/ 78V 0/ OH 1.50" 0.12 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX TC PANEL LL DEFL = 0.004" @ 1'- 5.5" Allowed = 0.205" MAX TC PANEL TL DEFL = 0.004" @ 1'- 4.4" Allowed = 0.307" 12 6.00 p 3 -/ MAX HORIZ. LL DEFL = -0.000" @ 3'- 3.1" MAX HORIZ. TL DEFL = -0.000" @ 3'- 3.1" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 0 Design conforms to main windforce-resisting system and components and cladding criteria. f-' Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, o (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, N Truss designed for wind loads M-3x4 in the plane of the truss only. m,.-. 1 o of 200...- 1 4► ,1 ), /, b 1-08 2-00 1-03-13 PROVIDE FULL BEARING;Jts:2,4,3I ilk JOB NAME : 5019-D POLYGON - SJ1 ;.,tc�( p:41;I6* 9 ss% Scale: 0.8274 44 �9 WARNINGS: GENERAL NOTES,unless otherwise noted: /W,2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an Individual Truss: S J1 and Warnings before construction commences. building component.Applicability of design parameters and proper ,�/ 2.204 compression web bradng must be Installed where shown+, incorporation of component Is the responsibility of the building designer. p►"{ 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/ordrywall(BC). w 1A-OREGON ,�4i- SEQ. : � DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ �r 4. Q 4.No load should be appked to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. (f n ! S E Q. : 6203163 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a noncorrosive environment, 41Q 4 RY A `Ci TRANS I D: 418660 design loads Be appied to any component 8. andare assumes"dry condition" beadn of use. t al.supportsit �� 5.CompuTrus has no control over and assumes no responsibility for the Design9 shown.Shim or wedge if pA U i.. s` fabrication,handing,shipment and installation of components. necessary. 7.Designlatesassumes atedadequate dtae is provided. and This design is famished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center II I 11111 VIII IIIA III VIII IIIII IIII III TPIM/TCA In BCSI,copies of which will be furnished upon request. lines coincide with joint center fres. 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) EXPIRES:12/31/2016 111 111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 7.8" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-9=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-117) 53 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: 20.0" 0.0" TOTAL LOAD = 92.0 PSF 0'- 0.0" -97/ 461V -25/ 134H 5.50" 0.79 KDDF ( 625) 1'- 9.2" -65/ 194V 0/ OH 5.50" 0.31 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 7.8" -75/ 160V 0/ OH 1.50" 0.26 ODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 'COND. 2: Design checked for net(-5 psf) uplift at 29 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP MAX LL DEFL = 0.019" @ -1'- 8.0" Allowed = 0.167" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.021" @ -1'- 8.0" Allowed = 0.222" MAX BC PANEL LL DEFL = 0.009" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.005" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 6'- 7.1" MAX HORIZ. TL DEFL = -0.001" @ 6'- 7.1" 12 3 -, 6.00 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: 190 mph, h=20.9ft, TCDL=9.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, - Truss designed for wind loads in the plane of the truss only. c, 0 M M-3x4 rn ti f .. O I ,x- -/ 21111111 4� 1 .1 1, y b 1-08 2-00 9-07-13 PROVIDE FULL BEARING;Jts:2,4,31 R„.0 PROPt 'tsJOB NAME : 5019-D POLYGON - SJ2 Scale: 0.5726 15p. N .� f°'l4 WARNINGS: GENERAL NOTES,unless otherwise noted: e�� - 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown end is for an individual Truss• S J2 and Warnings before construction commences. building component Applicability of design parameters and proper f + 2.2x4 compression web bracing must be installed where shown+• Incorporation of component Is the responsibility of the building designer. #" 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by ti �� P h continuous sheathing such as plywood sheathing(TC)and/or drywell(BC). -I OREGON DATE• 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ "4. 44/ n r(' 4No bad should be appted to any component until after all bracing and 4.Installation of truss Is the responsibitty of the respective contractor. �1 „t,n 1 C� .SEQ. : 6203164 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, r'7 Fi TRANS ID: 418 6 6 0 design beds be a to any component. and are for"dry condition"of use. • 5.CompuTrus has noo control over and assumes no responsibility for the 8.Design assumes full bearing n all supports shown.Shim or wedge if ir PA U`„ 0 necessary. fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. 6.This design is furnished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center 111111111111111111111111111111111111111111 IIIIIIIIIVIIIVIIIVIIIVIIIVIIIIIIIIIII TPI/NffCA In BCSI,copies of which will be famished upon request. git coincidenctwith joint te In Ines. EXPIRES:12/31/2016 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-1986(MiTek) 11 11 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 #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-64) 38 TC LATERAL SUPPORT <= 12"0C. DON. LOADING BC LATERAL SUPPORT <= 12"0C. DON. 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: 12.0" 0,0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -68/ 301V -23/ 81H 5.50" 0.48 KDDF ( 625) 1'- 9.2" -32/ 28V 0/ OH 5.