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Plans # PERMIT ADDRESS CLOSED ism ow lot137 MST2016-00332 17004 SW JEAN LOUISE RD 136 MST2016-00333 17018 SW JEAN LOUISE RD 135 MST2016-00334 17034 SW JEAN LOUISE RD MiTek° 134 MST2016-00335 17048 SW JEAN LOUISE RD MiTek USA, Inc. 7777 Greenback Lane Suite 109 Citrus Heights,CA,95610 Telephone 916/676-1900 Re: PL16-123_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: R46937014 thru R46937028 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. <0,?,0 P R pfiFss „Nco 0NGI N EFR 020.0. 83640PE -7r- i OREGON (-) 4, 1 RY 12 `Z \-\C? Oo S•pN O Di.1111tture EXPIRATI► 'A . 31-16 'fir March 30,2016 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 ANSUTPI 1. Job Truss Truss Type Qty Ply POLYGON R46937014 PL16-123_UPPER F01 Floor 2 1 Job Reference(optional)_ Pacific Lumber&Truss Co., -Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 30 10:04:21 2016 Page 1 I D:SeV?tdjYiIz0X2xysiFDV pzsm UO-ugCtgytuCEcj I ROhn5SeJC9k9C6YLHLckDX9bxzVlRe I 1-9-12 2-6-0 Scale=1:18.2 1.5x3 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 1 2 3 4 5 e 8 7Y / \ 3x5= 3x4= 3x4= 9-8-4 I 00--1 1p 9-6-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.16 Vert(TL) -0.06 6-7 >999 360 BCLL 0.0 Rep Stress!nor YES WB 0.17 Horz(TL) 0.01 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:47 lb FT=0%F,50%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) 6=420/0-4-0,8=420/0-4-4 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-688/0,34=688/0 BOT CHORD 7-8=0/430,6-7=0/536 WEBS 46=626/0,2-7=0/300,2-8=-557/0 NOTES- 1)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. ,��Eo PRore 0 �.. �cNGiNE9 /O29 : r640PE t- 9 ORE .o ff 0•S, RY 12-• �� SOON o Digital Signature 1 EXPIRATION DATE: 12-31-16 March 30,2016 1 I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 rev.10/03/2015 BEFORE USE. mit 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 MiTek' is always required for stability and to prevent colapse with possible personal injury and property damage. For general guidance regarding the 7enback Lane Suite fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality7777 Gre y Criteria,DSI.89 and SCSI Building Component 7 Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sui109 Greenback Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46937015 PL16-123_UPPER F02 Floor 12 1 Job Reference(optional) Pacific Lumber 8 Truss Co., - Beaverton,Oregon 7.530 s Jul.11 2014 MiTek Industries,Inc.Wed Mar 30 10:04:22 2016 Page 1 ID:5eV?tdjYiIz0X2xysi FDVpzsmUO-MtmF 1 ItWyXkavbztKortsQhupcQC4gmmz Wj7 NzVI Rd 1 0-9-4 1 2-6-0 1 Scale:1/2"=1' 1.5x3 II 4x8= 1.5x3 I I 3x4= 1.5x3 I I 3x5= 1.5x3 I I 1 2 3 4 5 6 7 e o _ o 0 i o e • 11 10 e 9 8E 4x4= 4x8 = 3x8= 3x5= 0.1l13-9 I 13-7-12 Plate Offsets(X,Y)— (11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.26 Vert(TL) -0.09 8-9 >999 360 BCLL 0.0 Rep Stress Incl YES WB 0.42 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:67 lb FT=0%F,50%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. (lb/size) 8=600/0-1-8,11=600/Mechanical FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1028/0,3-4=-1028/0,4-5=1282/0,5-6=1282/0 BOT CHORD 10-11=0/323,9-10=0/1326,8-9=0/834 WEBS 6-8=973/0,6-9=0/523,4-10=349/0,2-10=0/822,2-11=680/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. \(, ‘.D PROF Fss _"5 .... iNEFR /2 2 -48 ,40PE 9r" dr q ORE ..� 04, RY 12•Z�`-\ ©O SOON O Digital Signature EXPIRATION DATE: 12-31-16 March 30,2016 9 ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTebS connectors.This design is based only upon parameters shown,and is for an individual building component,not _ �p 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 MT ' ek' is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPmm Quality Criteria,DSI-89 and SCSI Building Component 7777 Greenback Lane Safely Informalon 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 R46937016 PL16-123_UPPER F03 Floor 22 1 Job Referenceonall Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 30 10:04:22 2016 Page 1 I D:5eV?tdjYiIz0X2xysi F DV pzsm UO-MtmF 1 ItVVyXkavbztKortsQhulcQd4hfmztHj7 NzVI Rd I 2-1-4 I 2-6-0 I Scale=1:26.3 1.5x3 I I 4x6= 1.5x3 II 3x4= 1.5x3 II 3x8= 1.5x3 II 1 2 3 4 5 6 7 I,,,o00000 eo- a e y e kJ 1 1 10 9 8 3x5 = 4x8= 3x8= 3x5= r�,� 15-1-4 I 0_1-1-8 14-11-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) 1/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.30 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.36 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012fTP12007 (Matrix) Weight:71 lb FT=0%F,50%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=659/0-1-8,11=659/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-1418/0,3-4=1418/0,4-5=1476/0,5-6=1476/0 BOT CHORD 10-11=0/811,9-10=0/1620,8-9=0/931 WEBS 6-8=1086/0,6-9=0/636,2-10=0/709,2-11=995/0 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. ,` E) P R QFFs ,�\� �NGINFR s ip* -57 : 0640PE <' dr r •T ORE 41111"000 • 0�.��q RY 12• OO SOONO Digital Signature EXPIRATION DATE:12-31-16 March 30,2016 e. ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.101032015 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 e 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 ANSI/TPI1 Quaay Criteria,D58.89 and ICS!Building 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 PL16-123_UPPER F04 Floor 6 1 848937017 Pacific Lumber&Truss Co., Beaverton,Oregon - — Job Reference(ootional) .. 7.530 s Jul 11 2014 Mitek Industries,Inc.Wed Mar 30 10:04:23 2016 Page 1 I D:5eV7tdjYi lzOX2xysiFDVpzsmUO-g3KdFeu6jrsRXIY3u WU6OdE3bOmdp7lvCXOGfgzVl Rc IOI 2-6-0 Scale=1:23.2 5x8= 1.5x3 II 1.5x3 II 3x4 = 1.5x3 II 3x5 = 1.5x3 II 1 2 e 3 4 5 6 7 _/ 0 ; a 11 10 9 8 5x5= 4x8= 3x6= 3x4= 0-1 11 13-4-0 13-2-8 I Plate Offsets(X,Y)— f11:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) L/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.25 Vert(TL) -0.08 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.43 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight 65 lb FT=0%F,50%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 No.1&Btr(flat) end verticals. WEBS 2x4 DFDF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 8=581/0-1-8,11=581/Mechanical FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-899/0,3-4=-899/0,4-5=-1219/0,5-6=-1219/0 BOT CHORD 9-10=0/1230,8-9=0/802 WEBS 6-8=-936/0,6-9=0/486,4-10=387/0,2-10=0/855,2-11=670/0 NOTES- 1)Refer to girder(s)for truss to truss connections. 2)Provide mechanical connection(by others)of truss to bearing plate at joint(s)8. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. <(-v p PRQP.FSs „\� 0401N4F9 /0 2 Q 8 .40PE 9r' i 9 ORE •N ,..c, C'y©C/'9RY 12?�\-\ O SOON Digital Signature E. EXPIRATION DATE: 12-31-16 March 30,2016 f _ 1 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/03/2015 BEFORE USE. Design valid for use only with MTek®connectors.This design is based only upon parameters shown.and is for an individual building component,not " a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members-only.Additional temporary and permanent bracing M T is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the MiTele fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/Tell Quality Criteria,DSB-89 and BCSI Bonding Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus HeiaMs,CA 95610 Job Truss Truss Type Qty PlyPOLYGON R46937018 PL16-123_UPPER F05 FLOOR GIRDER 2 1 Job Reference(optional) Pacific Lumber&Truss Co., ' Beaverton,Oregon - ~J 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 30 10:04:23 2016 Page 1 I D:SeV?tdjYiIzOX2xysi FDVpzsmU O-q3KdFeu6jrsRXIY3u W U60dE_40jop52vCXOGfgzVlRc I 1-10..4 I 2-6-0 Scale=1:25.7 3x4 II 4x10= 1.5x3 II 3x4= 1.5x3 II 4x10= 3x4 II 1 12 2 13 3 14 4 15 16 5 17 6 18 19 7 ® e e 0 e av e e 10 9 4x8= 4x10= 4x8= 4x8= 15-1-4 I I 15-1-4 Plate Offsets(X,Y)— 11:Edge,0-1-81,f8:Edge,0-1-81,(11:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.47 Vert(LL) -0.09 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.43 Vert(TL) -0.14 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.54 Horz(TL) 0.04 8 n/a n/a Weight:75 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 11=950/0-5-8,8=1077/0-5-8 FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=-2061/0,3-13=2061/0,3-14=-2061/0,4-14=-2061/0,4-15=-2230/0,15-16=2230/0,5-16=-2230/0, 5-17=2230/0,6-17=2230/0 BOT CHORD 10-11=0/1143,9-10=0/2405,8-9=0/1546 WEBS 6-8=-1792/0,6-9=0/799,5-9=-279/0,4-10=-402/0,3-10=-320/0,2-10=0/1071,2-11=1449/0 NOTES- 1)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. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)152 lb down at 3-0-0,152 lb down at 13-2-8,117 lb down at 1-5-7,112 lb down at 4-7-13,112 lb down at 6-3-0,112 lb down at 7-10-3,112 lb down at 9-5-6,112 lb down at 11-0-9,and 112 lb down at 12-7-12,and 117 lb down at 14-2-15 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)In the LOAD CASE(S)section,loads applied to the face of the truss are noted as front(F)or back(B). L1) D +FloorS) Standard �vsc O P R OFFS 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) \G,, NGINEF 6* Vert:8-11=-5,1-7=50 �c G /9 29 Concentrated Loads(Ib) Vert:6=112(F)3=112(F)12=117(F)13=152(F)14=112(F)15=112(F)16=112(F)17=112(F)18=152(F)19=117(F) � 8 ,4O P E 411111 y4/ORE et o,,. 00 SOON '')- Digital Digital Signature EXPIRATION DATE:12-31-16 March 30,2016 II r AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII.7473 rev.10/03/2015 BEFORE USE. mg 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 overallMire R* --- building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 77 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/fell Quality Criteria,DSB-89 and BCSI Building Component 77 77 it7 109 Greenback 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 PL16-123_UPPER FO6 FLOOR GIRDER 2 1 846937019 Job Reference(ootional) Pacific Lumber&Truss Co., Beaverton,Oregon - - - 7.530 s Jul 11 2014 Mrrek Industries,Inc.Wed Mar 30 10:04:24 2016 Page 1 - ID:5eV7tdjYilz0X2xysiFDVpzsmUO-JFuOS_vnU9 19v7FSD?LxrmE4Q6ZYc m3QBmpCGzVIRb I 1-10-4 I 2-6-0 Scale=1:25.7 3x4 II 3x5= 1.5x3 I I 3x4= 1.5x3 I I 3x4= 3x4 II 12 3 4 5 6 7 De e e e - 1010.11.1.°"1111.1.11111111.1111.#-414141144111111411111111111111111411141114411114- D 9 .1111111" 411411114N14441114114111111.-• ; 10 y 3x6 = 3x6= 3x6= 3x6= I 15-1-4 15-1-4 Plate Offsets(X,V)- 11:Edge,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) 1/defl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.13 Vert(LL) -0.04 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.20 Vert(TL) -0.07 8-9 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.26 Horz(TL) 0.01 8 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:75 lb FT=0%F,50%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) 11=408/0-5-8,8=408/0-5-8 Max Uplift11=122(LC 6),8=122(LC 7) Max Gray 11=487(LC 3),8=487(LC 2) FORCES. (lb)-Max.Comp./Max.Ten.-All forces 250(lb)or less except when shown. TOP CHORD 1-2=262/262,2-3=957/163,3-4=-957/164,45=-1006/150,5-6=-1006/150, 6-7=-348/348 BOT CHORD 10-11=251/634,9-10=144/1068,8-9=-229/734 WEBS 6-8=-858/275,6-9=304/615,4-9=-411/388,4-10=-432/373,2-10=-293/674, 2-11-730/221 NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)This truss has been designed for a total drag load of 2000 lb.Lumber DOL=(1.33)Plate grip DOL=(1.33) Connect truss to resist drag loads along bottom chord from 0-0-0 to 15-1-4 for 132.4 p8. 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. \<FED PRpFFss G'\o .tJGiNEF9 jo 2 8 ,4-OPE 9f OP -7 ORE *N '.AO � Cy��q RY Ai 2�\-\C? On SOON O Digital Signature EXPIRATION DATE: 12-31-16 March 30,2016 4 r ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 1 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 coflapse with possible personal injury and property damage. For general guidance regarding the BX[ fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPIl Quality Criteria,058-89 and SCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46937020 PL16-123_UPPER F07 Floor 4 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 30 10:04:24 2016 Page 1 I D:SeV?tdjYilz0X2xysi F D V pzsmU O-JFu0S_vn U9_I9v7FSD?Lxrrn ER Q8eYg73QBmpCGzVI R b I 0-11-4 I 2-6-0 I 1 1.5x3 II 2 3x4= 3 1.5x3 II Scale=1:11.3 HTAJ 5 =/ 3x4= 3x4 = 1 y5- 311 2 I 1 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in floc) 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 0.07 Vert(TL) -0.02 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.04 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:20 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flal) TOP CHORD Structural wood sheathing directly applied or 3-8-4 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) 4=157/0-4-0,5=157/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. � �0NGPNEF9 6' /02 �� : >640PE �c- , • yA.13dir. °y°° soot °� Digital Signature EXPIRATION DATE: 12-31-16 March 30,2016 pin AWARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MI1-7473 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 truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overall building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek° is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems.see ANSI/TPIt Quatily Criteria.D511-897777 Gre -89 and BCSI Building Component 7777 re Safety Informalion available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Suras Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON PL16-123 UPPER F08 Floor R46937021 12 1 Pacific Lumber&Truss Co., Beaverton,Oregon — Job Reference(optional) 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 30 10:04:25 2016 Page 1 I D:SeV?tdjr lz0X2xysi FD Vpzsm UO-nR ROgJwP FS69m2i SoxXaU2JOfpV2 H7ECfrV NkizVl Ra I 2-6-0 I 0-11-12 I 1 0-6-12 4,41= 1 1.5x3 II 2 354= 3 3x4 II 4 Scale=1:11.2 J • z 7 S 5 1.5x3 ll 3x4 = 4x6 = 3-10-4 I 3-7-4 �'1 4-6-8 3-7-4 d-i-a I 0-8-4 I 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edgel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Udefl L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.21 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.06 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.05 Horz(TL) 0.00 6 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:28 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-6-8 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 6-0-0 oc bracing. REACTIONS. (lb/size) 7=128/Mechanical,6=385/0-6-0 Max Gray 7=152(LC 3),6=385(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 4-5-12 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 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=-8,s(lb) 60 ���v0 P R OF�ss Concentrated Loads(Ib) Vert:4=-125(F) �,\� �NG(N�F6) �0 2 tt- �40PE Ar 9 ORE •1 r.� o 0 �tig� RY 12• . 0 00 SOON Digital Signature EXPIRATION DATE: 12-31-16 March 30,2016 a ...- A WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MS-7477 rev.10A13/2015 BEFORE USE. mit Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual bulling 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 s to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek' is always required for stability and to prevent collapse with possible personal injury and properly damage.For general guidance regarding the MiTek 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 QuaBty Criteria,DSB-89 and SCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. suite 109 Citrus Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46937022 PL16-123_UPPER F09 Floor 10 1 JI Job Reference(oDetionah Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 30 10:04:25 2016 Page 1 D:Se V7tdjYilz0X2xysiFD V pzsm UO-nRR OgJwP FS69m2i SOxXaU2JOkpVJ H79CfrVN kizVl Ha I 2-6-0 1 0-5-12 i 1 0-6-12 4v41= 1 1.5x3 I I 2 4x4 = 3 3x4 II 4 Scale=1:11.3 J t ot S 1.5x3 II 7 5 3x4= 4x6= 3-1-4 y� 3-64 4-0-8I 3-1-4 0.1 1 0-8-4 1 0-1-8 Plate Offsets(X,Y)— 14:0-1-8,Edoel LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.20 Vert(LL) 0.00 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.04 Vert(TL) -0.01 6-7 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.06 Horz(TL) 0.00 6 n/a n/a Weight:27 lb FT=0°k F,50%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 4-0-8 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 6-0-0 oc bracing. REACTIONS. (lb/size) 7=102/Mechanical,6=368/0-6-0 Max Gray 7=129(LC 3),6=368(LC 1) FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. NOTES- 1)Unbalanced floor live loads have been considered for this design. 2)Refer to girder(s)for truss to truss connections. 3)Recommend 2x6 strongbacks,on edge,spaced at 10-0-0 oc and fastened to each truss with 3-10d(0.131"X 3")nails. Strongbacks to be attached to walls at their outer ends or restrained by other means. 4)CAUTION,Do not erect truss backwards. 5)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)125 lb down at 3-11-12 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 1)Dead+Floor Live(balanced):Lumber Increase=1.00,Plate Increase=1.00 Uniform Loads(plf) Vert:5-7=8,1-4=60 R<°0 P Opp Concentrated Loads(Ib) Ca NG'(NEF /� Vert:4=125(F) s 9 2-7 8 40PE c -9' ORE • et) . 0/5, Ry 12- OO SOOV0 Digital Signature EXPIRATION DATE:12-31-16 March 30,2016 4r I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.10/032015 BEFORE USE. A Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual budding 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 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TP11 QuaHy Criteria,DSN 7777 -89 and SCSI Building Component Suite Greenback Safety information available from Truss Plate Institute,218 N.Lee Street,Suite 312.Alexandria,VA 22314. Citrus Heights.CA 95610 I Job Truss Truss Type Qty Ply POLYGON PL16-123_UPPER F10 Floor 4 1 R46937023 Job Reference(optional) Pacific Lumber&Truss Co., - Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 30 10:04:26 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-Fe?mtfw1 omEOOCHeZe2p0GsauDrQOaUMuVFWGBzVIRZ I 0-5-4 I 2-6-0 I 1 1.5x3 II 2 4x4 = 31.5x3 II Scale=1:11.3 —/ _ 0 m 53 . 4x4= 3x4= 1- 3-2-4 1 3-0-12 I Plate Offsets(X,Y)— 15:Edge,0-1-81 LOADING(psi) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl Ud PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.17 Vert(LL) 0.00 5 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.05 Vert(TL) -0.01 4-5 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.05 Horz(TL) 0.00 4 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:18 lb FT=0%F,50%E LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 3-2-4 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) 4=135/0-4-0,5=135/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. <(#) PRCFFsco ‘AGINE .. s (2.0.._. 8 .40PE dir -7OR `'ON •s. Oji O 0 C�,y �4 RY 12•2 00 SOON O Digital Signature EXPIRATION DATE: 12-31-16 J March 30,2016 f I WARNING-Verify design MY g parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE Mll-7I73 rev.10/032015 BEFORE USE. Design valid for use only with MiTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not - 11111 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 h to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek*IBiTek' - -- -. is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the R. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/1711 Qualify Criteria,DSB-89 and BCSI Building Component 7777 Greenback Lane Safely Information available from Truss Plate Institute.218 N.Lee Street,Suite 312,Alexandria,VA 22314. - Suite 109 Citrus Heights.CA 95610 Job Truss Truss Type Qty Ply POLYGON R46937024 PL16-123_UPPER F11 Floor 22 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon - 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 30 10:04:26 2016 Page 1 ID:SeV?tdjYilz0X2xysiFDVpzsmUO-Fe?mtfw10mEOOCHeZe2pOGsakDneOV WMuVFwGBzVIRZ 1-11-4 I 2-6-0 Scale=1:26.0 1.5x3 I I 4x6= 1.5x3 I I 3x4 = 1.5x3 I I 3x6= 1.5x3 II 1 2 3 4 5 6 7 e 0 e e 1��1 10 9 8 3x5= 4x8 = 3x8= 3x5= °Ol14-11-4 I 8 14-9-12 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) Vdefl lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.06 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.29 Vert(TL) -0.10 8-9 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.37 Horz(TL) 0.02 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:71 lb FT=0%F,50%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=651/0-1-8,11=651/0-1-12 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=1369/0,3-4=-1369/0,4-5=1452/0,5-6=-1452/0 BOT CHORD 10-11=0/748,9-10=0/1583,8-9=0/919 WEBS 6-8=1072/0,6-9=0/622,2-10=0/725,2-11=945/0 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. c3 c� 2 � 9 4‘ G 4N0EPF4 s>pt- ' 40111F if to. C.)0 4041.,ORE .S, -IRY i2' OO SOON O Digital Signature EXPIRATION DATE: 12-31-16 March 30,2016 1 0 WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10Po32 15 BEFORE USE. mit 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 u to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing MiTek� is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 7777 Greenback Lane fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Qualfly Criteria,DSB-89 and BCSI Building Component 7 Greenback Safety Informalon 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 R46937025 PL16-123_UPPER F12 Floor 16 1 Job Reference(optional) Pacific Lumber&rruss Co., Beaverton,Oregon 7.530 s Jul 11 20 14-MiTcx Industries,Inc.Wed Mar 30 10:04:26 2016 Page 1 I D:5eV?tdjYi Iz0X2xysiFD VpzsmUO-F a?mtfw10m EOOCH eZe2poGsatDplO WeM uVFwG8zVIRZ 1 0-10-0 1 1 2-6-0 Scale=1:19.7 1.5x3 II 3x4 = 1.5x3 II 3x4= 1.5x3 I I 1 4x4= 2 3 4 5 6 g aL° ; \— ; o. e `(X,/ 1(X 9 8 4x5= 7 1.5x3 II 3x5= 3x4 = I 11-4-0 I 11-4-0 Plate Offsets(X,Y)— I1:Edge,0-1-81 LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.18 Vert(LL) -0.02 8 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.19 Vert(TL) -0.07 7-8 >999 360 BCLL 0.0 Rep Stress Ina YES WB 0.30 Horz(TL) 0.01 7 n/a n/a BCDL 5.0 Code IBC2012/TP12007 (Matrix) Weight:56 lb FT=0%F,50%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. (Ib/size) 10=493/0-4-0,7=493/0-1-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 1-10=501/0,1-2=309/0,2-3=-309/0,3-4=-927/0,4-5=-927/0 BOT CHORD 8-9=0/795,7-8=0/656 WEBS 5-7=766/0,5-8=0/315,3-9=-067/0,1-9=0/584 NOTES- 1)Provide mechanical connection(by others)of truss to bearing plate at joint(s)7. 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. <(-?Eo PROre co2 �� Cr:8 •40PE 9r' 9 OR if r.� 0y2&gRY 12-(1. �C, OO SOOXO Digital Signature EXPIRATION DATE:12-31-16 March 30,2016 4 11111•••• I ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE 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 budding 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 T building design.Bracing indicated is to prevent buckling of individual truss web and/or chord members only.Additional temporary and permanent bracing M leka - is always required for stability and to prevent collapse with possible personal injury and property damage. For general guidance regarding the 1X1 1 R fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/M11 Qualify Crileria,DSI-89 and BCSI Building Component 7777 Greenback Lane Safety Information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Suite 109 Citrus Heights,CA 95610 IJobL16-123_UPPER GIRDER 1 Truss Truss Type Qty Ply POLYGON R46937026 PF13 FLOOR 2 Job Reference(notional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 30 10:04:27 2016 Page 1` I D:SeV7tdjYi lz0X2xysiFD V pzsmU O-jgZ84?xfn4Ms0Msg7 MZ2ZTOIgd4JIg0V79_TobzVIRY 1 1-2-12 I 1-10-0 1 1 1-8-8 1 Scale=1:25.4 3x4 I I 6x12= 3x4 II 3x4= 1.5x3 II 3x4= 1.5x3 I I 4x8= 3x4 II 1 2 3 4 5 6 7 8 9 1Jo 0 / NN,— N-, _ s5 e o o e > 13 12 11 5x8= 6x16= 3x5= 4x10= 4x6 14-11-4 I I 14-11-4 Plate Offsets(X,Y)— 11:Edae,0-1-81.110:Edge,0-1-81,f14:Edge,0-1-8) LOADING(psf) SPACING- 1-7-3 CSI. DEFL. in (loc) I/defl Lid PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.16 Vert(LL) -0.08 12 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.46 Vert(TL) -0.13 12-13 >999 360 BCLL 0.0 Rep Stress Ina NO WB 0.89 Horz(TL) 0.04 10 n/a n/a Weight:80 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) 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) 14=1285/0-5-8,10=832/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=2457/0,3-4=-2458/0,4-5=2473/0,5-6=2473/0,6-7=1673/0,7.8=1673/0 BOT CHORD 13-14=0/1086,12-13=0/2559,11-12=0/2168,10-11=0/960 WEBS 8-10=1222/0,8-11=0/920,6-11=-638/0,6-12=0/393,3-13=967/0,2-13=0/1745,2-14=-1646/0 NOTES- 1)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. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)825 lb down at 3-6-0 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)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(p11) Vert:10-14=8,1-9=80 tip PROF ConcentratedVert:3=-825(F) �cO�<„Irk VE� ,, �� 8 94 GI u vt- IO y ORE s 0 (412��� • °osoo� o Digital Signature EXPIRATION DATE: 12-31-16 March 30,2016 1 A WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.101732015 BEFORE USE. Design valid for use only with MTekO connectors.This design is based only upon parameters shown,and is for an individual building component,not 111111 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 andfor chord members only.Additional temporary and permanent bracing is always required for stability and to prevent collapse with possible personal injury and property damage.For general guidance regarding the 77 Greenback Lane fabrication,storage,delivery.erection and bracing of trusses and truss systems.see ANSI/IPlt Quaily Criteria,DSB-89 and BCSI Building Component 7777it7 re Safely information available from Truss Plate Institute,218 N.Lee Sheet,Suite 312,Alexandria,VA 22314. Citrus Heights,CA 95610 Job Truss F14 Truss Type FLOOR GIRDER 2 [Ply Qty1 POLYGON PL16-123_UPPER _ Job eference(optional R46937027 Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MiTek Industries,Inc.Wed Mar 30 10:04:27 2016- Page 1 ID:5eV?tdjYi lz0X2xysiFDVpzsmUO-jgZ84?xfn4Ms0Msg7MZ2ZTOied6hlwmV79_TobzVIRY 1 1-8-4 1 2-6-0 1 Scale=1:25.4 3x4 I I 4x8= 1.5x3 II 3x4= 1.5x3 II 4x8= 3x4 II 1 12 2 13 14 3 15 4 16 5 17 6 18 7 e o a 0 9 0 --/ ab 0 e e e � 10 9 4x6= 4x10 = 4x8= 4x6= I 14-11-4 I 14-11-4 Plate Offsets(X,Y)- 11:Edae,0-1-81,(8:Edoe,0-1-81 LOADING(psf) SPACING- 1-0-0 CSI. DEFL. in (loc) I/deft L/d PLATES GRIP TCLL 40.0 Plates Increase 1.00 TC 0.37 Vert(LL) -0.07 9-10 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.37 Vert(TL) -0.12 9-10 >999 360 BCLL 0.0 Rep Stress Incr NO WB 0.50 Horz(TL) 0.03 8 n/a n/a BCDL 5.0 Code IBC2012/TPI2007 (Matrix) Weight:74 lb FT=0%F,50%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) 11=868/0-5-8,8=833/0-5-8 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-13=1756/0,13-14=1756/0,3-14=-1756/0,3-15=-1756/0,4-15=-1756/0,4-16=-1867/0,5-16=1867/0, 5-17=1867/0,6-17=1867/0 BOT CHORD 10-11=0/919,9-10=0/2040,8-9=0/1245 WEBS 6-8=-1444/0,6-9=0/725,4-10=331/0,3-10=308/0,2-10=0/978,2-11=1206/0 NOTES- 1)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. 2)Hanger(s)or other connection device(s)shall be provided sufficient to support concentrated load(s)129 lb down at 3-11-8,129 lb down at 13-3-0,95 lb down at 0-8-9,95 lb down at 2-3-12,89 lb down at 5-6-2,89 lb down at 7-1-5,89 lb down at 8-8-8,and 89 lb down at 10-3-11,and 89 lb down at 11-10-14 on top chord. The design/selection of such connection device(s)is the responsibility of others. 3)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 LoaVerta8(Ptt)5 1 7—so ,c Ep P R OFFss Concentrated Loads(Ib) . �NG(NEfi9 /0 Vert:6=-89(B)4=89(B)12=-95(B)13=-95(B)14=-129(F)15=89(B)16=89(B)17=89(B)18=129(F) ��� 9 .40PE '7 -7 ORE ',. OyO&gRY 12 20�� O SOON Digital Signature EXPIRATION DATE: 12-31-16 March 30,2016 t t ®WARNING-Verify design parameters and READ NOTES ON THIS AND INCLUDED MITER REFERENCE PAGE MII-7473 rev.10Po32015 BEFORE USE Design valid for use only with Mitek®connectors.This design is based only upon parameters shown,and is for art 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 1 h. fabrication,storage,delivery,erection and bracing of trusses and truss systems,see ANSI/TPI1 Quality 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 Cams Heights,CA 95610 Job Truss Truss Type Qty Ply POLYGON R46937028 PL16-123_UPPER F15 Floor 2 1 Job Reference(optional) Pacific Lumber&Truss Co., Beaverton,Oregon 7.530 s Jul 11 2014 MTek Industries,Inc.Wed Mar 30 10:04:28 2016 Page 1 ID:5eV?tdjYilz0X2xysiFDVpzsmUO-B07WILyHYNUjeVVR1 h34H5hxwOl VFUS9eLpk1 L1 zVIRX 1-5-12l 2-6.0 l Scale=1:17.6 1.5x3 ll 3x4= 1.5x3 ll 3x4= 1.5x3 II 1 2 3 4 5 7 a 3x5= 3x4= 3x4= 9-4-4 0-14 9-2-12 roc LOADING( SPACING- 1-7-3 CSI. DEFL. in ( ) Vdefl Lid PLATES GRIP TCLL 400..0 Plates Increase 1.00 TC 0.17 Vert(LL) -0.01 7 >999 480 MT20 220/195 TCDL 10.0 Lumber Increase 1.00 BC 0.15 Vert(TL) -0.07 6-7 >999 360 BCLL 0.0 Rep Stress Incr YES WB 0.17 Horz(TL) 0.01 6 n/a n/a Weight:46 lb FT=0%F,50%E BCDL 5.0 Code IBC2012/TP12007 (Matrix) LUMBER- BRACING- TOP CHORD 2x4 DF No.1&Btr(flat) TOP CHORD Structural wood sheathing directly applied or 6-0-0 oc purlins, except BOT CHORD 2x4 DF No.1&Btr(flat) end verticals. WEBS 2x4 DF Stud/Std(flat) BOT CHORD Rigid ceiling directly applied or 10-0-0 oc bracing. REACTIONS. (lb/size) 6=406/0-4-0,8=406/0-4-4 FORCES. (Ib)-Max.Comp./Max.Ten.-All forces 250(Ib)or less except when shown. TOP CHORD 2-3=-639/0,3-4=639/0 BOT CHORD 7-8=0/356,6-7=0/511 WEBS 46=597/0,2-7=0/330,2-8=-504/0 NOTES- 1)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. ,<oxR P R Ore 44.1 ENGIN FR u* 8 .40PE e y ORE 2��� O �(1q RY 12 00 SOONO Digital Signature EXPIRATION DATE: 12-31-16 ) March 30,2016 t _ ► ®WARNING-Verity design parameters and READ NOTES ON THIS AND INCLUDED MITEK REFERENCE PAGE MII-7473 rev.101732015 BEFORE USE. a Design valid for use only with MTek®connectors.This design is based only upon parameters shown,and is for an individual building component,not 11111 a truss system.Before use,the building designer must verify the applicability of design parameters and properly incorporate this design into the overad .__ 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/IPI1 Quality Criteria,DSB-89 and ICSI Building Component Suite Greenback Safely Information available from Truss Plate Institute,218 N.Lee Street,Suite 312,Alexandria,VA 22314. Sms Heights.CA 95610 Symbols Numbering System A General Safety Notes PLATE LOCATION AND ORIENTATION 1 3j4 Center plate on joint unless x,y 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. I I (Drawings not to scale) Damage or Personal Injury Dimensions are in ft-in-sixteenths. h4•14,. Apply plates to both sides of truss and fully embed teeth. 1 2 3 1. Additional stability bracing for truss system,e.g. TOP CHORDS diagonal orX-bracing,is always required. See BCSI. v C1-2 C2-3 0'/16 2. Truss bracing must be designed by an engineer.For wide truss spacing,individual lateral braces themselves 4 Nmay require bracing,or alternative Tor I MIIU1O p bracing should be considered. 2 � ill-� 3. Never exceed the design loading shown and never Ai O stack materials on inadequately braced trusses. O c�-e C6-7 13_3 4. Provide copies of this truss design to the building For 4 x 2 orientation,locateC5-6designer,erection supervisor,property owner and plates 0-14P 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 *Plate location details available In MiTek 20/20 CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. software or upon request. NUMBERS/LETTERS. 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 4 x 4 width measured perpendicular ESR-1311,ESR-1352,ESR 1988 10.Camber is a non-structural consideration and is the 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 Trusses are desi ned for wind loads in the plane of the spel cified. 13. equal to or better than that 4:111110* Indicated by symbol shown and/or g by text in the bracing section of the truss unless Otherwise shown. 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing spacing indicated on design. if indicated. Lumber design values are in accordance with ANSI/TPI 1 14.Bottom chords require lateral bracing at 10 ft.spacing, section 6.3 These truss designs rely on lumber values BEARING or less,if no ceiling is installed,unless otherwise noted. established by others. No..-- 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cutor alter truss member or late without nor a (supports)occur. Icons vary but ©2012 MiTek®All Rights Reserved approvallof an engineer. p p reaction section indicates joint t number where bearings occur. % Min size shown is for crushing only. alt 17.Install and load vertically unless indicated otherwise. ® jilt 18.Use of green or treated lumber may pose unacceptable environmental,health or performance risk.Consult with Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal 19.Review all portions of this design(front,back,words Plate Connected Wood Truss Construction. and pictures)before use.Reviewing pictures alone DSB-89: Design Standard for Bracing, is not sufficient. miTeke BCSI: Building Component Safety Information, Guide to Good Practice for Handling, 20.Design assumes manufacture in accordance with Installing&Bracing of Metal Plate ANSI/TPI 1 Quality Criteria. Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev. 10/03/2015 MiTek° MiTek USA, Inc. 250 Klug Circle Corona,CA 92880 951-245-9525 Re: FRENCH REVIVAL 4X MODIFIED ROOF DESIGN INFO 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: K1812329 thru K1812399 My license renewal date for the state of Oregon is December 31,2016. Lumber design values are in accordance with ANSUTPI 1 section 6.3 These truss designs rely on lumber values established by others. �< o PRO tY 2 89782PE „ , ,p OREGON , , ir 'A UL ��4� :f. ' 3 �i t/2016 March 16,2016 Rivera,Mark The seal on these drawings indicate acceptance of professional engineering responsibility solely for the truss components shown. The suitability and use of this component for any particular building is the responsibility of the building designer,per ANSUTPI 1. This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-06-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&13TR 10-06-00 GIRDER SUPPORTING 9-00-00 1- 2=(-991) 200 1- 6=(-1627) 1978 2- 6=( -92) 791 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-695) 108 6- 7=( -569) 2070 6- 3=(-1430) 985 3- 9=(-695) 108 7- 8=( -569) 2070 7- 3=( 0) 206 WEBS: 2x9 ROOF STAND LOADING 9- 5=(-991) 200 B- 5=(-1627) 1978 3- 8=(-193 TC LATERAL SUPPORT <= 12"OC. DON. LL = 25 PSF Ground Snow (Pg) 8- 4-) -92) 791 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF CO- 0.0" TO 10'- 6.0" V TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 9'- 6.0" L BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 10'- 6.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC UNIF LL( 25.0)+DL) 20.0)= 95.0 PLF 0'- 0.0" TO 10'- 6.0" V 0'- 0.0" -127/ 786V -2000/ 2000H 5.50" 1.26 KDDF ( 625) 10'- 6.0" -127/ 786V -2000/ 2000H 5.50" 1.26 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.039" @ 5'- 3.0" Allowed = 0.319" MAX TL CREEP DEFL = -0.068" @ 5'- 3.0" Allowed = 0.979" MAX HORIZ. LL DEFL = -0.010" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.015" @ 0'- 5.5" 1-00 8-06 1-00 10050. 3: 2000.00 LBS SEISMIC LOAD. I T ,r '1 1' Design conforms to main windforce-resisting 1-00 4-03 4-03 1-00 system and components and cladding criteria. 1' 1' '1' 1' 1 Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, 12.00 N 12.00 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-5x6 2 3 4 i- WI 0 MilI o o7 8 -��5 o I 1 6 M-3x4 M-1.5x3 M-3x4 M-3x5 M-3x5 1-03-08 3-11-08 3-11-08 1-03-08 l y 10-06 �fI�0O PROFer,S C,�S S`` �yG 111 c�V /p ' 89782PE <' • JOB NAME : FRENCH REVIVAL 4 PLEX - AH1 Scale: 0.9879 . WARNINGS:Sadder O.mn/detinis NOTES, uNeup otherwisetparameters 11 OREGON 1.BuAdar end erodbn contractor should be advised of all General Notes 1.This design is based only upon the parameters Mown and Is for an individual V(14171 V i M Truss: AH1 and Wanings before construction commences. building component AppllcaNlty of design parameters and proper 2.2r4 comproWon web bracing mug be Instated where Mown+. Desigincorpn assn a component is Me mepondstoy a the allybuilbraing ed at designer. A' L•.7 y A b `' 3.Additional temporary bracing to Insure stability during construction 2.fe e,assumes the lop and bottom chords to be laterally braced at '/IJ lT 1 0Ty' Is the responsibility et ine erector Addgbnal permanent loaning of T o.c.and at 18 o.c.respectively unless braced throughout their length by permane contlnuoue Sheathing such a ptywood sheathing(TC)and/or drywa8(BC). 'AU L ,- DATE: 3/16/2016 the overall structure b the teeponelbAAy of the building designer. 3.9,Impact bridging or lateral bredng required where Mown e n SE K 18 12 3 2 9 4.No road should be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respective contractor. 4• fasteners are complete end at no time should any loads greater than 5.Design saeumes busses are to be used ina non-corrosive environment. end are for"dry condnbn'of use. design beds be applied to any component. TRANS ID: LINK 5.CompuTrruehasnocontroloverandassumesnorespeaibiliyforNe 8.Design nun*,n/baa ng at al supporta shown.Shlmorwwdgeif EXPIRES. 12131/2016 fabrication,handling,Mlpment and installation of component.. 7.Design asumes adequate drainage is provided. March 16,201 6 8.This design is furnished tabled to the limitations set forth by 8.Plates shall be located on both faces of boss,and placed neo their center TPWWACA In SCSI,copies of which will be furnished upon request. g,Ines oindde with pint indicatalta oft ceder Ierinches. e. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-EE 10.For basic connector plate deelgn values ace ESR.1311,ESR•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1,15 1-2=(-34) 84 2-9=(0) 0 BC: 204 KDDF 815BTR SPACED 24.0" O.C. 2-3=(-50) 57 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF 0'- 0.0" -171/ 584V -20/ 72H 5.50" 0.94 KDDF ( 625) 12 1'- 0.0" -374/ 121V 0/ OH 5.50" 0.19 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) .* For hanger specs. - See approved plans 12.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 0OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 • AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 5.5" Allowed = 0.003" MAX TL CREEP DEFL = 0.000" @ 0'- 5.5" Allowed = 0.004" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads ou in the plane of the truss only. I N O I o WA4 1 O I o M-3x4 1 ) 1-00 ) 1-00 ) ,) PR.Opr"9L9. w 8.782PE 'r JOB NAME : FRENCH REVIVAL 4 PLEX - B1 f � • • Scale: 1.1024 ' f z.. " -- 4. WARNINGS: GENERAL NOTES, unless otherwise noted (1) Truss: B1 I.Budder end erection contras or should be advised of all General Notes This design Is based only upon the parameters shown and is for an Individual �X.OREGON af_/ and Warnings before canatructbn commences. building component.Applicability of design parameters and proper -v 1Ay. 2.2e4 compression web bracing must be installed whale shown«. Incorparellon of component Is me responsibility of the building designer. ....go T l (1:1 Y 11 ` 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda to be latenity braced at 77 N the responsibility of the erector.Additional permanent bracing of 7 e s,and at 10 o.c,napacdvety unless braced throughout their length by �.+ DATE: 3/16/2016 the overall structure is the responsibility of the building designer. continuous sheathing each as plywood required ing(TC)eon dryweA(BC). `, C1 i 4.No load Mould be applied to a 3.1x Impact bridging or lateral bndng where shown t♦ P SEQ. : K1812331 pix any 4.Instaiktionalbumistheresponsibilityoftherespectivecontrador. fasteners are complete and at no time should any mads greater than 5.Design assumes trusses are to be used Ina nomcorroshe environment, TRANS ID: LINK design loads beapplied to any compenent. and are for"thy cundman^of use. 5.CumpuTrue has no control over and assumes no responsiblin for the 8.Design assumes full bearing et all supports snows.Shim or wedge if necessary. EXPIRES: IE 2/ 1/20 fabrication,handling,shipment and Installation of components. ,.Ratessassumes adequate bothNmoftprovided. s,an March 16,2016 6.This design Is furnished eubJad m the limitations set forth by 8.Plates shag be located on born faces of truce,and placed so their inter TPLWfCA In SCSI,copies of which will be furnished upon request. Ines coincide with joint center lines. MiTek USA Inc./CompuTlU6 Software 7.6.7(iL}E 8.Digits indicate size of pate In inches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 15-05-00 GIRDER SUPPORTING 20-11-00 FROM 4-07-08 TO 15-05-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-4168) 712 7- B=(-420) 614 7- 1=(-4328) 716 10- 9=( -216) 1556 BC: 2x6 KDDF #1&BTR 2- 3=(-3254) 690 8- 9=(-640) 2896 1- 8=( -426) 2862 4-11=(-2462) 958 WEBS: 2x9 KDDF #16BTR; 'LOADING 3- 4=(-2264) 490 9-10=(-432) 2054 8- 2=( -240) 1560 11- 5=( -904) 5202 2x6 KDDF #16BTR A LL = 25 PSF Ground Snow (Pg) 4- 5=(-1168) 296 10-11=(-932) 2054 2- 9=(-1138) 292 5-12=(-5482) 956 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 15'- 5.0" V 5- 6=( -148) 182 11-12=(-234) 982 3- 9=( -390) 2022 12- 6=( -50) 18 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 4`- 7.5" V 9- 9=( -178) 558 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 236.5)+DL( 209.2)- 445.6 PLF 9'- 7.5" TO 15'- 5.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA @@ADDL: BC CONC LL+DL= 2353.0 LBS @ 3'- 7.5" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) J@@ADDL: BC CONC LL+DL= 2152.0 LBS @ 13'- 6.0" 0'- 0.0" -698/ 4361V -197/ 3051i 5.50" 6.98 KDDF ( 625) � ( 2 ) complete trusses required. Attach 2 ply with 3'x.131 DIA GUN 15'- 5.0" -1059/ 612577 0/ OH 3.50" 9.80 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL nails staggered: �/�/ 9" oc in 1 row(s) throughout 2x4 top chords, REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. /yvy\ 9" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD, TOP 9" oc in 2 row(s) throughout 2x6 webs, ICOND, 2. Design checked for net(-7 psf) uplift at 24 "oc spacing. 9" oc in 1 row(s) throughout 2x4 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.031" @ 10'- 2.8" Allowed = 0.989" MAX TL CREEP DEFL = -0.093" @ 10'- 2.8" Allowed = 0.733" 6-09-14 8-07-02 f f fMAX HORIZ. LL DEFL = -0.005" @ 15'- 1.5" MAX HORIZ. TL DEFL = 0.010" @ 15'- 1.5" 3-09-04 3-00-10 3-04-15 3-04-15 1-09-04 1 f f f f f Design conforms to main windforce-resisting 12 system and components and cladding criteria. M-5x6 M-3x8 M-5x6 M-1.5x3 12.00 7 3 4 5 6 i Wind: 190 mph, h=23.2ft, TOOL=6.0,BCDL=6.0, ASCE 7-10, 4y SEi load Heights), nclosed, Cat.2, Exp.B, MWFRS(Dir), End vertical(s) are exposed to wind, @�HANGER BY OTHERS TO APPLY CONC. Truss designed for wind loads LOAD(S)EQUALLY TO ALL MEMBERS. in the plane of the truss only. M-3x6 2 4r,". m N O co M-3x8 1 AI � o NI `I • r- MI MU i ' � b ® =24r e ®� 7' 8 9 10 11 ••12 M-1.5x4 M-6x8 M-3x8 M-1.5x3 M-6x8 - M-5x6 2353# +2152# te y 3-05-12 3-05=19 y 3-03-03 y 3-01-07 y 2-00-12 y15-05 C[�i`r` r ue, ~ �' 89782PE <' • JOB NAME : FRENCH REVIVAL 4 PLEX - BGIRD • scale, 0.2772 ,- WAGENERAL NOSES, unless otherwise noted: v {�(;]£/�/�A� ,� 1.Builder 9 -OREGOAV © �.. I.BuAMr and erection contractor should be advised of all General Notes 7.This design M based only upon the parameters Moven and la bran individual I , Truss: BGIRD and WaminBs before constndbn commences. bulldog component.Applicability of design parameters and proper [) 2.254 compression web bracing must be metalled where Moven 0. Inwrponlbn of component Is Me respond/Ey of the building designer. -7 Alp), b /y` 3.Additional temporary bracing to Insure sablity during construction 2.Design assumes the top and bottom chords to be latently braced et _``(� Is the responsibility of the erector.Additional permanent bracing of T a.c.and at 10 so.respective unless braced throughout their length by �+a y continuous sheathing such as plywood sheathing(TC)and/or drywab(BC). r-A'l ``� DATE: 3/16/2016 me overall structure A the responsibility or the building designer. 3.2a Impact bridging or lateral bracing required where Mown•o v S F., K 1812 3 3 2 4.Ne bad should be applied to any component until artier all bracing end 4.Installation of truss la the responsibility of the respective contractor. Q• fasteners are complete and at no time should any loads greeter then 5.Design assumes busses are to be used in a noncorrosive environment, design bads be applied to any component end aro for"dry condition"of use. ��// .A f} �].A Y]/� p TRANS ID: LINK 5.Com True Ms no control over and assumes no responsibility for the B.Design oosomes NA bearing et ail supports Mown.Shim or wedge if EXPIRES. 12/471/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage is provided. March 16,201 6 8.This design Is fumlehed subject to the limitations set forth by B.plates shall be boated on both faces of truss,and placed so their center TPW/TCA in SCSI,copies or which will be Nmished upon request. Anes coincide v4th joint center lines. 9.Digits indicate size of plate in Inches. MITek USA Inc./CompuTrus Software 7.6,7(1L)-E to.For basis connector plate design values see ESR-131I.ESR-1985(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 13-06-00 HIP-D SETBACK 9-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=) 0) 89 2- 8=1-230) 678 8- 3=( -74) 999 10- 7=(-370) 1141 2x6 ROOF #1613TR T2 BC: 2x9 KDDF #1&BTR 2- 3=(-1100) 326 8- 9=(-465) 1285 8- 9=(-709) 308 7-11=(-826) 265 LOADING 3- 9=1 -680) 230 9-10=(-246) 745 4- 9=(-203) 212 WEBS: 2x9 RODE STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=(-1269) 474 10-11=( -46) 118 9- 5=(-251) 659 2x4 KDDF #16BTR A; TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 2'- 8.0" V 6- 7=1-1011) 347 5- 6=(-637) 293 2x6 KDDF #2 B TC UNIF LL( 75.0)+DL( 30.0)= 105.0 PLF 2'- 8.0" TO 10'- 10.0" V 6-10=(-664) 304 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 10'- 10.0" TO 13'- 6.0" V TC LATERAL SUPPORT 29"OC. UON. BC UNIF LL( 0.0)+DL( 30.0)= 30.0 PLF 0'- 0.0" TO 13'- 6.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TC CONC LL( 66.7)+DL( 26.7)= 93.3 LBS @ 2'- 8.0" 0'- 0.0" -307/ 1058V -52/ 92H 5.50" 1.69 KDDF ( 625) TC CONC LL( 66.7)+DL( 26.7)= 93.3 LBS @ 10'- 10.0" 13'- 6.0" -258/ 893V 0/ OH 5.50" 0.60 KDDF (1985) NOTE: 2x9 BRACING AT 24"0C UON. FOR ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 1DFSF LIVE LOAD. TOP ICOND. 2: Design checked for net(-7 Eel) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" Unbalanced live loads have been MAX LL DEFL = 0.053" @ 10'- 11.0" Allowed = 0.419" considered for this design, MAX TL CREEP DEFL = -0.108" @ 10'- 11.0" Allowed= 0.629" .. For hanger specs. - See approvd_on�}/aly pp MAX HORIZ. LI, DEFL = -0.036" @ 13'- 3.2" L 17l 10-10-05 MAX HORIZ. TL DEFL= 0.059" @ 13'- 3.2" 1' 2-05-04 T f Design conforms to main windforce-resisting 2-08-12 493,30# T system and components and cladding criteria. 2-07-11 4-03 3-10-09 93.30# T Wind: 140 mph, h=21.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 2.00 M-4x6 10.56" load duration factor=1.6, 3 M-3x4 M-3x6 End vertical(s) are exposed to wind, Truss designed for wind loads /dT2 • ® 11111 M-3x9o ol 116 M-4x6 M-4x6 M-3x6 / N O I 12,,, l l y l b � o P Rfes 2-06-04 4-07-15 3-10-09 2-05-09 ,I• 1-00 y 13-06 ; ��ci, 1.461N4.- `r/ 4w :9782PE 1--- JOB JOB NAME : FRENCH REVIVAL 4 PLEX - BH1Tr Scale: 0.3613 C., OREGON y'� WARNINGS GENERAL NOTES, unless otherwise noted: J OREGON t'�N. Truss: BH l 1.Bukier end erection contractor should be advised of all General Notes 1.This design is bend only upon the parameters shown and is for an Individual -1,..„ G��r �� ,4V and Waminga before construction commences. building component.Applicability of design parameters and properVV 2 2x4 compression web bradng must be installed where shown*. Incorparetlan of component Is the responsibility of the building designer. t' 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the lop and bottom chords to be laterally braced et !�` a„-� \ • is the responsibility of the erector.Additional permanent bracing of 2 continuous and at 10'a.e.relish a.sty unless braced throughout their length by PAUL \ DATE: 3/16/2016 the overall drvcture Is the reeponelbHty of the bribing designer. continuous sheathing arch as edegod eheathing(TC)and/or drywal(BC). 3.3 Impact bridging or th lateral bredng required where shown s 4 SEQ.: K 1 8 12 3 3 3 4.No mad Mould be applied to any component until after all bracing and 4.Installation abuse Is the responsibility of respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trans.are to be used In a non-corrosive environment, TRANS ID: LINK design mads be applied to any component. and are for%try condition.of use. EXPIRES: 12/31/2016 5.CompuTrus hes no control over sod assumes no responsibility far the 8.Design assumes NN bearing et al suppona Mown.shim or wedge If March 16,2616 fabrication,handling,shipment and installatbn of components. ry• 6.This design Is furnished subject b the limitations set forth by Design assumes adequate drainage R provided. by 8.Plates shall be located on both faces of truss,and placed n their center TP WOICA In BCSI,copies of which will be furnished upon request. lines coincide with jolts center lines. MiTek USA,Inc./CompUTfUs Software 7.6.7(1 L}E B.Digits Indicate size of plats in Inches. 10.For basic connector plate design values dee ESR-1311,ESR-1888(Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" 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- 9=(-211) 420 9- 3=( -3) 303 8-12=(-553) 199 2x6 KDDF #1&BTR T2 SPACED 24.0" 0.C. 2- 3=(-705) 182 9-10=(-296) 825 9- 5=(-978) 109 3- 9=( 0) 0 10-11=(-183) 467 5-10=1-131) 124 WE: 2x9 RODE STANDR WEBS: 2x9 RODE STAND; LOADING 3- 5=(-421) 172 11-12=( -47) 79 10- 6=(-118) 92 7 2x4 KDDF #1&BTR A; LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-810) 293 6- 7=(-417) 159 2x6 KDDF #2 B DL ON BOTTOM CHORD = 10.0 PSF 7- 8=(-632) 188 7-11=(-406) 190 TOTAL LOAD= 95.0 PSF 11- 8=(-229) 707 TC LATERAL SUPPORT <= 12"OC. UON. AREA BC LATERAL SUPPORT <= 12"00. UON. LL= 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 0'- 0.0" -119/ 748V -53/ 93H 5.50" 1.20 KDDF ( 625) NOTE: 204 BRACING AT 24"OC UON. FOR REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 13'- 6.0" -101/ 586V 0/ OH 5.50" 0.39 KDDF (1485) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OVERHANGS: 12.0" 0.0" ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 9-06-05 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" M-3x4 where shown; Jts:2,1 5-9 3-11-11 T . MAX LL DEFL = 0.033" @ 10'- 11.0" Allowed= 0.919" Unbalanced live loads have been 2-05-04 MAX TL CREEP DEFL = -0.068" @ 10'- 11.0" Allowed= 0.629" considered for this design. f f MAX HORIZ. LL DEFL = -0.022" @ 13'- 3.2" VEI- �1-05-07 2-11 3-10-09 2-08-12 MAX HORIZ. TL DEFL= 0.037" @ 13'- 3.2" ** For hanger specs. - Se app?o ns f f Design conforms to main windforce-resisting 2-08-12 system and components and cladding criteria. Wind: 140 mph, h=22.9ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 12.001;77 load duration factor=1.6, 10.56" End vertical(s) are exposed to wind, M-4x6 Truss designed for wind loads in the plane of the truss only. 4/ m t o AIWIIIIIIIPPri 0 -/ NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. THE DESIGN SHALL BE REVIEWED AND APPROVED BY ^ PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER . o FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL 1 NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. I 1 01 f; r� I .1/1 12 -/- I ' 9 10 11 N o M-4x6 M-4x6 M-3x6 1 Al0 13** -4'4 )' l l ) )' ����d PROFe,S 2-06-04 4-07-15 3-10-09 2-05-04 � `GIN GINE " l yr._<0 t� 7 1-00 13-06 '�C/ �y �y pryp�•� 9 8 82 E ra VIVAL 4 PLEX - BH2 'e • .7 JOB NAME: FRENCH RE Scale: 0.3363 O,�.a 1 4) GENERAL NOTES, uNess otherwise noted 7�(,OREGQN .9 rZr WARNINGS: ''/�j�f I I� 1.Sunder end erection co sMroc should snn be advised of el General Notes 1'building oomponenlAppplicability off design parameters end proper individual ".(�' (�R[j tir .5 Truss: BH2 and Warnings before lata ndbn Wmmencet incorporation of component la the re•ponNblby of the building designer. I e 1 Q 2.254 compression vnb bracing must be installed whoa shown ti 2.Design assumes the top and bottom chords to be laterally braced at A U L � 3.Adtltilonal temporary bracing to Insure siablldy during construction 2'o.c,and al 10'o.c,respectively unless braced throughout their length by L Is the respansibilty of the erector.Addlional permanent bracing of continuous sheathing such as plywood sheathing(TC)andror drywal(BC). DATE: 3/16/2016 the otnnn structure is the rospan&bIEy of be bedding designer. 3.24 Wiped bridging or labral bradng required where shown * SE K1812334 4.Na badshould beapplied toamcomponentuntoafter all bradngand 4.oesNoaawmte.weatherspoo siblltyafth espsdtoec ntacs,. Q• fasienero are complete and at no time shoWtl any bads grosser than and are ler•iry condition'of use.bEXPIRES: 12/31/2016 TRANS I D• LINK design loads be applied to any component. 8.Design assumes MI bearing•tad supporta Mown.Shim or wedge it 5.CompuTn•has no control over and assumes no responsibility for the e,ary. March 16,2016 fabrinalbn,handling,shipment and installation of component.. 7.Design assumes adequate drainage is provided. 8.This design is furnished Abject to the limitations set forth by 8.Plates shell be located on both faces dimes,and placed so their center TPV'MCA in BCSI,copies of which will be Nmished upon request. 9.IncaDigits oincidde with Nnloiat t ceniter l Ines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L)-E 11.For basic connector plate design values sea ESR-1311,ESR-0998(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR 5 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 89 2- 7=( -95) 359 7- 3=( 0) 183 6-10=(-575) 213 BC: 2x9 ROOF #16BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2- 3=(-639) 173 7- 8=( -61) 352 7- 9=( -53) 56 3- 4=(-348) 224 8- 9=(-185) 432 4- 8=( -54) 153 LOADING 4- 5=(-564) 231 9-10=( -90) 58 8- 5=(-146) 199 TC LATERAL SUPPORT 0= 12"OC. UON. LL( 25.0)+01.) 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-370) 119 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5- 9=(-460) 215 9- 6=(-208) 599 TOTAL LOAD = 95.0 PSF NOTE: 2x9 BRACING AT 29"OC UON. FOR BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LL = 25 PSF Ground Snow (Pg) LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED 0'- 0.0" -97/ 752V -127/ 172H 5.50" 1.20 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1400) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 pee) uplift at 24 "oc spacing. M-3x4 where shown; Jts:2,6-9,11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 ** For hanger specs. - See approved plans 5-03-11 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" ,r 2-10-10 • 3-03-11 2-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 'r '1' MAX TL CREEP DEFL = -0.022" @ 8'- 7.3" Allowed= 0.629" 12 12 MAX TC PANEL LL DEFL = -0.052" @ 2'- 9.9" Allowed = 0.434" 12.00 7 M-4x6 M-4x6 \I12.00 MAX HORIZ. LL DEFL = -0.009" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" ,4IlN111 7 1: All 101A 11 �� O B 9 N I A N O b 1 l b cO PRO 5-02-04 3-05 3-02-09 1-08-08 A X, sn y1-00 y 13-06 y ��CJ \yGIN -/7+ U/0 Si ,c` :9782PE �v JOB NAME : FRENCH REVIVAL 4 PLEX - BH3 4,,Scale: 0.3493 �� WARNINGS, GENERAL NOTES, uMeSeoleerwle.noted: ��OREGON o", Truss: BH3 1 Balder and erection oentrector should be advised of Al General Notes 1.This design is based only upon the parameters shown and,for an Individual �/ and VJemings before construction commences. building component.Applicability of design parameters and proper 114). v 4p?'f ,y( . ."C's 2.2x4 compression web bracing must be installed where shown�. Incorporetlon of component h the responsibility of the building designer. I { _t 3.Additional temporary bracing to Insure stability during construction Z.Design assumes the top and bottom chorda to be laterally braced at `'�} DATE: 3/16/2016 Is the responsibility of me erector.Additional permanent bracing of 2 ollnuopesheerhinrt g a pe�haty unless braced ethln Ihroughoul their length by ��..0 1 �l the overall structure lathe responsibility of the building designer, con Plywood sheet whereC)and/or drywall(BC). V r. 4.No load should be applied to an 4.Dt ImpactAtoms bridging leor lateral bracing required tha eshown t i SEQ.: K1812335any 4.Instalatlonoftrupisiharopansibllltyoltherespectivecontradar. fasteners are complete and at no time should any bads greater than 5.Design assumes topes are to be used Inc noncorrosive environment, y[� �'+ .l I��j a yy TRANS ID: LINK design bent be applied many component. and are for'dry condition"of use. EXPIRES: 2/31/2016 B.CompuTrus has no control over and assumes no responsibility for the 6.Dee>'g assumes NR beadng at el supports shown.Shim or wedge if q c fabrication,handling,shipment and Installation of components. ry' March 16,2Q�V 6.This design Is furnishedsubject to the limitationspt forth b/ 9.Design assumes adequate drainage le provided. TPNNFCA b BCSI,copies of which wall be furnished upon request. Platesshell be located on both laces of truss,and placed w their cosier P re . Ilnea coincide with Joint center lips. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L}E 9.Digits indicate Ave of plate In Inches. 70.For basic connector plats design values see ESR-1311,ESR-I988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 13'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 816BTR 8 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 84 2- 9=( -87) 357 9- 3=( 0) 183 STAND SPACED 29.0" O.C. 2- 3=(-634) 250 9-10=(-106) 352 9- 6=( -61) 64 BC: 2x4 KDDF TANDR 3- 4=( 0) 0 10-11=(-225) 432 6-10=( -51) 153 WEBS: 2x4 KDDF LOADING 3- 6=(-348) 266 11-12=( -43) 61 10- 7=(-139) 142 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=( 0) 0 7-11=(-460) 262 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-564) 293 11- 8=(-263) 599 TOTAL LOAD= 95.0 PSF 7- 8=(-370) 153 8-12=(-575) 258 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIMITED STORAGEDOES ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOT APPLY DUE TO THE BE REQUIREMENTS OF INC 2012 AND INC 2012 NOT BEINGNIAL MET. 0'- 0.0" -132/ 752V -128/ 173H 5.50" 1.20 KDDF ( 625) 13'- 6.0" -97/ 586V 0/ OH 5.50" 0.42 KDDF (1400) OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. II M-3x9 where shown; Jts:2,8-11,13 [MOD. 7. Deign rherked for net(-7 pofl uplift at 24 "nc ,Dating ** For hanger specs. - See approved plans 0-02-10 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed= 0.067" 6-07-11 0-02-10 4-07-11 2-00 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed= 0.100" MAX TL CREEP DEFL =-0.022" @ 8'- 1.4" Allowed= 0.629" MAX TC PANEL LL DEFL = 0.033" @ 3'- 0.0" Allowed= 0.434" 5-02-04 1-05-07 1-05-07 3-02-04 2-00 f f f.f f f f MAX HORIZ. LL DEFL = -0.010" @ 13'- 4.3" MAX HORIZ. TL DEFL = 0.010" @ 13'- 4.3" 5-09-10 f T Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 12.00 7 N12.00 Wind: 140 mph, h=22.5ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, M-4x6 M-4X6 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di.), load duration factor=1.6, Allimimmimlw0Edusdteicaned)fwend oseodadto wind, in the plane of the truss only. 1,15x6 Al NOTE: LEGDOWN NOT CHECKED FOR ANY LATERAL LOADS. `F�7 -f THE DESIGN SHALL BE REVIEWED AND APPROVED BY PROJECT ENGINEER OR QUALIFIED BUILDING DESIGNER m FOR LATERAL LOAD AND LATERAL STABILITY. END VERTICAL r+1 yy'��, @ NOT EXPOSED TO WIND LOADING, INTERIOR CONDITION. I // .r FIM 3 �N J. I 9 10 rl Ir o + O A N O ** 2 /I .,,,o) PROFe y y y y y 'f%, . NGINe 'i/0 5-02-04 3-05 3-02-04 1-08-08). y ,.47 1-00y 13-06 • `�' 8.782PE fir- JOB NAME : FRENCH REVIVAL 4 PLEX - BH4 si ' Scale: 0.2696 T+" 40 -9 OREGON�ci" 5r WARNINGS: GENERAL NOTES, wises otherMae noted. /. t.Bader end erection contractor should be advised of al General Notes 1.This design h based only upon the parameters shown and la for an Individual "9 AAY T rus s: BH 4 end Weminga beery condrudlon commence.. building wmpnnent Applkab811y of design parameters and proper J • 2.Sia compression web bracing must be Insisted wire Shawn.. incorporation of component la the responsibility of the building designer. t 3.Additional tam bracing to Insure alabllgy during construction z•Design assumes the top end bottom chorda to be laterelN braced et 'A-U '' ' temporary z'o.c.and at 10'o.c.reepecthely 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 drywel(BC). DATE: 3/16/2016 the overall structure Is the responsibility of the building designer. 3.Bi Impact bridging or hterel bracing required where Mown. S E K 18 12 3 3 6 4.No load should be applied b any component until after all bradng and 4.In Yap.o�m u U�.b:responsibility sibUlty f th non�nSe con ecior. d. Q• fasteners are complete and at no time should any toads greater than and are for'Wry condition'ofe use. EXPIRES: 12/31/2016 TRANS I D' LINK design loads be epplbd to any wmpunent. O.Design assumes NK bearing at all support.shown.Shim or wedge if March 16,2016 5.CompuTrus has no control over and assumes no responsibility for the .vary, fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is prodded. 6.This design is furnished subject to the limitation.set forth by 8.plates Mall be located on both feces of Was,end placed so their center TPIM/fCA in BCSI,copies of which wit be furnished upon request, lines coincide with joint center lines. g.Digits indicate size of plata in inches. MiTek USA,Ino./CompUTfus Software 7.6.7(1L(-E 10.For bask connector plate design values sea ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 0.0" TC: 2X9 KDDF #16BTR IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 BC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 99 2-4=)02-4=(0) 0 SPACED 29.0" O.C. 2-3=(-88) 47 TC LATERAL SUPPORT <= 12"0C. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" TOTAL LOAD = 45.0 PSF 0'- 0.0" -72/ 929V -26/ 102H 5.50" 0.68 KDDF ( 625) 2'- 11.0" -55/ 89V 0/ OH 1.50" 0.13 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 9'- 0.0" 0/ 39V 0/ OH 5.50" 0.06 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP IC OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.019" 2-11-12 MAX TL CREEP DEFL = 0.000" @ 0'- 0.0" Allowed = 0.028" / MAX BC PANEL LL DEFL = 0.007" @ 1'- 10.6" Allowed = 0.154" I MAX BC PANEL TL DEFL = 0.006" @ 1'- 9.2" Allowed = 0.206" 12 MAX HORIZ. LL DEFL = -0.000" @ 2'- 11.0" 6.00 MAX HORIZ. TL DEFL = -0.000" @ 2'- 11.0" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 6 Wind: 140 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in in the plane of the truss only. 0 cv O I I f O 21 ECE04 M-3x4 4 J. y y 1-06 4-00 (PROVIDE FULL BEARING;Jts:2,3,9 e��4 D PR OFFSS 89782PE �r` JOB NAME : FRENCH REVIVAL 4 PLEX - BJ1 • ��! ,..• Scale: 0.6296 41111, WARNINGS, GENERAL NOTES, unless otherwise notatl. p /'y� Truss: BJ1 Baud.,and erection should be advised of General Notes This design la based only upon the parameters and la or enI Individual 7GON and Warning.before construction commences. building component.Appllcabfby of design parameters end proper �'yr7 ' 2.2a4 compreplon web bredng must be Installed where shown ii. incorporation of component is the respondbllby of the building designer. ^ { 3.Additional temporary bracing w Insure stability during consimcnon 2.Design assumes the top and bottom chorda to be laterally braced al 9,4 �4 RY `6 jr Is Me responelbilly of the erector.Additional permanent bracing of 2'o c.and at 10 o.c.respectively as plywood unless braced throughout thele length by IIIir DATE: 3/16/2016 the overall structure Is the ro continuous sheathing such as pywood required sheathing/TO)and/or dryweA(8C). h� Q� epondbrby of the building designer. 3.25 Impact bridging or lateral bredng where shown++ /" SEQ.: K 1812 3 3 7 4.No load should be applied to any component until after all bracing and 4.Installation of trust Is the responsibility of the respective contractor. fasteners are complete and at no time should any loads greeter than 5.Design assumes trusses are to be used Ins noncorrosive environment, TRANS ID: LINK design loads beapplied inany component. and ere Isr'dry csedflsn'of use. 5.CompuTrus Me no control over and assumes no responsibility for the 8.De signecessary.assumes Ng bearing at al supports Mown.Shim or wedge if EXPIRES: (RES: 2/ 1/20 labncation,handling,shipment and installation of components. 7.Design names adedonbsldrainage hprovided. s,an March 16,2016 B.This design b CSI,sed subject w the lmltatwna set ops by S.Plates shall be located on both feces of trues,and placed w melt center TRIWICA In BCS(,copies of which will be Nmhhed upon request. Ines coincide with Joint canter lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1 L 5.Digits Indicate size of plate in inches. }'E 10.For basis connector plate design values see ESR-1311.ESR-1685(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1MBTR LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 3-9=(-52) 50 3-1=(-33) 16 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 1-9=(-54) 56 WEBS: 2x9 KDDF STAND LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED ERG AREA TC LATERAL SUPPORT <= 12"OC. UON. 0-10-03 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. f f DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" 0/ 70V -46/ 52H 5.50" 0.11 KDDF ( 625) TOTAL LOAD = 45.0 PSF 0'- 9.4" -107/ 59V 0/ OH 1.50" 0.09 KDDF ( 625) 3'- 10.5" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) 12 LL = 25 PIF Ground Snow (Pg) 12.00 17 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. IC OND. 2: Design checked for net(-7 psf) uplift at 24 "o c spacing. I BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ -1'- 1.5" Allowed = 0.086" MAX TC PANEL LL DEFL = 0.000" @ 0'- 6.1" Allowed = 0.037" MAX TC PANEL TL DEFL = -0.000" @ 0'- 5.9" Allowed = 0.055" MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.6" Allowed = 0.171" MAX HORIZ. LL DEFL = -0.001" @ 0'- 9.4" MAX HORIZ. TL DEFL = -0.001" @ 0'- 9.4" Design conforms to main windforce-resisting 2 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3x4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Di r), 1I load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads /- in the plane of the truss only. dlbhihih....." I 0 ,1 N ,-i o ,-i ME f9 3► ►� M-1.5x3 M-1.5x3 l 1 l ' vsE9 PR()Fk. 3-05-06 0-05-02 �r.�NGINE.E;; > l )' 3-10-08 :9782 PE r PROVIDE FULL BEARING;Jts:3,2,4 JOB NAME : FRENCH REVIVAL 4 PLEX - BJ1X -"'"010' Scale: 0.8080 '.� WARNINGS: GENERAL NOTES, unlese otherwise noted ,.. OREGON T47 I.Builder and erection corMdor ehudd be advised of a1 General Notes I.This design I.based only upon the parameters shown and Is for an individual -sr �' Truss: BJ1X and Warnings before conrmdion commences. bui irg component Applicability of design parameters and proper 4,4py Q'� 2.204 compression web bracing must be Installed where shown.. Desigincorpn assn of component nl Is the res ods to of me adding designs, v 2.Design assumes the top end bottom choke to ba laterally braced at _4 3.Additional temporary bracing to Insure stability during construction 7 o.c.and at l O c.c.respectively unless braced throughout their length by /+y Q.�3 Is the responsibility of the erector.Additional permanent bracing of continuous eheethkp such es plywood aheathing(IC)and/or drynag(BC). PA..0 L,. {‘' DATE: 3/16/2016 the overall structure is the responsibility of the building designer. 3.Z.Impact bridging or lateral brains required where shown•t 4.No load should be applied to any component until agar all bradng and 4.Installation of Purled the responsibility of the respects.contractor. SEQ.: K 1812 3 3 8 fasteners are complete and at no time should any loads greater than 5.Design enamel trusses are to be used Ina non-corrosive environment, assign loads be applied to any component. and are for'Sly condition"of use. �'r .1!'�e] ))ry/{.4 p TRANS ID: LINK6.Design assumes Ng bearing at al supports shown.Shim or wedge if EXPIRES. 1`2/31/20tV 5.CompuTrus has no control over and seaman no reaponsibllgy for the necessary. lbdcagen,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 16,2016 6.This design is fumi.had ablad to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center TP WJFCA In BCE/,copies of which will be Nmished upon request. S.files oinlcidta wiide th O p cenate ter) Inca. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see ESR.1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 10.3" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=(-156) 139 1-9=(0) 0 BC: 2x9 KDDF #163TR SPACED 24.0" O.C. 2-3=( -56) 26 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC, UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UGH. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 95.0 POP 0'- 0.0" -23/ 171V -93/ 115H 5.50" 0.27 KDDF ( 625) 3'- 7.7" 0/ 95V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 9.8" -121/ 236V 0/ OH 1.50" 0.30 KDDF ( 625) 5'- 10.3" -22/ 41V 0/ OH 1.50" 0.07 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 12 MAX TC PANEL LL DEFL = 0.013" @ 1'- 10.6" Allowed = 0.249" MAX TC PANEL TL DEFL = 0.011" @ 1'- 10.7" Allowed = 0.374" 8.00 3 -, MAX HORIZ. LL DEFL = -0.001" @ 5'- 9.5" MAX HORIZ. TL DEFL = -0.001" @ 5'- 9.5" Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 140 mph, h=22.4ft, TCDL=6.0,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, Truss designed for wind loads N in the plane of the truss only. 0 o. rn f pialli0 0 o 110"-- 4 "� M-3x4 l y 3-10-08 1-11-12 'PROVIDE FULL BEARING;Jts:1,4,2,3 I 0,0)‘,4, , O PROF R!l1 ll-N_ G�1JG N tl 49 �, / 'w 8"782PE r'` JOB NAME : FRENCH REVIVAL 4 PLEX - BJ2 • • Scale: 0.5644 , • �. 'F WARNINGS: GENERAL NOTES, unless otherwise noted YJ -•_' Truss: BJ2 1.Builder and erection contractor should be advised or all General Noes 1.This design is based only upon the parameters shorn and a for en Individual "7 OREGON N. and Wemings before construction commences. building componentApplicability of design parameters and proper f� (}. 2.2v1 compression web bracing must be installed where shown o. Incorporation of component Is the responsibility or the building designer. ,['�S 3 Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chords to be laterally broad at -/1 q�V 4 6 4.` NI Is the respondbity of me erector,Additional permanent bracing of Ta.e.os a110 o.c.respsctivety oudesssoda tinned throughout thele langur by �+ �as ! 1 DATE: 3/16/2016 the overan structure Is the respondbllty of me building designer. 2x Impact sheathing such as adng re aired here sown•tlryWeg(BC) I"'j� t �� 0.to Impact brttlping lore lateral bredng required where shown+e L SEQ.: K 1812 3 3 9 4.No bad should be applied to any component until after all bndng and 4.Installation of truss Is the respondblllty of the respective contractor. fasteners are complete and at no time should any bads greeter than 5.Design assumes trusses are to be used in a noncorrosive environment, TRANS I D: LINK design toads be applied to any component. and are er'dry condition"of see. 5.CompuTnn has no omni over and assumes no reeponaldlgy for the 8.neeoJ ease full bearing at all supports Mown.Shim or wedge If PIRES: 12/31/2016 cessafabrication,handling,shipment and bretaletbn of components. 7.Desiry' EX 6.This design i finished subject to the limitations set forth by 8.Plaessshall be located on both fa esassumes adeate drainagels otysesprovi,and placed wtheir center March 16,2016 TPbW1CA in SCSI,copes of which will be furnished upon request. fines coindde with joint anter lines. MITek USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits indicate size of plate in inches 70.For basin connector plate design values see ES19•1311,ES11•19S8(WOW) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-23) 17 4-5=(-52) 50 4-1=(-33) 16 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=( 0) 0 1-5=(-54) 56 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" 0/ 70V -46/ 52H 5.50" 0.11 RODE ( 625) 0'- 9.4" -84/ 175V 0/ OH 1.50" 0.22 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 10.5" 0/ 53V 0/ OH 5.50" 0.09 KDDF ( 625) 2-10-03 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL f REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "o c spacing. 12 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 12.00 V MAX TC PANEL LL DEFL = 0.000" @ 0'- 6.1" Allowed = 0.037" MAX TC PANEL TL DEFL = -0.000" @ 0'- 5.9" Allowed = 0.055" MAX BC PANEL LL DEFL = 0.000" @ 3'- 0.8" Allowed = 0.128" 3 -� MAX BC PANEL TL DEFL = -0.005" @ 1'- 9.6" Allowed = 0.171" MAX HORIZ. LL DEFL = -0.001" @ 0'- 9.4" 4 MAX HORIZ. Ti DEFL = -0.001" @ 0'- 9.4" rr Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed fox wind loads M-4x6 c o in the plane of the truss only. 4 dI , rr IIIIIIIIIIIIIIhe.- amI Lo0 I f- 9 11.3:0111 PE�5 -/ M-1.5x3 M-1.5x3 J, l 1 3-05-06 0-05-02 3-10-08 ([�k (PROVIDE FULL BEARING;Sts:9,2,5 I S eaG' - ."- S1 89 82 E If` JOB NAME : FRENCH REVIVAL 4 PLEX - BJ2XScale, 0.5370 ow- 4111, WARNINGS: GENERAL NOTES, unlese otherwise noted �,sy�YY C]� f11A1 }�) i.Binder and erection contractor should be advaetl of all General Notes 1.This design b bawd only upon the pereeeten Mown and le for en individual 77 OREGON OI V�p. Truss: BJ2X end Nkmings before conetrodbn commences. building component.Applicability of design parameters end proper 2.204 compression web bradng must be installed where shove s. Incorporation of component is the reeponsibility of the building designer,at °T,c. "h �,.:i Cj , "� 3.Additional temporary bracing to Insure inability during construction 2.Design assumes the top and bottom chords to be througaterallyhout braced en Is the responsibility of the erecter.Additional permanent bredn f 7 cc.and at 1 O a.c.respectively unless braatl throughout their length by t 8 a continuous eheathbg such a plywood sheathing(TC)end/or drywag(BC). ("9..0 I- r s� DATE: 3/16/2016 the overall structure is the responsibility of the building designer. 3.2x Impact bridging or lateral bradng required where shore 0 0 SE K 4 0 4.Na load should be applied to any component until after all bredtg and 4.Insulation of was is the reeponlebility of the respective contractor. Q• 1812 3 fasteners are complete and at no time should any beds greater then 5.Design assumes trusses are to be used Ina noncorrosive environment, design bads be applied to any component. and Cr.for'dry condition"of use. TRANS ID" LINK 6.Design assumes full bearing ataesupports show.n.Shim orwedge if EXPIRES: 1`2/31IZO C 5.CompuTrua hes no control over and assumes no reaponalbllity for the necenary. fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage is provided. March 16,2016 S.This design Is furnished subject to the limitation set bit by S.Plates shall be bated on both faces of was,and placed so their center TPIMTCA in BCS(,copies of which will be furnished upon request. S.lines coincide d/hsizJoint iotate to inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector pate deign values see ESR-1311,EOR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 10.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-264) 211 1-5=(0) 0 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-129) 67 WEBS: 2x4 KDDF STAND 3-4=( -65) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POP BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD= 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 0.0" 11.8" 0'- 0.0" -16/ 161V -62/ 187H 5.50" 0.26 KDDF ( 625) LL = 25 PIP Ground Snow (Pg) 3'- 7.7" 0/ 42V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 9.8" -158/ 318V 0/ OH 1.50" 0.41 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 7'- 10.5" -116/ 253V 0/ OH 1.50" 0.32 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 g psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ 8'- 10.3" Allowed = 0.065" 4MAX TL CREEP DEFL = -0.003" @ 8'- 10.3" Allowed = 0.098" VMAX TC PANEL LL DEFL = 0.010" @ 1'- 9.2" Allowed = 0.249" MAX TC PANEL TL DEFL = 0.009" @ 1'- 9.2" Allowed = 0.374" MAX HORIZ. LL DEFL = -0.003" @ 7'- 9.8" MAX HORIZ. TL DEFL = -0.003" @ 7'- 9.8" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) a e exposed to wind, Truss designed for wind loads in the plane of the truss only. N OI_ i 1* 5�� - -, 0 M-3x4 y 3-10-08 y 4-11-12 4,:*(,- PRop IPROVIDE FULL BEARING;Sts:1,5,2,3 I IN / 42 89782PE <" JOB NAME : FRENCH REVIVAL 4 PLEX - BJ3 r -''., 400400..w • • Scale: 0.4420 NW WARNINGS: GENERAL NOTES, unless otherwise noted Truss: BJ3 1.Bulderand erection contradorshould beadvised ofail General Notes 1.This design is based only upon the parameters shown and is for an individual "'q OREGON r+� and Warnings before construdbn commences. balding component.Applicability of design parameters and proper -' ryq Q" 2.2a4 compression web bracing must be InalalNd where shown*. Incorporation of component is me responsiblliry of the building designer. "T (/i}� V [}! 3.Additional temporary bracingtoinsure stability during construction Z.Design assumes the lop end bottom shards to be laterally braced al 77 'l Is me responsibility of me erector.Additional permanent bracing of Y c c.end et l a o.c.respectively unless braced throughout their length by ` DATE: 3/16/2016 the overall structure is the responsibility cotopasls shgingi org such"s plywood required when.s)and/ordrywntt(BC). t \ of the building designer. 3.Dt Impact bridging or lateral bracing roqulred where Move+♦ 1.. SEQ. : K 1812 3 41 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. fasteners are eomgete and at no Mme should any loads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, d to bade baapplied to an nt. end ere for"dry condition"of use. TRANS I D: LINK gny compose Whe5.Design assumes All bearing at ail supports shown.Shim or wedge iEXPIRES: 12/31/2016 5.ComTrus s no control over and assumes no responsibility for the necessary .1�+ .1 Q fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage N 16 provided. March ,2016 8.This design Is famished subject to the limitations set forth by S.Plates shal be located on both feces of Miss,and placed so their center TPIM/TCA in KW,copies of which MMA be famished upon request. lines coincide with joint center lines. 9.Digits indicate Gins of plate in inches. MiTek USA,Ino./CompuTrus Software 7.6.7(1L)-E to.For basic connector plate design values see EBR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 89 2-4=10) 0 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-91) 32 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF 0'- 0.0" -79/ 332V -24/ 80H 5.50" 0.53 KDDF ( 625) 1'- 2.9" -47/ 22V 0/ OH 1.50" 0.04 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 2'- 0.0" -39/ 30V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" 1-03-10 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.008" MAX BC PANEL LL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.059" MAX BC PANEL TL DEFL = -0.001" @ 1'- 0.1" Allowed = 0.072" 12 MAX BC PANEL TL DEFL = -0.000" @ 1'- 4.0" Allowed = 0.072" 12.00 [ MAX HORIZ. LL DEFL = -0.000" @ 1'- 2.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 2.9" Design conforms to main windforce-resisting 3 -/ system and components and cladding criteria. Wind: 140 mph, h=21.1ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), '' load duration factor=1.6, End vertical(s) are exposed to wind, ,may Truss designed for wind loads I in the plane of the truss only. 0 I O I 0 M-3x4 1 y l l 1-00 2-00 (PROVIDE FULL REARING:Jts:2,3,9 c~� ��yGINE 6 /0� :9782PE r JOB NAME : FRENCH REVIVAL 4 PLEX - BSJ1 r' od ' Scale: 0.7033 -/ GENERAL NOTES, unless otherwlae noted '• F+e0 / N.WARNINGS: T,h!! OREGON I.Builder all erectlan contractor should be advised of el General Notes 1.This design is based only upon the parameters Mown and h for an individual 7 OREGON V A V h Truss: BSJ1 and Warnings before construction commences. building component.Applicability of design paremetere and proper /� 4 2.204 compreedon web bredng must be Installed where shown O. Incorporation of component Is the responsibility of the building designer. V A 1'V y, 3.Additional temporary bracing to Insure atablllty during construction 2.Design sesames the tap and bosom cholla to los laterally braced al ' "1!'� J VV- h by Is the responsibility of the erector.Additional permanent bracing of 2 ntinous sheathing such as plywood sheathing(TC)and/or drywal(nd at 10'o.c.reapectively unless braced throughout their BC). g°�^t tt DATE: 3/16/2016 the overall structure la the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown+* � �"'1.0 1.. ` SEQ.: K1812343 4.No load should be applied to any component until after ell bracing and 4.Installation of trues Iasi trusses aeposibllity used N•nespectie contractor. fasteners are complete and at no tuna should any loads greater then Design assumes design loads be applied to any component. and are for"dry condition"of use. y('� �'+ .1!�A .A(y�/� TRANS ID: LINK 5.CompuTnn has no control over and assumes no responsibility for Fr 8.Des tin mssfuA bearing at al supportsehovm.Shim or wedge if I, EXPIRES. 12/31/2016 fabrication,handling,shipment end Installation of components, 7.Design amumee adequate drainage Is provided. M arc I 1 6,2016 8.This design le furnished subject to the limitations est forth by 8.Plates shall be located on both faces of trues,and placed so their center TPIIWICA In SCSI,copies of which MAI be furnished upon request. Anes coincide with joint center lines. 9.Digits indicate else of plate In Inches MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E Io.For basis connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/GDF/Cq=1.00 TC: 2x9 KDDF 416BTR LOAD DURATION INCREASE = 1.15 BC: 2X9 KDDF #1fiBTR 1-2=(-34) 89 2-9=(0) 0 SPACED 29.0" O.C. 2-3=(-56) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HIRE 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 = 45.0 PIP 0'- 0.0" -72/ 261V -21/ 79H 1.50" 0.42 KDDF ( 625) 0'- 11.2" -19/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 0.0" -40/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) 12.00127 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "so spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.090" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" 3 MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 011 rno (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, LnEnd vertical(s) are exposed to wind, 2o Truss designed for wind loads ti in the plane of the truss only. nl o .P.11 I N O O /- Ca M-3x4 • y 1-00 y 1-00 y "(t POFrss (PROVIDE FULL BEARING;Jts:2,3,9 I ~� ,ONGIN /0 4151 .:9782PE ter' JOB NAME : FRENCH REVIVAL 4 PLEX - D1 • �, Scale: 1.1024 ^.7 WARNINGS: GENERAL NOTES, unless otherwise noted: Truss: D 1 Builder and erection contractor should be advised of all General Notes This design is based only upon the parameters shown and is or en lndlcldual •RE G O N N. and Warnings before aenstructiun commences. bulking component.Applicability of design parameters end proper 1, 5 (}r 1.204 compression Web bndng mug be Installed where shown*. Incorporation of component is the responsib Itiy of the building designer. 1,,:5:,. „s� /�py A6 � ` 3.Additional temporary bracing to Insure stability during oonetructlon 2.Design assumes the top and bottom chords to be laterally braced st '7( is the responsibility of the erector.Additional permanent bracing of Y o.0.and at 10 a.c.napedNely unless braced throughout melt length by \ DATE: 3/16/2016 the overall structure h the responsibility of the bulking designer. 2e ln,uoua eheelhlen such as plywood sheathing(TC)and/or tlrywati(BC). !'s t f� 4.No load shook be applied to a 3.2x Impact bodging or lateral bracing required where Mown " A ` `` SEQ. : K 18 12 3 4 9PPI any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor fasteners are compete and at no time should any loads greater than 5.Design assumes trusses are to be used In a nun-cerrosme environment, TRANS I D: LINK design bads be applied to any component. and ere for"dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the 8.De ego assumes NA bearing at all supporta shown.Shim or Hedge If EXPIRES: RE / / 01 fabrication,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. 8.This design:e furnished wiped to the limitations set forth by 8.Plates shall be located on both faces of truss,and placed so their center March 16,2016 TP WOTCA In BCSI,copies of which MN be furnished upon request. ::nes colndde With joint center Dies. MiTek USA,Inc./CompuTNs Software 7.6.7(11.)-E9.Digits Indicate aloe of plate In Inches. 70.For basic connector plate design values see ESR-1311,ESR-7988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 9-08-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR 9-08-00 GIRDER SUPPORTING 37-00-00 1- 2=(-4316) 760 1- 7=(-1196) 3599 2- 7=( -642) 3816 10- 5=(-630) 3730 BC: 2x6 ROOF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-3026) 542 7- 8=(-1216) 7666 7- 3=(-4479) 772 3- 4=(-7424) 1316 8- 9=(-1228) 7769 3- 8=1 -286) 1984 WEBS: 2x9 KDDF STAND; LOADING 4- 5=(-2958) 530 9-10=(-1228) 7764 8- 9=( -382) 910 2x9 DF STAND A LL = 25 PSF Ground Snow (Pg) 5- 6=(-9216) 744 10- 6=(-1210) 3548 9- 4=( -278) 1746 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.07= 70.0 PLF 0'- 0.0" TO 9'- 8.0" V 4-10=(-4710) BOB BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO B'- 8.0" L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 8.0" V BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BC UNIF LL( 437.5)+DL( 350.0)= 787.5 PLF 0'- 0.0" TO 9'- 8.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -760/ 4284V -2000/ 20008 5.50" 6.85 KDDF ( 625) Jr ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 8.0" -760/ 4284V -2000/ 20006 5.50" 6.85 KDDF ( 625) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: 9" oc in 1 row(s) throughout 2x9 top chords,XX o 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 " c spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.098" @ 3'- 10.2" Allowed = 0.292" MAX TL CREEP DEFL = -0.104" @ 3'- 10.2" Allowed = 0.438" MAX HORIZ. LL DEFL = -0.014" @ O'- 5.5" MAX HORIZ. TL DEFL = -0.029" @ 0'- 5.5" 1-007-08 1-00 'COND. 3: 2000.00 LBS SEISMIC LOAD. I T f 1-00 2-06=11 2-08-07 2-04-15 1-00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=20.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 7 N 12.00 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-5x6 M-3x8 M-4x10 M-5x6 2 3 4 5 :40 _ i l /�� ! i A - 0 E I I 1 8 10 9 X6 1 oo I 1 7 M-5x10 M-4x6 M-3x6 M-5x10 M-6x8 M-6x8 .6 l y l .6 y 1-03-08 2-06-11 2-04-15 2-01-07 1-03-08 y9-08 y Rc9 PROFe° INE 'S 4 - . . 3 �0 ' 89782PE c • JOB NAME : FRENCH REVIVAL 4 PLEX - DH1 -.ow- • ' Scale: 0.4855 Mf WARNINGS: GENERAL NOTES, unless othetwlse noted: -yam•OREGON N. ""_ 1.Builder and erection contractor should be advised of an General Notes 1.This design is based only upon the parameters shown and is for an individual ,syr ? OR GOI V [^" Truss: DH 1 and Warnings before construction commences. banding component.Appncabilny of design parameters and proper y� ARY 4J ,Zrr 2.aro cornpra Won web br.ang muco be installed corers shown+. Incorporation assumes component la the m cho ds to elateof the bmlaiw designer. t: • 3.Addllonsl temporary bracing to insure atebliny during construction 2•Z oda adetID the tap and bottom chords to be laterally braced al Ab `-1 V is the responsibility of the erector.Addltlonal permanent bracing of T o in and el a do.rsuch as ply unless braced throughout their sl)rh). PA U L vs' continuous sheathing such as plywood sheathing(7C)armor tlryweA(BC). S, DATE: 3/16/2016 the overall structure la the responsibility at the building designer. 3.Zn Impact bridging or lateral bracing required where shown++ SE K 4.No load should be applied to any component until ager all bracing and 4.Instalatwn of trues la the responalbliry of the reapedhe contractor. Q.. 1812 3 4 5 fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in e non-corrosive environment, design wawa be applied t any component. and are for"dry condnwn of use. {ry Jv'�/�.4 TRANS ID• LINK epcn. 8.Dsalgn assumes full bearing at al supports shown Shim or wedge if EXPIRES: IGI �IL0 s.Command has no control oaer.nd assumes no responsibility rot the necew fabrication,handling,shipment and installation of component.. 7.Design assumes adequate drainage is provided. March 16,2016 8.This design Is furnished wbjed to the limitations eat fort by 8.Plates shag be located on both,aces of trues,and placed no their center 7FIANTCA in BCSI,copies of which loll be furnished upon request. 9.Mines coincide vrith Joint center indkst size of plate In Inches. MiTek USA lnc./CompuTrus Software 7,6.7(1L)-E 10.For bask connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-108) 170 6-7=(-238) 651 1-6=(-156) 122 4-8=(-290) 153 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 KDDF STAND 2-3=(-757) 315 7-8=(-199) 549 6-2=(-929) 219 8-5=(-122) 650 3-9=(-658) 278 8-9=( -60) 80 2-7=(-270) 269 5-9=(-884) 238 LOADING 4-5=(-700) 197 3-7=(-235) 502 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 7-4=(-231) 189 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ** Fox hanger specs. - See approved plans LL = 25 POE' Ground Snow (Pg) 0'- 0.0" -148/ 998V -298/ 317H 5.50" 1.52 KDDF ( 625) 20'- 11.0" -145/ 935V 0/ OH 5.50" 1.50 KDDF ( 625) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. rOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. 1 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.018" @ 9'- 10.4" Allowed = 0.667" 9-08-10 11-02-06 MAX BC PANEL TL DEFL = -0.157" @ 4'- 8.4" Allowed = 0.604" f f 4-09-01 4-11-09 5-05-07 5-08-15 MAX HORIZ. LL DEFL = 0.008" @ 20'- 9.2" T f f f f MAX HORIZ. TL DEFL = 0.012" @ 20'- 9.2" 12 12 M-5x6 12.00 3 Q 8.00 Design conforms to main windforce-resisting Q;1' system and components and cladding criteria. Wind: 140 mph, h=29.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads M-3x4 in the plane of the truss only. 4 /AAIIIIAIII ,I M-3x4 M-1.5x3 / O , c 0 ti 1 `I M-3x4 M-3x8 M-3x4 M-1.5x3 M-3x5(5) b y y y 9-10-06 5-07-03 5-05-07 y 14-00 y 6-11 N1�t� aJO 20-11 w�- •T " :9782PE r" JOB NAME : FRENCH REVIVAL 4 PLEX - Cl 4„, .41100" Scale: 0.2173 , Irt'' MEM WARNINGS: GENERAL NOTES, unless otherwise noted. / Truss: Cl 1.Bulkier and erection contractor Mould be advised of all General Notes 1.This design la based only upon the parameters Mown and is for an Individual -5f OREGON Qa" and Warnings before conelrudmn commences building component.Applicability of design parameters and proper 2.2e4 compression web bracing moat be Installed where Mown+, Incerporatlon of component Is the responsibility of the Wilding designer. G-e 5 3.Addelunal temporary bracing to ins stability during construction 2 Design assumes the top and bottom chords la be laterally braced at //''�+ a',J Nli la the responabloty of the erector.Atltlftlonal permanent bracing of 2'o.c.and al 70 o.c.respectively unless bracetl throughout their length by 'Fir DATE: 3/16/2016 the overall structure is the responsibility of the building designer. continuous sheathing or such as plywood meed here s own•drywall(BC). h,a � C3 3.2a Impact bridging or lateral bracing required resile shown t* PA Q` SEQ.: 01812346 4.Ne bad 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, TRANS I D: LINK design leads be meted to any component. end are fordry conditionor use. 5.CampuTruahas nocentrelover end saumeaporsaponsibllllyfor the 8.DCegn-aasumeefugbeanngetallsupponsahown.ShimorwetlgeIt EXPIRES: 12/31/2016 fabrication,handling.shipment and lnaalladan of components. 1 Designs Mmes adequate drainage is provided. March 16,2016 e.This design Is furnished subject to the limitations set forth by 8.Plates shall be balled on both faces of truss,and placed as their center TP W,TCA In SCSI,copies of which will be furnished upon request, line coincide with Joint center lines. MiTek USA,Inc./CompUTtus Software 7,6.7(1L}E 8.Digits indicate ales of plate in Inches. to.For bean connector plate design values sea ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 20-11-00 GIRDER SUPPORTING 8-00-00 IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR; LOAD DURATION INCREASE = 1.15 (Non-Rep) 1- 2=(-1887) 299 7- 8=(-269) 370 7- 1=(-2103) 304 10- 4=( -68) 879 2x6 ROOF #168TR T2 2- 3=(-1891) 381 8- 9=(-307) 1298 1- 8=( -137) 1339 4-11=(-1291) 202 BC: 2x6 KDDF #1&BTR LOADING 3- 4=(-1297) 305 9-10=(-256) 1488 8- 2=( -233) 105 5-11=( -102) 474 WEBS: 2x4 ROOF STAND; LL = 25 PSF Ground Snow (Pg) 4- 5=( -763) 225 10-11=(-256) 1988 2- 9=( -157) 176 11- 6=( -202) 1518 2x6 ROOF #2 A TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 20'- 11.0" V 5- 6=(-1121) 260 11-12=( -79) 115 9- 3=( -192) 1002 6-12=(-2184) 319 BC UNIF LL( 75.0)+DL( 80.0)= 155.0 PLF 0'- 0.0" TO 20'- 11.0" V 9- 4=( -345) 101 TC LATERAL SUPPORT <= 12"OC. UON. BC LATERAL SUPPORT <= 12"OC. UON. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -324/ 2353V -214/ 272H 5.50" 3.77 KDDF ( 625) NOTE: 2x9 BRACING AT 24"OC UON. FOR BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP 20'- 11.0" -332/ 2353V 0/ OH 5.50" 3.76 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. _______ ______ ___ 'COND. 2: Design checked fox net(-7 psf) uplift at 29 "oc spacing. ** For hanger specs. - See approved plans 17-05-05 10-05-05 3-05-11 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 f f f f MAX LL DEFL = -0.040" @ 12'- 2.5" Allowed = 0.667" MAX TL CREEP DEFL = -0.090" @ 12'- 2.5" Allowed = 1.000" 3-08-01 3-02-03 5-04-04 5-06 3-02-08 ,r ,r 1' 1' T f MAX HORIZ. LL DEFL = 0.010" @ 20'- 8.3" 1212 • MAX HORIZ. TL DEFL = 0.017" @ 20'- 8.3" M-4x6 M-4x6 12.007 3 M-3x8 12.00 4 Design conforms to main windforce-resisting .4tIE system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 11110ilip load duration factor=l.6, End vertical(s) are exposed to wind, M-4x6 Truss designed for wind loads M-3x4Aill in the plane of the truss only. �rrM-3x6 1 O.�ABa ��lE��r�A ® M-3x4+ NA III !IM�� i �.��1%___ �M�19Y �,,, I i., -^ .--lam Y Y �� r•w " . -mmiiim -/ 7** 8 9 M-3x4+ 10 11 *12 M-1.5x4 M-3x5 M-3x8 M-3x6 M-5x6(S) M-4x8 M-1.5x4 M-3x4+ M-3x4+ M-3x9+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-3x4+ M-5x8+ M-5x8+ M-5x10+ M-5x8+ M-5x8+ Jr Jr Jr Jr Jr Jr 3-04-09 3-03-15 5-06 5-06 3-02-08 P rl 1 14-00 1 6-11 Jr {{{��y,,, GIN$•/ 1 20-11 w 89782PE 9C JOB NAME : FRENCH REVIVAL 4 PLEX - CH1 Scale: 0.2435 • r. Allff WARNINGS: GENERAL NOTES, unlessethetwlse noted: IJI�©N� 1.Bolder 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 OR OI V Qr. Truss: CH1 and Warnings before conslnldlon commences. building component.Applkabllty of design parameters and proper 2.2s4 compression web bracing must be installed where shown+. incorporation of component la the responsibility of the building designer. I[y v A 6 /� 3.Adtldbnal iamporery bnctrg b Insure stability during conatrudlen 2.Design imam.the top and bottom chords to be laterally braced at fIJ a l ! _4i(f Is the responsibility f me erector.Atltlltlonal I bracing f T o.c.and d 10 o.c.respectNety unties brecetl throughout their length by V a permanen g o continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). PA I +L 1--- DATE: " 3/16/2016 the overall structure h the responsibility of Me building designer. 3.2r Impact bridging or lateral bracing required where shown++ V 4.No bad should be applied to any component until after all bradng and 4.Installation of y buss is the reonabblty of the respective eonlrador. SEQ.: K 1812 3 4 7 fasteners are complete and at no time should any loads greater man 5.Design assumes brumes are to be used in a noncorrosive environment, endTRANS ID: LINK design loads be applledtoany component. Design a m.fulbon•ofate, 5.ComWTrrs hes no control over and assumes no responsibility for the 8.Dem NI bearing t.1.opporie+hewn.sbm er wedge n EXPIRES: 12/31/2016 wary. fabrication,handling.shipment and Installation of components. 7.Design assumes adequate drainage Is provided. March 1 6,201 6 S.Thla design is furnished abject to the limitations set forth by 8.Plates shall be located on both vices of truss,and placed No their ceder TPbWICA in SCSI,copies of which oil be furnished upon request, Ines coincide with joint center thee. g.Digits indicate sire of plate in Inches. MITek USA,Ina./CornpuTrus Software 7.6.7(11)-E 10.For basic connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-857) 255 8- 9=(-297) 258 8- I= BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. (- ) (-906) 274 11- 6=(-155) 132 WEBS: 2x9 KDDF STAND 2- 3=(-771) 397 9-10=(-322) 645 1- 9=(-108) 578 6-12=(-329) 193 3- 5=(-485) 357 10-11=(-170) 503 9- 2=(-136) 134 12- 7=(-190) 651 LOADING 4- 5=( 0) 0 11-12=(-195) 508 2-10=(-257) 213 7-13=(-903) 306 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-672) 356 12-13=( -59) 80 10- 3=(-192) 274 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-665) 215 10- 5=(-146) 102 TOTAL LOAD = 45.0 PSF 5-11=( -64) 221 NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ALL FLAT TOP CHORD AREAS NOT SHEATHED LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -146/ 941V -273/ 292H 5.50" 1.51 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. M-3x4 where shown; Jts:2,6-7,9,11-12 *" For hanger specs. - See approved plans 0-03-14 OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 8-11-12 1-10 10-01-04 fMAX LL DEFL = 0.016" @ 10'- 10.6" Allowed = 0.667" f T MAX TL CREEP DEFL = -0.032" @ 11'- 5.1" Allowed = 1.000" 4-05-12 4-04-04 1-11-12�� 4-10-08 4-10-14 i f MAX HORIZ. LL DEFL = -0.008" @ 20'- 9.2" MAX HORIZ. TL DEFL = 0.010" @ 20'- 9.2" 12 12 M-4x6M-5x6 3 12.007 q Q 8.00 IL Design conforms to main windforce-resisting JkEMMEMMEA� system and components and cladding criteria. Wind: 190 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads • in the plane of the truss only. r ✓,r 0A4All M-3x5 N _,41 IllirP 0 g s 9 -f M-1.5x3 M-3x8 11 M-3x5(S) 12 M-1.5x3 +13 1 1 1 1 1 1' 4-02-04 4-06 2-08-13 4-10-08 4-07-06 1 1 14-00 20-11 1 6-11 ~ � t 14. / t4 `� 89782PE � ` JOB NAME : FRENCH REVIVAL 4 PLEX - CH2 ,„, 0,. sc, '. . Scale: 0.2253Ifil v WARNINGS: GENERAL NOTES, Wes.otherwise noted Truss: CH2 1.Builder and erection contractor should be advised of all General Notes I.This design h based only upon the parameters shown and is Hr an individual ,. '" O'R.EGO`N Ta and Warnings before construction commences building component Applkablllty of design parameters and proper _Elco. '• Qt 2.244 compression web bracing must be Installed where Move+. Incorponibn of component la Ihs responsibility of the building tleelgner. ‘1, q. • 3.Additional temporary bracing to Insure stability during construction 2.Dengn assumes the top and bottom chorda to be laterally braced at /� /q C]�v 4 5 !.,, Is me responsibility of the erector.Additional permanent bracing of T a c.and alit).o.c.respectively unless braced throughout their tango by �l ! 7 � �y DATE: 3/16/2016 the overall tlmcluro la the n continuous sheathing such as plywood aheathing(TC)and/or drywal(BC) PA U responsibility of the building designer. 3.Ni Impact bridging or lateral bracing required where shown++ `` SEQ.: El812 3 9 9 4.No load should be applied to any component until after all bracing and 4.Installation dimes is the respondbluty of the respective contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses an to be used in a non-corrosive environment, TRANS ID: LINK design bads be applied to any component. and are for"dry condalen"of use. 5.CompuTnn has no control over and assumes no responsibility for the 8.Design assumes NI bearing at all supporta shown.Shire or wedge if EXPIRES:: 12/31/2016 fabrication.handling.shipment and installation of components. awry' 7.Design shall be lc ed on eoth drainage is provided. March 16,2016 9.This design is furnished wbJad to the limitations set forth by S.Plates coincide be located on both faces of cruse,and plead w their center TP WVTCA in SCSI,copies of which MI be furnished upon request. Ines coincide with joint center lines. MiTek USA,Inc./Compu7rus Software 7.6.7(11)-E 9.Digits indicate sin of plate In Inches. 7L For bask connector plate design values see ESR-1371.658-1195(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 4.