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -24/ 42V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ICOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" T ' MAX BC PANEL LL DEFL = 0.001" @ 1'- 0.1" Allowed = 0.054" MAX TC PANEL TL DEFL = -0,002" @ 1'- 2.9" Allowed = 0.196" 12 MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 10.00 7 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=2Oft, TCDL=9.2,BCDL=6.0, ASCE 7-10, 1011/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), loaddurationfactor=l,6,Truss designed for wind loads ofin the plane of the truss only. 0 0 Nrh/- O OIIIIII � 1 )' ), ), 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3I JOB NAME : 5019-D POLYGON - SJ3 Scale: 0.6926 Fly /0 WARNINGS: GENERAL NOTES,unless otherwise noted: Q IL w w 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 Truss: S J3 and Warnings before construction commences. building component.Applicability of design parameters and proper r 2.2x4 compression web bradng must be Installed where shown+. Incorporation of component is the responsibility of the building designer. ri"T w- - ' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at DES. BY: BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v (n is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). "j7 OREGON e. DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ /V 4, r15) �t' 4.No load should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. AIR), S E Q : 6203165 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, 1719 t L design loads be applied to any component. and are for"dry condition"of use. V TRANS 1 D: 418660 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge if .pA UL - fabrication,handing,shipment and installation of components. necessary. 7.Designlatesassumes adequatedodrainageh istrprovided.uss, 6.This design Is famished subject to the imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIII I I I I IIII(IIII VIII III VIII IIII IIIITPI/WICA in SCSI,copies of which will be furnished upon request. Innes coincide with joint center foes. EXPIRES: 12L.1/2016 9.Digits Indicate size of plate In inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) III II 11111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 41&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 72 2-4=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.0. 2-3=(-96) 73 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32,0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" TOTAL LOAD = 42.0 PSF 0'- 0.0" -41/ 322V -44/ 132H 5.50" 0.52 KDDF ( 625) 1'- 9.2" -10/ 63V 0/ OH 5.50" 0.10 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -68/ 100V 0/ OH 1.50" 0.16 RODE ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL rOND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.133" 12 3 MAX BC PANEL LL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.054" 10.00 MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" ', MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" ' DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. o Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, co (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=1,6, ,:) Truss designed for wind loads in the plane of the truss only. M-3x9 rn i 0 o� �' 4►� -/ 1 b 1 b ), 1-00 2-00 1-11-11 PROVIDE FULL BEARING;Jts:2,4,3I • ' ('' PRppe6'63 JOB NAME •. 5019-D POLYGON - SJ4 Scale: 0.6931 4t t.. ,9 °4. WARNINGS: GENERAL NOTES,unless otherwise noted: 78 w E r 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and Is for an individual Truss: S J 4 and Warnings before construction commences, building component.Applicability of design parameters and proper _,+/ w 2.2n4 compression web bradng must be installed where shown+. Incorporation of component is the responsli Aty of the building designer. /� 3.Additional temporary bradng to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at ,. DES. BY• BS 2'o.c.and at 10'o.c.respectively unless braced throughout their length by V 4,) is the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). -17 OREGON '' DATE: 3/11/2015 the overall structure is the responsibility of the building designer. 3.2z Impact bridging or lateral bracing required where shown++ 4t, fid �q" 4.No load should be tippled to any component until after all bradng and 4.Installation of truss is the responsibiity of the respective contractor. IX? vq�Y..1 non-corrosiveSEQ. : 6203166 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a environment, i`V TRANS I D418 6 6 0 design loads be applied to any tort ponent. and are for"dry conditionof use. • 5.CompuTms has no control over antl assumes no responsibility for the 8.Design assumes full bearing at all supports shown.Shim or wedge If Pq V L ,i, 4 Ar necessary. fabrication,handing,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 11111111111111111111111111111111111111111 TPINVTCA in SCSI,copies of which will be furnished upon request. git coincideindictwith joint acenter tines. EXPIRES:.12/31/2016 9.Digits indicate size of plate in inches. MiTek USA,Inc./CompuTrus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek) IIII IIII IIII This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 IC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-48) 41 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.1. TC LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -13/ 98V -18/ 42H 5.50" 0.16 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" 0/ 25V 0/ OH 5.50" 0.04 KDDF ( 625) 1'- 11.7" -39/ 51V 0/ OH 1.50" 0.08 NODE ( 625) LL = 25 PSF Ground Snow (Pg) 1-11-11 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing. T {LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 12 MAX TC PANEL LL DEFL = 0.003" @ 1'- 2.9" Allowed = 0.131" 10.00 BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP MAX TC PANEL TL DEFL = 0.002" @ 1'- 2.9" Allowed = 0.196" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. Design conforms to main windforce-resisting system and components and cladding criteria. 