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF 816BTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 148 5-6=(-320) 293 5-2=(-350) 174 BC: 2x4 KDDF 911BTR SPACED 24.0" O.C. 2-2_33=(-2377) 204 6 -3=(-220) 231 2-6=(-259) 300 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 381V -135/ 194H 5.50" 0.61 KDDF ( 625) OVERHANGS: 13.5" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 4.5" -152/ 227V 0/ OH 5.50" 0.36 KDDF LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL +* For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "cc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 1.5" Allowed = 0.075" MAX TL CREEP DEFL = -0.003" @ -1'- 1.5" Allowed = 0.113" MAX TC PANEL LL DEFL = 0.029" @ 1'- 8.1" Allowed = 0.237" MAX TC PANEL TL DEFL = 0.029" @ 1'- 8.1" Allowed = 0.356" 3-00-12 0-03-12 _ 12 fMAX HORIZ. TL DEFL = -0.001" @ 2'- 11.0" M-1.5x3 4 -s 12.00 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.6ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N ,-i , M-3x4 o 400011111111111111111 0 I 0 1 ti Ilkh AV ' 1 F6 -/ 5“ M-1.5x3 M-3x4 l l l O PRQi . 1-01-08 3-04-08 ci 4,4GrIVEF,9 f04. ' s9782PE JOB NAME : FRENCH REVIVAL 4 PLEX - F4 Scale: 0.4714Vir WARNINGS: GENERAL NOTES, unbsntherMse rated. y�OREGON f'S/"sRl ryT 1.Builder and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an individual $ V fl tr V A V , Truss: F4 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.2s4 compression web bracing mud be Installed where shown«, incorporation o component I.me responsibility or me building designer. -''Aq 'Q n Y .�Gj 3.Additional temporary bracing to insure stability during construction 2.kedge assumes the tap end ely chords Io be leteralty tracetl al Nth.respondbNty of the erector.Additional permanent bracing of T o i and elle o n.ewoh as plyplywood unless braced(1I(en d/rheic length by continuous sheathing such as plywootl sheethlig(TC)and/or drywaA(BC). 'AUL C`� DATE: 3/16/2016 me overall structure Ia the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown«« SE K 1812 3 51 4.No load should be applied to any component until after all bradng and 4.Installation ochres Is the responsibility of the reepedNe contractor. 4• fasteners aro complete and at no time should any loads greater than 5.ledge assumes busses are to be used in a non.orreslve environment, design bads be applied to any component. end ere for"dry condition"of use. TRANS ID: LINK 6.Design swum.stoibearing ataleuphoria snewn.Shim orwedge if EXPIRES: 12/ 1/2016 S.CompuTNa hes no control over and eewmes no responsibility for the necessary. fabrication,handling,shipment and Indstlation of components. 7.Design assumes adequate drainage is prodded. March 16,2016 6.This design is furnished wbJed to the limitations set forth by 8.Plates shall be bested on both faces of Ince,end placed so their center TPIMTCCA in SCSI,copies of which IAA be furnished upon request. 9.knekneecoindde s Indere with Jotnt plate terlines. inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10,For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 4.5" IBC 2012 MAX MEMBER FORCES 9WR/DDE/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #ls BTR 1-2=(-149) 130 4-5=(-233) 215 4-1=(-135) 87 WEBS: 2x9 KDDF STAND SPACED 24.0" O.C. 2-3=( -15) 7 1-5=(-186) 214 LOADING 5-2=(-152) 193 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE S . TOTAL LOAD = 95.0 PSF Q•IN (SPECIES) 0'- 0.0" -20/ 1661T -92/ 130H 5.50" 0.27 KDDF ( 625) " For hanger specs. - See approved plans LL = 25 PSF Ground Snow (Pg) 3'- 4.5" -83/ 199V 0/ OH 5.50" 0.32 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(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX TC PANEL LL DEFL = 0.015" @ l'- 8.3" Allowed = 0.199" MAX TC PANEL TL DEFL = 0.014" @ 1'- 8.3" Allowed = 0.299" MAX HORIZ. LL DEFL = -0.001" @ 2'- 11.0" MAX HORIZ. TL DEFL = -0.001" @ 2'- 11.0" 3-00-12 0-03-12 1 q q 12 Design conforms to main windforce-resisting system and components and cladding criteria. 8.00 17 Wind: 190 mph, h=21ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End cal(sexposed M-1.5x3 g Trussertidesigned)forewind loads wind, Z in the plane of the truss only. F M-3x9 ,n 1 10000 1 f e ' in 0 I I':.i1 y 1 f 4" 5 M-1.5x3 M-3x4 l 3-04-08 1.0 �,co r1GINE . r1 :9782'E ter" JOB NAME : FRENCH REVIVAL 4 PLEX - F5 Scale: 0.9762 WARNINGS: GENERAL NOTES, unless etherwlae noted c 40 Truss: F 5 1.Balder and erection contractor should be advisee of all General Noted 1.This design is based only span the parameters shown end is for an lntlWMual -a7r OREGON f,'v„( Il l and Warnings before conshudbn commences. building compnent.Applicadfity of design parameters and proper 7 V I..now vlV (ti 2.D,4 compression web bredng must be installed where shown.. Incorporation of component is the responsibility of the building designer, �J„s I 4fiy A6 �� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap end bottom chortle to be IeterelN braced et ��/l Is the responsibility of the erector.Additional permanent bracing of 2 o.c.and at 10'o c reapedWeN unless braced throughout their length by DATE: 3/16/2016 the overall structure la the responsibility of the building designer. continuous shging er r such as acing resheathing(TC)uiredre sown.erywall(BC). /+` [] SEQ.: K 1812 3 5 2 4.No load should be applied to any component until after all bradng and 4.nstalati Ict nstallation Crus le the erelsyens@Ility of the respective contractor. f `s 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: LINK design loads be appted to any component. end are for'dry condition.'of use. 5.CompuTnn has no control over and Becomes no responsibility for the 8.Design assumes NY bearing al all supports shown.Shim ar wedge if EXPIRES: 12/31/2016 fabrication,handling.shipment and installation of components. necessary. 9.This design Is furnished wbjed to the limitation set forth by 8.Plies hsign 86 be adequate tenbotdrah feel I°pros,and 16,2�16 S.Plates step be located on bolt lace°of those,and placed so their center TP WVTCA in SCSI,copies of which will be furnished upon request. Ines coincide with joint canter fins. MiTek US#,Inc.ICempOTNS Software 7.6.7(1 L(-E B.Digits Indicate size of plate in Inches. 10.For basic connector plate design values see ESR-1311,ESR-1888(MiTek) This Pacific designLumber preparedand fromTruss-BC computer input by LUMBER SPECIFICATIONS 9-02-00 DUTCH SETBACK 1-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR 9-02-00 GIRDER SUPPORTING 36-06-00 1- 2=(-3932) 690 1- 7=(-1230) 3912 2- 7=( -582) 3496 10- 5=(-572) 3424 BC: 2x6 KDDF #1613TR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-2754) 492 7- 8=(-1062) 6862 7- 3=(-3922) 666 3- 4=(-6532) 1156 8- 9=(-1072) 6944 3- 8=( -264) 1850 WEBS: 2x4 ROOF STAND; LOADING 4- 5=(-2696) 482 9-10=(-1072) 6944 8- 9=( -382) 886 2x4 DF STAND A LL = 25 PSF Ground Snow (Pg) 5- 6=(-3894) 676 10- 6=(-1249) 3372 9- 9=( -256) 1602 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 9'- 2.0" V 4-10=(-4139) 698 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 12.5)+DL( 5.0)= 17.5 PLF 1'- 0.0" TO 8'- 2.0" L BC UNIF LL( 0.0)+DL( 15.0)= 15.0 PLF 0'- 0.0" TO 9'- 2.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC UNIF LL( 931.2)+DL( 395.0)= 776.2 PLF 0'- 0.0" TO 9'- 2.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -709/ 9010V -2000/ 2000H 5.50" 6.42 KDDF ( 625) -�"-' ( 2 ) complete trusses required. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 2.0" -709/ 9010V -2000/ 2000H 5.50" 6.92 KDDF ( 62 5) Attach 2 ply with 3"x.131 DIA GUN REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. nails staggered: \/�/ 9" oc in 1 row(s) throughout 2x9 top chords, /A 7, 6" oc in 2 row(s) throughout 2x6 bottom chords, BOTTOM CHORD CHECKED FOR lO PSF LIVE LOAD. TOP 9" oc in 1 row(s) throughout 2x9 webs. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.038" @ 3'- 8.2" Allowed = 0.275" MAX TL CREEP DEFL = -0.082" @ 3'- 8.2" Allowed = 0.412" MAX HORIZ. LL DEFL = -0.012" @ 0'- 5.5" MAX HORIZ. TL DEFL= -0.020" @ 0'- 5.5" 1-00 7-02 1-00 1 ,' 1' 1 'COND. 3: 2000.00 LBS SEISMIC LOAD. 1-00 2-04-11 2-06-07 2-02-15 1-00 Design conforms to main windforce-resisting II 7 7 7 7 system and components and cladding criteria. 12 12 Wind: 190 mph, h=19.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 7 N 12.00 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed fox wind loads in the plane of the truss only. M-5x6, M-3x8 M-3x10 M-5x6 2 3 4 5 //\ /I � IJ- I \\\A i /m - - � I,l u,0 . � Jin J, .n I + I c I I c I I , o 0 8 9 10 ?S6 I I 1 � 7 ° M-5x10 M-4x6 54-3x6 M-5x10 M-6x8 -M-6x6 l l ), l l y 1-03-08 2-04-11 2-02-15 1-11-07 1-03-08 l y 9-02 ���p PROF c=; 04 4,9 siQ1,444 s 4 $9782PE c' JOB NAME : FRENCH REVIVAL 4 PLEX - EH1 • Scale: 0.4991 'ry WARNINGS: GENERAL NOTES, unless otherwlae noted. E..e' [] (y{� t.Builder and erection contractor should be advised Mai General Notes t.Tha design is based only upon the parameters shown and is for an Individual ? -OREGON " !?. Truss: EH 1 Sad Warning.balers=emotion commences. building component.Applicability of design parameters and proper �'gA Y � II,' 2.204 compression web bracing must be butalled where shovel a.. Inoorporotlon of component is me responsibility of the building designer. !. 3.Addtibnal tem bracing to Insure stability during construction 2.Design and st 1 a the top end bottom charts to be throughout fly bread at J temporary brec T o.e.and at se o.e respectively unless braced throughout,theirdoy length by). .y ,i Is the reepenslblAry of the erector,Addttlonal permanent bracing of continuous sheathing such se plywood sheathing(TC)and/or drywati(BC). I"q v L ♦'� DATE: 3/16/2016 the overall atrudare lame reeponsiblity of the building designer. 3.2a Impact bridging or lateral bracing required where shown.« SE K1812353 4.No bad should be applied to any component until after all bredngand 4.��Q sName;,arotibbfy m.�espedtivecrrodve.naIroornem, Q•: fasteners are complete and at no time should any loads greater than design loads be applies to any component. and are for"dry condition"of use. TRANS ID• LINK 8.Design assumes Ng bearing at al supporta shown.9510 or wedge:t EXPIRES: 12/3112016 s.eompurrus has no control over and assumes no responsibility for the necessary. fabrication.handing.ehlpment and m.talletien of componests. 7.Design assumes adequate drainage la provides. March 16,2016 8.This design le furnished exb(ed to the limitations set forth by 8.Plates shall be located on both faces of truss,end placed.e their anter TPBWTCA In 8191,copies of wbkh WA be furnished upon request. g l0ghs ines oinlcede with(oi plata Mines. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see ESR-1311,EBR-1988(MNTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #10 BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 1-2=(-39) 89 2-9=(0) 0 2-3=(-56) 26 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZBRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD= 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -72/ 261V -21/ 74H 1.50" 0.42 KDDF ( 625) 12 0'- 11.2" -19/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 0.0" -40/ 30V 0/ OH 1.50" 0.05 KDDF ( 625) 12.00 V LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.030" MAX BC PANEL TL DEFL = -0.001" @ 0'- 5.6" Allowed = 0.040" MAX HORIZ. LL DEFL = 0.000" @ 0'- 11.2" 3 -/ MAX HORIZ. TL DEFL = -0.000" @ 0'- 11.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 190 mph, h=19.7ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, ' rno (A11 Heights), Enclosed, Cat.2, Exp.B, MWERS(Dir), ' load duration factor=l.6, I N End vertical(s) are exposed to wind, 2o Truss designed for wind loads in the plane of the truss only. 01 o Ell N i O '/ 114 -1 M-3x4 J• 1-00 y 1-00 y 4„00PRO,tFs 'PROVIDE FULL BEARING;Jts:2r 3,9 ç ' • _ GIN '9 �,y, 89782PE ` JOB NAME : FRENCH REVIVAL 4 PLEX - EJ1 _-4""" Scale: 1.1024 ""-"'"^ WARNINGS: GENERAL NOTES, wises otherwise notatl 11111, '• OREGON Truss: EJ1 1.Builder and erection contractor should be advised of all General Notes 1.This design le based only upon the parameters shown and is for an individual 1' and VI/timings before construction commences. building component.Applicability of design parameters and proper / O 2.204 compression web bradng must be installed where shown a. incorporation of component a the responsibility of the hoisting designer. [[[���rrr/// 3.Additional temporary bracing to Insure debility during construction 2.Design assumes the top end b"ri"m chords to be laterally braced at "� q�V Ab �'(��. Ifo the responsibility of the erector.Additional permanent bracing of 2o.c.and at II o.n.respectively unless braced throughout their length by r �.l DATE: 3/16/2016 the overall structure is the reepenablfygfthe building designer. 20Impcontinurt strggianeterfoeprvmoeuiredwhereslendfortlrywaH(BC) ' + h V Q.: K 181" 5 .2x impact bridging oe Is ha responsibility dng required where ahawn.+ V C` S E 4.NaNo hall should be applied to any component until alter all bradrp and 4.Installation of truss is the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes trusses are H be used In a non conosNe environment, TRANS ID: LINK designRada beapplied toany component. end are for"dry condition.of use. 5.CompuTNs has no central over and assumes no responsibility for the S.Design assumes NII bearing at all suggest shown.Shim or wedge If Vp p �'a .Ar�r�j.A fabrication,handling,shipment end Installation of components. 7.Design assumes adequate drainage necessary. EXPIRES: IGlJ I/y7('{{p 8.This design b furnished sided to the limitations set forth by 8.Plates shall be boated on barn aceslof trus ss, pleoed so their center d. March 16,2016 T1 �7 G/W7 /G V[CJ TPI/TCA in SCSI,capes of which will be furnished upon request. linea coincide with Joint canter lines.. MITek LISA,Inc./CompuTfUS Software 7.6.7(1L}E 9.Digits Indicate sae of pate In aches. 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 129 5-6=(-238) 223 5-2=(-395) 156 SPACED 24.0" O.C. 2-3=(-150) 129 2-6=(-191) 215 BC: 2x4 KDDF STANDR 3-4=( -15) 7 6-3=(-149) 153 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -37/ 927V -98/ 150H 5.50" 0.68 KDDF ( 625) OVERHANGS: 18.0" 0.0" LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -84/ 190V 0/ OH 5.50" 0.30 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL *" For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = -0.009" @ -I'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TC PANEL LL DEFL = 0.017" @ 1'- 9.1" Allowed = 0.209" MAX TC PANEL TL DEFL = 0.017" @ 1'- 9.1" Allowed = 0.313" 3-02-04 0-03-`12 fI MAX HORIZ. TL DEFL = -0.001" @ 3'- 0.5" 12 8.00 V M-1.5X3 q i Design conforms to main windforce-resisting .--/ system and components and cladding criteria. 3 Wind: 140 mph, h=21ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 1 load duration factorseld,6,Cat.2, Exp.B, MWFRS(Dir), End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 , 2 , N I r 0 4 IllillIllihlh.- MR xi 5�� .e 6 M-1.5x3 M-3x4 y y l 1-06 3-06 f(, Q PnQ/ ,0 w. �‘yCa1NEFR rc. go, tir " 8'782PE JOB NAME : FRENCH REVIVAL 4 PLEX - F6Scale: 0.5165 7y. frQ/ ,r WARNINGS: GENERAL NOTES, unless otherMse noted Evrt 4, 1.Builder and erection contractor should be advhed of MI General Notes 1.This dp component.d onpllupoln the of parameters aign shown and n andIsfor fore an individual • ' OREGON�e,N Q- TTuSS: F6 2Mcomprea Aomonp be web bracing oemmences. builIncorporation of component is theresponsiblityofthebuildingdesigner. "y �u4 Y �5 �\{��'` 2.2a4 comprostlon web bradng must be installed where Moven+. 2.Design assumes the top and bottom chords to be laterally braced at V 3.Additional temporary bracing k Insure stability during construction 7 o.e.and et 10 o.c.reepecfvery unless braced throughout their length by v Is the responsibility of gra erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywag(BC). r-A U L `P DATE: 3/16/20 1 6 the overall structure Is the responsibility of the building designer. 3.2a Impact bridging or lateral bradng required where Mown i 4 SE K18 12 3 5 5 4.No load Mould be applied to any component until ager all bracing and 4.Installation of trans la the responsibility of the respective contractor. 4• fasteners are complete and at no time should any loads greater than 5.Design assumes trusses era to be used In a non-corrosive environment, design kale be applies to any component. and are for'dry condition"of use. EXPIRES: p .g/•g .g)rte �a TRANS ID: LINK6.Design assumes fug bearing et NI supports shown.Shim or wedge 11 ^RIR S. 2/31/2016 5.CompuTrua Mara control over and assumes no responsibility for the necesasry. faMkstion,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. March 16,2016 8.This deign Is tunished eubjed to the limitations set forth by 8.Plates Mal be located on both faces of trues,and placed so their center TPWJ1CA k SCSI.oodles of which WI be furnished upon request. hes colndrie with joint center lines. 9.Diens te wire of plateIn inches. MITek USA,Ino./CompUTrUS Software 7.6.7(1L)-E 10.For bask connector plate design values see ESR.1311,EBR.1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 9.5" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF g1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 139 5-6=(-236) 222 5-2=(-923) 165 BC: 2x4 KDDF 818BTR SPACED 29.0" O.C. 2-3=(-198) 125 2-6=(-194) 219 WEBS: 2x4 KDDF STAND 3-4=( -15) 7 6-3=(-199) 151 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 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 = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 19.5" 0.0" 0'- 0.0" -91/ 954V -100/ 151H 5.50" 0.73 (DIP ( 625) LL = 25 PIF Ground Snow (Pg) 3'- 9.5" -89/ 185V 0/ OH 5.50" 0.30 KDDF ( 625) so For hanger specs. - See approved plans 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(-7 psf) uplift at 24 "oc spacing. ....-7] BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.012" @ -1'- 7.5" Allowed = 0.108" MAX TL CREEP DEFL = -0.016" @ -1'- 7.5" Allowed = 0.163" MAX TC PANEL LL DEFL = 0.015" @ 1'- 8.3" Allowed = 0.199" MAX TC PANEL TL DEFL = 0.016" @ 1'- 8.3" Allowed = 0.299" 3-00-12 0-03-12 1 1' 1 MAX HORIZ. LL DEFL = -0.001" @ 2'- 11.0" 12 MAX HORIZ. TL DEFL = -0.001" @ 2'- 11.0" 8.00 I7 M-1.5x3 4 Design conforms to mlindforce-resisting 3 system and components and cladding criteria. Wind: 190 mph, h=21ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, t (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 ti 2 ,y I EO m N I 020 PI ..., 5** 6 M-1.5x3 M-3x4 l l )• 1-07-08 3-04-08 C� - SAG N 9 '/ 89782PE JOB NAME : FRENCH REVIVAL 4 PLEX - F6S e''�• • • Scale: 0.5165 - w WARNINGS: GENERAL NOTES, ontese otherwise noted Truss F6S 1.Buiderand erection contractor should beadvised ofall General Notes 1.This design isbased only upon the parameters shown and isfor anindivweal OREGON ��� end Warnings before conetrudion commences. building component.Appliubllity of design parameters end proper ry 2.204 compression web bradng must be Installed where shown*. Incorporation of component lathe roeponsiblltty of the bottling designer. .ay /� I� V 3.Additional tem2.Design assumes the lop and bottom chards to be laterally braced al T �1 'J ��j temporary bradng to Insure stability during construction 7 o.c,and at 10 o.c.respectively unless braced throughout their length by V is the respontbiNy of the erecta!Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). ,J"/��( A DATE: 3/16/2016 the ovens structure Is the responsibility of the building designer. 3.Zr impact bridging or lateral bradng required where shown u* �'1 L SEQ.: 1(1812 3 5 6 4.No load shoald be applied to any component until after all bradng and 4.Installation of truss is the responsibility of the respeuNe contractor. fasteners are complete and at no time should any loads greater then 5.Design assumes trusses are to be used Inc noncorrosive environment. TRANS ID: LINK 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 NII beartng at CI supports shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication.handling,shipment end installation of components. ignmcessassumes adequate7. 8.This design is fumlehed eub)ect to the limitations set forth by B.Platesahal bs kutedon bothfacesofPNsis,and placed so their center March 16,216 TPW TCA in SCSI,copies of which nil be belched upon request. lines coincide with Joint center lines. MITek USA Inc./Com uTrus Software 7.6.7 1L E S.Digits indicate size of plate In Inches. p ( )- 10.For bacc connector plate design values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 19-00-08 MONO HIP SETBACK 3-06-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR 19-00-08 GIRDER SUPPORTING 20-11-00 FROM 8-03-00 TO 19-00-08 1- 2=( 0) 84 2- 9=( -802) 3456 9- 3=( -668) 3312 6-13=( -209) 1719 BC: 2x8 KDDF #16BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-5106) 1140 9-11=(-1736) 7650 9- 4=(-5344) 1236 6-14=(-6900) 1546 WEBS: 2x9 KDDF #16BTR; 3- 4=(-3456) 810 10-12=( -72) 316 4-11=( -432) 2862 14- 7=( -276) 200 2x6 KDDF #16BTR A; LOADING 4- 5=(-7736) 1786 12-13=(-1292) 5608 10-11=( -464) 2794 2x8 OF SS B LL = 25 PSF Ground Snow (Pg) 5- 6=(-5900) 1382 13-14=(-1252) 5678 11-12=(-1216) 5476 TC UNIF LL( 50.0)+DL( 20.0)- 70.0 PLF 0'- 0.0" TO 3'- 6.0" V 6- 7=( -58) 72 11- 5=( -696) 2806 TC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 68.8)+DL( 27.5)= 96.2 PLF 3'- 6.0" TO 19'- 0.5" V 7- 8=( 0) 0 12- 5=( -408) 196 BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 27.5)= 27.5 PLF 0'- 0.0" TO 19'- 0.5" V 12- 6=( -156) 186 BC UNIF LL( 236.5)+DL( 189.2)- 425.6 PLF 8'- 3.0" TO 19'- 0.5" V BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x4 BRACING AT 24"OC UON. FOR TC CONC LL( 72.9)+DL( 29.21= 102.1 LBS @ 3'- 6.0" LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED @@ADDL: BC CONC LL+DL= 2353.0 LBS @ 7'- 4.5" 0'- 0.0" -894/ 4024V -85/ 145H 5.50" 6.44 KDDF ( 625) 19'- 0.5" -1249/ 5915V 0/ OH 5.50" 8.66 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OVERHANGS: 12.0" 0.0" REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND.CHORD CHECKED FOR lOPSF LIVE LOAD. TOP FOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ( 2 ) complete trusses required. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL-L/360, TL=L/240 ' -/‘- Attach 2 ply with 3"x.131 DIA GUN MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed= 0.067" nails staggered: MAX TL CREEP DEFL = -0.001" @ -1'- 0.0" Allowed= 0.100" 9" oc in 1 row(s) throughout 2x9 top chords, MAX LL DEFL = 0.062" @ 7'- 5.8" Allowed= 0.604" ^/ 9" oc in 2 row(s) throughout 2x8 bottom chords, [p HANGER BY OTHERS TO APPLY CONC. MAX TL CREEP DEFL = -0.170' @ 7'- 5.8" Allowed- 0.906^ AJ\ 9" oc in 2 row(s) throughout 2x6 webs, 9" oc in 2 row(s) throughout 2x6 webs. ©LOAD$ EQUALLY TO ALL MEMBERS. MAX HORIZ. LL DEFL = -0.019" @ 18'- 6.0" MAX HORIZ. TL DEFL = 0.039" @ 18'- 8.0" 3-05-11 7-11-02 2-01-07 5-06-04 Design conforms to main windforce-resisting 1' '1 ' 4' 1' system and components and cladding criteria. 3-02-08 4-03-04 3-09-05 2-04-15 5-01-12 0-0?-12 Wind: 140 mph, h=21ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, +102.10# (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12 12 load duration factor=1.6, 12.00 d 4.28 End vertical(s) are exposed to wind, Truss designed for wind loads M-4x6 in the plane of the truss only. M-3x10 M-5x12 4 5 *� M-5x16 M-1.5x3 78 I 0 M , irqi o 9y 11 I 0 1 M-5x16 M-3x8 qI, I I` - - '( I ' II Y- I I 10 12 13 $14 MSHS-10x18+ M-5x10 M-4x12 M-3x8 M-6x10 2353# y y )' l k -15 1-00 3-02-08 7-03 4-03-04 y 3-09-05 2-091 09-08 5-04-08 y f.�,�` E�C`'Q t0,b_- y C? y 19-00-09 rw 8 782PE c'`. JOB NAME: FRENCH REVIVAL 4 PLEX - FH1 r7 . A Scale: 0.2587 f/ OREGON (•�_, WARNINGS: GENERAL NOTES, unless otherwise noted' 9�(, �` 1.Budder and erection contractor should be advised afar General Notes 1.This design is based only upon the parameters shone end is for en individual a"' I AC//.,,q�Y. 1, V Truss: FH 1 and Warnings before construdion commence. building component.Applicability of design parameters and proper 2.2.4 compression web bndng must be Metalled where shown w incorporation of component is the responibiity of the building designer. /♦�_' ..y 3.Additional temporary bracing to Insure stability during conetrudbn 2.Deign assumes the top and bottom chordate De laterally braced at -\. KY/� ( O Is the reibilty et the erector.Additional permeneni bracing of 55n.c.and d ee10'o.c.rs such 55 plywoodly unless braced)TC(en ut their length by A U M ♦- Wen continuous sheathing as sheathing(TC)and/or drywall(BC). DATE: 3/16/2016 the oeerad aborturo A the responsibility of the budding designer. 3.2e Impact bridging or latera Owing required where shown++ SE Ki812 3 5 7 4.No bed should be applied to any component until after all bndng and 4.Insteletion of trues la the responsibility of the reapectNe contractor. Q'' fasteners are complete and at no time should any bads greater than 5.Deign assumes trusses are to be used Inc noncorrosive environment, 'RES. 12/31/2016 deign loads be applied to my component. and are for'dry condition'of use. EES TRANS I D: LINK E CompuTrus has no control over and assumes no responsibility for the 5. egn-seum.a NO b..nng.t an supports show,snim or wedge if March 16,2016 fabrication,handling,shipment and installation of ry g D T.Design assumes adequate drained*is provided. 8.This design furnished isfurnishedehed wb)ed to the limitations set forth located by d.Plates shall be edd on f n both(scat of iron,and placed so their center TPWJTCA in SCSI,copies of which MI be fumiehed upon request. linea coined.with)Dint center lines. 9.Digits indicate sire of plate in inches. MiTek USA,Inc./CompuTrus Software 07.6.8-5P2(1 L).E 10.For bade connector plate deign values see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #16BTR LOAD DURATION INCREASE = 1.15 NC: 2x4 KDDF #Sb BTR SPACED 29.0" O.C. 1-2=( 0) 84 2-4=(0) 0 2-3=(-78) 55 TC LATERAL SUPPORT <= 12"OC. DON. LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING REACTIONS VERT MAX BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS CTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -38/ 309V -33/ 1O1H 5.50" 0.49 KDDF ( 625) 1'- 10.9" -72/ 69V 0/ OH 1.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" 0/ 30V 0/ OH 5.50" 0.05 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. - VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 1-11-11 MAX TL CREEP DEFL = -0.003" 0 -1'- 0.0" Allowed = 0.100" fMAX LL DEFL = 0.000" @ 0'- 0.0" Allowed = 0.036" MAX BC PANEL LL DEFL = 0.009" @ 1'- 7.6" Allowed = 0.129" MAX BC PANEL TL DEFL = -0.004" @ 1'- 9.0" Allowed = 0.172" 12 MAX BC PANEL TL DEFL = -0.009" @ 1'- 11.8" Allowed = 0.172" 17 12.00 MAX HORIZ. LL DEFL = -0.000" @ 1'- 10.9" MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 3 -/ Design conforms to main windforce-resisting system and components and cladding criteria. 'I' Wind: 190 mph, h=21.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, ,y End vertical(s) are exposed to wind, I Truss designed for wind loads o in the plane of the truss only. N M f- O o r� f o 11. 11 ►14 M-3x4 l y y 1-00 3-06 (PROVIDE FULL BEARING;Jts:2,3,9 I0� PROF. � SGINECs c` o �c� R 4 17 < '8.782PE JOB NAME : FRENCH REVIVAL 4 PLEX - FJ1 / r/, Scale: 0.6558 / •'a, WARNINGS: GENERAL NOTES, umess otherwise noted. �f 1�°"" 'F Truss: FJ1 I.Bottler and erection contractor shoed be advised Mall General Notes 1.This design is based only upon the parameters shown enela tor an lneWldual OREGON n�a'O and Warnings before construction commences. building component.Applicability of design parameters and proper VV 2.Soo compression web bracing must be installed where shown e. Incorporation of component b the rosponabeSy of the building designer. ��Y ') ' ,„ 3.Additional temporary bracing to Insure stability during construction 2 Design assume.the top and bottom chorda to be laterally braced at -9.,4, 5C la the responsibility of the erecta,.Aedglonal permanent bracing of T o.c.and at 10 o c.respectively unless braced throughout their langur by /�: �� DATE: 3/16/2016 the overall structure la the reaponabllty of Me building designer. 2 2x co Impact sheathing Nennacingodulred mere)ew/•tlrywaq(BC). r, /ti � {^j SEQ.: K1812358 4.Noload should beapplied toany component until after all bredngand 4.Installationofr ti:lateral e realmsubtityurine:teaaoana.aac -A `` fasteners era complete and at no time should any loads greater then 5.Design assumes trusses are to be used ina non-corrosive environment, TRANS ID: LINK design loads be applied teany component. and are for"dry condition"ofuse, 5.CompuTrus has no control over and assumes no responsibility 6.Design assumes N%bearing at all euppons shown.Shim or wedge If app nests.far the Design ry. 'g EXPIRES: 12/31/2Z1i8 fabrication.handling,enipm.m.nd Installation of components. 7.Design a.wmes adequate drainage Is provided. S.This design le furnished subject to the limitations set forth by 8,plates shall be bested en beth faces of Miss,and pieced so their center March 16,2016 TPbWfCA in BCSI,copies of which v411 be furnished upon request. Anes coincide vdth joint anter lines. MiTek USA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits indicate are of plate In Inches. 70.For basic connector plate design values see ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 LUMBER SPECIFICATIONS 1-2=( 0) 89 2-5=(0) 0 9 TC: 2x9 ROOF 18BTR LOAD ➢USPTIED INCREASE = 1.15 2-3=(-152) 91 BC: 2x9 ROOF 1fiBTR SPACED 24.0" O.C. 3-4=( -40) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 5.7" TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -31/ 333V -60/ 1720 5.50" 0.53 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 99V 0/ OH 5.50" 0.07 KDDF ( 625) 3'- 6.0" -118/ 192V 0/ OH 1.50" 0.18 ROOF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 4 -, MAX LL DEFL = -0.000" @ 3'- 11.7" Allowed = 0.032" MAX TL CREEP DEFL = -0.000" @ 3'- 11.7" Allowed = 0.047" MAX TC PANEL LL DEFL = 0.032" @ 2'- 2.0" Allowed = 0.291" 12 3 MAX TC PANEL TL DEFL = 0.030" @ 2'- 2.0" Allowed = 0.437" 12.00 17 MAX HORIZ. LL DEFL = -0.001" @ 3'- 5.2" MAX HORIZ. TL DEFL = -0.001" @ 3'- 5.2" (6 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, -1 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), a, load duration factor=l.6, o End vertical(s) are exposed to wind, I Truss designed for wind loads in the plane of the truss only. M O I Il n 5►`' o ' 0 M-3x9 y l , , 1-00 3-06 o-os-u 0) PROF4''n (PROVIDE FULL BEARING;Jts:2,5,3 �NG1N i9 r0 a' 89782PE I-- JOB JOB NAME : FRENCH REVIVAL 4 ALEX - FJ2 •• <: -ow' • • Scale: 0.5669 Mir WARNINGS: GENERAL NOTES, untau otherwise noted' S 9,�OREGON N h1r 40 1.Guider and erection contractor should be advised of Cl General Notes 1.This design h based only upon the parameters shown and la for an Individual G Fl �.uv 1J T ruS S: FJ2 and warning.before pondrudion commences. building cotnpnnentApplicability of design parameters and proper Z.204 compression web bracing moat be Inalelotl where shown«. incorporation of component is Me Iespondbliry of the building designer. '•'� '4 b V" 'i 3.Additional temporary booing to Insure aoblllty during oonahuction 2.Design assumes.110 Me top and bottom dwrbr b d throughout lr eraly btaud etby al T is Me rospondbilty of the erector.Additional permanent bractof T ntln end at i a hic..uot Ce ply anode braced their length(B). PA U L N"1 n9 continuous aheaMira such as ptywvod aheaMing(TC)ardor drywal(BC). L DATE: 3/16/2016 the overall dmdure Is the rasponsibnity of the building designer. 3.Dt impact bridging or coral bodng required where shown«a SE K 18 12 3 5 9 4.No load should be applied to any component until alter all bracing and 4,Installation of truss is the responsibility of the respedhe contractor. 4• fasteners are compote and at no time should any loads greater then 5.Design assumes hoses are to be used Ina non-corrosive environment, design bads ba epplted to any oemponent. and ars for"dry condition"of use. TRANS ID: LINK responsibility 6.Design assumes ful bearing at all cottons shown.Shim or wedge if EXPIRES: 12131/2016 ' S.CompuTrue has no control over and assumes no ro roll or Ms naeeasery. f�I- TI Gv fabrication.handling,shipment and installation of components. 7.Design assumes adequate drainage Is provided. March 1 6,201 6 8.This design Is furnished subject to the limitations set forth by 8.Plates shall be puled on both feces of trues,end pieced so their center TPWITCA in SCSI,copies of which will be furnished upon request. a.(lines cooiinlude witith jo tote oint minces. DigitWee USA,Inc./CosnpUTrn6 Software 7.6.7(1L)-E 10.For basic connector plate dodge values see EBR-1311,ESR•1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 11.7" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 ROOF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-5=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-301) 299 TC LATERAL SUPPORT <= 12"OC. UON. 3-9=( -77) 51 LOADING BC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)551,( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA OVERHANGS: 12.0" 0.0" TOTAL LOAD = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -23/ 323V -92/ 231H 5.50" 0.52 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 3.2" 0/ 38V 0/ OH 5.50" 0.06 ROOF ( 625) 3'- 5.2" -182/ 259V 0/ OH 1.50" 0.33 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 5'- 11.7" -49/ 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 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Ir OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 4 -/ MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.010" @ 1'- 8.7" Allowed = 0.291" 4) MAX TC PANEL TL DEFL = 0.010" @ 1'- 8.7" Allowed = 0.437" (� I 0000 Plis MAX HORIZ. LL DEFL = -0.003" @ 5'- 10.9" MAX HORIZ. TL DEFL = -0.003" @ 5'- 10.9" 12 12.00 17 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=23.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, c End vertical(s) are exposed to wind, X44 I Truss designed for wind loads d, in the plane of the truss only. 0 co O 1 0 O 0 M-3x4 y 1-00 >L 3-06 y y 2-05-11 .1c\o) PRO ;55 'PROVIDE FULL BEARING;Jts:2,5,3,9 I r`r4 �l+fl&1� 6) c/ V ‘4,\GIN - •9782PE '7< JOB NAME : FRENCH REVIVAL 4 PLEX - FJ3 • ...de' . Scale: 0.4454 lir" XIII WARNINGS: GENERAL NOTES, unless otherwise noted C/, Truss: FJ3 1.Builder and erection sons-ado,should be advised old!General Notes 1.This design Is based only upon the parameters shown and is for an Individualend Warnings before co $' •' G N ,� mtruabn commences. building component.Applicability of design parameters end proper 2.2x4 compression web bradng muAbs installed where shown*. incorporation of component Is the responsibility of the building designer. 114 4P Y A 5 3.Additional temporary bracing to Insure stability during construction - 2.Design assumes the lop respectively bottom cholla to be laterally braced et Is the responsibility of the credos.Additional permanent bracing of T o.a and at 10 o.c.sash apip unless braced throughout their length by DATE: 3/16/2016 the overall structure is the responsibility more baldingdesigner. continuous0lnrp.tsheathing lateasaying rewired lersownv tlrywal(BC>. CY yr t1.` 3.2a Impact bridging or the lateral bracing required where Moven ♦ f-A `` SEQ.: K 1812 3 61 4.No load Mould be applied to any component until after all bracing end 4.Installation of truss is thresponsibility of the respective contractor. fesienars ere complete end at no time should any loads greater than 5.Design assumes bueaee are to be used In a non-corrosive environment, TRANS ID: LINK design loads be applied to any component• end are for"dry condition'.of use. 5.Compnl,us has no control over and assumed no responsibility for the fi.D e s.ames NO bearing at all supports Mown.Shim or wedge If r R ES: 12/31/2016 fabrication,handling.Mipment and Insialisllon of camponenta. 7.Design EXP nessnames adequate drainage Is provided. March 1 6,201 6 8.This design is furnished subject to the Imltaaons eel forth by 8.Plates Mall be located on both faces of truss,and placed so their center TPIM?CA in BCSI,copies of Mich will be Nmhhsd upon request. lines coinode with Joint center lines. MITek USA,Inc.yCompuTrus Software 7.6.7(1 L)-E 8.Diggs indbata size of piste in inches. 70,For basic connector plate design values see ESP-1311,ESR•t g88(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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) 84 2-4=(0) 0 BC: 2x9 RODE #1&BTR SPACED 24.0" O.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 POE - 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 = 45.0 PDF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 RODE ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.04 RODE' ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11 MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" 1 f MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ 1'- 10.9" 12.00 7 Design conforms to main windforce-resisting 3 -i system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,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, Truss designed for wind loads in the plane of the truss only. 0 N rn A- o I Lel o / 4 0 M-33(4 l l 1 1-00 2-00 (PROVIDE FULL BEARING;Jts:2,4,3 I ,r 0) PRope s. :9782PE C" JOB NAME : FRENCH REVIVAL 4 PLEX - FSJ1 if Scale: 0.6558v y XII WARNINGS: GENERAL NOTES, unless othenase noted: 7 / /Y/'y 1�' 1.Buhler and erection contractor should be advised snail General Notes 1.This design Is based only upon the parameters shown and Is for an Individual '7 - •'EGOII �. Truss: FSJ1 and Warnings before construction commences building component.Applicability of design parameters end proper -vCC/AA�� Q 2 2a4 compo Won web bracing must be installed where shown+. incorporation of component k the responsibility of the building designer. '9;49). A t]v ,{5 3.Additional temporary bracing to insure stability during construction 2 Design assumes the tap and bottom chortle to be laterally bread alir f l I f a the responsibility f the erector.Additional permanent bracing of 2'o.c.end at 1P a.c.reach Ce sty unless braced throughout their length by Nl ty o continuous sheathing such as plywood sheething(TC)and/or drywal(BC). PAUL DATE: 3/16/2016 the overall=tract",e is the responsibility of the building designer. 3.2a Impact bridging or lateral bracing required where shown 5 4.Na bad Mould be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respective contractor. SEQ.: K 1812 3 6 3 Wends era complete and at no time should any loads greater man 6.Desiign assumes busses are to be used In a noncorrosive environment, TRANS I D: LINK design loads be applied to any component. and an for dry full bearing of use. p f'�JI] /!�/'�.4 5.CompuTme has no control over and assumes no raaponsibillty for me 8.Design assumes full bearing et all supports shown.Shim or wedge if EX/-IRES: 1.2/31/20 i 6 ry fabrication,handling.shipment and inetellatlon of components. 7.Detgn assumes adequate drainage is provided. March 16,2016 8.This design Is furnished subNd to the limitations sat forth by e.Plates shall be hated on both leas of huts,and plead so their anter TPWNAICA in SCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. 9.Dight Indicate size of plate in indite. MITek USA,Ino./CompuTrus Software 7.6.7(1L)-E to.For bask connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 12'- 6.0" TC: 2x9 KDDF #1aBTR 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #15BTR SPACED 29.0" O.C. ICOND. 3: 150.00 PLF SEISMIC LOAD. WEBS: 2x9 KDDF STAND; Design conforms to main windforce-resisting 2x4 KDDF #1S BTR A LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT 1= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"01. DON. TOTAL LOAD = 95.0 PSF Wind: 140 mph, h=23.4ft, TCDL=6.O,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End vertical(s) are exposed to wind, 19-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 6-06-10 5-11-06 T 4 4 12 6.00 M-1.5x3 4 -/ M-3x6 3( I � .l % hihN 11 01 .I1.. .. , I NCD rw M-155x3 M-ix6 M-3x4 y y 1 6-09-19 _ 6-01-02 _(t y 1-06 y 12-06 y c��co�� NG N4- S/ T v 8w 782PE ter' JOB NAME : FRENCH REVIVAL 4 PLEX — FWA • Scale: 0.2902u./� L' WARNINGS: GENERAL NOTES, unless otherwise noted. 'F. Truss FWA 1.Builder and erection contractor should be advised old General Nates 1.This design la based only upon the parameters shown and is for an individual 9;y OREGON N. end Waminpa before construction commences, building component.Applicability of design parameters end proper Q 1 2.fab compression web bracing must be intoned where shown+ 2.Design assumes the tap and bottom Morse to be IeterelN bawd et Incorporation of component is the responsibility of the building designer. ,a 4 y 5 3.Additional temporary bracing to Insure stability during construction V Is the responsibility of the erector.Additional7 bb and at 10'ea o.c.rsepecmely unless braced throughout their lengthA.l A UL vs DATE: 3/16/2016 permanentbredngota rywal(by p the overell structure Is the responsibility of the building designer. continuous sheathing or sunt as bracing requiredtlsheathing/7C) inn+d 11 Bc. S E K 1812 3 64 4.No bad should be applied to any sum 3.D•Impact bridging or lateral where shown+• Q. portent until after all bracing and 4.Installation of truss is the responsibility of the respective contractor. fasteners ens complete and at no time Mould any loads greater than 5.Design emotes trusses are to be used In a noNoorrosive environment, TRANS I D: LINK design bads be applied to any component, and are for"dry wndmon'of use. 5.CornpuTrua has no control over and assumes no respponaiblllly for the O.Design assumes NII bearing at al supports Macon.Shim or wedge if fabrication,handling,shipment end Installation of components. wry' I, 16 2016 (RES. •�C.tJ"'/"2�}`�V 6.This design h furnished subject to the limitations set forth by 8.Design aasumeloaded on othlfac a Is pressed. March I 1 6,2�I V 8.Plates shell be located on both faces of truss,and placed so their center TPVWfCA in SCSI,wpbs of which kW be Nmlehed upon request. lines colndde with Joint center linea. MITek USA,Inc./CompuTrus Software 7.6.7(1LJ•E 9.Delta indicate sloe of plate In Inches, 10.For basic connector plate design values see ESR-1311.ESR-1988(MITek) This fic designLumber preparedand fromTruss-BC computer input by Paci LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TO: 2x4 REEF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( -808) 381 5-6=(-3125) 3129 5-1=(-1802) 1185 3-7=( -821) 834 BC: 2x4 KDDF #16,BTR SPACED 24.0" O.C. 2-3=(-1047) 661 6-7=(-1555) 1945 1-6=(-1327) 1708 7-4=(-1452) 1895 3-4=(-1431) 890 7-8=(-3111) 3120 6-2=( -128) 243 4-8=(-1804) 1185 WEBS: 2x4 KDDF STAND; 6-3=(-1394) 1157 2X4 KDDF #1&BTR A LONDIOG LL( 25.0)+DL( 10.0) ON TOP CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX"HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = .45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) D'- 0.0" -1150/ 1862V -3138/ 3138H 5.50" 2.98 KED' ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 11.0" -1150/ 1862V -3138/ 3138H 5.50" 2.98 KDDF ( 625) M-1.5x4 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. I 00 For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 10PEF LIVE LOAD. TOP AND BOTTOM CHORE LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.021" @ 13'- 9.4" Allowed = 0.667" MAX TL CREEP DEFL = -0.039" @ 13'- 9.4" Allowed = 1.000" MAX HORIZ. LL DEFL = 0.042" @ 0'- 1.8" MAX HORIZ. TL DEFL = -0.044" @ 0'- 1.8" 7-01-01 13-09-15 7-01-01 6-07-06 7-02-09ICOND. 3: 150.00 PLF SEISMIC LOAD. ,f 'r f ` Design conforms to main windforce-resisting 12 12 Qe.oD system and components and cladding criteria. IIM-4x4 8.00 17 Wind: 140 mph, h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 4, ' (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), (� 2 0 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 54-4x6 1110100,,M-3x4 41 M-4x6 ,--t lool,4 i o 141 m u \TAOrill . i 5 IIM-4x4 M-3x10 **g 0.25" IIM-4x4 �••r M-5x6(S) " O PRQ�rFs, 7-01-01 6-09-02 7-00-13 y 20-11 y 444 17 4t" :9782PE r- JOB NAME : FRENCH REVIVAL 4 PLEX - FWB -.ii►'• Scale: 0.1834 , WARNINGS: GENERAL NOTES, unties Othenvise noted. -7+ 40 REGON�,z)', �. 1.gagster and erection connecter should be advised of all General Notes 1.This design Is basad only upon the parameters shown and Is for an individual 1 7lEG v r• V Truss: FWB end Warnings before eanstructien oommenues. building wmponent.Applicability of design parameters and proper ,,i, �t 2.204 compression web b,edng must be Installed where shown+. Design assumes tion of component H me responds ty of the building designer. iiiy j 3.Additional temporary bracing to Insure stability during construction 2.Design nd at 18 the top end bottom charts to de througaterallyhout t B: et V Is the ro sibip f the credo,.Additional permanent brad 1 2 ntinc.end at ea o n.respectively ply unless sheathoweding(TC) (TC)and/or length). PA U L rya epon ly o Ps ng o continuous sheathing such as plywood Nsaihing(TC)and/or tlryWeg(BC). n DATE: 3/16/2016 the overall structure is the responsibility of the building designer. 3.2.Impact bridging or lateral bracing required where Mown++ SE K 1812 3 6 5 4.No load should be applied to any component until after el bracing and 4.Installation ortmss Is the responsibility otthe respective contractor. Q•• fasteners era complete and at no time should any loads greater than 5.Design assumes trusses are to be used In a non-corrosive environment dedpn bade be applied to any component. end are for"dry condition"of use. TRANS ID: LINK epone B.Design assumes Ng bearing at all supporta shown.Shim or wedge g EXPIRES: 'I '"' �'� • 5.comparres has no mmol over and seems no re left for the 1ecessary. GY1(- Gv fabrication,handling,shipment and installation ofcomponents. 7.Design assume.adegdetedrainage isprovided. March 16,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shell be located on both faces°mule,and placed so men center TPII'MCA In SCSI,castles of which vast be furnished upon request. lines coincide with OH center knee 9.Digits indicate size or plate In Inches. MiTek USA Inc./CompuTrus Software 7.6.7)1L)-E IN.For bade connector pate design values see ESR•1311,ERR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDE/Cq=1.00 TC: 2x9 KDDF #l6BTR LOAD DURATION INCREASE = 1.15 1-2=( -9) 129 5-6=(-504) 506 5-2=(-987) 935 BC: 2x4 KDDF #1&BTR SPACED 29.0" O.C. 2-3=(-352) 359 2-6=(-576) 572 WEBS: 2x4 KDDF STAND 3-4=( -30) 29 6-3=(-249) 165 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"00. 1300. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 POF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -916/ 518V -525/ 525H 5.50" 0.83 ROOF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 6.0" -908/ 531V -525/ 5250 5.50" 0.85 KDDF ( 625) M-1.5X9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OND. 2: Design checked for net(-7 psf) uplift at 24 "no spacing. I "" For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR SO PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX TO PANEL LL DEFL = 0.017" @ 1'- 9.1" Allowed = 0.209" MAX TC PANEL TL DEFL = 0.017" @ 1'- 9.1" Allowed = 0.313" 3-02-04 0-03-12 4 '1 i MAX HORIZ. LL DEFL = 0.002" @ 3'- 0.5" 12 MAX HORIZ. TL DEFL = 0.002" @ 3'- 0.5" 8.00 1 M-1.5x3 4 ICOND. 3: 150.00 PLF SEISMIC LOAD. 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End verticale s) a exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x4 ti 1 i z ,-+ . fI igli M ko 1 Pi . .1.64,1,A 5 110,1747106 / M-1.5x3 M-3x4 y y y 1-06 3-06 �D Pflu/ �,S, „SiGI :9782PE 1° JOB NAME : FRENCH REVIVAL 4 PLEX - FWC Scale: 0.5165 WARNINGS: GENERAL NOTES, unless otherwise noted' Ir Truss: FWC I.Bauder and eredlen contractor should be adveed oral General Notes 1.This design is based only upon the parameters shawl and is for an Individual ,7 a" OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper S. 11"/, al.,© 2.254 compression web bradng must be Instated where shown 4. incorporation of component Is the responsibility of the building designer. z.Dagn.aeomeaeaep.n00 bottomchords5be thatugh nICeaa �I(a q�Y S `!; 3 Additional lemponry bracing to insure stability during constrodlon 7 o.c.and at 10'o c respectively unless braced throughout their length by � `V`C/ Is the responsibility of me erector.AtldHbnay permanent bracing of continuous sheathing such as p)wvod shestmn C and/or tl yt UL (�1. DATE: 3/16/2016 the overall structure N the responsibility enhe building designer. g(re)a rywau(Bc). P4 3.In impact of truss or the relprocingity of the wheretee es t SEQ.: K1812366 4.Noloadenowabeappneae,moomponemwmaneranbrodngend 4.mdellatfononrussetherosponabHlryonnereapedrvecontrodor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment, TRANS I D: LINK design loads be applied to any component. and are for"dry condition"or use. 5.CompuTrus has no control over and assumes no responsibility for the 8.Design assumes hl bearing at all supports sheen.Shim or wedge If EXPIRES: 12/31/2046 fabrication,handling,shipment and installation of components. 7. necessary. 8.This design is furnishedwarded to the limitation set forth by 8.Plaesnassumes adequate drainage shall be seated on bath facesio ftrusss,ed.and placed so their center March 16,2016 TPINJTCA In SCSI,copes of which will be furnished upon request. Ines coincide vdth Joint center lines. 9.Digits Indicate an of plate In Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E W.For basic connector plate design values see ESR-7311,ESR-1988(MIT..) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x4 KDDF NISBTR LOAD DURATION INCREASE = 1.15 1-2=( -6) 133 5-6=(-295) 216 5-2=(-531) 124 9-7=(-278) 158 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-248) 106 6-7=( -55) 74 2-6=( 0) 199 3-4=(-159) 87 6-3=(-105) 114 WEBS: 2x4 KDDF STAND LOADING 6-4=(-129) 181 TC LATERAL SUPPORT 24"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -59/ 518V -96/ 130H 5.50" 0.83 KDDF ( 625) NOTE: 2x4 BRACING AT 24"OC UON. FOR LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -50/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" }COND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" == For hanger specs. - See approved plans MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" 1-11-11 5-03-05 T ,r 1' MAX HORIZ. LL DEFL = -0.001" @ 7'- 1.3" MAX HORIZ. TL DEFL = -0.001" @ 7'- 1.3" 12 12.00 p7 M-4x6 Design conforms to main windforce-resisting system and components and cladding criteria. 3 M-3x4 9 Wind: 140 mph, h=20.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, -/ (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, 0. eD SD End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-3x9 M O M N I r 0 I r:a M-1.5x3 M-1.5x3 M-3x8 ), l l 1-08-08 5-06-08 y 1_00 l 7-03 y e. � ��d PRQF�� 4t` :9782PE r-- JOB JOB NAME : FRENCH REVIVAL 4 PLEX - J140' '111.VScale: 0.4956 GENERAL NOTES, unless otherwise noted �/ KI / 1.Builder I' OREGON N. .,, 1.Builder end erection contractor should be advised of all General Notes 1.This design b based only upon me parameters shown and Is for an individual (� Truss: J1 and Nettings before construction commences, building componerd.Applicability of design parameters and proper /� (1 [- 2.2x4 comprsedon wale ersdng mea he installed where.hewn Incorporation of component Is the reepondblllty or the building designer. �' C/Q:i y- .\CS NC' 3.Additional temporary Madng to insure stability during construction 2 Design assumes the top and bottom chorda to be laterally braced at rl .,,.(<,, { Is the re dbiAry of the erector.Additional t bracing of T no.and at 10 o.c.reapeotNely unless braced throughout their length by ARS Q. aeon permanencontinuous sheathing such as plywood sheathing(TC)and/or drywall(BC). (•^n„ !'` ti e\ DATE: 3/16/2016 the overall structure la the responsibility of the building designer. 3.2x limed bridging or lateral bracing required where shown•e v SE K 1812 3 6 7 4.No bad should be applied to any component until after all bracing and 4.Installation of Is the responsibility of the respective contractor. 4•• fasteners ere complete and at no time should any loads greater than 5.Design assumes trusses are to be used ins nontiorroabe environment, dadgn loads be applied to any component. end are for'dry candelas"of use. ��//p (y(fj /y� pp TRANS I D: LINK 5.CompuTrua hes no control over and assumes no reaponeibllity for the 8.Design carnes NO bearing at all supports shown.Shim or wedge if EXPIRES:RES. 1 2/31/201 6 fabrication,handling,shipment and inetailatlon components. 7.Design assumes adequate drainage is provided. March 16,2016 8.This design is furnished subJsd to the limitations set forth by 8.Plates shall be located on bath faces of trues,and placed so their center 7P W6fCA In SCSI,copies of which wit be furnished upon requeet. line coincide with Joint canter lines. 9.Digits Indices sire of plate In Indies. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values see EBR-1311,ESR-7888 Welt) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1EBTR LOAD DURATION INCREASE = 1,15 BC: 2x9 RIDE #16BTR 1-2=( -6) 133 6-7=(-196) 217 6-2=(-531) 164 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2-3=(-298) 133 7-8=( -59) 73 2-7=( 0) 195 LOADING 3-4=( 0) 0 7-3=(-105) 130 TC LATERAL SUPPORT <= 12"0C. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 3-5=(-157) 111 7-5=(-155) 207 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-8=(-278) 192 TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 24"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALLFLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -79/ 518V -96/ 131H 5.50" 0.83 KDDF ( 625) ---- 7'- 3.0" -56/ 326V 0/ OH 5,50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. ." Fox hanger specs. - See approved plans VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" 3-11-11 3-03-05 MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" fMAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" 'f MAX BC PANEL LL DEFL = -0.015" @ 4'- 7.3" Allowed = 0.231" 1-10-04 2-01-07 3-03-05 f fMAX HORIZ, LL DEFL = 0,001" @ 7'- 1,3" MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 12 q Design conforms to main windforce-resisting system and components and cladding criteria. 1-27 12.00 Wind: 140 mph, h=21.8ft, TCDL=6,0,BCDL=6,0, ASCE 7-10, (All Heights), Enclosed, Cat,2, Exp,B, MWFRS(Dir), load duration factor=1,6, M-9X6 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only, 3 M-3x4 5 M-3x4 1o N 1 r 0 I f 8 M-1.5x3 M-1.5x3 M-3x8 l 1 l 1-08-08 5-06-08 J•1-00 y 7-03 yD PROp�s � yGiNF�R ,/1 w 89782PE � ` JOB NAME : FRENCH REVIVAL 4 PLEX - J2 Scale: 0.3716 WARNINGS: GENERAL NOTES, unless otherwise noted: 'N Truss: J2 1.Builder and erection contractor should be ad heti of all General Notes This design is based only upon the parameters shown and is or an lntlly tlual �CfSf11�1 ��J and Warnings before construction commences. building component.Applicability of design parameters and proper .4:40:47:1/4/04 G 4-1 V I V h �: 2.9:4 compression Web bracing must be installed where shown 4. Incorporation of componentarid Is the,responsibility crds toof the allying designer. � �J �.a. 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap antl 0o8am chortle to as laterally braced at f�'+ lathe responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o e respectively unless braced throughout their length by DATE: 3/16/2016 the overall structure is the responsibility of the building designer. continuousimpact ing sheathing atehesacingre required sheen ardrytvag(BC). ���� 3.In Impact bridging or lateral bracing requlrotl where shown++ SEQ.: K1812368 4.No load should be applied to any component until ager all bracing and 4.Installation of irvaa is the responsibility of the respective contractor. fasteners are compete and at no time shout any loads greater than 5.Design assumes trusses are to be used In a noncorrosive environment, TRANS I D: LINK 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 NA bearing at all suppons Mown.Shim or wedge if �,/�] c fabrication,handling,shipment and installation of components necessary. Y\f IR w7; 12131/241.6 8.This design is furnished skied to the limitations set form by 7.Platignhagbe assumes c ted o ne bdoth Is truslse n March 16,201 6 TPW/TEA in SCSI,espies of which elM Na furnished u S.Plates coincide be located on both faces of irusa,and placed so their center non request. lines coincide with joint center linea. MITek LISA,Inc./CompuTrus Software 7.6.7(1L}E 9.Digits indicate size at plate in inches. 10.For bask connector plate design values see ESR-1311,ESR-7888(PITO) This Pacific designLumber preparedandTruss-BC from computer input by LUMBER SPECIFICATIONS 12-01-00 GIRDER SUPPORTING 13-06-00 FROM 5-00-00 TO 12-01-00 IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 1-2=(-2442) 346 1-6=(-384) 1895 6-2=( -149) 1183 2-3=(-1286) 224 6-7=(-381) 1869 2-7=(-1116) 232 WE: 2x4 KDDF STAND; LOADING 3-4=( -206) 228 7-8=(-219) 940 7-3=( -299) 1851 WEBS: 2x4 KDDF STAND; 2x4 KDDF #1&BTR A LL = 25 PSF Ground Snow (Pg) 4-5=( -15) 7 3-8=(-1735) 352 TC UNIF LL( 50.0)+DL( 20.0)= 70.0 PLF 0'- 0.0" TO 12'- 1.0" V 8-4=( -209) 176 TC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 0.0)+DL( 20.0)= 20.0 PLF 0'- 0.0" TO 5'- 0.0" V BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. BC UNIF LL( 143.8)+DL( 135.0)= 278.8 PLF 5'- 0.0" TO 12'- 1.0" V BEARING MAX VERT MAX LOCATIONS REACTIONS REACTIIONS SIZE SQ.IN. (SPECIES)) ADDL: BC CONC LL+DL= 893.0 LBS @ 4'- 0.0" 0'- 0.0" -224/ 1661V -149/ 301H 5.50" 2.66 KDDF ( 625) 12'- 1.0" -388/ 2152V 0/ OH 5.50" 3.44 KDDF ( 625) Single member as shown. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Hangers attached to the bottom chord REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. will have 1.5" max. nail penetration. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. no For hanger specs. - See approved plans AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.024" @ 4'- 3.7" Allowed = 0.372" MAX TL CREEP DEFL = -0.075" @ 4'- 3.7" Allowed = 0.558" 4-05-07 3-08-15 3-06-15 0-03-12 MAX HORIZ. LL DEFL = -0.007" @ 11'- 7.5" f f 1' '',r MAX HORIZ. TL DEFL = 0.014" @ 11'- 7.5" 12 M-1.5x3 8.00 5 -1 Design conforms to main windforce-resisting 9 system and components and cladding criteria. z Wind: 140 mph, h=23.2ft, TCDL=6.0,BCOL=6.0, ASCE 7-10, (All Heights), Enclosed, Cet.2, Exp.B, MWFRS(Dir), load duration factor=l.6, End verticals) are exposed to wind, Truss designed for wind loads M-3x6 in the plane of the truss only. 3 c I N O M-3x5 co m Ail Io l'-'-' .z 6 7 g M-5x10 M-3x8 =M-6x6 M-6x8 y 1110y93# y y k,c\V PRQF�C�tS 4-03-11 3-07-03 4-02-03 y 12-01 ,� NCa � 1N �r� /0� 414 17 4t 8.782PE r' JOB NAME : FRENCH REVIVAL 4 PLEX - HGIRDScale, 0.3102 , '7 WARNING& GENERAL NOTES, unless otherwise noted ,.e OREGON �, • 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 4, , ��"' Truss: HGIRD and Warnings before conetrudien commence. building component.Applicability of design parametero and proper 2.244 compression Nab bracing must be Installed where shown+. incorporationuof component la the rospe ds toy of the allybuilbraced designer. '''tGe9 L'SV 'X b }j 3.Additional temporary bracing to Insure stability during construdlun 2.Design and t tO the top as bottom e,.choler to be laterally braced alby a"I ! 1 _4X� Is the responsibility of the erector.Additional permeant Gracing of T o e.aiM at 10 o c reach as ly unless brocetl Ihroughom Ihalr Iengih I. V continuous sheathing such as plywood Meathing(7C)and/or drywati(BC). PAUL 0. DATE: 3/16/2016 the overall structure Is the rospenlbllty of the building designer. 3.Os Impact bridging or lateral bracing required where shown O s S E K 1812 3 6 9 4.Ne bed should be applied to any component until after all bracing and 4.Installation of truce la the roaponalbaity of the respective contractor. 4• teatoners are complete and at no time should any loads greater than 5.Design assumes treses are to be used in a non-corrosive environment, deal beds be applied to anyrent. and are for"dry condition"of use. TRANS ID: LINK g^ acompo 6.Design assumesfulbearingatalsupportashown.Shim mwedgeI EXPIRES. 1.2/31/2018 5,CampuTrus has no control over and assumes no responsibilityfor iha acesaary. c fabrication,handling,shipment and lnsalletlon of components. 7.Design assumes adequate drainage k provided. JIG .l 16,2��V 8.This design Is furnished subject to the limitatons set forth by 8.Plates shag be bated on both faces of truss,and plead ea their center TPVWfCA In SCSI.cordite of which will be furnished upon request. lines coincide with loint 9.Digits Indicate size of plats nrlushes. MITek USA,Ino.ICompUTruN SaRarare 7.6.7(1L)-E 10.For beak connector plate design values eee ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" SBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 RODE #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR 1-2=1 -6) 133 6-7=(-185) 218 6-2=(-531) 185 WEBS: 2x4 KDDF STAND SPACED 29.0" O.C. 2-3=(-248) 149 7-6=( -53) 71 2-7=( 0) 195 3-9=( 0) 0 7-3=(-105) 138 LOADING 3-5=(-161) 123 7-5=(-151) 219 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 5-8=(-278) 249 TOTAL LOAD = 95.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED LL = 25 PSF Ground Snow (Pg) O'- 0.0" -101/ 518V -97/ 132H 5.50" 0.83 KDDF ( 625) 7'- 3.0" -102/ 326V 0/ OH 5.50" 0.52 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. OVERHANGS: 12.0" 0.0" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP checked for OND. 2: Designnet(-7 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. psf) uplift at 24 "oc spacing. M-1.5x4 or equal at non-structural VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 Vertical members (uon). MAX LL DEFL = -0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" ** For hail MAX LL DEFL = 0.017" @ 2'- 0.0" Allowed = 0.211" ger specs. - See approved p5.41-11 1-03-05 MAX TL CREEP DEFL = -0.016" @ 2'- 0.0" Allowed = 0.317" 1-10-04 3-10-04 A1-06-0$ MAX HORIZ. LL DEFL = 0.001" @ 7'- 1.3" ` MAX HORIZ. TL DEFL = 0.001" @ 7'- 1.3" 2-00 fDesign conforms to main windforce-resisting 4 12 system and components and cladding criteria. Wind: 190 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 V (All Heights), Enclosed, Cat.2r Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 3 M-3x4 r 10000.,11 5 M-3x4 I Icy ro 1 r 0 .-I _ ase rAit M-1.5x3 M-1.5x3 M-3x8 l y y 1-08-08 5-06-08 1 1 y ED PROre s 1-00 7-03 NGIN `r/O �" :9782PE ��' JOB NAME : FRENCH REVIVAL 4 PLEX - J3 ..r .di Scale: 0.2909 WARNINGS: GENERAL NOTES, unless otherwise noted. ,�� 81111, 'M1 Truss: J3 1.Builder and erection contractor should be advised of all General Notes 1.TMs design is based only upon the parameters shown and is for an individual def OREGON N. and Warnings before construction commences. building component.Applicability of design parameters and proper ,(�,a� / �w 41 V (r .,-:_4r 2.2x4 compression web bracing must be Metalled where shown. incorporation of component Is me reaponehtlty of the building designer. 'T4 1. 4 Y ' [ 3,Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chortle to be laterally braced et 'S( la the responsibility of the erector.Additional permanent bracing of 7 o.c.and at 10'o c reepectNey unless braced throughout halt length by .l DATE: 3/16/2016 the overall structure is the responsibility of the building designer. continuous bridging at such as plywood sheathing(TC)and/or tlrywell(BC). • Pq U ^�, SEQ. K1812370 4.Nabad should be applied to any component until after all DAG 3.2x Impact brttlging or lateral bracing required where shown • ng and 4.Inatalatlon of buss Is the responsiblity of the re.onrrae contractor. fasteners are compete and at no time should any beds greeter than 5.Dedat assumes trusses aro to be used In a non-corrosive environment, - TRANS ID: LINK design Pads be applied to any component. anaar.ror tlryanaition^orae.. 5.CompuTrus has no control over and assumes no responsibility forme 8.Gee egµeswmes NII bndnp at al supports shown.Shim or wedge If 1a-� !� (} �j' fabrication.handling.shipment end installation of components. 7.Design assumes adequate drainage la provided. EXPIRES: 12/31/2016 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 March 16,2016 TPIMFFCA In SCSI,copies of which will be tarnished upon request. lines coincide with Joint center lines. MiTek USA,Inc.yCompuTrus Software 7,6.7(1 LSE 9.Digits Indicate size of plate In inches. 10.Far bastc connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cil=1.00 TC: 2x9 KDDF #101310 LOAD DURATION INCREASE = 1.15 1- 2=( 0) 99 2-10=(-289) 1999 10- 3=( 0) 266 14- 7=(-492) 168 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. 2- 3=(-2476) 906 10-11=(-291) 1947 3-11=(-345) 109 7-15=( 0) 301 3- 9=(-2068) 397 12-13=( -4) 20 4-11=(-473) 280 WEBS: 2x9 KDDF STAND LOADING 4- 5=(-2104) 576 13-14=(-235) 1492 12-11=( 0) 98 TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1483) 938 14-15=(-299) 1891 11-13=(-166) 1141 BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 POE 6- 7=(-1990) 405 15- 8=(-292) 1893 11- 5=(-299) 1117 TOTAL LOAD = 45.0 PSF 7- 8=(-2959) 415 13- 5=(-157) 674 OVERHANGS: 16.0" 18.0" 8- 9=( 0) 99 13- 6=(-794) 259 LL = 25 PSF Ground Snow (Pg) 6-14=( -31) 480 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -263/ 1845V -326/ 328H 5.50" 2.95 RODE ( 625) 37'- 0.0" -267/ 1895V 0/ OH 5.50" 2.95 KDDF ( 625) 1COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.011" @ -1'- 6.0" Allowed= 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.106" @ 11'- 3.5" Allowed = 1.203" MAX TL CREEP DEFL = -0.211" @ 11'- 3.5" Allowed= 1.804" 19-05-01 MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.100" 17-06-15 f MAX TL CREEP DEFL = -0.015" @ 38'- 6.0" Allowed = 0.150" 5-11 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 MAX HORIZ. LL DEFY = -0.050" @ 36'- 6.5" ,r fMAX HORIZ. TL DEFL = 0.082" @ 36'- 6.5" 12 12B.00 Fr M-6x8 6.0" Design conforms to main windforce-resisting 5 .1',( system and components and cladding criteria. t0i! Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x9 End vertical(s) are exposed to wind, M-1.5x3 Truss designed for wind loads in the plane of the truss only. M-5x6(S) 111111fillf 5x8(S) 0.25"1. 03 M ,, i6i 'n o 1 10 1 " __T o If I-M-3x6 M-1.5x3 ": '�\ 0 I M-blrc8 15 e o M-3x8 0.254 M-1.5x3 =M-9x4 1 M-1.5x3 M-5x6(S) k y l l 1, l 1 QfrOC 5-09-04 5-07-04 6-02-07 5-09-06 6-07-01 7-00-10 0` V y y 1 „5 .tNGIN Ee,T /0 1-06 11-02-12 25-09-04 1-06 y 37-00 „LI." 89782PE r JOB NAME •. FRENCH REVIVAL 4 PLEX - I1 Scale: 0.1978 ,•. 1/'"41'\. NW WARNINGS: GENERAL NOTES, udess otherwise noted [� �y (� 1.Builder and erection contrador should be edvieed of an General Notes 1.This design Is based only upon the parameters shown and Is bran Individual ,fy. -74,OREGON ON y* "' Truss: Il and Shaming.before construction commences building component.App1cabillty of design parameters and proper +� Y L?e 2.2x4 compression web brodng must be installed where shown e. incorporation of amponaM h the responsibility of the building designer. 