2 -/ 110°°°°°°°°° Wind: 140 mph, h=20ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, Truss designed for wind loads in the plane of the truss only. rn 0 0 0 ri,_ 0 O/- 1� 3�� M-3x9 /, y 2-00 'PROVIDE FULL BEARING;Jts:1,3,2' .<( D PRQp so JOB NAME : 5019-D POLYGON - SJ5 v\GiNE- Scale: 0.7796 9 �1. WARNINGS: GENERAL NOTES,unless otherwise noted: u' %78 w 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 Truss: S J5 and Warnings before construction commences. building component.Applicability of design parameters and proper s401111 2.204 compression web bradng must be installed where shown+. Incorporation of component Is the responsibility of the building designer. y.- '0 -.. 3.Additional temporary bracing to insure stability during construction 2.Design assumes the top and bottom chords to be laterally braced at �' DES. BY: BS 2'oc.and at 10'oc.respectively unless braced throughout their length by is the responsibility of the erector.Additional permanent bracing of continuous sheathingsuch as v 40 plywood rCsown+rywau(Bc). '91'OREGON a''� DATE: 3/11/2015 the overall structure Is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shown++ 4.No load should be rippled to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. ,. G-4' Y 1 �. S E Q. : 6203167 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, ,(� TRANS I D: 418660 design loads be applied to any component. and are for"dry condition"of use. T/r \� 5.CompuTrus hes no control over and assumes no responsibility for the 0.Design assumes full bearing at all supports shown.Shim or wedge If pR 1 t L T' fabrication,handling,shipment and installation of components. necessary. V 6.This design is furnished subject to the limitations set forth by8.Plates assumes adequateadodrainagecis of truss,provided. 1111111111111111111 9 1 8.Plates shall be located on both faces of and placed so their center TPINYfCA in BCSI,copies of which will be furnished upon request. Digit awith jointf te In lines. EXPIRES:12/31/2016 9.Diggs indicate size of late in inches. +7 MiTek USA,InC./CompUTfUs Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) 1E11111111 This design prepared from computer input by PACIFIC LUMBER-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-90) 74 1-3=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" 0.1. TO LATERAL SUPPORT <= 12"OC. UON. LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 7.0) ON TOP CHORD = 32.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -27/ 129V -39/ 93H 5.50" 0.21 KDDF ( 625) TOTAL LOAD = 42.0 PSF 1'- 9.2" -32/ 75V 0/ OH 5.50" 0.12 KDDF ( 625) 3'- 11.7" -72/ 102V 0/ OH 1.50" 0.16 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 'COND. 2: Design checked for net(-5 psf) uplift at 24 "oc spacing.' LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/240, TL=L/180 MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.054" 12 BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX BC PANEL TL DEFL = 0.002" @ 1'- 0.1" Allowed = 0.072" 10.00 7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" 2 -/ MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" DESIGN ASSUMES MOISTURE CONTENT DOES NOT EXCEED 19% AT TIME OF MANUFACTURE. !Iiii/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=4.2,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, a, Truss designed for wind loads or in the plane of the truss only. co o r+ M-3x4 M oPLIENIMIIII o� 1►� 3►1 ,1 . y 2-00 1-11-11 PROVIDE FULL BEARING;Jts:1,3,21 5cp PR Ores, �'t' � INd� tS/ JOB NAME : 5019-D POLYGON - SJ6 Scale: 0.6361 w� Fy O,y17 1.BuderWARNINGS: G.This NOTES,unlonlyssuponotherwise hnotepara 7 1.Builder and erection contractor should be advised of all General Notes 1.This design is based upon the parameters shown and Is for an individual Truss• SJ6 and Warnings before construction commences. building component.Applicability of design parameters and proper k 2.2x4 compression web bradng must be Installed where shown+, incorporation of component is the responsibility of the building designer. sr' ~` 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally braced at DES. BY: BS is the responsibility of the erector.Additionalpermanent bracingof 2'o.c.and at 10'o.c.respectively unless braced throughout their length by v *h' spo ty continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ii-OREGON �„ DAT E- 3/11/2015 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ -ice 4.No load should be appied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. 9 '+'q 6 2! SEQ. : 6203168 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. �/r A) '! 0 TRANS I D: 418660 5.CompuTrus has no control over end assumes no responsibility for the 6, L. necessary.ndarassumes full bearing at all supports shown.Shim or wedge If 1 lJ fabrication,handling,shipment and installation of components. 7.Design umes adequate drainage is provided. 6.This design is furnished subject to the Imitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center IIIIII VIII VIII VIII VIII VIII VIII IIII IIIITPI1WTCA in SCSI,copies of which will be famished upon request. lines coincide with joint center Ines. EXPIRES:1� 1�2 �6 9.Digits indicate size of plate In inches. MiTek USA,Inc./CompuTfus Software 7.6.6(1 L)-E 10.For basic connector plate design values see ESR-1311,ESR-1988(MiTek)