'y Gil l.'f Y A kS 3.Additional temporary bracing b Insure stability during construction 2.Design and at 10' .tap and botbm Mores to bs roughly bead al al ! - Is the responsibility f the erector.Additional permanent bracing of Y continuous arld et ee hin such as pZ unless braced throughout their length by .,i: 4 ty o conllnuoue sieathing such as plywood sheathing(TC)andlor tlryweA(BC). � �A UL DATE: 3/16/2016 me overall structure h the roeponslbiKy of the building designer. 3.2<Imp+d bddgiog en lateral bracing required where sheen s o S E K 1812 3 71 4.No bad should be applied to any component until after all brodng end 4.Instelation of truss is the responsibility of the respective contractor. Q• fasteners ere complete and at no time should any bads greater than 5.Design assumes trusses aro Is be used in a non-corrosive environment, design bads be applied to any component. and are Por•dry condition of use TRANS ID: LINK B.Dergnassmeanmbeanngetaewpportssheen.Shimorwedgeit EXPIRES: 12/311 01 5.CampuTma hes no control over and assumes no responsibility for the ie weedy. fabrication,handling,shipment and mralletien of components. 7.Design assumes adequate drainage Is provided. Marchi 16,2016 S.This design is fumlehed eubld to the limitations set forth by B.Plates Wall be located on both faces oftrusa,end pieced so Meir Amer TPVNyfCA in SCSI copies of which coil be furnished upon request. etIditecenter lines. 9.plie nae t.et platsin lnss. MITek USA Inc.ICompuTrus Software 7.6.7(1 L)-E I0.For bode connector plate design values see ESR-1311.ESR-t908(Mask) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=1 0) 89 2-6=1-230) 350 7-6=( 0) 30 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF #1&BTR; 2-3=(-920) 283 7-8=(-175) 265 6-3=( 0) 63 3-9=(-375) 334 3-8=(-262) 172 2x9 KDDF STAND A LOADING 9-5=(-115) 14 8-9=(-326) 360 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.7" LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -51/ 499V -180/ 39011 5.50" 0.72 KDDF ( 625) 7'- 3.0" -203/ 458V 0/ OH 5.50" 0.73 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL ** For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR 10 PSF LIVE LOAD. TOP OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 3-11 4-00-11 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" f f a MAX LL DEFL = -0.038" @ 3'- 9.8" Allowed = 0.211" 5 MAX TL CREEP DEFL = -0.044" @ 3'- 9.8" Allowed = 0.317" MAX LL DEFL = -0.002" @ 7'- 11.7" Allowed = 0.048" M-1.5x3 MAX TL CREEP DEFL = -0.002" @ 7'- 11.7" Allowed = 0.072" MAX HORIZ. LL DEFL = 0.110" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.120" @ 6'- 9.5" 12 Design conforms to main windforce-resisting 12.00 system and components and cladding criteria. Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-3X4 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=l.6, o End vertical(s) are exposed to wind, �y '� Truss designed for wind loads rin the plane of the truss only. 0 Aill 1rn M O L o 0 1 M-3x4 `''�I N M-3319 *8 M-3x5 M-4x6 b l l ), 3-09-09 3-00-09 0-05-08 y1-00, 3-07-08 ,L 4-04-03 y ,\C"� � r FrIs 7-03 0-08-11 .0'co NC7'INEp w`'T / . izt 89782PE -7x' JOB NAME : FRENCH REVIVAL 4 PLEX - J4 / . . Scale: 0.2899 ) ,/ --„ WARNINGS: GENERAL NOTES, unless otherwise noted. p Truss: J4 1.Builder end erection contractor should be advised of al General Notes 1.This design Is based onN upon the parameters shown and Is for an Individual -�' OREGON ryN. and Warnings before construction commences. bullding component.Applicability of design parameters and proper ['i`i 2.254 compression web bradng mug be installed where Moven.. Incorporation of component is the responsibility of the building designer. �� j y: f el, (j� 3.Additions!temporary boning to Insure stability dudng construction •2.Design and the lop est bottom chants to belaterallybraced al ] 5 la the responsibiply of the erector.Additional permanent bracing of T o.c.and at 10'a.c.such unless braced throughout their length by - EStt {cam` DATE: 3/16/2016 the overall structure la the responsibility of the building designer. Imps to sheathing such as wing redquired uir a whereC)and/or dryweA(BC). A U L.. 7.25 Impact bridging or tin oral bradng requlrod .sown.. SEQ.: K 1812 3 7 2 4.No bad should be applbd to any component until after all bracing and 4.Installation of iniac la the responsibility atilt/respective contractor. fasteners are complete and el no time should any bads greeter than 5.Design assumes trusses are to be used In.noncorrosive environment, TRANS ID: LINK design bads be applied to any component. end are ror'dry condition'.of use. S.CompuTroa hes no control over and assumes no reeponsibllity for the 8.Design NA bearing at all supports shown.Shim or hedge if EXPIRES: 12/3112016 fabrication,handling.Oddment and insialb8on of components, ry' 1. .1 C�] .A c 7.Design aseumeloadequat e oth lags to ruser March 1V,G�IV 8.This design Is furnished essubjedatw to the l be talons set forth by B.Plates shag be bated an both/aces of truss,and plead se their center TP WVTCA in SCSI,copies of which nil be furnished upon request. lines coincide with joint center lines. MITek USA,Inc./Com uTrus Software 7.6.7 1 L 5.Digits indicate else of plate in inches. p ( ).E 10.For baste connector plate design values see ESR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cg=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-535) 260 5-6=(-414) 417 5-1=(-892) 324 3-7=(-168) 199 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-588) 310 6-7=(-148) 600 1-6=(-164) 616 7-4=(-112) 666 3-4=(-763) 193 7-8=( -61) 82 6-2=(-128) 208 4-8=(-883) 246 WEBS: 2x4 KDDF STAND; 2x4 KDDF #1&BTR A LOADING 6-3=(-452) 257 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"0C. UON. TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -146/ 1017V -426/ 336H 5.50" 1.63 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) "' For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.017" @ 13'- 9.4" Allowed = 0.667" MAX TL CREEP DEFL = -0.034" @ 13'- 9.4" Allowed = 1.000" 7-01-01 13-09-15 f T MAX HORIZ. LL DEFL = 0.005" @ 20'- 9.2" 7-01-01 6-07-06 7-02-09 MAX HORIZ. TL DEFL = 0.008" @ 20'- 9.2" f f 1' 1' 12 12 HM-4x4 conforms to main windfoxce-resisting 8.00 Q 8.0D system and components and cladding criteria. 4.0" 2 .(-7( Wind: 140 mph, h=26.3ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 41 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, III ,11111 Truss designed for wind loads in the plane of the truss only. 71 M-3x4 3x4 r- , a, M-3x4 I p N III\Ihk. 11111 ....111111111111111- 11 r I o co '-1 1 .-1 0 I a 5+a 6 7 +8 M-1.5x3 M-3x8 0.25" M-1.5x3 M-5x6(S) ,W) PRpFk. l 7-01-01 y 6-09-02 l 7-00-13 y � ' {��AGINE <0� l y 20-11 4 89782PE �� JOB NAME : FRENCH REVIVAL 4 PLEX - I1S • f • Scale: 0.1959 -we WARNINGS:.BoGENERAL NOTES, untespon the parameters '98 OREGON Oe `a I.Builder and erodes contractor should be advised ofd General Notes I.Thla design h based only upon parameters Mown end Is for en individual OREGON W 4l I V Truss: Ii S and Warnings before cenetrudbo eemmenoea. building componentApplicability of design parameters end proper /� z.zs4 comprewon web bracing must be Metalled where shown+, barponnon or component is the responsibility or the building designer. ,t,fi 1,,:: AS `Gi 3.Additional temporary bracing to insure stability duang construction z.Design assumes the top end bosom sonde to ba Iaanlry entad et1;5 �l laths responsibility I the erector.Additional permanent bracing of T c.c.and at 10'sc.reapadNeN unless braced throughout their length by �/�y.a Q apo ty ocontinuous sheathing such as plywood sheatmig(TC)and/or dr/N./ABC). I"'AUL `� DATE: 3/16/2016 the overall stmchae la the reaponslbAny Who building designer. 3.2a Impact badging or lateral bradng required where Mown++ SEQ. : K 1812 3 7 3 4.No load should be applied to any component until after all bradng and 4.Installation erhues la the respendbllty of the respedna contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Inc noncorrosive environment, TRANS ID' LINK design road=be applied to any component. aedgnsware forurycondbaringn*of use. 5.CompnTme has no control over and assumes no responsibility ler the S.Design asoma•NI bearing at a8 supports shown.Shim or wedge If EXPIRES: 12/31/2016 neceaary. fabrication.handling.shipment and installation of components. 7.Design mums adequate drainage is provided. March 16,2016 e.This design N furnished subject to the limitations set forth by 8.Plates shall be bated on both faces Ohm,and placed so their lienar TPVWfCA In SCSI,coplae of which will be furnished upon request. Ines coincide Mth 8 center Innate stye of platentrac. ellin g, MITek USA,Inc./CompuTrus SOftware 7.6.7)1L)-E 10.For basic connector plate design values see EBR-1311.ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 9'- 9.9" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #119TH LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-6=(-211) 320 7-6=( 0) 30 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-502) 417 7-8=(-160) 243 6-3=( 0) 63 WEBS: 2x4 KDDF #110TH; 3-4=(-457) 467 3-8=(-258) 172 2x9 KDDF STAND A; LOADING 4-5=( -94) 70 8-4=(-458) 369 2x4 KDDF STUD B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 POP TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PIF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -47/ 459V -212/ 370H 5.50" 0.73 KDDF ( 625) OVERHANGS: 12.0" 0.0" 6'- 9.5" -214/ 51301 0/ OH 5.50" 0.82 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 9'- 9.9" -68/ 91V 0/ OH 1.50" 0.15 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. "* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. 'COND. 2: Design checked for net(-7 f- 4 (- psf) uplift at 24 "oc spacing. 3-11 5-10-15 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 f f f MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 5 - MAX LL DEFL = -0.044" @ 3'- 9.8" Allowed = 0.211" MAX TL CREEP DEFL = -0.051" @ 3'- 9.8" Allowed = 0.317" MAX HORIZ. LL DEFL = 0.128" @ 6'- 9.5" MAX HORIZ. TL DEFL = 0.140" @ 6'- 9.5" /3x, Design conforms to main windforce-resisting system and components and cladding criteria. 127 Wind: 140 mph, h=25.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) areexposed to wind, Truss designed for wind loads ti in the plane of the truss only. 1 'n 0 I, 0M, rn,o =J1 -, M-33o4 B ee M-4x6 M-3x5 y l ll 3-09-04 3-00-04 0-05-08 CjPRO -4..„i-00 3-07-08 6-o2-07 %k G GINE, y . �RJ 7-03 2-06-15 411 (PROVIDE FULL BEARING;Jts:2,8,5 I -9782 PE ,.. JOB NAME : FRENCH REVIVAL 4 PLEX - J5 7 C G ' Scale: 0.2576 X1 WABalder and RNINGS: O.m:.dLNDTEb, unless tithe ae ntata 9,4,OREGON Truss: J5 7�andgme;.beior contractor ehoadbeadvlse of all General Nota: 1.Thladesign ingsemebesdonly pp/laaonthe pammstersahown and M1branlMlvldu9l (��� and Naming.before construction commences. building component.Applicability of design parameters and proper QNr 2 254 compression web bradng must be Installed where shown a. incorporation of component la the rasponsibXlty of the building designer. .,.�) �} r �1 2.Design assumes me lop and bottom.hobs to be laterally braced at 7�('� 'l y '�J �, > 3.Additional temporary bracing to insure stability during construction T as and.1 10 c.c.reapectNely unless braced throughout their length by �^ ` B the responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywaf(BC). X„'^ t �\ DATE: 3/16/2016 the overall structure Be,.responsibility of the building designer. 3.2x impact bridging or lateral bracing required where shown•o �'1 1+. SEQ.: K 1 8 12 3 7 4 4.No load should be applied to any component until ager all braising and 4.Installation of truss Is the reepensibeity of the reepectNe contractor. fasteners are compete and at no time should any loads greater then 5.Design assumes trusses are to be used Ina non-oorme/aa environment, TRANS ID: LINK deBgn loads be applied to any component. and are for"dry condition"orau. 5.CompuTrue has no control over and.acorea no responsibility for IM 8.Design assumes M I bearing at all supports shown.Shim Sr wedge If EXPIRES: {�e�)rj /r�y� 6 necessary. .I�+ 1G/il1/,GV�� fa:e deem,handling,shipment and Installation of components. 7.Design assumes adequate drainage k provided. March 1 6,201 6 8.This design Is furnished subject to the limitations set forth by B.Plates shaft be boated on both faces of Inres,and placed as their center 7PW/1'CA In SCSI,copies of oa:eh nil be furnished upon request. lines coincide with joint center lines. B.Digits Indicate size of plate in inches, M)Tek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values se ESR-1371.ESR•7 g88(MITak) This design prepared from computer input by Pacific Lumber and Truss-BC I LUMBER SPECIFICATIONS TRUSS SPAN 36'- 9.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2405) 395 1- 9=(-277) 1884 9- 2=( 0) 260 5-13=( -31) 480 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2025) 414 9-10=(-279) 1882 2-10=(-299) 123 13- 6=(-493) 167 WEBS: 2x4 KDDF STAND; 3- 4=(-2062) 589 11-12=( -4) 20 3-10=(-472) 282 6-14=( 0) 301 2x6 KDDF STAND A LOADING 4- 5=(-1464) 435 12-13=(-232) 1476 11-10=( 0) 99 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1921) 401 13-14=(-292) 1876 10-12=(-164) 1129 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2436) 412 14- 7=(-290) 1878 10- 4=(-292) 1083 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 7- 8=( O) 99 12- 4=(-156) 677 12- 5=(-794) 259 OVERHANGS: 0.0" 18.0" LL = 25 PSF Ground Snow (Pg) 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) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 0'- 0.0" -257/ 1653V -317/ 309H 5.50" 2.65 KDDF ( 625) ^* For hanger specs. - See approved plans THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 36'- 9.0" -269/ 1840V 0/ OH 5.50" 2.94 KDDF ( 625) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.100" @ 11'- 0.5" Allowed = 1.194" MAX TL CREEP DEFL = -0.200" @ 11'- 0.5" Allowed = 1.792" MAX LL DEFL = -0.011" @ 38'- 3.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ 38'- 3.0" Allowed = 0.150" 17-03-15 19-05-01 "I/ ,f f MAX HORIZ. LL DEFL = -0.048" @ 36'- 3.5" 5-08 5-05-08 6-00-11 5-07-10 6-08-13 7-02-06 MAX HORIZ. TL DEFL = 0.080" @ 36'- 3.5" f I f I 'I I I 12 12 HM-6X6Design conforms to main windforce-resisting 8.00 Q 8.00 system and components and cladding criteria. 6.0" 4 454' Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, �Iu (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) a exposed to wind, Truss designed forwindloads - sin the plane of the truss only. M-1.5x3 M-5x6(5) M-Sx8(S) 0.25"z 1111111111111111 .25"mO Al r _ r4olipppM-3x4 m 0 1** 9 1 10 O 1 M-5x6 M-1.5x3 N : N 0 1 12 13 14 : p ,I, M-M(8 - M-3x8 0.25" M-1.5x3 =M-4x4 1 0 M-1.5x3 M-sX y y l l ' l l vp PR°F RQp . 5-06-04 5-07-04 6-02-07 5-09-06 6-07-01 7-00-10 ` S 1'"y y : N / 10-11-12 25-09-04 1-06 �", 1, R0 of �� y 36-09 4c 897821E " JOB NAME : FRENCH REVIVAL 4 PLEX - I2 Scale: 0.1456 1,�i!G' ` WARNINGS: GENERAL NOTES, unless otherwise noted V ,('gyp /�K� �� 1.Bulkier and erection contractor should be advised of a8 General Notes 1.This design Is based only upon the parameters shown and Is for an Individual 7 $7 -V f7EG V I M [r Truss: 12 and Warnings before construction commences. building component.Applicability of design parameters and proper I(f �V 2.2a4 compression web bracing mutt be installed where shown*. incorporation of component la the roapanrbp8y of the OulWing designer. '51,, Uq�Y 1 rJ tr 3.Additional temporary bracing to Insure daNlity during construction 2.Design assumes the top end bottom chordate be laterally bead at Is the reeponrbWAty of the erector.Addronal permanent bracing 1 7 o.c.and et 1tl c.c.respectively unless braced throughout cosh length by permaa g o continuous Mesthin,such as plywood sheathing/7C)and/or drywall(BC). Pw A.I I 1 '' DATE: 3/16/2016 the overall structure N the reeponsibey of me building designer. 3.2a Impact bridging or lateral bracing required where Mown*^ �'{V 1•• SE K 1812 3 7 5 4.No load should be applied to any component until after all bracing and 4.installation of truss la the responsibility of the respective contractor. 4• !utensil.are compete and at no time should any load.greater than 5.Design assumes susses are to be used in e non-corrosive environment, ..ren leads be applied to any component. and are for"dry condition.'of use. TRANS ID: LINK 5.CompoTnlshas nocontrol over and as.umesneresponsibiliyfor the 8.Design assumes utibe.ring.t.Awpportseho m.Shlmorwaage 1 EXPIRES: 12/31/2016 fabrkaten.handling,shipment end inralletien of components. 7.Design assumes adequate drainage Ia provided. March 16,2016 8.This design is banished eubJed to the limitations sat forth by 8.Plates shall be boated on both face.of Inns,and placed so their center TPW/TCA In SCSI,copes of which vAA be furnished upon request. Ines coincide vdth Joint center tins. 9.Digits indicate roe of piste In inches. MiTek USA,)nc./CompuTrus Software 7.6.7(1L)-E 10.For bare connector plate design values ase ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 8'- 5.9" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-6=(-220) 328 7-6=( 0) 30 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-429) 353 7-8=(-167) 249 6-3=( 0) 63 WEBS: 2x9 KDDF 91613TR; 3-4=(-389) 905 3-8=(-262) 176 2x9 KDDF STAND A; LOADING 9-5=( -65) 31 8-9=(-922) 353 2x9 KDDF STUD B LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF DL ON BOTTOM CHORD = 10.0 PSF TC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) LL = 25 PSF Ground Snow (Pg) 0'- 0.0" -49/ 957V -192/ 338H 5.50" 0.73 KDDF ( 625) OVERHANGS: 12.0" 0.0" 6'- 9.5" -191/ 965V 0/ OH 5.50" 0.74 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 8'- 5.9" -32/ 27V 0/ OH 1.50" 0.04 KDDF ( 625) REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ** For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. OND. 2: Desi checked for net(-7 I i Design (- psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 3-11 4-06-14 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" '' 'I' 1' MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 5 -! MAX LL DEFL = -0.045" @ 3'- 9.8" Allowed = 0.211" MAX TL CREEP DEFL = -0.053" @ 3'- 9.8" Allowed = 0.317" MAX HORIZ. LL DEFL = 0.132" @ 6'- 9.5" M-1.5x3 MAX HORIZ. TL DEFL = 0.144" @ 6'- 9.5" 9 12 Design conforms to main windforce-resisting system and components land cladding criteria. 12.00 177 Wind: 140 mph, h=24.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3x4 End vertical(s) are exposed to wind, 3 m Truss designed for wind loads in the plane of the truss only. I 0 r.:7'. Al H- ,i MillaSignsmii N o M-3x4 n CV 'MI M-3k4 8** M-4x6 M-3x5 J' 1 ll 3-09-04 3-00-04 0-05-08 h(.� 1-00 J• 3-07-08 y 4-10-06 1, .C' t.)61 r ROx4s y 7-03 1-02-14 }c,• ,t. .9NE `�r0 'PROVIDE FULL BEARING;Jts:2,8,5 I fy� s7 �� JOB NAME : FRENCH REVIVAL 4 PLEX - J6 �^�A Scale: 0.2807 �k•^"'�• •• WARNINGS: GENERAL NOTES, unless otherwise rated' r C.), OREGON Truss: J 6 1.Builder and wadies contractor should be advised of el General Notes 1.This design h based only upon the parameters shown and is for an individual Jx O REG O N N. and Warnings before construction commences. building component.Applkabllly of design parameters and proper IO/` 0 2.Seo compression web bredng moat be Metalled Where shown+ Incorporation of component is the responsibility of the building designer. m.4 Ab (�. 3.Addllenel temporary bracing to Insure stability during construction 2.Design assumes the top end bottom chorda to be laterally braced et ��}! ',J ��` 2'o.c,end at 10 e.c.respectively unless braced throughout their length by /1 t ({�T V Is me responsibility of the erector.Additional permanent bracing of continuous sheathing such as plywood sheathing(TC)and/or drywall(Bc). �A U L.. ` DATE: 3/16/2016 the overall structure MIN re°pondblity of the building designer, 3.2a Impact bridging or lateral bracing required where shown e e SEQ.: K 1812 3 7 6 4.No bad should be applied to any component until after at bracing and 4.Installation of trues Is the responsibility of the respective contractor. fasteners are complete and al no time should any bads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, Il and ere for" condition"of we. TRANS ID: LINK dad g"bads beapplied to any M 6.Design assumes ml bearing et al supports shown.Shim or wedge if EXPIRES: 12/31/2016 5.CompuTrus s no control over and assumes no responsibility for eessry fabrication,handling,shipment and lnrallatian of components. 7.Design assumes adequate drainage le provided. March 16,2016 8.This design la furnished subject to the limitations set forth by 8.Plates shall be located on both laces of buss,and placed eo their center TPI/WIGA In SCSI,sepia,of which wit be fum:ahed upon request. Mae coincide 54th Joint center lines. 9.Digits mdicate size of Oats In inches, MiTek USA,Inc./CompuTrus Software 7.6.7)1L)-E 15,For bads connector plate design values see ESR-1311,ESE-1988(M:Tak) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF 41413TE LOAD DURATION INCREASE = 1.15 1-2=1-18) 66 2-4=10) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 18 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LI( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 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 = 45.0 PSF 0'- 0.0" -62/ 251V -11/ 508 16.00" 0.40 KDDF ( 625) 1'- 3.2" -18/ 36V 0/ OH 1.50" 0.06 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 4.0" -37/ 12V 0/ OH 0.00" 0.00 KDDF ( 625) 8.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND DEC 2012 NOT BEING MET. ICOND. 2: Design checked for net)-7 psf) uplift at 24 "oc spacing. I BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX HORIZ. LL DEFL = -0.000" @ 1'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 3.2" Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads /2rilil ain the plane of the truss only. oo I0f0CW Al Est PROF y 1 coo l 1 04 y �,,<(,.. GENE .p061 it 8 782PE 9c' • JOB NAME : FRENCH REVIVAL 4 PLEX - N1 // e� Scale: 1.0613We' , '� -'"w WARNINGS: GENERAL NOTES, unless otherwise noted. (...4. OREGON l�� _J I.Balder end erection contractor should be advised of at General Notes I.This design N based only upon the parameters shown end Is for an individual "V OR G OI V 5 r�. Truss: N1 end Warnings before conatrudbn commences. building component.Applicability of design parameters and proper //'� v s 2.2a4 compression web brodng must be Installed where shown+. incorporation of component k the responsibility of the building designer. - V Ay ' v1�'* 3.Additional temporary bracing to Insure stability during anstruetbn 2.2 0.0.assumes the top and bottom Morrie to be laterally braced at �/7 'ill+'I f Is the responsibility of the erector.Additional permanent basing of 2'o.c.end at 1 O o.e.reash..ply unless braced throughout their length by A '� 2s Imps us edging or such as plywood sheathing(70)endbr drywat(BC). P DATE: 3/16/2016 the overall atrudare is the responsibility of the building designer. 3.2t Impact bridging or lateral bredng required where shown++ SEQ.: K1812377 4.No load should be applied to any component anal after ell bredng and 4.Installation Design aseum suss the are wb�atyaefirth respective contractor..nt. fasteners are complete and at no lime should any bads greater than destgn bade be applied to any component. and are ler"dr/condition"of use. y �'r p!'� I] /n/'{{p TRANS ID: LINK 5.CompuTrus has no control over and assumes no responsibility ler the 6.Design assumes full bearing at all supports shown.Shim or wedge if EXPIRES. 12/31/20 6 fabdcetlon.handling,shipment and installation of components. 7.Design assumes adequate drainage I.provided. March 16,201 6 8.This design is famished eubJed to the Ibnitstions set forth by 8.Plates shat be boated on both tease of truss,end placed so their center TP WJrCA in BCSI,espies of which will be famished upon request. Anes coincide with Joint center Rine. 9.Digits indicate size of plate in Inches. MiTek USA.IOC./CompuTrus Software 7.6.7(1 L)-E II.For bade connector plate design values see ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS 10-00-00 HIP SETBACK 2-00-00 FROM END WALL IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR 10-00-00 GIRDER SUPPORTING 3-D6-00 1- 2=1-900) 212 1- 6=(-1402) 1779 6- 2=1-187) 556 BC: 2x6 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 (Non-Rep) 2- 3=(-592) 121 6- 7=( -760) 1466 6- 3=(-863) 492 WEBS: 2x9 KDDF STAND 3- 4=(-542) 121 7- 8=( -760) 1466 7- 3=1 0) 178 LOADING 4- 5=(-900) 212 8- 5=(-1402) 1779 3- 8=(-B63) 492 TC LATERAL SUPPORT <= 12"OC. UON. LL = 25 PSF Ground Snow (Pg) B- 9=1-187) 556 BC LATERAL SUPPORT <= 12"OC. UON. TC UNIF LL( 50.0)+DL( 20.01= 70.0 PLF 0'- 0.0" TO 2'- 0.0" V TC UNIF LL( 50.0)+DL( 20.01= 70.0 PLF 2'- 0.0" TO 8'- 0.0" V BEARING MAX VERT MAX HORZ BRG REQUIRED BEG AREA TC UNIF LL( 50.0)+DL( 20.01= 70.0 PLF 8'- 0.0" TO 10'- 0.0" V LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) NOTE: 2x4 BRACING AT 24"OC UON. FOR BC UNIF LL( 0.0)+DL( 20.01= 20.0 PLF 0'- 0.0" TO 10'- 0.0" V 0'- 0.0" -110/ 761V -2000/ 2000H 5.50" 1.22 KDDF ( 625) ALL FLAT TOP CHORD AREAS NOT SHEATHED BC UNIF LL( 18.8)+DL( 15.0)= 33.8 PLF 0'- 0.0" TO 10'- 0.0" V 10'- 0.0" -110/ 761V -2000/ 2000H 5.50" 1.22 KDDF ( 625) TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS 9 2'- 0.0" TC CONC LL( 16.7)+DL( 6.7)= 23.3 LBS @ 8'- 0.0" LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.013" @ 5'- 0.0" Allowed = 0.303" BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP MAX TL CREEP DEFL = -0.024" @ 5'- 0.0" Allowed = 0.459" AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX HORIZ. LL DEFL = -0.008" @ 0'- 5.5" MAX HORIZ. TL DEFL = -0.010" @ 0'- 5.5" 1-11-11 6-00-10 1-11-11 ICOND. 3: 2000.00 LBS SEISMIC LOAD. T 1' '( 1' Design conforms to main indforce-resisting 1-11-11 3-00-05 3-00-05 1-11-11 system and components and cladding criteria. 1 123.30# 1 423.30# 1' Wind: 190 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12 12 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 12.00 load duration factor=1.6, 12.00 End verticals) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-4x6 M-4x6 M-3x8 3 iD . 4t of _ ilL o 0 V �� N 1 1�44 6 7 8 X115 OI o o M-3x4 M-3x4 M-1.5x3 M-3x4 M-3x4 1 1 1 1 1 1-10-04 3-01-12 3-01-12 1-10-04 1 10-00 1 � [} PRpppss `yGINF�c.9 DC7 :9782PE -71-- JOB JOB NAME : FRENCH REVIVAL 4 PLEX - GH1 Scale: 0.9997 ir WARNINGS: GENERAL NOTES, unless otherwise noted: GI OREGON "``) Truss: GH 1 1.Builder and erection contrador Mould be advised of all General Notes 1.This design is based only upon the parameters.hewn and H for an Indlvldual y� and Warnings before construction commences. building component Applicability of design parameters and proper d 2.2x4 compression web bracing must be installed where shown« incorporation of component b the responsibility or the a8ybuilding designer, ,y �,/� �. r V .C}s 3.AtltlttlonaI temporary broclrig to Insure stabllHy tluring conMuctlon 2.Oestgn rad et lU the tap and bottom chords to be laterelty brecetl et -..6. ;J Is the responsibility or the erector.Additional permanent bracing of 2 nese and et f 0 c.c.respectively unless braced throughout their length by DATE: 3/16/2016 me overall structure is the re continuous sheathing such as pywood sheathing(TC)and/or dryweggC). "b -A.U L - eponsibntty of me building designer. 9.2x impact bridging or lateral bracing required where shown i e SEQ.: K 1812 3 7 8 4.No load should be applied to any component until after all brodng and 4.Installation of truss Is the responsibility of the respedle contractor. fasteners are compete and at no time Mould any loads greater than 5.Design assumes levees.are to be used In a non-corrosive environment, TRANS I D: LINK design pada be applied to any component. and areor"dry conditionor use. 5.CompuTrue has no control over end assume.no responsibility for the 8.Dentin assumes fill bearing at all suppose Mown.Shim or wedge If 1, EXPIRES: 12/31/2016 fabrication,handling,shipment end installation of components. 7.Design assumes adequate drainage Is provided. March 16,2016 8.This design is furnished subpd to the limitations set forth by 8.Plates shall be boated on both facet of truce,and placed so Weir center TPIIW1CA In BCSI,copies of which will be furnished upon request. Inas coincide v4th hint center Hnes, 9,Digits indicate size of plate In Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For bans connector piste design values see ESR-1311,ESR-t BBB(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 84 2-5=(-131) 146 3-5=(-210) 189 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-278) 139 WEBS: 2x9 KDDF STAND 3-9=( 0) 0 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 0.0" 0'- 0.0" -81/ 502V -58/ 156H 5.50" 0.80 KDDF ( 625) LL = 25 PEE Ground Snow (Pg) 7'- 3.0" -37/ 209V 0/ OH 5.50" 0.33 KDDF ( 625) ** For hanger specs. - See approved plans LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. MOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10P5F LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = -0.009" @ 2'- 1.5" Allowed = 0.308" 5-11-11 MAX BC PANEL TL DEFL = -0.101" @ 3'- 9.0" Allowed = 0.422" qMAX HORIZ. LL DEFL = -0.001" @ 7'- 0.5" MAX HORIZ. TL DEFL = 0.001" @ 7'- 0.5" Design conforms to main windforce-resisting system and components and cladding criteria. 12 Wind: 190 mph, h=23.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 12.00 17 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-1.5x3 End vertical(s) are exposed to wind, Truss designed for wind loads PROVIDE SUPPORT in the plane of the truss only. \ ti 0 u.0 • M 0 f- 41141111k4“ I J� �� I5 o M-3x4 M-1.5x3 y 1-00 y 7-03 y ���� N N E�`161 CI R rL :9782PE ��'" JOB NAME : FRENCH REVIVAL 4 PLEX - J7 „Jr Scale: 0.4258 GENERAL NOTES, unless dherslse noted C., J h� SIM WARNINGS: 7 OC'1EG.©AI 1.Balder end.radian contractor should be advised of al General Notes 1.This design Is based only upon the parameters shown and Is for an individual 9 V�rll Gil V�N VV„h Truss: J7 and Warnings before construction commences. building component.Applicability of design parameters and proper ,,a) / V 2.2.4 compression web bradng must be instelbd where ahovm*, incorporation of component Is the responsibility of the building designer. 7 C1 A[� A b '� 3,Addftlonal temporary bracing b Insure stability during construction 2 DSNgn assumes the top end bottom chards to be laterally broad at I �l a'7.Y by Is the rosponslbilly of the erector.Additional permanent bracing of 2 aunuowaeht UT g uoch es Plywood sheathing(TC) unless throughout dryyrni RE) PA 1 DATE: 3/16/2016 the overall structure la the responsiblity of the building designer. 3.2.Impact bridging or lateral bracing required where sham** +"'{U ..., SEQ.: K1812379 4.No lead ahsald be applIed Is any component until afar all bradng end 5.4.Danilationooassuftrssussthe esaro awbStyam.oaaspectNe ce ontractor. fasteners aro complete and at no the should any boas greater thanand an forth)/ roses."of use. TRANS I D: LINK design beds be no iledsen b am component.BasunS.Design assumes full bearing at all Supports shown.Shim or wedge s 5.CompuTrua has no control over and assumes no responsibility for the �,a.„,ry. EXPIRES: 12/31/2016 fabdaallon,handing,ehlpment and issielladon of components. 7.Design assumes adequate drainage is provided. March 16,2016 8.This design N furnished subJed to the limitations set forth by 8.Plates shall be looted an both feces of truss,and placed so their center TP6MRCA he SCSI,wpbs of which MI be furnished upon request. Ines coincide with Joint center lines. 9.Digits indicate Me of plate In inches. MiTek USA,Ina/CompuTrus Software 7.6,7)1L)-E 10.Far basic connector plate design values see ESR-1311.ESR-1988(MiTek) This. design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 1'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF p1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-18) 66 2-9=(0) 0 BC: 2x9 ROOF b1&BTR SPACED 29.0" O.C. 2-3=(-56) 18 TC LATERAL SUPPORT <= 12"OC. CON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF 0'- 0.0" -64/ 303V -11/ 49H 3.50" 0.48 KDDF ( 625) 1'- 1.3" -52/ 28V 0/ OH 5.50" 0.04 ROOF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 1'- 4.0" -15/ 33V 0/ OH 1.50" 0.05 KDDF ( 625) 8.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP 'OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = -0.001" @ 0'- 7.6" Allowed = 0.026" MAX BC PANEL TL DEFL = -0.001" @ 0'- 7.6" Allowed = 0.035" MAX HORIZ. LL DEFL = -0.000" @ 1'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 1'- 3.2" -/ Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, ' ,NEnd vertical(s) are exposed to wind, .j Truss designed for wind loads "1 in the plane of the truss only. 0 f r 0 , 1111. -EIMi o f 2 111110,...--""114 4 / M-3x4 y1-00 1-04 y ����d PROpe• 'PROVIDE FULL BEARING;Jts:2,9,3 I f,�`� w\GI,� rh 89782PE �/� JOB NAME : FRENCH REVIVAL 4 PLEX - N2 ,, Scale: 1.0613 p f WARNINGS: GENERAL NOTES, unless otherwise noted, y"� Truss: N 2 1.Balder and erection contractor should be advised of all General Nates 1.This design is based only upon the parameters shown and Is for an individual "9 RE GO N '.•. and WemIngs before construction commences. building component.Applicability of design parameters and proper �,/V VO �"' 2.274 compression web bracing must be installed where shown.. Incorporation mro tlon or component s sponsibgdY of the building designer. 9 &A,5, A J �.. rn ( . 3.Additional temporaU bracing to Insure stability during construction 2 Design assumes the tap and bottom chords to a laterally breatl at 7 "l f j lathe responsibility of the erector.Additional permanent bracing of T en.and at 10'c.o.reach..p y unless braced throughout their length by ` continuous sheathing such as plywood eheething(TC)end/or drywall(BC). PA U t O DATE: 3/16/2016 the overall structure lathe reeponabggy of the building designer. 3.2x Impact bridging or lateral bracing required where Mown v+ �'"1 1.. SEQ. : Vi8 12 3 8 0 4.No load should be applied to any component until eller all bracing and 4.Installation of truss lathe responsibgity of the respective contractor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used Ina non-corrosive environment TRANS ID: LINK design loads be applied to any component. and are ror^dy condition.of use. �/ !� fj(� 5.CompuTrua has no control over and assumes no responsibility for the 8.Design assumes NII bearing al al supports Mown.Shim or wedge If EXPIRES. 12/3.1120 1 6 fabrication,handling,shipment end Installation or components. sessry. T.Designassumesb badequate drainagehfcis rusd. March 16,2016 8.This design n SCSI,copies a td tothe l be farm set forth r 8.pietas coincide delocated an both faces citrus.,and placed so their anter TPWJfCA In wpbs of Mich will las famished upon request. sines colnctde with joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7(10-E B.Digits indicate slag or plate In Inches. p10.For baste connector plate design values see ESR-1311,ESR-7888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 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) 84 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-73) 51 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF 0'- 0.0" -51/ 320V -32/ 99H 5.50" 0.51 KDDF ( 625) 1'- 9.2" -36/ 28V 0/ OH 5.50" 0.09 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -32/ 49V 0/ OH 1.50" 0.08 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(-7 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/360, TL=L/240 MAX LL DEFL = 0.003" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1-11-11MAX TC PANEL LL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.147" f f MAX TC PANEL TL DEFL = -0.002" @ 1'- 2.9" Allowed = 0.220" MAX HORIZ. LL DEFL = 0.000" @ 1'- 10.9" 12 MAX HORIZ. TL DEFL = -0.000" @ l'- 10.9" 12.00 177 Design conforms to main indforce-resisting 3 system and components and cladding criteria. Wind: 140 mph, h=20.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), i'' load duration factor=l.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. I oN M /- o O N O f 4 0 M-3x4 l l 1-00 2-00 'PROVIDE FULL BEARING;Jts:2,9,3 ��. `EO P R OFe 619 a" :9782PE <e JOB NAME : FRENCH REVIVAL 4 PLEX - GJ1 ' .% 1111/Scale: 0.6558 .7v WARNINGS: GENERAL NOTES, Mess otherwise noted. GM / /`r/+y 1.Binder and erection contractor should be edMaed dell General Notes i.This design la based only upon the parameters shown and is for an individual �y -9 OF cG0N h Truss: GJ1 and Warnings before construction commences. building component.Applicability of design parameters end proper ( Z/ rp 1.144 wmpreaaion web bracing must be Installed where shown 4. Incorporation of component Is the rosponstblfty of the building tlealgner. !f�y y: G 3.Additional temporary bracing to Insure stability during construction. 1.S n.n.assumes the top and bottom drordata be laterally braced et ' 'l :] _4 Is the responsibility of me erector.Additional permanent bracing of 7.3.e.and at 17 o c.respectively unless braced throughout their length by V continuous sheathing such as plywood sheathing(TC)and/or drywall(BC). �A.U L %-\ DATE: 3/16/2016 the overall stmdme Is the responsibility of the building designer. 3.20 Impact bridging or lateral bracing required where shown♦♦ 1.• SEQ.: K 1812 3 81 4.Na load should be applied to any component anal after an bracing and 4.4.Design ion of truss ames Is the he are to beility of usedIn creno espectNNe e contractor,ntra fasteners are complete and at no time should any loads greater than ment, entl ere es"dry robes reof tob. TRANS I D: L INKdes gra bade be applied to any component. 8.Design assumes full beadng at ars supports shown.shim or wedge If 5.campuTrua has no control over and assumes no responsibility for the m.-, EXPIRES: 12/31/2016 fabrication.handling,shipment and installation of components. 7.Destgn assumes adequate drainage la provided. March 'I 6,2016 6.This design is furnished subject to the limitations set forth by 8.Plates shall be betted on both faces of hues,and placed so their center TPIIW1OA In SCSI,copies of which will be fumiahed upon request. Ines coincide 0415 bird center line. 9.Digits indicate size of plate in Inches. MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10,For basic connector plate design volume see ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 36'- 6.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1- 2=(-2388) 392 1- 8=(-275) 1857 8- 2=( 0) 260 11- 5=(-775) 255 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2- 3=(-2007) 410 8- 9=(-277) 1855 2- 9=(-300) 124 5-12=( -38) 457 WEBS; 204 RODE STAND; 3- 4=(-2044) 586 10-11=( -3) 20 3- 9=(-472) 282 12- 6=(-453) 181 2x6 KDDF STAND A LOADING 4- 5=(-1447) 437 11-12=(-229) 1451 10- 9=( 0) 99 6-13=( 0) 294 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-1889) 410 12-13=(-282) 1808 9-11=(-162) 1103 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-2378) 403 13- 7=(-280) 1810 9- 4=(-304) 1078 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 11- 4=(-153) 661 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA ** Fox hanger specs. - See approved plans LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -256/ 1643V -297/ 300H 5.50" 2.63 KDDF ( 625) LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. 36'- 6.0" -255/ 1642V 0/ OH 5.50" 2.63 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. OND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.098" @ 11'- 0.5" Allowed= 1.186" MAX TL CREEP DEFL = -0.196" @ 11'- 0.5" Allowed = 1.779" MAX HORIZ. LL DEFL = -0.047" @ 36'- 0.5" 17-03-15 19-02-01 MAX HORIZ. TL DEFL = 0.078" @ 36'- 0.5" f 1 T 5-08 5-05-08 6-00-11 5-07-10 6-08-13 6-11-06 T f f f f / ,- Design conforms to main windforce-resisting 12 12 system and components and cladding criteria. 8.00 s ))M-6x6 Q 8 00 Wind: 140 mph, h=26.9ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 6.0" (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ,F-.,f load duration factor=1.6, wk\ End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. M-1.5x3 M-3x4 3 M-Sx6(S) M-5x6(5) 0.25" 2 0.25" e+, y4 rm o Al I '0. o of1*M-5x6 M-105x3 N 9 -T __111111111111111111111111111.116:-4x6 of 0 11 12 13 **7 M- x8 M-3x8 0.25" M-1.5x3 o M-1.5x3 M-5x6(0) 1 1 1' 1 1 1 y wp PR OpF , y 5-06-0410-11-125-07-09 y 6-02-07 5-09-06 25-06-046-07-01 6-09-10 y `� `c'N > J• 36-06 y :97$2PE �c JOB NAME : FRENCH REVIVAL 4 PLEX - I3 ' �. Scale: 0.1508 Ir. ' MIWARNINGS: GENERAL NOTES, unless dherwlse noted (,r � � N Truss: 13 1.Builder and erection contractor should be advised 01511 General Notes 1.This design is based only upon the parameters shown and is for an individual -elf s and Warnings before construction commences. building component.Applicability of design parameters end proper le f yid 2.254 compression web bracing must be Installed where shown 0. incorporation of component Is Me rospondo to of the building designer. .,,e'J j j,^ir- � r V �; 3.Additional temporary bradng to Insure stability during construction 2 Design andallassumes the lop end Sodom chaste to be laterally bread at 7 'l J Ie the responsibility of the seeder.Additional permanent bracing of 2'Inn. el 19 oA.reepsdlvely unless braced throughout their length by coMlnuous sheeting such es plywood sheathing(TC)and/or drywall(BC). PA U t �1 DATE: 3/16/2016 the overall structure Is the respona@Alty of the building designer. 3.2x Impact bridging or lateral bredng required where Mown 5 5 l'1 4J L SEQ.: K 1812 3 8 2 4.No load should be applied to any component until ager all bearing and 4.Installation of truss is the responsibility of the respective nomrador. 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, deal hada be led to an M. and are for'dry condition-of use. TRANS ID: LINK c" n y�dae. 6.Design assumes full bearing at a8 supports shown.Shim or wedge if 5.compuTraa has no control over and assumes no responsklllty for the necessary. EXPIRES: 12/31/2016 fabrication,handing.shipment and installation ofcomponents. 7.Design assumes adeatedraeisprovided. March 16,2016 6.This design b furnished subject to the limitations set forth by 8.Plates shall be locateddfoo on both faces of Imo,and placed so their center TP6WTCA In SCSI,copies of which 0411 be furnished upon request. lines coincide with joint center line. MITek USA,Inc./Com uTrus Software 7.6.7 1 L E 9.Digits Indicate size of plate in Inches. P ( )- 10.For bask connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 3.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 RODE #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 89 2-5=(-138) 189 3-5=(-476) 980 BC: 2x9 KDDF #14BTR SPACED 24.0" O.C. 2-3=(-463) 429 WEBS: 2x4 KDDF #16BTR 3-9=(-110) 19 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 12.0" 8.1" 0'- 0.0" -53/ 461V -170/ 318H 5.50" 0.79 KDDF ( 625) LL = 25 PIE Ground Snow (Pg) 7'- 3.0" -196/ 984V 0/ OH 5.50" 0.77 KDDF ( 625) +* For hanger specs. - See approved plans BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. IC OND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" 7-11-02 MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 1' 1' MAX LL DEFL = -0.001" @ 7'- 11.1" Allowed = 0.045" 4 -I MAX TL CREEP DEFL = -0.002" @ 7'- 11.1" Allowed = 0.068" MAX TC PANEL LL DEFL = 0.586" @ 3'- 4.3" Allowed = 0.613" MAX TC PANEL TL DEFL = -0.600" @ 3'- 8.2" Allowed = 0.919" M-1.5x3 MAX HORIZ. LL DEFL = 0.002" @ 6'- 11.2" MAX HORIZ. TL DEFL = 0.002" @ 6'- 11.2" f Design conforms to main windforce-resisting 12 system and components and cladding criteria. 12.00 [ Wind: 140 mph, h=24.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads 'O in the plane of the truss only. 0 0 co on 0 I I = 5 0 1 M-3x4 M-1.5x3 cLp PRQi y 1-00 l 7-03 0-08 o �c�� INE 897821E <" .. • JOB NAME : FRENCH REVIVAL 4 PLEX - J8 Scale: 0.3714 �• '• 1. WARNINGS: GENERAL NOTES, miles.otherwise noted Ea" 4, 1.Builder and erection contractor should be advised of all General Notes 1.This design Is based anh upon the parameters shown and Is for an individual 9,1,,GREG ON n'' Q,,.. Truss: J8 and Waning.before consirudion commences. building component.Applicability of design parameter.and proper /�jfC / t1 Z.2a4 camprossion web bracing mutt M installed Whore shown 4. Incorporation of camponeh Is the responsibility of the building designer. "1 VAr`-;AG . 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the top and bottom chorda la be laterally braced et 7 'l Y J la the responsibility of the arador.Additional permanent bating of Z o.c.and aile o c.respectively unless braced throughout Meir length by sloe pemane continuous sheathing such as plywood Meet where and/or drywall(BC). f A 1 11 �., DATE: 3/16/2016 the overall structure h the responsibility of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ A U L SEQ.: K1812383 4.No load should be applied to any component until after all bracing and 4.Installationmw ssissths �wbllty used f.�onpecthec oshe ntractor. fasteners are complete and at no time should ery loads greater men end eta esfar"dry Misses re tuse. TRANS I D: LINK destgn beds be applied to any component. 6.Design assumes NI beadrg at al supports Mown.Shim or wedge If 5.CompuTM has no control over and assumes no responsibility forme n,a..eary, .l r�EXPIRES:.I : 12/31/2016 fabrication,handling,shipment end installation of components. 7.ledge assumes adequate drainage is provided. M arCI l,,I 1 6,20 1 6 6.This design h furnished sub)ed to the limitations set forth by B.Plates shall be located on both faces of truss,and placed so their center TPINvlCA In SCSI,copies of which coil be famished upon request. Anes coincide with loin center line. 9.Dight Indicate she of plate in Inches. MITek USA,IRC./CompuTrus Software 7.6.7(1L)-E 10.Far beak connector plate design values see ESR-1311,658-1888(MIT.k) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 204 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1- 2=( 0) 99 10-11=(-265) 1725 2-10=1 -399) 220 BC: 2x9 KDDF #1&BTR SPACED 29.0" O.C. WEBS: 2x4 KDDF STAND; 2- 3=( -78) 181 11-12=(-229) 1626 10- 3=(-2089) 381 3- 4=1-1934) 900 12-13=(-259) 1605 3-11=1 -106) 158 2x9 DF STAND A LOADING 4- 5=(-1536) 931 13- 8=(-323) 1889 11- 4=( -16) 390 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=1-1543) 425 4-12=1 -616) 244 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD= 10.0 PSF 6- 7=(-2237) 424 12- 5=( -301) 1267 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF 7- 8=(-2442) 451 12- 6=( -766) 275 8- 9=( 0) 99 6-13=1 -45) 593 OVERHANGS: 18.0" 18.0" LL = 25 PSF Ground Snow (Pg) 13- 7=( -287) 205 BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA LIVE LOAD AT LOCATION(S) SPECIFIED BY IBC 2012. LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. 0'- 0.0" -258/ 1836V -363/ 338H 5.50" 2.94 KDDF ( 625) 37'- 0.0" -260/ 1854V 0/ OH 5.50" 2.97 KDDF ( 625) 'COND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.009" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.011" @ -1'- 6.0" Allowed = 0.150" MAX LL DEFL = 0.099" @ 24'- 0.3" Allowed = 1.203" MAX TL CREEP DEFL = -0.195" @ 17'- 6.9" Allowed = 1.804" MAX LL DEFL = -0.011" @ 38'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ 38'- 6.0" Allowed = 0.150" 17-06-15 19-05-01 f MAX HORIZ. LL DEFL = 0.097" @ 36'- 6.5" 5-08-14 5-11-12 5-10-05 6-04-07 6-04-07 / 6-08-03 ` MAX HORIZ. TL DEFL = 0.078" @ 36'- 6.5" 1' . f f f I 12 12 8.00 M-4x6 Design conforms to main windforce-resisting Q 8.00 system and components and cladding criteria. 4.0" 5 'f^ Wind: 190 mph, h=25.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, gin\ 0 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), M-5x6(5) load duration factor=1.6, M-S2x6(S) End vertical(s) are exposed to wind, Truss designed for wind loads .25" in the plane of the truss only. et qe M-3x4 3 Aillillpp,M-1.5x3 // ilLik M-1.5x3 z 1 1 i m . o1D M-3x8 M-3x4 0^ 1-3.25" M-3x4 M-3x6'`\ o plat M-5x8(5) o �r¢ V P7�E/!'LC h� y y y . l .. LSV 9-02-01 8-04-14 9-11-04 9-05-13 �5 V 'p� '�•;r f�1, 1-06y 37-00 1-06y 'ZC :9782PE 29r0 JOB NAME : FRENCH REVIVAL 4 PLEX - I4 • ,. Scale: 0.1468 I. III WABaUdOB: GENERAL design is unlessy on the be noted' "7 •/E GO N ' Truss: I 4 e,oi it and s befonre contractor snood be advised of al General Nates This co p hued ppl upon the p spar shown and Is op an individual " d and Warnings Debra construction commences. building component.AppllcebllAy of design parameters east proper (� 2.2x4 comprouion web bracing must be Installed where shown a, Incorporation of component is the responsibility of the building designer. �, !lA Y 1 b (.v � 3.Addfional temporary bracing to insure etebilty during construction 2.Design saunase n.top end bottom drones b be laterally braced at Is the roaponslbiby of the erector.Additional permanent bracing of 2 cc and et to'o e reapectNery unless braced throughout their langur by DATE: 3/16/2016 the overall Osmium b the recontinuous sheathing such as plywood sheathing(TC)and/or dryweg(BC). APUL Q sponsibgdy of the building designer. 3.2s Impact bridging or lateral braeing required where shown a r. `` SEQ.: Ki8 12 3 8 4 4.No load should be applied to any component until after all bracing and 4.Installation of Wes is the responsibility of the respectte contractor. fasteners are complete and at no time should any bade greater then 5.Design assumes tonna are to be used in a non-corrosive environment, TRANS ID: LINK de sign bads be applied to any component. end are for-dry condAlon"51 use. 5.CompuTrushas nocontrol over and assumes noresponsibilityfor the B.Destinassumes funbusingataAsupportaNnawm.smmerwedgea EXPIRES:. 12/3112016. febdadon,handling,shipment end installation of components, nrocesury. 7.Design mumsbated oneothl teas is provided,and March 16,2016 6.This design is furnished shipment pment n the limitations set forth by 8.Plates shag be atedq atn both face of Wu,and placed so their center TP WATCA m BCSI,copies of which WA be furnished upon request. lines coincide with Joint anter line. MiTek USA,Inc./Com uTrus Software 7.fi.7 1L E 9.Digits Indicts size of plate in orches. P ( )- W.For bait connector plate design values sue 658-1311,6012-1988 Wok) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 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) 89 2-4=(0) 0 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-115) 98 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF 0'- 0.0" -38/ 393V -61/ 161H 5.50" 0.55 KDDF ( 625) 1'- 9.2" -16/ 69V 0/ OH 5.50" 0.11 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 11.7" -80/ 117V 0/ OH 1.50" 0.19 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(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX BC PANEL LL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.059" g -I MAX BC PANEL TL DEFL = 0.003" @ 1'- 0.1" Allowed = 0.072" MAX HORIZ. LL DEFL = -0.001" @ 3'- 10.9" pri 12 '' MAX HORIZ. TL DEFL = -0.001" @ 3'- 10.9" 12.00 177 PA Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=21.2ft, TCDL=6.0,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, c Truss designed for wind loads I in the plane of the truss only. 0 O N M-3x9 1 1 y l l 1-00 2-00 1-11-11 oFe(PROVIDE FULL BEARING;Jts:2,4,3 I �ci• E1/g�s/ '. :9782PE c" JOB NAME : FRENCH REVIVAL 4 PLEX - GJ2 -+ Scale: 0.5669 .;� NM WARNINGS: GENERAL NOTES, unless otherwise noted. V.�} / '-- Truss: 40 1.Bulderanderection contractor should beadvised ofalGeneral Notes 1.This pCamso aet.only yu olnithe of parameters parameteand is for rs and Individual 7A-OREGON �'� Truss: GJ2 and Wamings before construdion commence. 'YG f+' j T 2.2a4 tempreHon web bracing must be Installed Where shown+. Incorporation of component Is the respond:My of the building tlealgner. +' [!y .{6'S t, 3.AdWionel temporary bracing to Insure stability during canstrunt: 2 Design assumes the top end bottom d,ordele be laterally braced al `7 f -I is the reaponsibily of the erector.Additional permanent bracing of 7 o.c.and 8119 c.c.conk as sly unless braced throughout their length by �1? continuous sheathing such as plywood sheathing(TC)and/or drywal(BC). PA 1'1 ``" DATE: 3/16/2016 the overall structure is the responsibility of the building designer. 3.2a Impact bridging or Lterel bracing required where shown 5 5 V w. SEQ.: K 1812 3 8 5 4.No toed should be applied to any component until after all bracing and 4.Installation of suss Is the responsibility of respect.comredor. fasteners are complete and at no time should any loads greater than 5.Design assumes trusses are to be used in a non-correste envinnmem TRANS ID• LINK design bads be applied to any component. end are forware Salbearingalalsupportsshown Shier wedge if EXPIRES:. 12/31/2016 necessary. fabrication.handling,shipment and Retaliation of compohems. 7.Design assumes adequate drainage Is provided. March 16,2016 B.This design is furnished subject to the limitations set forth by 8.Plates shall be heated on both faces of toss,and placed so their center TPIMWTCA in SCSI.copies or which WI be furnished upon request. Anes coincide with joint center Imes. 9.Digits indicate sin of plate in Inches. MITek USA Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector piste deeign values we ESR-1311.ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 37'- 0.0" k/ND. 2: Design checked for net(-7 psf) pacing. uplift at 24 '•oc s TC: 2x9 DF 2900F; LOAD DURATION INCREASE = 1.15 2x9 KDDF #16BTR T3, T4 SPACED 29.0" O.C. 'COND. 3: 150.00 PLF SEISMIC LOAD. BC: 2x9 KDDF #100TR 1' Design conforms to main windforce-resisting WEBS: 2x9 KDDF STAND LOADING LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF system and components and cladding criteria. TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 95.0 PSF Wind: 190 mph, h=25.7ft, TCDL=6.0,BCDL=6.0, ASCE 7-50, (All Heights), Enclosed, Cat.2, Exp.B, MFRS(Dir), LL = 25 PSF Ground Snow (Pg) load duration factor=1.6, End verticals) are exposed to wind, M-1.5x9 or equal at non-structural LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL Truss designed for wind loads vertical members (uon). REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. in the plane of the truss only. BOTTOM CHORD CHECKED FOR IOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. Note:Truss design requires continuous bearing wall for entire span UON. 17-06-15 19-05-01 T 1' 8-04-08 9-02-07 5-10-01 6-00 7-07 T T 4 I 4 i' 12 8.00 IIM-4x4 12 Q B.oO 9.0" 9 ,y-,f N4 M-3x5 k Ml8HS-5x16(5) ,,,. 0.25" 40111 Q M-5x8(5) ,25" M-4x8 ihNol... ,2,40:1111111111111111 Ali ii ..,_ 0 ,..., tili....„.,,A. h. g x 17.25" 13,,,, z,11„,. o 1,4-4x1010 M-3x6 M-1.5x3o 1 M-5x6 M-5x8(5) M-9x6 J' 4 PRQ F y 8-01 y 9-05-15 y 6-01-09 >L 5-10-09 y 7-05-04c.y .�`GIN t,/O.. 1-06 37-00 ..: 89782PE 9<' JOB NAME : FRENCH REVIVAL 4 PLEX — IFW . Scale: 0.1978 ', NW WARNINGS: GENERAL NOTES, unless otherwise noted `,,,1 .. Truss: IFW Bulkier and erection contractor Mould be advised of all General Notes This design Ie based only upon he parameters shown and is for anIx individual 9 11,6, rt,,('' and Warnings before construction commences, building component.Applicability of design parameters and proper 7- 1d4� 2 2x4 compression web bradng must be Installed where shown�, Incorporation of component k the roaponsibp0y of the building designer. 3.Additional temporary bracing to Insure stability during construction 2 Design assumes the top and bottom chortle to be laterally braced at .1� 'qA ll Ab la IM responsibility of the erector.Additional permanent bracing of 2 o.c.end at UT o c,respectively unless braced throughout their length by �+` ! DATE: 3/16/2016 the overall structure is the responsibility continuous sheathing such as plywood sheathing(TC)and/or drywaA(8C "1. PA u L Q. aponsibANy of the building designer. 3.2x Impact bridging or lateral bracing required where shown++ ) T 4 SEQ.: K 1812 3 8 6 4.No lead should be applied to any component until after all bracing and 4.Installation of truss Is the responsibility of the respedhe contractor. Intends are complete and at no time should any mads greater than 5.Design assumes trusses are to be used in a non-corrosive environment, TRANS ID: LINK design loads beapplied toany component. and are for"dry condition"of use. 5.CompuTrvs hes no control over and assumes no responsibility for the 8.',pp..�aasumes full hearing at a0 supports Macon.Shim or wedge If EXPIRES: (R `` � /20 fabrication,hendling,shipment and Installation of components, 7. ',pp..., I, .I�+ .I�+ s\'�' B.This design is furnished eubded to the limitations set forth by 8.Plates nshall be Nated onassumes eboth lfaces nage iof busis,eand placed so thele center d. March I I V,2�I V TPVN/TCA In BCSI,copies of which will be famished upon request. Anes coincide with joint center lines. MiTek USA,Inc./CompuTrus SORw2re 7.6.7(1 L}E 9.Digits Indicate size o!plate in inches. 10.For bask connector plate design values me ESR-1311,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 7'- 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 2-5=(-186) 176 3-5=(-210) 222 BC: 2x4 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-235)5) 229 9 WEBS: 2x4 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BC LATERAL SUPPORT 0= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TOTAL LOAD = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) 0'- 0.0" -117/ 435V -45/ 126H 5.50" 0.70 KDDF ( 625) OVERHANGS: 12.0" 0.0" LL = 25 PSF Ground Snow (Pg) 7'- 3.0" -17/ 139V 0/ OH 5.50" 0.22 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL *0 For hanger specs. - See approved plans REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" 3-11-11 MAX TC PANEL LL DEFL = 0.007" @ 1'- 4.0" Allowed = 0.226" MAX BC PANEL TL DEFL = -0.095" @ 3'- 8.6" Allowed = 0.415" 4 MAX HORR. LL DEFL = -0.002" @ 6'- 11.6" MAX HORIZ. TL DEFL = -0.002" @ 6'- 11.6" 12 12.00 177 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 3 Wind: 140 mph, h=22.4ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), ~'�'14N04 load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. c oI ocn f A .* 5 o M-3x4 M-1.5x3 1 l y 1-00 7-03 � �O P-1:4;6?( Q FSCS' S9782PE r- . JOB NAME : FRENCH REVIVAL 4 PLEX - J9 • Scale: 0.5518 WARNINGS: GENERAL NOTES, unless otherwise noted A.7A.OREGON (�i T4) 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 7 OR �r Or`e Truss: J9 and Warnings before constmctlon commences. building component.Applicability of design parameters and proper f,. 2.2a4 ampresalon web bradng mud be Installed where shown*. Design assuincorporatiomes of component Is the m chords dstfty or the building ed at 1 G.4 i v A 5 3.Additional temporary bracing to inane stability during construction Z Design and at 19 the top and bottom unless bto be throughout bracedaby ta'1 ! f is the reeponMdtlly of the erector.Additional permanent bracing of T continuous and et ea hino.crsuch a ply unless bread throughout their length), continuo.aeamirp such as plywood snpming(Tc)and/or drywal(BC). � �A..�� L`� DATE: 3/16/2016 the overall structure is the responrbEty or the bidding designer, 3.2a Impact bridging or lateral bradng required where shown« 4.No wad should be applied to any component until after all bracing end 4.Installation of truss Is the responsibility of the respedte contractor. SEQ.: K1812 3 8 7 Wenn are complete and at no time should any loads greeter than 5.Design assumes trusses are to be Used in e non-connive environment, design wads be applied to any component. end are for"dry condhwn^or use. y { �s 12/3112016 ty ry a JY]�'{{mss TRANS I D: LINK wresponsibility 6.Design s mes ful bearing at ail supporta shown.Shim or wedge if EXPIRES. 2/3 1120 I L 5.Com Trus hes no control over and assumes no for neaps febdatwn,handling,shipment and installation of components. 7.Design assumes adequate drainage is provided. March 16,20.t 16 6.This design is Nmlehed subject to the limitations act forth by 8.Plates shall be orated on both faces of truss,end placed w their anter TPW/TCA h,SCSI,copies of which v611 be Nmistred upon request. line9.DigitsIndicde size of plate twith Ion erinches. . MITek USA,Inc./CompuTrus Software 7.6.7(1L)-E 10.For basic connector plate design values sea ESR-1311,ESR-1888(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 20'- 11.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 BC: 2x4 KDDF #15BTR 1- 3=(-490) 313 9- 9=(-390) 482 8- 1=(-300) 461 17- 2=1-890) 659 WEBS: 2x4 KDDF STAND; SPACED 24.0" O.C. 2- 3=( 0) 0 9-10=(-151) 471 1- 9=(-300) 627 7-12=(-890) 327 2x4 KDDF #16BTR A 2- 5=(-437) 395 10-11=(-215) 580 9- 2=( -72) 105 LOADING 4- 5=( 0) 0 11-12=( -61) 81 9- 5=(-384) 283 LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF 5- 6=(-597) 412 5-10=(-142) 391 TC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 6- 7=(-746) 262 10- 6=(-383) 237 BC LATERAL SUPPORT <= 12"OC. UON. TOTAL LOAD = 45.0 PSF 6-11=(-199) 199 LL = 25 PSF Ground Snow (Pg) BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA NOTE: 2x9 BRACING AT 29"OC UON. FOR LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) ALL FLAT TOP CHORD AREAS NOT SHEATHED BOTTOM CHORD CHECKED FOR A 20 PSF LIMITED STORAGE 0'- 0.0" -146/ 987V -409/ 320H 5.50" 1.58 KDDF ( 625) LIVE LOAD AT LOCATIONS) SPECIFIED BY IBC 2012. 20'- 11.0" -146/ 941V 0/ OH 5.50" 1.51 KDDF ( 625) THE BOTTOM CHORD DEAD LOAD IS A MINIMUM OF 10 PSF. *' For hanger specs. - See approved plans 0-0900501 ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing./ 6-11-01 -04f-01 13-07-15 VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.021" @ 8'- 3.9" Allowed = 0.667" +�f ,r MAX TC PANEL TL DEFL = 0.067" @ 3'- 2.1" Allowed = 0.659" 6-01-12 0-09-05 6-03-09 6-07-01 1' 1' 1' 1' 'f 1' MAX HORIZ. LL DEFL = 0.005" @ 20'- 9.2" 12 \ 12 MAX HORIZ. TL DEFL = 0.008" @ 20'- 9.2" 8 00 M-4x6 34 M-6x6 Q 8.00 24114, 4C=A� Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=26.2ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, M-3X9 Truss designed for wind loads 110•1, 1 M-3X4 in the plane of the truss only. /- 6 i ti r A M-3x4 o 1 . N I 0 I V se r'1 -, 8 eR11 "12 M-1.5x3 M-3x8 10.25" M-3x4 M-1.5x3 M-5x6(5) y y 1. 1 y tip PRpre6cS' 6-00 2-03-15 6-03-09 6-03-09 y *)",4 'i? /� 1 Vit ,q, 20-11 4 "� . :9782PE r JOB NAME : FRENCH REVIVAL 4 PLEX - IH1 ,,, "''r Bcale: 0.2031 r/ WARNINGS: GENERAL NOTES, unless otherwise noted ` !,) Truss: IH1 1.Builder and erection contractor should be advised or all General Notes 1.This design is based only upon the parameters shown and is for an Individual "'9r OREGON Ye. and Warnings before construction commences. building component.Applicabllily of design parameters and proper yyP 4 N`'' 2.2x4 compression web bracing must be installed where shown I: incorporation of component is the rasponstbAay of the building designer. 1'41 ' 4 P y IA S ,.�(,,,C4*` 3.Addition.' bracing to insure stability during conehuctPn 2.Destgn assumes the top and bottom chords M be Iota gha braced at 7^/++v Is the responsibility of the erector.Additional permanent bracing of 1 ac.and at 70'a.c.such 55 sty unless braced throughout melt length by ! �y 13 DATE: 3/16/2016 me overall structure is me responsibility continuous sheathing such as pywootl sheathing(TC)and/or drywagBC). !"j� Spon ity of the building designer. 3,2a Impact bridging or lateral bracing required where shown a ea +"1 SEQ.: K 1812 3 8 9 4.No load should be applied to any component until after all bracing and 4.Installation of truss P the responsibility of the respective contractor. fasteners are complete and at no time should any bads greater than 5.Design assumes Busses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. end are for"dry condition"of use. 5.CompuTrue has no control over and assumes no responsibility for the 6.Dee gran assumes NII bearing at SI supports shown.Shim or wedge if � �' `. 12/31/2016 fabrication,handling,shipment end installation of components. rysal` 7.Designassumesbeeaadequate bathtage ts at hussad. r March 16,2016 8.This design Is furnished eubfed to me Ilmllallona set forth by 8.Plates shall be Posted on bora taus of truss,end placed so melt center TPINJTCA in SCSI,copies of which III be furnished upon request. Ines coincide with Joint center lines. MITek USA,Inc./Com uTrus Sollware 7.6.7 1 L E 9.Digits Indicate size of plate In troches. p ( )- 10.Far basic connector plate design valuer/see ESR-1311,ESR/1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-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) 56 2-5=(-38) 52 3-5=(-202) 133 BC: 2x4 KDDF #160TR SPACED 24.0" O.C. 2-3=(-83) 69 WEBS: 2x9 KDDF STAND 3-4=( -7) 3 ZOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -68/ 500V -23/ 74H 5.50" 0.80 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -40/ 261V 0/ OH 5.50" 0.92 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL M-1.5x4 or equal at non-structural REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. vertical members (uon). o �oND. 2: Design checked for net(-7 psf) uplift at 29 c spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX TC PANEL LL DEFL = 0.070" @ 3'- 0.6" Allowed = 0.332" MAX TC PANEL TL DEFL = -0.098" @ 3'- 0.6" Allowed = 0.498" 5-08-04 0-03-12 ,r 1 '1 MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 9.00 Design conforms to main windforce-resisting M-1.5x3 system and components and cladding criteria. 4 Wind: 140 mph, h=15ft, TCDL=6.O,BCDL=6,0, ASCE 7-10, ••••••101. M-3X5 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, 1000 (11 Truss designed for wind loads in the plane of the truss only. M-1.5x4 N Orhu;;:oddlreleii's:MU:':;;I:7:::; ::4fare::::: 9x2 outlooice rs. 2x9let-ins0fe smnd grade as structural topM-3X5N t fit at each enoflet-in.Ln 00 I i cut with care and are permissible at inlet board areas only. ti rn2 ►�5 o 1 1 M-3x4 M-1.5x3 5-08-04 0-03-12 1• l 1 1-06 6-00 :9782PE <' JOB NAME : FRENCH REVIVAL 4 PLEX - L1 • •�►'' Scale: 0.5809 WARNINGS: GENERAL NOTES, unless otMrwlea noted 7� S/EG�(�I 1.Budder and erection contractor should be advised of all General Notes 1.This design Is based only upon the parameters shown and Is for an Individual -y OI V a Truss: Ll and Warning.before construction commences. building component.Appllsblldy of design parameters end proper /. n9) • 2.2a4 compraulon web bradng must be installed where shover.. Incorporation of component is the rosponsiblldy of the building designer. -'�j ARY 15 3.Additional temporary bredng to Mauve stability during conshuction 2 2'a s.assumes the top and bottom chords to be laterally bread at lathe responsibility of the erector.Additional rat bracing of 2'o.c.end al l O o.c.r.ah cc sly unless braced throughout their length by germane continuous sheathing such as plywood sheathing(TC)endlor dryvnd(BC). ir PA,-AUL {e DATE: 3/16/2016 the overall endure la the responsibility of the building designer. 3.2s Impact bridging or lateral bradng required where shown.. V 4.No load should be applied to any component until after a8 bradng and 4.Installation of truss I.the rospen6blity of the respectNe centredor, SEQ.: K 1812 3 9 0 fasteners ere complete and at no time should any loads greater then 5.Design assumes hones are robe used In a nen-corrosNe environment, and era far"dry condition"of use. TRANS I D• LINK design loads be applied to any component. 5.CumpuTrus hes no control over ash assumes no responsibility for the 6.Design�aewmes Nd bearing et al supporta shown.Shim or wedge If EXPIRES: 12/31/2016 fabrication,handling,shipment and Installation of components. ry ,.Pe4gnassumesadedonaothifacele truss, March 16,2016 S.This design Is furnished subled to the limitations set robe by S.Platen atoll be rooted on both leas of trot&and placed so their center TPLNvrCA in SCSI,copies of which cold be furnished upon request. line caindde with Joint center linea. 9.Digits Indicate size of plate In Inches. MITek USA,Inc./CompuTtus Software 7.6.7(1L)-E 19.For basic connector plate design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 6'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #1SHTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-38) 52 3-5=(-202) 133 BC: 2x4 ROOF #1&BTR SPACED 24.0" O.C. WEBS: 2x9 BODE STAND 2-3=(-83) 69 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 95.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -68/ 500V -23/ 79H 5.50" 0.80 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 6'- 0.0" -40/ 261V 0/ OH 5.50" 0.42 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(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR lOPSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX TC PANEL LL DEFL = 0.070" @ 3'- 0.6" Allowed = 0.332" 5-08-04 MAX TC PANEL TL DEFL = -0.098" @ 3'- 0.6" Allowed = 0.498" 0-03-12 f MAX HORIZ. LL DEFL = 0.000" @ 5'- 8.2" 12 MAX HORIZ. TL DEFL = 0.000" @ 5'- 8.2" 4.00 v Design conforms to main indforce-resisting system and components and cladding criteria. M-1.5x3 4 Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, 3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. N 1 M O 1 N in rm o II 1 2�11 �BO5 o M-3x9 M-1.5x3 1 l 5-08-04 0-03-12 1 .1' y 1-06 6-00 ��li\ D PR°Pk' C '' Ndq GtNF� •r co• 0 <477 <t' 89782PE JOB NAME : FRENCH REVIVAL 4 PLEX - L2 • Scale: 0.5809 ''... SEW WARNINGS: GENERAL NOTES, unless otherwise notes C. 40 Truss: L2 1.Builder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown and is for an individual "7 OREGON and Warnings before construction commences. building component.Applicability of design parameters and proper 7 /V..�+ I.� V 2.2x4 compression web bracing must be Installed Where shown v. incorporation of component is the responsibility of me building designer. �aA 3.Additional temporary bracing to Insure sisM18y during construction 2.Design assumes the tap an bottom Morrie to be Ietenlly braced at /� Is the responsibility of the erector.Addtbnal permanent bracing of 7 o.c.and at sheathing o.c,reach a plywood unless braced throughout their length by DATE: 3/16/2016 the owerenatruaurehthe ro 2eIcontmaat dginga,wantbptywoadMredWhereeewnaaryw.g(ec). �AU 1.� sponnonnp of the building designer. 3 2a Impact bridging or literal baring required where shown t a S EQ.: K 1812 3 91 4.No load should be applied to any component until ager all bracing and 4.Install°tbn of truss Is the re•ponalblity of the respective wnlractor. fasteners are complete and at no Brie should any bads greater than 5.Design assumes Musses are to be used In a non-corrosive environment, TRANS ID: LINK design bads be applied toany component. and are for"dry condition'oruse. 5.CompuTfua M°no control over and assumes no responsibility for to 6.Design assume hit hearing°t•e supports shown.Shim or wedge g EXPIRES: 12/31/ 016. fabncetion,handling,shipment end Installation of components. racess°ry. 1,, 7.Design shall c ed on bath nage is lamsotruss,provided. March 16,2016 8.This design le furnished subject to the limitations eel forth by 8.Plates ahaA ba located on both faces of Wo,and placed an their center TPIA TCA in SCSI,cepiea of which will be fumiehed upon request, lines coinGde with Joint center linea. MiTek US Inc./Com uTrus Software 7.6.7 1 L E S.Digits indicate size of plate In inches. A P ( )' ml.For basic connector plata design values see ESR-1311,ESR-1888(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 5'- 0.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x9 KDDF #15BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 56 2-5=(-31) 35 3-5=(-167) 116 BC: 2x4 KDDF #14BTR SPACED 29.0" O.C. 2-3=(-74) 48 WEBS: 2x4 KDDF STAND 3-4=( -7) 3 LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) OVERHANGS: 18.0" 0.0" 0'- 0.0" -69/ 966V -18/ 62H 5.50" 0.75 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 5'- 0.0" -33/ 216V 0/ OH 5.50" 0.35 ROOF ( 625) • LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked for net(-7 psf) uplift at 24 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.013" @ -1'- 6.0" Allowed = 0.100" MAX TL CREEP DEFL = -0.015" @ -1'- 6.0" Allowed = 0.150" MAX TC PANEL LL DEFL = 0.031" @ 2'- 8.4" Allowed = 0.262" MAX TC PANEL TL DEFL = -0.038" @ 2'- 6.6" Allowed = 0.393" 4-08-04 0-03-12 MAX 4'- MAX HORIZ. TL DEFL = 0.000" @ 9'- 8.2" 12 4.00 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, M-1.5x3 (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), 4 ', load duration factor=1.6, 3 End vertical(s) are exposed to wind, Truss designed for wind loads 111 in the plane of the truss only. I , N t ro o M-3x4 M-1.5x3 y 1 l 4-08-04 0-03-12 1-06 5-00 0) PROF Cp 11. eic. 8 782PE l, JOB NAME : FRENCH REVIVAL 4 PLEX - L3 • /. Scale: 0.5918 WV --.+ WARNINGS: GENERAL NOTES, unless olhenol.e noted y,OREGON /'+a Fr i ���. 1.Balder and erection contractor should be advised of al General Nates 1.This design Is based only upon the parameters Mown and la for an Individual 7 O I l GO I V (h... Truss: L3 and Warnings before conebudbn commences. building component.Applicability of deelgn parameters and proper (5„ (� 2.2e4 compression web bracing must be installed where shown+. Incorporation of component Is the rosponeaAfty of the banning dealgner. 1' G�[y,Y. 3.Additional temporary bracing a insure stability during construction 2.Design and et1assumes the top and bosom drams to be laterally braced et fl ,44 b the respansbiAly of the erector.Additional permanent bracing of T o e adv et 18 o c.respectively unless braced throughout their length by perinea continuous sheathing such es plywood eheathing(TC)and/or drywel(SC). ht, 1 A t .- DATE: 3/16/2016 the overall sins:ture Is the responsibility of the building designer. 3.2x lmped bridging or lateral bracing required where shown++ lJ L 4.Na load should be applied a any component until after all bracing and 4.Installation of visa is the responelblly of the reapectNe contractor. SEQ.: K 1812 3 9 2 fasteners are complete and at no time should any cads greater than 5.Design assumes trusties are to be used in a noncarrosie environment, TRANS I D: LINK design loads be applied to any component. and n.assumor"dryes condition"of use.supports wedge 5.CompaTres hes no control over and assumes no responsibility for the 6.Design�auume.NN bearing Nan w ns shown.Shim for If EXPIRES: 12/31/2016 ry. I, .l r� .l Q abs design Ic filling,shipment and installation of components. 7.Design weenies adequate drainage a provided, March 16,2016 8.This design is furnished sub)ed to the limitations set forth by B.Plates shell be located on both faces of truss,and placed so their center TP WJfCA In BCSt,copies of which WI be furnished upon request. lines coh,dde with Joint anter linea. 9.Digits indicate size of Mete In Inches. MiTek USA,Ino./CompuTrus Software 7.6.7)1L)-E 10.Far bask connector pleb design values see EBR-1311,ESR-7588(MiTek) This design prepared from computer input by Pacific Lumber and Truss—BC LUMBER SPECIFICATIONS TRUSS SPAN 3'— 7.5" 'COND. 2: Design checked for net(-7 psf) uplift at 29 "oc spacing. TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 BC: 2x9 KDDF #16BTR SPACED 29.0" O.C. Design conforms to main windforce—resisting WEBS: 2x9 KDDF STAND system and components and cladding criteria. LOADING TC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PIE Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), TOTAL LOAD= 95.0 PSF load duration factor=l.6, End vertical(s) are exposed to wind, LL = 25 PSF Ground Snow (Pg) Truss designed for wind loads in the plane of the truss only. LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. Note:Truss design requires continuous BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP bearing wall for entire span UON. AND BOTTOM CHORD LIVE LOADS ACT NON—CONCURRENTLY. 3-03-12 0-03-12 T T T 12 4.00 r,''' M-1.5x3 4 3 r 0 to 0 N I I� �, 5 6 o M-3x4 M-1"5x3 1 l y 1-00 3-07-08 • .s(- V4 PR pk, tt�~0 .4GiNE- ' fes' :9782PE 9c" JOB NAME : FRENCH REVIVAL 4 PLEX — K1 '—iiiif. , Scale: 0.6986 A7'. XIII WARNINGS: GENERAL NOTES, unless otherwise noted Truss: K1 1.Balder 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 17 •11v EGON >. 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 rosponsibllty of Me Oulltlinp designer. ,,,�)��!^� � (',}�` 3.Additional temporary bracing to Insure stability during consiructlan 2.Deegn assumes the top and bottom chords to be laterally braced at 7 'lC DATE: 3/16/2016 la me respond ohne erector.AaaHbcc permanent bracing of 7 o.c and et l0 sheo.cathing such respectively d shealess thing(TC)throughout TC enNo their It length by continuousaMgingln ehao rig( ) rywal(BC). P, ^Ut Pi\ the overall structure Is the responsibility of the building designer. 3.2s Impact bridging or lateral bracing required where shown++ X1"'1 L SEQ.: K 1812 3 9 3 4.No load should be applied to any component until after all braang end 4.Installation of buss Is the responsibility of the respective contractor. fasteners are complete and el no time should any beds greater than S.Design assumes trusses ere to be used in a noncorrosive environment, TRANS I D: LINK design bads be applied to any component. end are for"dry condition"of use. 5.CompuTrus hes no control over end assumes no responsibility for the 8.Desitin assumes NH bearing at all supports shown.Shim or wedge if EXPIRES:: 12/31/2016 necessary. fabs deem.handling.shipment and Inslalletlan of components. 7.Design assumes adequate drainage Is provided. March 16,201 6 8.This design la furnished wb)ed to the limitations set forth by 8.Plates Mall be bated on both faces of truss,and placed so their center TPHWICA in BCSI,copies of which will be furnished upon request. lines coincide with Joint center lines. MiTek USA,Inc./Com uTrus Software 7.6.7 1 E E S.Digits indicate Noe of plate In inches. p ( )- f 8.For basic connector plate design values see ESR-1311,ESR-1068(MiTek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 7.5" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #16BTR LOAD DURATION INCREASE = 1.15 1-2=( 0) 37 2-4=(0) 0 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. 2-3=(-50) 23 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD= 35.0 PIE 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 = 45.0 PSF 0'- 0.0" -45/ 392V 0/ 93H 5.50" 0.55 KDDF ( 625) 3'- 4.7" 0/ 93V 0/ OH 5.50" 0.07 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 3'- 7.5" -44/ 100V 0/ OH 1.50" 0.16 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL 12 REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 9.00 l7. OND. 2: Design checked for net(-7 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/360, TL=L/240 MAX LL DEFL = 0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.011" @ 2'- 1.4" Allowed = 0.189" MAX TC PANEL TL DEFL = 0.010" @ 2'- 1.9" Allowed = 0.283" MAX HORIZ. LL DEFL = -0.000" @ 3'- 6.8" MAX HORIZ. TL DEFL = -0.000^ @ 3'- 6.8" 3 Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.0, MWFRS(Dir), load duration factor=1.6, r End vertical(") are exposed to wind, o Truss designed for wind loads Iso in the plane of the truss only. 0 co 0 of ,- 1 2� 4->-< • -/ M-3x4 ,L l ). 1-00 3-07-08 'PROVIDE FULL BEARING;Jts:2,4,3 I ��OvO P n O/b ;.•Gj �NGINE�r/ /01 .`'u 89782PE <" JOB NAME : FRENCH REVIVAL 4 PLEX - K2 • Scale: 0.8761 / ---. WARNINGS: GENERAL NOTES, unless otherwise noted C.. 1.Budder and erection contractor should be advised of all General Notes 1.This design is based only upon the parameters shown end is for an individualT9! OREGON O'er ,,,. Truss: K2 and Warnings before construction commences. building component Applicability of design parameters end proper /. 2 2.2x4 compression web bracing must be Installed where ahown v. Incorporation of component is me responsibltiy of the building designer. +' Ap r J � 3.Addflunal temporary bracing to insure daddy during 55 Cttt ctlan 2.Design assumes the top.rad bosom thesis to be laterally braced at 4lG,r N the ro mlblgty o!the erector.Additional permanent bred f Z o c.and at 10 o.c.respectively unless braced throughout their length by apo "g o contentious sheathing or such as plywood sheathing(TC)and/or drywall(SC). r-A 1 L ' DATE: 3/16/2016 the overall structure is the responsibBlly of the building designer. 3.2x Impact bridging or lateral bracing required where shown•a �1 SEQ.: K 1812 3 9 4 4.No load should be applied to any component until after all bracing and 4,Installation of truss Is the responsibility of the respedle contractor. castanets are complete end at no time should any loads greater than 5.Design assumes busses ere to be used in a nonaorrosle environment, TRANS I D• LINK deacon loads be applied to any component. and are for'dry condition"of use. 5.CompuTrua has no control over and assumes no responsibility for the a.neeegnmsaaunt full bead at et supports show,shim or wedge IfN• EXPIRES:: 12/31/2016 fabrication,handling,shipment and Installation of components. 7.Design assumes adequate drainage Is provided. March 16,201 6 S.This design is furnished subject to the limitations set forth by 8,plates shag be located on both faces of was,end placed so their center TPVWTCA In SCSI,copies of which will be fumlehed upon request. linea coincide with joint center linea. 9.Digits indicate adze of plate in Inches. MiTek USA Ino./CampuTrus Software 7.6.7(1L)-E 10.For basic connector plate dealgn values see ESR-1311,ESR-1988(Weir) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 2'- 4.0" IBC 2012 MAX MEMBER FORCES 4WR/DDF/Cq=1.00 TC: 2x4 KDDF #1SBTR LOAD DURATION INCREASE = 1.15 1_ _ BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-61) 35 2-9-(0) 0 TC LATERAL SUPPORT <= 12"OC. UON. LOADING BC LATERAL SUPPORT <= 12"OC. UON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 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 = 45.0 PSF 0'- 0.0" -40/ 287V -18/ 67H 3.50" 0.46 KDOF ( 625) 2'- 1.3" 0/ 29V 0/ OH 5.50" 0.05 KDDF ( 625) 12 LL = 25 PSF Ground Snow (Pg) 2'- 4.0" -29/ 65V 0/ OH 1.50" 0.10 KDDF ( 625) 8.00 LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. ICOND. 2: Design checked fox net(-7 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/360, TL=L/240 MAX LL DEFL = -0.002" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.003" @ -1'- 0.0" Allowed = 0.100" MAX TC PANEL LL DEFL = 0.004" @ 1'- 2.4" Allowed = 0.144" MAX TC PANEL TL DEFL = -0.004" @ 1'- 4.4" Allowed = 0.216" 3 -e. MAX HORIZ. LL DEFL = -0.000" @ 2'- 3.2" MAX HORIZ. TL DEFL = -0.000" @ 2'- 3.2" /' Design conforms to main windforce-resisting system and components and cladding criteria. Wind: 140 mph, h=15ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, N (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), o load duration factor=l.6, I rl End vertical(s) are exposed to wind, Truss designed fox wind loads r+ in the plane of the truss only. r o 7I 0 0 ,- -I 2 f2 11 4 M-3x4 k 1-00 ), 2-04 ), �t.E0 PRQpess (PROVIDE FULL BEARING;Jts:2,4,3 f`e, ,1GIN�+' ,, y,l2 414 l ' 89782PE yr JOB NAME : FRENCH REVIVAL 4 PLEX - Ml Scale: 0.9861 r, 0% SEW WARNINGS: GENERAL NOTES, unless otherwise noted' 40 Truss: M1 1.Builder end erection contractor should be advised of all General Notes 1.This design a based only upon the parameters shown and A for an Individual .'Cl OREGON N. O"./ and Warnings before construction commence. building component / . � Appliceblllly of design parameter.and proper 2.2x4 compression web bracing must be installed where shorn a. incorporation of component is the rospansibHlly of the building designer. 3,Additional temporero bracing to insure stability during construction 2 Design assumes ms top and bottom unless braced la be laterally braced at �� 4�\,+ �lr Is the responsibaty of the erector.Additional permanent bracing of T o.c.and al 70'o,c.respectively braced throughoul their length by I `"C(I/' DATE: 3/16/2016 the overall structure is the roapansibAntinuous sheathing such es plywood required sheathing(TC)and/or drywell(BC), PAUL U L Yom. My of Bethe building designer, 3.2t Impact bridging or lateral bracing where shown t•+ f.� `~ SEQ.: K 1 8 12 3 9 5 4,Na load should be applied to any component until ager all bracing and 4.Installation Wines la the responsibHm/of the respective contractor, fasteners are complete and at no time should any loads greater than 5.Design assumes trusses ere to be used Ina noncerreshe environment, TRANS I D: LINK design load.be applied to any component and era for"dry condition"of use. p 12/31/2016 H f{/j )pry/'{.{p 5.CompuTrus hes no control over end assumes no rseponsibtity for the 6.Design assumes dies NH bearing at all supports drown.Shim or wedge If EX(-(R ES. 1 L/t71 IG V 1 V. hbrketloR handling,shipment endlnstalallon of components. 7.Design assumes adequate drainage is provided. March 16,2016 6.This design is furnished subJed to the limitations set forth by 8.Plates shall be located on both tame of truss,and placed so their center TPUWfCA In SCSI,copies of which will be famished upon request. lines coincide with Joint center lines. MiTek US . uTrus Software 1L 7,6.7 S.Digits indicate sire of pate in Inches. A'Inc/Com P ( )'E 10,For basic connector plate design values see EBR-7371,ESR-1988(MiTek) This design prepared from computer input by Pacific Lumber and Truss-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=( -6) 133 9-5=(-211) 114 9-2=(-309) 48 BC: 2x4 KDDF #16BTR SPACED 24.0" O.C. 2-3=(-91) 44 2-5=(-157) 290 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. DON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BEG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -19/ 328V -76/ 141H 5.50" 0.53 KDDF ( 625) OVERHANGS: 12.0" 0.0" 1'- 9.3" -102/ 74V 0/ OH 5.50" 0.12 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 1'- 11.7" -31/ 69V 0/ OH 1.50" 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(-7 psf) uplift at 24 "oc spacing. 1-11-11 BOTTOM CHORD CHECKED FOR 1OPSF LIVE LOAD. TOP T g AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.001" @ -1'- 0.0" Allowed = 0.067" MAX TL CREEP DEFL = -0.002" @ -1'- 0.0" Allowed = 0.100" 12 MAX TC PANEL LL DEFL = 0.004" @ 0'- 10.9" Allowed = 0.137" 12.00 F MAX TC PANEL TL DEFL = 0.005" @ 0'- 10.0" Allowed = 0.206" MAX HORIZ. LL DEFL = -0.002" @ 1'- 10.9" -/ MAX HORIZ. TL DEFL = -0.002" @ 1'- 10.9" • Design conforms to main windforce-resisting '' system and components and cladding criteria. ' Wind: 140 mph, h=20.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, M-3X9 End vertical(s) are exposed to wind, Truss designed for wind loads o in the plane of the truss only. 2 I r o 7 I 1 r 0 11 ..",n- 161M1=1.1d11fr 4► M-1.5x3 M-1.5x3 Jr Jr Jr 1-00 2-00 I4'((('''���"//J'''���/'- (PROVIDE FULL BEARING;Sts:4,5,3 yG N 67 ‹LCt ‘47P1,[fir 7f' m :97821-E 1-' '. JOB NAME : FRENCH REVIVAL 4 PLEX - SJ1 .....' 'I.r Scale: 0.5927 . I NM WARNINGS:Bolder rwlee1. end erection contractor should be advised of al General Notes 1.This design Is bawd only upon the paramelero shown and Is for an individual V fl l.= 4J�V V ' Truss: SJ1 and yhmings before conaruaron commences. building component Applkabllity of deelgn parameters and proper f i 2.204 compression web bracing must be installed where shown*. Incorporation of comported Is the responsibility of the building designer. "9 An y:4 b t, 3.Additional temporary brecing to insure stability during construcflon 2.Design assumes the lop end bottom Grohs to be laterally braced al 1 "(Tye Is the responsibility of me erector.AddHknel permanent bracing 1 7 o.e.and at ee0 0.0.respectively unless braced throughout mak length by V 9 o continuous sheathing such as plywood sheathing(TC)and/or drywe8(BC). �"" [s DATE: 3/16/2016 the overall structure a the reaponeibiny of me building dealgner. 3.20 Impact bridging or leterel bracing required where Mown-to 4. A UL No load Mould be applied to any component until after all bradng and 4.Iomaliatkn of truss Is me taspomlbllry of the respective contractor. SEQ.: K 1812 3 9 7 fasteners are complete and at no flee should any loads greater than 5.Design assumes trusses ere to be used in a non-corroehe environment, TRANS I D: LINK design loads be applied to any component. end era for assumedry s clues 5.CompuTrus has no control over and assumes no responsibility for me 8.[Reigneesames NA bearing al al supports Mown.Shia or wedge if EXPIRES: 12/31/2016 2/31/201 6 fabrication,Mnding,shipment and bstalletion of components. 7.Design names adequete drainage is provided. `++A f7 a7 Gi 47 t/LrJ 1 March 16,2016 8.This design is furnished abjed to the IimitaMns set forth by 8.Plates shall be located on both fame Ohms,and placed so their center TPIM7CA in SCSI,copes of which coil be furnished upon request. Anes coincide with)old center lines. 9.Digits indicate dm of plate in inches. MiTek USA,Ino./CompaTrus Software 7.6.7(114-E IN.For beak connector piste design values see ESR-1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF #1&BTR LOAD DURATION INCREASE = 1.15 1-2=(-135) 100 3-9= 197 159 3-1= 275 168 BC: 2x9 KDDF #1&BTR SPACED 24.0" O.C. ( ) ( ) WEBS: 2x4 KDDF STAND 1-9=(-250) 319 LOADING BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) BC LATERAL SUPPORT <= 12"OC. UON. DL ON BOTTOM CHORD = 10.0 PSF 0'- 0.0" -96/ 185V -97/ 199H 5.50" 0.30 KDDF ( 625) TOTAL LOAD = 95.0 PSF 1'- 6.7" -197/ 110V 0/ OH 5.50" 0.18 KDDF ( 625) 3'- 8.7" -87/ 141V 0/ OH 1.50" 0.23 KDDF ( 625) LL = 25 PSF Ground Snow (Pg) 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(-7 psf) uplift at 29 "oc spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/290 AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.028" MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" 12 MAX HORIZ. LL DEFL = -0.005" @ 3'- 7.9" 12.00 2 -/ MAX HORIZ. TL DEFL = -0.005" @ 3'- 7.9" Design conforms to main windforce-resisting 0 system and components and cladding criteria. Wind: 140 mph, h=21.Bft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.B, MWFRS(Dir), load duration factor=1.6, End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 I o M-3x4 1 1 LoliNIL i 0 , , 11161X.,Milmr 3► ��4 -1.5x3 M-1.5x3 l 1 i' 1-09 1-11-11 n "}n (PROVIDE FULL BEARING;Jts:3,9,2 I 0 ,. LG Nrl - 1 r � C, 4t"4419782PE -1 r' JOB NAME : FRENCH REVIVAL 4 PLEX - SJ2 • �,. Scale: 0.9806 ,. . - 01All/ WARNINGS: GENERAL NOTES, unless otherwise noted: ♦ C,J. Truss: S J2 1.Builder and erection contractor should be advised of al General Notes I.Thla design Is based only upon the parameters shown and is for an individual 17'y •-EGON r, and Warnings before cenefrudbn commences. building component.Applicability of design parameters and proper ✓.+/I�t /�/ v,�cz. 2 2x4 compre Won web bracing must be bumped where shown«, incorporation o(componenl k the reaponablNy of the building designer. ,,O G.14 u,l Y i b _� 3.Additional temporary bracing to Insure stability during construction 2.Design assumes the tap and bottom chords to be laterally braced et 77 Is the responsibility of the erector.Additional permanent bracing of T Na and et 10'o.c.respectively unless braced throughout their length by DATE: 3/16/2016 the overall structure is the responsibility continuous sheathing lateb adng re aired where s and/or drywaA(BC). PA C3.` upon ray al the building CII 3.2x Impact bridging or lateral bracing required where shown /"' s` SEQ.: K 1812 3 9 8 4.Na mad should be applied to any component until ager all bracing and 4.Installation of tons is the responsibility of the revpectNe contractor. fasteners are complete end at no time should any mads greeter then 5.Design assumes hisses are to be used in a non-corrosive environment, TRANS ID: LINK design loads be applied to any component. and are for"dr/condition"of use. 5.CompuTrus has no control over and attunes no responsibility for the 6.Design assumes full bearing at al supports Mown.Shim or wedge If EXPIRES: 12/31/2016 febncetion,handling,shipment and installation of components. mastery. I., .I Q�7 q 7.Designncehall elc ed onbothe fceleprovided.n March 1V,G�16 6.This dean,Is furnished shipment subject to the limitations set forthon by S.pietas shall be located at both faces of trues,end placed an their center TPWRCA In BCSI,copies of which vol.be furnished upon request. lines coincide with joint center linea. MiTek US . m uTrus Software 1L 7.6.7 E 9.Digits Indicate size of plate in inches. A'Inc/Cop ( )- 10.For basic connector plate design value.see ES14•1311,ESR-1988(MITek) This design prepared from computer input by Pacific Lumber and Truss-BC LUMBER SPECIFICATIONS TRUSS SPAN 3'- 8.7" IBC 2012 MAX MEMBER FORCES 9WR/DDF/Cq=1.00 TC: 2x4 KDDF 416BTR LOAD DURATION INCREASE = 1.15 1-2=(-391) 136 9-5=(-286) 159 9-1=(-589) 175 BC: 2x4 KDDF #16BTR SPACED 29.0" O.C. 2-3=(-169) 0 1-5=(-250) 963 WEBS: 2x9 KDDF STAND LOADING TC LATERAL SUPPORT <= 12"OC. VON. LL( 25.0)+DL( 10.0) ON TOP CHORD = 35.0 PSF BEARING MAX VERT MAX HORZ BRG REQUIRED BRG AREA BC LATERAL SUPPORT <= 12"OC. VON. DL ON BOTTOM CHORD = 10.0 POP LOCATIONS REACTIONS REACTIONS SIZE SQ.IN. (SPECIES) TOTAL LOAD = 45.0 PSF 0'- 0.0" -95/ 948V -115/ 297H 5.50" 0.72 KDDF ( 625) OVERHANGS: 0.0" 29.0" 1'- 6.7" -269/ 131V 0/ OH 5.50" 0.21 KDDF ( 625) LL = 25 POP Ground Snow (Pg) 3'- 8.7" -306/ 937V 0/ OH 1.50" 0.56 KDDF ( 625) LIMITED STORAGE DOES NOT APPLY DUE TO THE SPATIAL REQUIREMENTS OF IBC 2012 AND IRC 2012 NOT BEING MET. 'OND. 2: Design checked for net(-7 psf) uplift at 24 "on spacing. BOTTOM CHORD CHECKED FOR 10PSF LIVE LOAD. TOP AND BOTTOM CHORD LIVE LOADS ACT NON-CONCURRENTLY. VERTICAL DEFLECTION LIMITS: LL=L/360, TL=L/240 MAX LL DEFL = 0.000" @ 0'- -3.0" Allowed = 0.028" MAX LL DEFL = -0.039" @ 5'- 8.7" Allowed = 0.133" MAX TL CREEP DEFL = -0.051" @ 5'- 8.7" Allowed = 0.200" 3 MAX BC PANEL TL DEFL = -0.000" @ 0'- 10.2" Allowed = 0.061" MAX HORIZ. LL DEFL = -0.010" @ 3'- 7.9" MAX HORIZ. TL DEFL = -0.010" @ 3'- 7.9" 12 12.00 7 Design conforms to main windforce-resisting system and components and cladding criteria. 2 Wind: 190 mph, h=22.8ft, TCDL=6.0,BCDL=6.0, ASCE 7-10, (All Heights), Enclosed, Cat.2, Exp.S, MWFRS(Dir), load duration factor=1.6, 4 End vertical(s) are exposed to wind, Truss designed for wind loads in the plane of the truss only. 0 ti r 0 M-4x6 1 f tr‘d' N 1 0 1 4''' M-1.5x3 M-1.5x3 Nyt] y 1-09 y 3-11-11 y .°. PRQFess NGINE�fir re A� 'PROVIDE FULL BEARING;Jts:4,5,2 I "V CC :9732PE 444/ �v` JOB NAME : FRENCH REVIVAL 4 PLEX - SJ3 . ..ii' Scale: 0.3944 ..70.7 WARNINGS: GENERAL NOTES, unless otherese noted o Coo 1.Builder and eredbn contractor ehould be advised of al General Notes 1.This design is based only upon the parameters shown and N for an Individual 17OREGON 47,„O� Truss: S J3 and Warnings before construction commences. building component.Applicability of design parameters and proper 2.Do4 compression web bracing must be installed whore shown*. Incorporation of componaM lathe responsibility of the betiding designer. 9 qPty A.5 Q 3.AddlhMl temporary bracing to Insure stablllty Wring construction 2.Design assumes the top and bottom chards 10 be laterally baud et responsibility of the erector.Addt:onel permanent bracing of 2 o c end et 15 o.c.respectively unless braced throughout their length by lathecontinuous sheathing such as plywood sheathing(TC)and/or drywell(BC). PA U 1 DATE: 3/16/2016 the overall structure Is the responsibility of the bulking designer. 3.Zr Impact bridging or lateral bracing required where shown+• a� SEQ.: K 1812 3 9 9 4.Noised should be spelled to any component until alter all bradng and 4.Installation of truss le the responsibllty of the respedNe contractor. fasteners are complete and at no See should any loads greater than 5.Design assumes trusses are to be used bra noncorroslve environment, TRANS I D: LINK deslgn bade be applied to any component. and gn e r"dry candbIonT of use. ge 5,CompuTrus has no control over and assumes no responsibility for the 6.Design assumes Ml bearingat all supports shown.Shim or Wed If EXPIRES: 12/31/2016. . ry fabrication,handling,shipment and inelalkaen of components. 7.Design assumes adequate drainage is provided. March 1 6,201 6 8.This design Is furnished subied to the limitations set forth by 8.Plates shag be located on both face.of truss,and placed so their center TPIM7CA In 015:,copies of which will be Blmlahed upon request. Ines coincide with Joint center linea. 9.Digits Indicate size of plate In Inches. MITek USA,Ino./CampuTrus Software 7.6.7(1L)E 10.For basic connector plate design values see ESR-1311,ESR-1988(MITek) • Symbols Numbering System PLATE LOCATION AND ORIENTATION "� A General Safety Notes 1 3/4 Center plate on joint unless x,y I 6-4-8 dimensions shown in ft-in-sixteenths Failure to Follow Could Cause Property offsets are indicated. (Drawings not to scale) Damage or Personal Injury rm.= Dimensions are in ft-in-sixteenths. I Apply plates to both sides of truss 1 2 3 1. Additional stability bracing for truss system,e.g. and fully embed teeth. diagonal orx-bracing,is always required. See BCSI. TOP CHORDS Q 1/16' 2. Truss uaFor wide bracing truss spacing, be individualdesigned lateralby bracesnengineer.themselves p IlL\411Pilirl4 may require bracing,or alternative Tor I p= bracing should be considered. O F � U O 3. Never exceed the design loading shown and never Ostack materials on inadequately braced trusses. ° O 4. Provide copies of this truss design to the building For 4 x 2 orientation,locate C7 8 c6a CS-6 F— designer,erection supervisor,property owner and plates 0-1'U from outside BOTTOM CHORDS all other interested parties. edge of truss. 8 7 6 5 5. Cut members to bear tightly against each other. 6. Place plates on each face of truss at each This symbol indicates the JOINTS ARE GENERALLY NUMBERED/LETTERED CLOCKWISE joint and embed fully.Knots and wane at joint required direction of slots in AROUND THE TRUSS STARTING AT THE JOINT FARTHEST TO locations are regulated by ANSI/TPI 1. connector plates. THE LEFT. 7. Design assumes trusses will be suitably protected from * CHORDS AND WEBS ARE IDENTIFIED BY END JOINT the environment in accord with ANSI/TPI 1. Plate location details available in MiTek 20/20 NUMBERS/LETTERS. software or upon request. 8. Unless otherwise noted,moisture content of lumber shall not exceed 19%at time of fabrication. PLATE SIZE PRODUCT CODE APPROVALS 9. Unless expressly noted,this design is not applicable for ICC ES Reports: use with fire retardant,preservative treated,or green lumber. The first dimension is the plate 10.Camber is a non-structural consideration and is the 4 x 4 width measured perpendicular ESR 1311,ESR-1352,ESR1988 responsibility of truss fabricator.General practice is to to slots.Second dimension is ER-3907,ESR 2362,ESR-1397,ESR 3282 camber for dead load deflection. the length parallel to slots. 11.Plate type,size,orientation and location dimensions indicated are minimum plating requirements. LATERAL BRACING LOCATION Southern Plne lumber designations are as follows: 12.Lumber used shall be of the species and size,and in all respects,equal to or better than that IIndicated by symbol shown and/or SYP represents values as published specified. by text in the bracing section of theby AWC in the 2005/2012 NDS SI' represents ALSC approved/new values 13.Top chords must be sheathed or purlins provided at output. Use T or I bracing with effective date of June 1,2013 spacing indicated on design. if indicated. 14.Bottom chords require lateral bracing at 10 ft.spacing, BEARING or less,if no ceiling is installed,unless otherwise noted. 15.Connections not shown are the responsibility of others. Indicates location where bearings 16.Do not cut or alter truss member or plate without prior (supports) occur. Icons vary but ©2012 MiTek®All Rights Reserved approval of an engineer. ILEMINO reaction section indicates joint number where bearings occur. 17.Install and load vertically unless indicated otherwise. Min size shown is for crushing only. MN MN .� 18.Use of green or treated lumber may �' environental,health or performance risks.Consult ltiwth Industry Standards: project engineer before use. ANSI/TPI1: National Design Specification for Metal MN19.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, e I 20.Design assumes manufacture in accordance with Guide to Good Practice for Handling, ANSI/TPI 1 Quality Criteria. Installing&Bracing of Metal Plate Connected Wood Trusses. MiTek Engineering Reference Sheet:MII-7473 rev.01/29/2013